401 405 409 415 439A2-1 A3-1 B-1 B-7 C1-1

A 1 0.9 1 1 1B 1C 1 1D 0.71E 1 0.6

101 105 109 115 139A2-1 A3-1 B1-1 B1-7 C1-1

A 0.95 0.81 1.26 1.26 1.26B 1.6C 1.6 1D 1E 1.6 0.96

.

443 459 467 403 407 409 417 439C2-1 C3-1 C3-9 A2-3 A3-3 B-1 B-9 C1-1

1 1 0.9 1 0.9 1 1 11 1 0.9 1

1 10.71 0.71 0.71

1 1 0.6

147 155 163 171 103 107 109 117C2-1 C2-9 C3-1 C3-9 A2-3 A3-3 B1-1 B1-91.26 0.95 1.4 0.81 0.95 0.81 1.26 1.26

1 0.9 1.14 0.761.6 1

1 1 11.6 1.6 1.6 0.96

447 463 471C2-5 C3-5 C3-13

1 1 0.91 1 0.9

0.71 0.711

139 151 159 167 175C1-1 C2-5 C2-13 C3-5 C3-131.26 1.26 0.95 1.4 0.811.6 1 0.9 1.14 0.76

1 11.6 1.6

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1. GENERAL

Equipment No: T-1502,T-1053 & T-1504

2. RELEVANT CODES AND STANDARDS

ACI 318-02 Building Code Requirements for Structural Concrete

UBC 97 Uniform Building Code 97

3. MATERIAL SPECIFICATIONS

3.1 Strength

Reinforcement bar yield strength 420 MPa

Concrete compressive strength at 28 days (Cylinder) 25 MPaAnchor bolts : fy(bolt) 250 MPa

3.2 Unit Weight

Reinforced Concrete 24 KN/cu-m

Soil 18 KN/cu-m

Steel 78 KN/cu-m

Water 10 KN/cu-m

4. FOUNDATION DETAIL

4.1 Foundation Outline

Footing shape Rectangle

Pedestal shape Octagonal

Foundation type Pile

4.2 ElevationTop of pedestal 100.30 mTop of Foundation 98.70 mUnit 100.00 mGround water level (dw) 98.00 m

4.3 Pile Bearing Capacity1700 KN

(short term) 2267 KNH 210 KNUplift 670 KN

5. FOUNDATION LOADING DATA

Pedestal-1 (T-1504)Name Loading Type Vert. Load Horizontal Load Moment Load

kN Hx (kN) Hz (kN) Mz (kN-m) Mx (kN-m)A Empty/Dry 70.0 0.0 0.0 0.0 0.0B Operating 250.0 0.0 0.0 0.0 0.0C Full of Water 287.0 0.0 0.0 0.0 0.0D Earthquake 0.0 60.0 60.0 616.0 616.0E Wind 0.0 35.0 35.0 253.0 253.0

Pedestal-2 (T-1502&T-1503)Name Loading Type Vert. Load Horizontal Load Moment Load

kN Hx (kN) Hz (kN) Mz (kN-m) Mx (kN-m)A Empty/Dry 247.0 0.0 0.0 0.0 0.0B Operating 714.0 0.0 0.0 0.0 0.0C Full of Water 997.0 0.0 0.0 0.0 0.0D Earthquake 0.0 150.0 150.0 2920.0 2920.0E Wind 0.0 115.0 115.0 1640.0 1640.0

Sum of Pedestal forces at Bottom of FoundationName Loading Type Vert. Load Horizontal Load Moment Load

kN Hx (kN) Hz (kN) Mz (kN-m) Mx (kN-m)1 A Empty/Dry 317.0 0.0 0.0 -311.1 0.02 B Operating 964.0 0.0 0.0 -778.9 0.03 C Full of Water 1284.0 0.0 0.0 -1244.4 0.04 D Earthquake 0.0 210.0 210.0 4040.0 4040.05 E Wind 0.0 150.0 150.0 2253.0 2253.0

