Equipment Structures

EQUIPMENT STRUCTURE

STAAD MODEL C3ES02

START/END NODE

STRUCTURAL LAYOUTElev. +103.500 & +102.900

Piping info STAAD Model Drawing

Elev. +105.000

Piping info STAAD Model

Drawing

Elev. +109.000

Piping info STAAD Model Drawing

Elev. +110.500

Piping info STAAD Model

Drawing

Elevation View

LOADING INPUT

Dead Load, consist of :1. Structure Self Weight2. Accessories (Handrail, Stair, Ladder, Hose Rack,

Grating, Equipment Saddle)

Live Load Equipment Loads Piping Loads Maintenance Load Wind Load

Grating (kN/m2) Elev. 110.500 ** Elev. 110.500 **228 0.5 0.625 0.3125 228 UNI GY -0.313

0.5 235 0.5 0.975 0.4875 235 UNI GY -0.488246 0.5 0.5295 0.26475 246 UNI GY -0.265248 0.5 0.4 0.2 248 UNI GY -0.2

STAAD INPUTDescription Node No. Beam No.Loading info

(kN/m2)Loaded Area

(m)Uniform Load on each

member (kN/m)

Live Load (kN/m2) Elev. 110.500 ** Elev. 110.500 **228 3.6 0.625 2.25 228 UNI GY -2.25235 3.6 0.975 3.51 235 UNI GY -3.51246 3.6 0.5295 1.9062 246 UNI GY -1.906248 3.6 0.4 1.44 248 UNI GY -1.44

Handrail (kN/m) Elev. 110.500 Length (m) ** Elev. 110.500 **228 TO 230 306 307 222 223 329 TO

335 264 TO 270 403 274 TO 2800.22 0.22

228 TO 230 306 307 222 223 329 TO 335 264 TO 270 403 274 TO 280 UNI GY -0.22

Dead Load (Grating)

Live Load (Floor)

Dead Load (Handrail)

Dead Load (Stair)STAIR Elev. 110.500 Height (m) ** Elev. 110.500 **

(DL) 0.38 329 2 3.5 3.78 329 CON GY -3.78 0.38Elev. 105.000 ** Elev. 105.000 **

0.38 141 2 2 2.27 141 CON GY -2.27 0.380.38 191 2 5 5.55 191 CON GY -5.55 0.380.76 413 0.4375 413 UNI GY -0.438 0 0.76

STAIR Elev. 110.500 Height (m) ** Elev. 110.500 **(LL) 0.38 329 3.648 3.5 13.12 329 CON GY -13.12 0.38

Elev. 105.000 ** Elev. 105.000 **0.38 141 3.648 2 8.54 141 CON GY -8.54 0.38

1.640 0.38 191 3.648 5 20.22 191 CON GY -20.22 0.380.76 413 3.15 413 UNI GY -3.15 0 0.76

1 Elev. 107.000 ** Elev. 107.000 **0.38 410 3.648 3.5 21.66 410 CON GY -21.66 0.38

1.3 2

Dead Load (Stair)

Live Load (Stair)

FIREPROOFING

FIRE CFP THICK DENSITY

EQUIPMENT 45E41

4990

2775

17. OPERATING C.O.G : 1983

EQ. LOADING CALCULATION Normal, Operating, Test, Bundle

and Thermal Sliding Load

Equipment Loading Calculation Worksheet

Empty Operating Test Bundle

112.82 189.33 67.69 56.90 0.65 11.50 19.30 6.90 56.90

45E41 Fixed Side 3.541 349 4.99 112.000 110.500 32.76 54.98 19.66 28.45 Sliding Side 1.449 346 80.06 134.35 48.03 28.45

Loading info (kN)Dist. from COG

Installation Level

Floor levelEquipment Node No. Beam No.Dist. Leg to

legSupport Type

75 68

Sliding Side 1.449 346 80.06 134.35 48.03 28.45 Saddle 349

ok 346

Dist. from Saddle Empty Operating Test

0.441 349 CON GY -32.76 0.441 349 CON GY -54.98 0.441 349 CON GX 53.74 0.441 349 CON GY -19.66 0.441 349 CON GX -28.45 0.441 349 CON GY 7.41 0.4410.441 346 CON GY -80.06 0.441 346 CON GY -134.35 0.441 346 CON GX -53.74 0.441 346 CON GY -48.03 0.441 346 CON GX -28.45 0.441 346 CON GY -7.41 0.441

349 CON GY 0 0.441346 CON GY 0 0.441

BundleSTAAD INPUT

Thermal-Sliding X-dir

Wind Load Calculation

Wind Load Calculation for Horizontal Equipment

EQUIPMENT INSTALLATION HT L S D L/D G * qzID LEVEL (m) (m) (m) (m) (m) (kN/m

2) Cfx Aex (m) H1 (kN) V (kN) Cfz Aez (m) H2 (kN) M (kN-m)

45E41 PL+112.000 0.65 8.586 4.99 0.89 9.7 0.880 1.2 1.98 1.05 0.27 0.81 12.78 4.58 2.98

Longitudinal Direction Wind Transverse Direction WIN D

EQUIPMENT DATA WIND LOAD [each support]

STRUCTURE ID: C3ES02GROUND LEVEL: PL+100.000 m

(z)

EQUIPMENT SADDLE 1

EQUIPMENT 45D47

EQUIPMENT SADDLE

P

P

ARb

B

VA

HA Hb

Vb

HbVb

Calculation WorksheetDist. from

Empty Operating Test Bundle

87 104 53.00 183.00 195.00 - 0.751.15 90 106 0.6

45D47 Fixed Side 2.000 345 4 105.750 105.000 26.50 91.50 97.50 - 0.878 Sliding Side 2.000 347 26.50 91.50 97.50 - 0.878

Saddle 345 3.729 ok 347

Loading info (kN)Dist. from COG

Weight (kN)Installation

LevelFloor levelEquipment Node No. Beam No.

Dist. Leg to leg

Support Type

Saddle Empty Operating Test

345 FY -26.5 345 FY -91.5 345 CON GX 36.6 0.878 87 104 CON GX -18.3 0.75 345 FY -97.5347 FY -26.5 347 FY -91.5 347 CON GX -36.6 0.878 90 106 CON GX 18.3 0.6 347 FY -97.5

STAAD INPUTThermal-Sliding X-dir

347 FY -26.5 347 FY -91.5 347 CON GX -36.6 0.878 90 106 CON GX 18.3 0.6 347 FY -97.5345 FY -3.73 87 104 CON GY 18.3 0.75347 FY -3.73 90 106 CON GY 18.3 0.6

36.60

51.76

36.645 deg.

36.6

Wind Load CalculationWind Load Calculation for Horizontal Equipment

625/4000 = 0.15625 0.2 To Saddle B

3375/4000 = 0.84375 0.8 To Saddle A

FACTOR OF QUANTITY


(z)

BUILT-UP BOLSTER

H1

H11/2H1

45

AT THE CENTER OF EQUIPMENT

POSITION OF EQUIPMENT PF FROM THE EQ. SADDLES

B

A



45D47 PL+105.750 1.15 6.410 4.00 1.80 3.6 0.760 1.2 5.14 2.35 1.35 0.74 15.38 4.34 4.99

Longitudinal Direction Wind Transverse Direction WIN D

EQUIPMENT DATA WIND LOAD [each support]

1/2H1

AT THE OUTER LEGS OF EQ. SADDLE (2)

ADDITIONAL LOAD (DUE TO EQUIPMENT PLATFORM)

H = 2.25 + 0.75 M

L Ae x Cf G x qz Quantity H1 (kN) V (kN)LONGITUDINAL HR 1.55 0.55 0.79 1 0.67348

1.35 0.55 0.79 1 0.58658LADDER 4.56 0.9 0.79 1 3.24216

WIND FORCE 4.50221 2.53249

L Ae x Cf G x qz Quantity H (kN) M (kNm)TRANSVERSE HR 3.05 0.55 0.79 2 2.65045

LADDER 4.56 0.9 0.79 1 3.24216WIND FORCE 5.89261 17.6778

Piping Load

D+I Fo Ft N S E W Up Down N S E W Up Down

From el. 102.900 and 103.500BEAM P1a 43 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0.71 BEAMBEAM P2a 50 0 0 0 10 0 0 0 0 0 0 0 0 0 0 0 0.8 BEAMBEAM P3a 59 0 0 0 4 0 6 0 0 0 0 0 0 0 0 0 0.65 BEAMBEAM P4a 416 3 0 0 3 0 3 0 0 3 0 0 0 0 0 0 0.2 BEAM

From el. 105.000 to 114.000BEAM P1 115 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0.625 BEAMBEAM P2 114 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0.625 BEAMNODE P3 130 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 NODEBEAM P4 113 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0.7 BEAMBEAM P5 112 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1.05 BEAM