V　(long term)

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6. SHAPE AND DIMENSIONS OF FOUNDATION

C.W = +veC.C.W = -ve

7. FOUNDATION DIMENSIONS & INPUT

7.1 FootingThickness of Foundation h1 0.800 mHeight of Foundation (GL-TOF) Hf 1.300 mDepth of Foundation (GL-BOF) df 2.100 m

7.2 PedestalsHeight of Padestals h3 1.600 mSoil Cover h2 1.300 m

Pedestal-1 Pedestal-2Pedestal in X-dir Px 1.700 m 2.800 mPedestal in Z-dir Pz 1.700 m 2.800 mArea of Padestal 2.39 m² 6.49 m²Area (Padestal + d) 4.72 m² 10.07 m²Weight of Padestal 91.9 KN 249.3 KN

7.3 PilesDimension of Pile Dp 0.800 mLength of Pile Lp 15.000 mArea of Pile 0.50 m²Area (Pile + d) 1.74 m²

7.4 SaddlesNo of Saddles 2C/C Distance between Saddles b2 4.500 mCentroidal Dist. Of Pedestal # 1 2.525 mCentroidal Dist. Of Pedestal # 2 1.975 m

7.5 Footing DimensionsFooting Size in X-dir Wx 6.750 mFooting Size in Z-dir Wz 4.500 mArea of Footing 30.38 m²Weight of Footing 583.2 KN

No of Piles 4Piles in X-dir 2Piles in Z-dir 2Pile to edge spacing 0.5

WxPx

bz

Wz Pz

b2X

Z

X

Y

h1

h2h3

PEDESTAL # 1PEDESTAL # 2

1

3

2

4

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Pile to Pile distance in X-dir bx 4.750 mPile to Pile distance in Z-dir bz 2.500 m

7.6 Polar Section ModulusDistance of Piles from Centroid axisx1 2.375 m z1 -1.250 mx2 -2.375 m z2 -1.250 mx3 2.375 m z3 1.250 mx4 -2.375 m z4 1.250 m

x' = min (x1,x2,..xn) 2.38 m z' = min (z1,z2,..zn) 1.25 mIxx 22.56 m² Izz 6.25 m²Zpx 9.50 m Zpz 5.00 m

Weight of soil above footing 365 kN

Total Weight (Wd) 1289.0 KN

Footing Weight per 1 m 19.20

Soil Weight per 1 m 23.40

Total Weight per 1 m 42.60

8. STABILITY CHECK

8.1 Unfactored Loading Combinations

A2-1 Erection with Wind Short termA3-1 Erection with Earthquake Short termB-1 Test without Wind Long termB-7 Test with Wind Short termC1-1 Operating without Wind Long termC2-1 Operating with Wind Short termC3-1 Earthquake with Operating Short termC3-9 Earthquake with Operating Short termA2-3 Erection with Wind Short termA3-3 Erection with Earthquake Short termB-1 Test without Wind Long termB-9 Test with Wind Short termC1-1 Operating without Wind Long termC2-5 Operating with Wind Short termC3-5 Earthquake with Operating Short termC3-13 Earthquake with Operating Short term

8.2 Unfactored Load at Bottom of Footing

8.2.1 Longitudinal Direction

Wd V Total Vert. Hx MzkN kN kN kN kN-m

1 A2-1 1289.04193 317.0 1606.0 150.0 1941.92 A3-1 1160.13774 285.3 1445.4 149.1 2588.43 B-1 1289.04193 1601.0 2890.0 0.0 -1555.54 B-7 1289.04193 1601.0 2890.0 90.0 -203.75 C1-1 1289.04193 1281.0 2570.0 0.0 -1090.06 C2-1 1289.04193 1281.0 2570.0 150.0 1163.07 C3-1 1289.04193 1281.0 2570.0 149.1 1778.48 C3-9 1160.13774 1152.9 2313.0 149.1 1887.4