Type (For Input)Description Load No. Beam/Node No. PositionThermal Force (T) Impact Force (H)Vertical Load

D+I Fo Ft LOAD CASE 5 LOAD CASE 6 LOAD CASE 4 LOAD CASE 5 /6 LOAD CASE 6 LOAD CASE 17 (X-Dir) LOAD CASE 18 (Z-Di r)

Piping (Vertical Load)

BEAM P1a 43 0 0 0 0 0 0.71 N/A N/A 43 CON GX 0 0.71 43 CON GZ 0 0.71



BEAM P4a 416 3 0 0 3 0 0.2 416 CON GY -3 0.2 N/A 416 CON GX 0.15 0.2 416 CON GZ 0.15 0.2

BEAM P1 115 2 0 1 2 1.8 0.625 115 CON GY -2 0.625 115 CON GY -1.8 0.625 115 CON GX 0.1 0.625 115 CON GZ 0.1 0.625


NODE P3 130 2 0 1 2 1.8 0 130 FY -2 130 FY -1.8 130 FX 0.1 130 FZ 0.1


STAAD INPUTDescription Load No. Position (m)Beam/Node No.

Loading info (kN) LOAD CASE 4

PIPING TEST (kN)

Input

Output



N S E W Up DownLOAD CASE 14

(Thermal Anchor force)

LOAD CASE 15 (Guide Force X-

Dir)

LOAD CASE 16 (Guide Forze Z-

Dir)

LOAD CASE 19

LOAD CASE 19 LOAD CASE 14 LOAD CASE 15 (+X) LOAD CASE 16 (+Z)

Thermal Force (T)BEAM P1a 43 6 0 0 0 0 0 0 6 0 0.71 N/A N/A N/A 43 CON GZ 6 0.71

BEAM P2a 50 10 0 0 0 0 0 0 10 0 0.8 N/A N/A N/A 50 CON GZ 10 0.8

BEAM P3a 59 4 0 6 0 0 0 6 4 0 0.65 N/A N/A 59 CON GX 6 0.65 59 CON GZ 4 0.65

BEAM P4a 416 3 0 3 0 0 3 -3 3 3 -3 0.2 416 CON GY -3 0.2 416 CON GZ -3 0.2 416 CON GX 3 0.2 416 CON GZ 3 0.2

BEAM P1 115 0 0 0 0 0 0 0 0 0 0.625 N/A N/A N/A N/A

BEAM P2 114 0 0 0 0 0 0 0 0 0 0.625 N/A N/A N/A N/A

NODE P3 130 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A

BEAM P4 113 0 0 0 0 0 0 0 0 0 0.7 N/A N/A N/A N/A

BEAM P5 112 0 0 0 0 0 0 0 0 0 1.05 N/A N/A N/A N/A

Position (m)

Loading info (kN) STAAD INPUT

Description Load No. Beam/Node No.

Thermal Load

N S E W Up DownLOAD CASE

20LOAD CASE

21LOAD CASE

22LOAD CASE 20 (down) LOAD CASE 21 (+X) LOAD CASE 22

Impact Force (H)BEAM P1a 43 0 0 0 0 0 0 0 0 0 0.71 N/A N/A N/ABEAM P2a 50 0 0 0 0 0 0 0 0 0 0.8 N/A N/A N/ABEAM P3a 59 0 0 0 0 0 0 0 0 0 0.65 N/A N/A N/ABEAM P4a 416 0 0 0 0 0 0 0 0 0 0.2 N/A N/A N/A

BEAM P1 115 0 0 0 0 0 0 0 0 0 0.625 N/A N/A N/ABEAM P2 114 0 0 0 0 0 0 0 0 0 0.625 N/A N/A N/ANODE P3 130 0 0 0 0 0 0 0 0 0 0 N/A N/A N/ABEAM P4 113 0 0 0 0 0 0 0 0 0 0.7 N/A N/A N/ABEAM P5 112 0 0 0 0 0 0 0 0 0 1.05 N/A N/A N/A

Description Load No. Beam/Node No.STAAD INPUTSpecial Consideration Load

Position (m)Loading info (kN)

STEEL PARAMETERK - Value

LY, LZ, UNT and UNB - Value

Deflection check (DJ1 and DJ2)

Drift Check

Joint No.Height (mm)

L/CMax. Displacement

(mm)H/200 (mm)

Judgement

202 9850 168 19.847 49.25 OK209 9850 169 23.133 49.25 OK327 13850 168 22.668 69.25 OK329 13850 169 31.009 69.25 OK

SPECIAL CONNECTIONSpecial SS1

Member Connected Bolt Gusset Plate WeldSize H h tw Fy dc1 dc2 Member db n tp Fy d dh dhe s Le Lc S le le

(web) Size =sp (Plate)[mm] [mm] [mm] [N/mm

2] [mm] [mm] [mm] [pcs] [mm] [N/mm2] [mm] [mm] [mm] [mm] [mm] [mm] [mm] [mm] [mm]

UC356x129SS1 355.6 305.6 10.4275.0 50.0 50.0 UB457x82 20 8 10 275 260 22 24 60 40 29 6 90.0 110.0

Sectional PropertiesAgross Anet Anv for V7 Anv for P7 Ant for V7 Ant for P7 Agv for V7 Agv for P7 Sb

tw tp tw tp tw tp tw tp tw tp tw tp tw tp tw tp[mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm]

3178.2 2600 2180 1640 1414 1360 582.4 560 291.2 280 1123 1080 2288 2200 832 800 400

Design Shear Strength [kN] Design Tensile Strength [kN] InteractionV1 V2 V3 V4 V4 V4 V4 V5 V6 V7 V8 f Vn P1 P2 P5 P6 P7 P8 f Pn

Rupture Buckling Yielding Vu + aPu f Vn[kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN ]

302.4 415.9 290.3 316.7 2575.7 254.9 254.9 429.0 302.6 337.0 476.5 254.9 622.4 856.1 643.5 504.3 431.1 714.7 431.1 Vu + 0.591Pu 254.9

Special SS4

Member ConnectedSize H h tw Fy dc1 dc2 Member H W tw tf r db n dh dhe s Lc sb le le

(web) Size[mm] [mm] [mm] [N/mm

2] [mm] [mm] [mm] [mm] [mm] [mm] [mm] [mm] [pcs] [mm] [mm] [mm] [mm] [mm] [mm] [mm]

UB305x40 303.4 303.4 6.0 275.0 50.0 50.0 Column - - - - - 20 3 22 24 60 29 60 60 -

Bolt Design Shear Strength [kN]Design Tensile Strength [kN] InteractionAgross Anet Anv for V7 Anv for P7 Ant for V7 Ant for P7 Agv for V7 Agv for P7 V1 V2 V7 f Vn P1 P2 P7 f Pn

tw tw tw tw tw tw tw tw Vu + aPu f Vn[mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [mm2] [kN] [kN] [kN] [kN] [kN] [kN] [kN] [kN]

1820.4 1388 900 336 168 432 1260 480 73.8 60.9 207.6 60.9 233.4 192.6 192.2 192.2 Vu + 0.317Pu 60.9

SL COMBINATION

Additional beam for channel cover supports

WMC Connection

Member Embedded PlateSize H tw na nv nh tep Ase futa fc ANc Anc hef Ancoy ec,N ca,min y ed,N y c,N y cp,N kc Nb

[mm] [mm] [pcs] [pcs] [pcs] [mm] [mm2] [N/mm2] [N/mm2] [mm2] [mm2] [mm] [mm2] [mm] [kN]

C120 120.0 5.5 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179C160 160.0 6.5 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179C180 180.0 7.0 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179C200 200.0 9.0 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179

MH148 148.0 6.0 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179MH194 194.0 6.0 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179MH244 244.0 7.0 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179WH150 150.0 7.0 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179WH150 150.0 7.0 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179WH175 175.0 7.5 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179WH200 200.0 8.0 4 2 2 20 285 450 35 267428 276000 210.5 398698 1 130 0.82 1.00 1.00 10 179

Design Shear Strength Design moment Strength Design Tensile Strength Interactiony c,P Abrg sh Zp kcp V11 V14 f Vn M11 M12 M13 fM n P11 P12 P13 P15 f Pn

Vu + aPu + bMu f Vn[mm2] [mm] [mm3] [kN] [kN] [kN] [kN*mm] [kN]