8.2.2 Transverse Direction

Wd V Total Vert. Hz MxkN kN kN kN kN-m

1 A2-3 1289.04193 317.0 1606.0 150.0 2253.02 A3-3 1160.13774 285.3 1445.4 149.1 2868.43 B-1 1289.04193 1601.0 2890.0 0.0 0.04 B-9 1289.04193 1601.0 2890.0 90.0 1351.85 C1-1 1289.04193 1281.0 2570.0 0.0 0.06 C2-5 1289.04193 1281.0 2570.0 150.0 2253.07 C3-5 1289.04193 1281.0 2570.0 149.1 2868.48 C3-13 1160.13774 1152.9 2313.0 149.1 2868.4

KN/m2

KN/m2

KN/m2

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8.3 Lateral load capacity

H / n (n = no of piles)Shear Capacity of

Longitudinal Transverse Pile (kN)A2-1 37.5 280 OK !A3-1 37.3 280 OK !B-1 0.0 210 OK !B-7 22.5 280 OK !C1-1 0.0 210 OK !C2-1 37.5 280 OK !C3-1 37.3 280 OK !C3-9 37.3 280 OK !A2-3 37.5 280 OK !A3-3 37.3 280 OK !B-1 0.0 210 OK !B-9 22.5 280 OK !C1-1 0.0 210 OK !C2-5 37.5 280 OK !C3-5 37.3 280 OK !C3-13 37.3 280 OK !

8.4 Compression Capacity Check

Max Load on Pile Rp = N/n + Mo/Zp (kN)Longitudinal Transverse Pile Capacity in

Compression (kN)A2-1 605.92 2267 OK !A3-1 633.83 2267 OK !B-1 558.78 1700 OK !B-7 701.07 2267 OK !C1-1 527.78 1700 OK !C2-1 764.93 2267 OK !C3-1 829.71 2267 OK !C3-9 776.94 2267 OK !A2-3 852.1 2267 OK !A3-3 935.0 2267 OK !B-1 722.5 1700 OK !B-9 992.9 2267 OK !C1-1 642.5 1700 OK !C2-5 1093.1 2267 OK !C3-5 1216.2 2267 OK !C3-13 1151.9 2267 OK !

8.5 Check Tension Force on Each Pile

Min Load on Pile Rp = N/n - Mo/Zp (kN)Longitudinal Transverse Pile Capacity in

Tension (kN)A2-1 197.10 -670 OK !A3-1 88.89 -670 OK !B-1 886.24 -670 OK !B-7 743.95 -670 OK !C1-1 757.24 -670 OK !C2-1 520.09 -670 OK !C3-1 455.31 -670 OK !C3-9 379.58 -670 OK !A2-3 -49.1 -670 OK !A3-3 -212.3 -670 OK !B-1 722.5 -670 OK !B-9 452.2 -670 OK !C1-1 642.5 -670 OK !C2-5 191.9 -670 OK !C3-5 68.8 -670 OK !C3-13 4.6 -670 OK !

9. DESIGN OF REINFORCEMENT

9.1 Factored Loading Combinations

A2-1 Erection with WindA3-1 Erection with Earthquake

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B1-1 Test without WindB1-7 Test with WindC1-1 Operating without WindC2-1 Operating with WindC2-9 Operating with WindC3-1 Operating with EarthquakeC3-9 Operating with EarthquakeA2-3 Erection with WindA3-3 Erection with EarthquakeB1-1 Test without WindB1-9 Test with WindC1-1 Operating without WindC2-5 Operating with WindC2-13 Operating with WindC3-5 Operating with EarthquakeC3-13 Operating with Earthquake