1 507 175 27500 2 333.5 138.7 138.7 23087 8322 23495 8322 384.871.6 391.6 138.6 71.6 Vu + 1.938 * Pu + 0.017 * Mu 138.71 507 175 27500 2 333.5 138.7 138.7 30782 11096 31327 11096 384.8 71.6 391.6 138.6 71.6 Vu + 1.938 * Pu + 0.013 * Mu 138.71 507 175 27500 2 333.5 138.7 138.7 34630 12483 35243 12483 384.8 71.6 391.6 138.6 71.6 Vu + 1.938 * Pu + 0.011 * Mu 138.71 507 175 27500 2 333.5 138.7 138.7 38478 13870 39158 13870 384.8 71.6 391.6 138.6 71.6 Vu + 1.938 * Pu + 0.010 * Mu 138.71 507 175 27500 2 333.5 138.7 138.7 28474 10264 28977 10264 384.8 71.6 391.6 138.6 71.6 Vu + 1.938 * Pu + 0.014 * Mu 138.71 507 175 27500 2 333.5 138.7 138.7 37324 13454 37984 13454 384.8 71.6 391.6 138.6 71.6 Vu + 1.938 * Pu + 0.010 * Mu 138.71 507 175 27500 2 333.5 138.7 138.7 46943 16922 47773 16922 384.8 71.6 391.6 138.6 71.6 Vu + 1.938 * Pu + 0.008 * Mu 138.71 507 175 27500 2 333.5 138.7 138.7 28859 10403 29369 10403 384.8 71.6 391.6 138.6 71.6 Vu + 1.938 * Pu + 0.013 * Mu 138.71 507 175 27500 2 333.5 138.7 138.7 33668 12136 34264 12136 384.8 71.6 391.6 138.6 71.6 Vu + 1.938 * Pu + 0.011 * Mu 138.71 507 175 27500 2 333.5 138.7 138.7 38478 13870 39158 13870 384.8 71.6 391.6 138.6 71.6 Vu + 1.938 * Pu + 0.010 * Mu 138.7

Interaction Effect of Combined Design Shear, Tensile and Moment Strength(Vu / f Vn) + (Pu / f Pn) + (Mu / f Mn) 1.0

fi Vu + a * Pu + b * Mu f Vn [kN]a = f Vn / f Pn

b = f Vn / f Mn [m-1] [mm-1][kN-m]

/1000 [kn-m]

ffff Vn fMfMfMfM n fMfMfMfM n ffff Pn aaaa bbbb

(Kn) (Kn.mm) (Kn.m) (Kn) (f(f(f(f Vn/f/f/f/f Pn)))) (f(f(f(f Vn/f/f/f/f Mn ))))

C120 138.70 8322.07 8.32 71.57 1.938 16.667

C160 138.70 11096.10 11.10 71.57 1.938 12.500

C180 138.70 12483.11 12.48 71.57 1.938 11.111

C200 138.70 13870.12 13.87 71.57 1.938 10.000

MH148 138.70 10263.89 10.26 71.57 1.938 13.514

MH194 138.70 13454.02 13.45 71.57 1.938 10.309

MH244 138.70 16921.55 16.92 71.57 1.938 8.197

WH150 138.70 10402.59 10.40 71.57 1.938 13.333

WH175 138.70 12136.36 12.14 71.57 1.938 11.429

Member Size

WH175 138.70 12136.36 12.14 71.57 1.938 11.429

WH200 138.70 13870.12 13.87 71.57 1.938 10.000

Member profile C200

Member No. in STAAD 369

Vu + a * Pu + b * Mu 17.04891 kN

Load Case 113

f Vn 138.7012 kN

Ratio 0.12

Judge OK

LOCAL BEAM CHECK**++++++++++++++++++++++++++++ LOCAL BEAM CHECK ++++++++++++++++++++++++++++****------------- PIPE SUPPORT BEAM Z-DIRECTION (TFX = 10% x DO) -------------**LOAD LIST 145 146 153 154PARAMETERCHECK CODE MEMBER 43 50 60 TO 63 66 TO 71 97 142 TO 146 151 TO 155 181 182 -185 TO 187 202 TO 204 212 213 215 TO 217 336 431 TO 433 437 441

**------------- PIPE SUPPORT BEAM X-DIRECTION (TFZ = 10% x DO) -------------**LOAD LIST 147 148 155 156PARAMETERCHECK CODE MEMBER 46 TO 48 414 415 51 53 TO 56 207 TO 211

**------------- PIPE SUPPORT BEAM Z-DIRECTION (TFX = 0.4 x DO) -------------**LOAD LIST 149 150 157 158PARAMETERPARAMETERCHECK CODE MEMBER 147 148 171 TO 174 179 TO 180 192 TO 194 196 TO 201 205 273 -TO 280 436