9.2 Factored Load at Bottom of Footing

9.2.1 Longitudinal Direction

Wd V Total Vert. Hx MzkN kN kN kN kN-m

1 A2-1 1224.58983 301.2 1525.7 240.0 3309.32 A3-1 1044.12396 256.8 1300.9 210.0 3788.03 B1-1 1624.19283 2453.8 4078.0 0.0 -2383.04 B1-7 1624.19283 1683.4 3307.6 144.0 526.55 C1-1 1624.19283 1941.8 3566.0 0.0 -1638.26 C2-1 1624.19283 1363.4 2987.6 240.0 2433.97 C2-9 1224.58983 1168.8 2393.3 240.0 2608.38 C3-1 1804.6587 1542.8 3347.4 210.0 2716.59 C3-9 1044.12396 989.4 2033.5 210.0 3196.1

9.2.2 Transverse Direction

Wd V Total Vert. Hz MxkN kN kN kN kN-m

1 A2-3 1224.58983 301.2 1525.7 240.0 3604.82 A3-3 1044.12396 256.8 1300.9 210.0 4040.03 B1-1 1624.19283 2453.8 4078.0 0.0 0.04 B1-9 1624.19283 1683.4 3307.6 144.0 2162.95 C1-1 1624.19283 1941.8 3566.0 0.0 0.06 C2-5 1624.19283 1363.4 2987.6 240.0 3604.87 C2-13 1224.58983 1168.8 2393.3 240.0 3604.88 C3-5 1804.6587 1542.8 3347.4 210.0 4040.09 C3-13 1044.12396 989.4 2033.5 210.0 4040.0

9.3 Pile Reaction Due to Factored LoadMax Rp = N/n + Mo/ZpMin Rp = N/n - Mo/Zp

9.3.1 Longitudinal DirectionMax Rp Min Rp

kN kNA2-1 729.8 33.1 A2-1A3-1 724.0 -73.5 A3-1B1-1 768.7 1270.3 B1-1B1-7 882.3 771.5 B1-7C1-1 719.1 1063.9 C1-1C2-1 1003.1 490.7 C2-1C2-9 872.9 323.8 C2-9C3-1 1122.8 550.9 C3-1C3-9 844.8 172.0 C3-9

9.3.2 Transverse DirectionMax Rp Min Rp

kN kNA2-3 1027.1 -339.5 A2-3A3-3 1069.0 -482.8 A3-3B1-1 406.0 1019.5 B1-1

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B1-9 838.6 394.3 B1-9C1-1 406.0 891.5 C1-1C2-5 1127.0 25.9 C2-5C2-13 1027.1 -122.6 C2-13C3-5 1259.2 28.9 C3-5C3-13 1069.0 -299.6 C3-13

9.4 Bending Moment for Rebar Design9.4.1 Longitudinal Direction

Rd Mf Max Mp Min Mp Max Mu Min MukN/m kN-m kN-m kN-m kN-m kN-m

A2-1 182.1 1097.3 1733.2 78.6 2830.5 1175.9A3-1 155.3 1601.7 1719.4 -174.6 3321.1 1427.1B1-1 241.5 -5761.2 1825.6 3017.1 -3935.6 -2744.1B1-7 241.5 -2740.4 2095.5 1832.3 -644.8 -908.1C1-1 241.5 -4866.9 1707.8 2526.9 -3159.1 -2340.0C2-1 241.5 -955.2 2382.4 1165.4 1427.2 210.2C2-9 182.1 -171.9 2073.1 769.0 1901.2 597.1C3-1 268.4 -1228.3 2666.7 1308.4 1438.4 80.1

C3-9 155.3 530.0 2006.4 408.4 2536.4 938.4

Max. for Top Reinforcement= 3321.1Max. for Bottom Reinforcement = -3935.6

9.4.2 Transverse Direction

Rd Mf Max Mp Min Mp Max Mu Min MukN/m kN-m kN-m kN-m kN-m kN-m

A2-3 273.2 267.7 410.8 -135.8 143.1 -403.5A3-3 232.9 228.3 427.6 -193.1 199.4 -421.4B1-1 362.3 355.1 162.4 407.8 -192.6 52.7B1-9 362.3 355.1 335.4 157.7 -19.6 -197.3