**------------- PIPE SUPPORT BEAM X-DIRECTION (TFZ = 0.4 x DO) -------------**LOAD LIST 151 152 159 160PARAMETERCHECK CODE MEMBER 108 109 112 TO 115 121 122 124 125 127 TO 129 351 92

**------------------------ PIPING HYDROTEST PERIOD -------------------------**LOAD LIST 161 162PARAMETERCHECK CODE MEMBER 108 TO 118 147 148 181 182 185 TO 187 225 TO 227 232 TO 234 -292 301 305 326 TO 328 351 92 436 441

*--------------------------- MAINTENANCE PERIOD ----------------------------**LOAD LIST 163PARAMETERCHECK CODE MEMBER 246 248

Check Work of GB beamDear all,

Please be informed that additional check is required for Chinese fabricators scope structure.

Previously, YOC were agreed with Chinese fabricators to use H-shape GB11263-98 edition.However, it turned out that 2005 edition also will be supplied.

H-shape of 2005 edition has smaller "r" than 98 edition, and section properties are down for some member.

Therefore, please use check work as follows:

- Member required additional check:Beams loaded with 100kN or more piping or equipment of Chinese fabricators scope structure.Check of stress of Wind load/Thermal force is not required.Check of stress of Wind load/Thermal force is not required.To add load case in Staad model without considering wind load & thermal force.Load factor to be 1.0

- Check method:In STAAD Output, please check whether stress ratio of the members are under ratio of section module "Wx" which is shown in the attached

file below.

- Others check method:Please set ratio = xxx for each member size, for the record.

ratio 1.0 allratio 0.95 memb xxx, xxx...ratio 0.96 memb xxx, xxx...

In addition, please add asterisk to be inactive command after check work above .

LESSON & LEARNT

C3ES11C3ES11

NCP PROJECT

STRUCTURE MAP C3ES11

PIPING INFORMATION

EQUIPMENT INFO

3D-MODEL

STAAD MODELLING

DRAWINGS (1)

DRAWINGS (2)

UTILIZING BOLSTER TYPE (1)

1) Case H> 800mm ~ BOLSTER FRAMING TYPE

Type B (Alternative) : In case if beam DS cant be

installed due to obstruct with pipe or other facilities.

Type A (priority) :

UTILIZING BOLSTER TYPE (2)2) Case H

BOLSTER SLEEPER TYPE (1)

EQUIPMENT LOADING

! !""

# # $$%&"%&"

L 2000 mmL Fixed 1468 mmL Sliding 532 mmh 500 mmH Bolster 650 mm

Equipment Loading 45-E-39

Equipment Weight kg KN

Empty 4300 42.183Operating 7800 76.518Full of Water 7200 70.632Bundle 500 5Test Load 2900 28.449Thermal Sliding 22.466

W Fixed W SlidingLOAD 8 EQUIPMENT EMPTY 11.221 30.962LOAD 9 EQUIPMENT OPERATION 20.354 56.164LOAD 10 EQUIPMENT TEST1 7.567 20.882

H Fixed H Sliding MZ Bp Fixed MZ Bp SlidingLOAD 19 THERMAL SLIDING 22.466 -22.466 -14.603 14.603

H Bp Fixed H Bp Sliding V Bp Fixed V Bp Sliding MZ Bp Fixed MZ Bp SlidingLOAD 25 BUNDLE PULLING -4.500 -4.500 2.25 -2.25 2.925 2.925

EQUIPMENT LOADING INPUT IN STAAD

BUNDLE PULLING

EL. 104.400 *EL. 104.400

BEAM 80 -4.500 0.285 80 CON GX -4.5 0.285BEAM 71 -4.500 0.285 71 CON GX -4.5 0.285BEAM 80 2.250 0.285 80 CON GY 2.25 0.285BEAM 71 -2.250 0.285 71 CON GY -2.25 0.285BEAM 80 2.925 0.285 80 CMOM GZ 2.925 BEAM 71 2.925 0.285 71 CMOM GZ 2.925

LOAD CASE 25 (Bundle Pulling)

Description Beam/Node No.LOAD CASE 25 (Bundle Pulling)

Position (m)

THERMAL SLIDING

EL. 104.400 *EL. 104.400

BEAM 80 22.466 0.285 80 CON GX 22.466 BEAM 71 -22.466 0.285 71 CON GX -22.466 BEAM 80 -14.603 0.285 80 CMOM GZ -14.603 BEAM 71 14.603 0.285 71 CMOM GZ 14.603

Description Beam/Node No.LOAD CASE 19

(Thermal Sliding)Position (m)

LOAD CASE 19 (Thermal Sliding)

Load 25X

Y

ZLoad 19X

Y

Z

Wind Load Calculation for Horizontal Equipment




45-E-39 PL+105.050 0.50 5.053 2.00 0.63 8.1 0.740 1.2 1.34 0.60 0.30 0.81 6.19 1.85 0.93

Longitudinal Direction Wind Transverse Direction WIND

H1 H1 V W Fixed V W Sliding MZ W Fixed MZ W SlidingLOAD 23 WIND LOAD X+ 0.600 0.600 -0.30 0.30 -0.390 -0.390

H2 H2 MX W FixedMX W Sliding MX W Fixed MX W SlidingLOAD 24 WIND LOAD Z+ 1.850 1.850 0.93 0.93 1.203 1.203

Load 23X

Y

Z Load 24X

Y

Z

Wind Load Calculation for Structure

WIND LOAD CALCULATION

STRUCTURE ID : FRAME NAME : COLUMN NUMBER : DIR.C3ES11 B FRAME 2 LINE Z

STRUCTURE PROPERTIES WIND LOAD SUMMARY

Number of frame (n) 1 Total Wind Force : 14.51 (KN)Ground Elevation (mm) EL+100000

Level D, d, h, w FPRF/(Insl.) L Factor or UW Aei qz*G Fwi

EL+ (mm) (m) THK(m) (m) Quantity (m) (m2) (KN/m2) (KN)

EL+100150 Frame 0.25 0.10 2.13 1.00 0.75 2.00 0.700 1.97

V.Brace 0.15 0.10 2.65 1.00 0.65

Sub Total of Effective Solid Area 1.40

Total wind force Fwi = 1.97 KN 1.97 KN

I

Cf

Column (Post)

Girder (Beam)

Category Member

UB254X31

UC152X30

UB254X31

UB254X25

UC254X73

UB305X40

UC254X73

UB305X40

UB305X40 UC254X73ILevel D, d, h, w FPRF/(Insl.) L Factor or UW Aei qz*G Fwi

EL+ (mm) (m) THK(m) (m) Quantity (m) (m2) (KN/m2) (KN)

EL+104400 Frame 0.25 0.10 2.13 1.00 0.75 2.00 0.700 5.850.15 0.90 1.00 0.14

0.25 1.24 1.00 0.31

0.30 0.05 3.15 1.00 1.11

0.26 1.60 1.00 0.410.25 2.40 1.00 0.60

V.Brace 0.15 0.10 2.65 1.00 0.650.09 2.13 1.00 0.19

Sub Total of Effective Solid Area 4.18

0.7

Multiple 0.7

0.7

EL+104400 Pipe 0.05 0.08 4.90 0.50 0.31 0.7 0.700 0.15EL+104400 0.04 0.08 4.30 0.50 0.25 0.7 0.700 0.12

EL+103500 Single 0.25 0.08 2.90 0.50 0.48 0.7 0.700 0.23

EL+104400 0.25 0.08 3.70 0.50 0.61 0.7 0.700 0.30

0.7H. Side 0.20 2.0

V. Side 0.20 2.0

V. Front 2.0EL+104400 Handrail 5.55 1.00 0.55 0.700 2.14

EL+104400 Ladder 5.96 1.00 0.90 0.700 3.75Stair front 0.91

Stair side 2.10

Total wind force Fwi = 12.54 KN 12.54 KN

Category Member

Cable Tray

Accessory

Cf

Column (Post)

Girder (Beam)

UC254X73

L90UC254X73

ST146

ST146

UC254X73

UB305X40

UB305X40

UC254X73

Load 24X

YZ

CHANNEL COVER SUPPORT

REV UNIT ITEM NOEnd Plate

Weight(kg)

End Plate Weight

(kg)

6 41 41E63 1400 135 1400 135 31 31 2440 2440

FrontChannel ID

[mm]

Rear SideFrontChannel Cover

thickness [mm]

Front SideRear

Channel ID[mm]

RearChannel Cover

thickness [mm]

RearChannel

Thk[mm]

FrontChannel

Thk[mm]

CHANNEL COVER SUPPORT IN C3ES11(45E39) Input in STAAD as maintenance load

static (load 29). This load was put on the critical beam in

the area of channel cover lay down. Maintenance load shall be considered

only local beam design.