C1-1 362.3 355.1 162.4 356.6 -192.6 1.5

C2-5 362.3 355.1 450.8 10.4 95.7 -344.7C2-13 273.2 267.7 410.8 -49.1 143.1 -316.8C3-5 402.6 394.5 503.7 11.5 109.1 -383.0C3-13 232.9 228.3 427.6 -119.8 199.4 -348.1

Max. for Top Reinforcement= 199.4Max. for Bottom Reinforcement = -421.4

10. FOOTING SLAB DESIGN

10.1 Clearance of Footing Re-barClearance for the re-bar of footing bottom (cfb) 0.100 mClearance for the re-bar of footing top (cft) 0.100 mClearance for the re-bar of footing side 0.100 m

10.2 Minimum and Maximum Ratio of Reinforcement0.0030

1.4 / fy 0.00330.0033

for temperature & shrinkage reinforcement 0.0018used with gross area of footing

0.0190

Max. Bar Spacing = 250.0000 mm

10.3 Longitudinal Direction10.3.1 Design of Bottom-bar

Max Mu (bottom) 3935.6 kN-mEffective Depth of Footing (d) 0.688 mb 4.500 mBottom-bar size (db) 25 mmSectional area 491 mm²Rn = Mu / (φ b d²) 2.056 N/mm²Required p = 0.0052Calculated As 15958 mm²Min As 10313 mm²

ra = √fc' / 4 fy rb =

rmin = Max ( ra, rb ) r t & s =

rmax = 0.75 x 0.85 b1 fc'/fy 600 / (600+ fy)

0.85 fc' / fy (1 - √(1 - 2 Rn / 0.85 fc'))

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Max As 58698 mm²cal. No

number of re-bar 36 33Bottom-bar pitch (S) 125 mmTotal area of Bottom-bar (As) 16199 mm² OK !

10.3.2 Design of Top-barMax Mu(top) 3321.1 kN-mEffective depth of Footing (d) 0.688 mb 4.500 mTop-bar 25 mmSectional area 491 mm²Rn = Mu / (φ b d²) 1.735 N/mm²Required p = 0.0043Calculated As 13349 mm²Min As 10313 mm²Max As 58698 mm²

cal. Nonumber of re-bar 30 28Top-bar pitch 150 mmTotal area of Top-bar (As) 13744 mm² OK !

Min As (by shrinkage and temperature reinforcement) 6480 mm² OK !

10.4 Transverse Direction10.4.1 Design of Bottom-bar

Max Mu (bottom) 421.4 kN-mEffective Depth of Footing (d) 0.688 mb 6.750 mBottom-bar size (db) 25 mmSectional area 491 mm²Rn = Mu / (φ b d²) 0.147 N/mm²Required p = 0.85 fc' / fy (1 - √(1 - 2 Rn / 0.85 fc')) 0.0004Calculated As 1627 mm²Min As 15469 mm²Max As 88048 mm²

cal. Nonumber of re-bar 34 32Bottom-bar pitch (S) 200 mmTotal area of Bottom-bar (As) 15708 mm² OK !

10.4.2 Design of Top-barMax Mu(top) 199.4 kN-mEffective depth of Footing (d) 0.688 mb 6.750 mTop-bar 25 mmSectional area 491 mm²Rn = Mu / (φ b d²) 0.069 N/mm²Required p = 0.85 fc' / fy (1 - √(1 - 2 Rn / 0.85 fc')) 0.0002Calculated As 768 mm²Min As 15469 mm²Max As 88048 mm²

cal. Nonumber of re-bar 34 32Top-bar pitch 200 mmTotal area of Top-bar (As) 15708 mm² OK !

Min As (by shrinkage and temperature reinforcement) 9720 mm² OK !