0 kN

-2.500 kN

1.88m1.43m

Load 29X

Y

Z

STANCHION

LOADING FOR STANCHION(1)

Because civil only provided plate and stanchion wasnt being modeled in STAAD, so the loadings on stanchion resulted moment to the beam support.


-6.000 kN/m

-6.000 kN/m

-1.000 kN-1.000 kN

-3.000 kN

-3.000 kN-7.000 kN

-3.000 kN

-0.900 kNm

OPERATING LOADDEAD LOAD ACCESSORY

0 kN

Load 4X

Y

ZLoad 2X

Y

Z


5.000 kN5.000 kN

8.000 kN

4.000 kN

10.000 kN

8.000 kN

17.600 kNm

GUIDE FORCE LOAD THERMAL FRICTION LOAD

0.150 kN

0.350 kN

0.150 kN-0.045 kNm

-0.330 kNm

0 kN

Load 16X

Y

Z

0 kN

0.150 kN-0.045 kNm

Load 17X

Y

Z

EQUIPMENT STRUCTURE

C3ES04 (BS)

Structure Map

EQUIPMENT INFO 45E42

Vertical Colums and Vessel (H-0000-1330-902_D03)

Fw = G.qz.Cf.Ae

m

Di 1.52+0.022+0.022 1.564

di 2*2.54/100 0.0508

H1 (z) 6.6+1.95+2.1+0.003+0.088 10.741

H2 1.5+3.047+2.1+0.003+0.003+0.088+0.088 6.829

H3(COG) 1.95-1.353 0.597

qz0.5 TABEL 2-1, Velocity Pressure 1.04741

Di

Cf = see.sec.2.3.2.3Cf = 0.785 ~ 0.8

G.qz = Table 2-1 (Kd=0.95) (H1=10.741 m)= 0.93482

Fw = 0.93482 * 0.8 * 14.778= 11.052

Moment = Fw * H3(COG)= 6.6 kNm

MODELING STAAD

Load 1X

Y

Z

51 6430 32 79

6228 7846 6529 6339

36 43 45 56

484173 7570 7150

38

35 5577

7676 543427 61

3749

72 744740

5333 42 44

22 24 26 60 58

57523123

Load 1

XYZ

Additional input untuk Winload Load 23 (WX+) *WIND-LOAD +X* *Shear (H) = 11.052/4 = 2.763 72 73 74 75 FX 2.763 *Akibat Moment 6.6/L=6.6/(2.500*cos45)=3.733/2=1.867 73 75 FY -1.867 72 74 FY 1.867

Load 24 (WZ+) *WIND-LOAD +Z* *Shear (H) = 11.052/4 = 2.763 72 73 74 75 FZ 2.763 *Akibat Moment 6.6/L=6.6/(2.500*cos45)=3.733/2=1.867 74 75 FY -1.867 72 73 FY 1.867

Input pd Staad

LOAD 23 (WX+) *WIND-LOAD +X*-----------------------------------------LOAD-23 JOINT LOAD 1 FY 0 JOINT LOAD 1 FX 1.224 12 FX 3.043 24 FX 10.836 * 2 FX 1.627 29 FX 5.837 * * 3 FX 1.224 14 FX 4.967 58 FX 4.978 * 4 FX 1.627 63 FX 12.912 * JOINT LOAD **H** 72 73 74 75 FX 2.763 **M** 73 75 FY -1.867 72 74 FY 1.867

LOAD 24 (WZ+) *WIND-LOAD +Z*-----------------------------------------LOAD-24 JOINT LOAD 1 FY 0 JOINT LOAD 1 FZ 2.883 24 FZ 13.029 * 3 FZ 2.484 14 FZ 5.313 58 FZ 6.635 * 2 FZ 2.883 29 FZ 9.075 * 4 FZ 2.883 4 FZ 2.883 63 FZ 14.184 * JOINT LOAD **H** 72 73 74 75 FZ 2.763 **M** 74 75 FY -1.867 72 73 FY 1.867

Grating Opening for Vertical Equipment

(Opening Dia) = (outer dia. of equipment including insulation)+(50 mm x 2)= (Inside dia. of eqp) + (thk of cell x 2) + (thk of insulation x 2) +

(50 mm x 2)

Calculated (Opening Dia.) shell be round up by 50 mm.Calculated (Opening Dia.) shell be round up by 50 mm.

Steel Drawing

Equipment Structures

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