10.5 Rebar Arrangement for Footing SlabLongitudinal DirectionBottom Rebar 36 bars T 25 @ 125 mmTop Rebar 30 bars T 25 @ 150 mm

Transverse DirectionBottom Rebar 34 bars T 25 @ 200 mmTop Rebar 34 bars T 25 @ 200 mm

10.6 Check for Shear Strength

10.6.1 Punching Shear (Two-way action)Around Padestal Perimeter

0.85 fc' / fy (1 - √(1 - 2 Rn / 0.85 fc'))

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DUNG QUAT REFINERY (DQR) PROJECT

α (Column/Pedestal location coefficient) 30

ß (Ratio of long side to short side of Column/Pedestal) 1.0

PEDESTAL # 1 PEDESTAL # 2Vu 663.179 KN 2220.51 KNbo 6.902 m 10.082 m

11863 kN 17329 kN

9863 kN 11685 kN

7909 kN 11553 kN

7909 kN 11553 kN

φVc 5932 kN 8665 kN OK !

10.6.2 Around Pile PerimeterVu Vertical Load due to Pile Reaction

Pile Reaction Force - Soil weight and Footing selfweight over the pileVu 1155.5 kN

α (Column/Pedestal location coefficient) 40

bo 4.673 m

b (Ratio of long side to short side of Column/Pedestal) 1.0

5355 kN4016 kN OK !

10.6.3 Wide Beam Shear (One-way action)Longitudinal DirectionVu 1897.3 kNVc = √fc Wx d / 6 3867 kN

2900 kN OK !

11 PADESTAL DESIGN

11.1 Clearance of Pedestal Re-barClearance of rebar from padestal bottom 0.05 mClearance of rebar from padestal top 0.05 mClearance of rebar from padestal side 0.05 m

11.2 Design of Rebar

PADESTAL # 1 PADESTAL # 2

Rebar Size 20 mm 25 mmSectional Area 314 mm² 491 mm²Nu 131.1 KN 402.0 KNMu 1120.0 KN-m 3280 KN-mr = h/H 0.93 0.96Nu / Ag 0.05 0.06Mu / Ag . H 0.28 0.18p 0.004 0.003Act 5630.4 mm² 6955.2 mm²Rebar nos 18 15As on both sides 10053 mm² 12763 mm²

Minimum Reinforcement Ratio

Minimum p required 0.005 0.005Required As 11965 mm² 32458 mm²

Reinforcement for Tension

Number of Anchor bolts 8 16Anchor bolts size 48 mm 56 mmTotal area of anchor bolts (Ab) 14476 mm² 39408 mm²

Vn1 = (1+2/ß)√fc' b0d /6

Vn2 = (αsd/bo+2)√fc' b0d /12

Vn3 = √fc' b0d /3

Vc = min(Vn1, Vn2, Vn3)

Vc = √fc' bod /3f Vc

f Vc

VIETNAM OIL AND GAS CORPORATION ( PETROVIETNAM )

DUNG QUAT REFINERY (DQR) PROJECT

Required As = fy(bolt)/fy * Ab 8617 mm² 23457 mm²

Governing As 11965 mm² 32458 mm²Rebar nos provided 40 68As provided 12566 mm² 33379 mm² OK !

11.3 Check for Shear Strength

Vu 663.2 KN 2220.51 KNAg 2.39 m² 6.49 m²d 1625 mm 2720 mm

φVc = 0.75 x ( 1 + Nu/14Ag ) √ fc' Px dz/6 1733 kN 4781 kNφVc = 0.75 x √ fc'^0.5 * Px dz / 6 1727 kN 4760 kN OK !

Rebar Size 10 mm 10 mmRebar pitch 150 mm 150 mmSectional Area 79 mm² 79 mm²Rebar nos 11 12

11.4 Rebar Arrangement for Padestal

Padestal # 1:

Main Bar 40 bars T 20Link-x 11 bars T 10 @ 150 mm

Padestal # 2:

Main Bar 68 bars T 25Link-x 12 bars T 10 @ 150 mm