Foroozan Field Development Operations & Production Enhancement

A 16-OCT-2014 56

MODULE ERECTION AREAFOUNDATION CALCULATION

REV Date Page Description Prepared Checked Approved

MODULE ERECTION AREAFOUNDATION CALCULATION

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1. DESIGN CRITERIA --------------------------------------------

1.1 DESIGN DESCRIPTION -------------------------------------------- 1.2 DESIGN CODE & REGULATION -------------------------------------------- 1.3 MATERIAL SPECIFICATIONS -------------------------------------------- 1.4 UNIT WEIGHT OF MATERIAL -------------------------------------------- 1.5 REFERENCE --------------------------------------------

--------------------------------------------

2.1 SOIL BEARING CAPACITY REVIEW -------------------------------------------- 2.2 SETTLEMENT OF MAT FOUNDATION --------------------------------------------

3. GENERAL SKETCH --------------------------------------------

3.1 PLAN & SECTION --------------------------------------------

4. DESIGN LOADS --------------------------------------------

4.1 DEAD LOAD -------------------------------------------- 4.2 Fabrication Stage supports LOAD (UNIT : ton) -------------------------------------------- 4.3 DUS setup Stage supports LOAD (UNIT : ton) -------------------------------------------- 4.4 Skid way Uniform LOAD (UNIT : ton/m) -------------------------------------------- 4.5 LOAD COMBINATION --------------------------------------------

5. SPRING MODULUS --------------------------------------------

5.1 ESTIMATE COEFFICIENT OF SUBGRADE REACTION -----------------------------------5.2 CALCULATION RESULT --------------------------------------------

6. MODELING --------------------------------------------

6.1 3D MODELING -------------------------------------------- 6.1 LOAD APPLIED --------------------------------------------

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13

1313

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5

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2. GROUND STABILITY REVIEW

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8

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7. MODULE ERECTION AREA FOUNDATION DESIGN ----------------------------------------

7.1 Results of Moment -------------------------------------------- 7.2 Moment Diagram -------------------------------------------- 7.3 Summary of Results -------------------------------------------- 7.4 Summary of Design -------------------------------------------- 7.5 Design of Reinforcement --------------------------------------------

8. TWO-WAY SHEAR --------------------------------------------

9. RE-BAR SKETCH --------------------------------------------

9.1 RE-BAR ARRG'T OF TOP PLAN -------------------------------------------- 9.1 RE-BAR ARRG'T OF BOTTOM PLAN --------------------------------------------

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1. DESIGN CRITERIA

1.1 DESIGN DESCRIPTION

(1) Project Name : Foroozan Field Development Operations & Production Enhancement(2) Client : Iranian Offshore Oil Company

1.2 DESIGN CODE & REGULATION

(1) For Concrete Design : ACI 318M-11, "Building Code Requirements for Reinforced Concrete"

1.3 MATERIAL SPECIFICATIONS

(1) Reinforcing Bars

Minimum yield strength(Fy) : MPa: MPa

(2) Concrete Strength- Concrete Compressive Strength at 28 Days :

1.4 UNIT WEIGHT OF MATERIAL

(1) Reinforced concrete (c) : kN/m (2) Plain concrete (p) : kN/m (2) Soil above Ground Water (s) : kN/m (3) Soil below Ground Water(sub) : kN/m (4) Water (w) : kN/m

1.5 REFERENCE

(1) "Structure foundation design standard(in Korea)", 2009(2) "Road Bridge Design Standard in Substructure(in Korea), 201(3) ASCE 7-05, American Society of Civil Engineers

S.No.12

23.00

Type of concrete Main Foundation and Structures concrete Lean Concrete

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MODULE ERECTION AREAFOUNDATIONCALCULATION

Cylinder strength (f'c)Cube strength (fcu)33 MPa) 27 MPa

16 MPa

24.00

19.009.0010.00

20 MPa)

630350

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2. GROUND STABILITY REVIEW 2.1 SOIL BEARING CAPACITY REVIEW

- Estimate bearing capacity of spread foundation - Data of spread foundation

- Contact pressure (Nomal Case) = Weight / Area Support Total Load = kN Area = 44.0 m x 44.0 m = 1,936 m2

= / = 75119.7 / 1936 = 38.80

Refer to Stratum profile

(kN/m3)(deg.)

(kN/m2)(kN/m2)

-

Modified bearing capacity equation with G.W.LCase 1 :

Case 1

Case 2 : Df

BCase 3 : Case 2

G.W.L 0.00 m (below ground) Modified with G.W.L Df 1.50 m

1 = 9.00 kN/m3

q = D1 + D2 x ( sat - w ) should be considered as ` = sat - w

(B', m) (L', m) (kN/m2)

44.0 44.0 38.80

DL(+),mElevation

G.L Planning Lv. Lv. at bot. offoundationEmbedded

Depth G.W.L

Review

BuriedLayer

DL(+),m DL(-),m

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- Bearing layer : Buried Layer - Review zone : DBH - 4~6

Review

Unit weight 19.0Friction angle

CohesionDeformation Modulus

Poisson's ratio

300

20,0000.35

N Value ( _ / 30) 10 / 30

Soilcharacteristic Description

75,119.70

kN/m2

Spreaded IntakePump Station

Breadth Length Effective breadth Effectivelength Contact pressure(Nomal Case)

Review

(B, m) (L, m)

44.0 44.0

m GL(-), m

0.00 - 1.50 1.50 0.00

0 d BD2q = x Df

should be considered as 1 = `+d/B(-`) d

d BThere is no effect on bearing capacity

0 D1 < DfD1

- Bearing capacity of spread foundation

1) Terzaghi's equation for bearing capacity (Structure foundation design standard, 2009) qa = (cNc + q(Nq - 1) + BN) / Fs + Df

Where, , : Form factor of foundationForm factor

* c : Cohesion of soil = 0.0 * Unit weight of bearing layer = kN/m3

* : Friction angle of soil = 30.0 q : Effective surface load at bottom of foundation = 1 + h1 x 2 + h2

= 9 x 1.5 = kN/m2

Nc, Nq, Nr : Coefficient of bearing capacityNc = ( Nq - 1 ) cot = 37.17Nq = e2(0.75-/2)tan / ( 2cos2 ( 45 + / 2 ) ) = 22.46Nr = ( 2 ( Nq + 1 ) tan ) / ( 1 + 0.4sin( 4 ) ) = 20.12Fs = Safety factor = 3.0

Qa(Allowable bearing capacity ) = (kN/m2)

2) Meyerhof's equation for bearing capacity (Structure foundation design standard, 2009)(kN/m2)

Where, Nc, Nq, Nr : Coefficient of bearing capacityNc = ( Nq - 1 ) cot = 30.10Nq = etan tan2( 45 + /2 ) = 18.40Nr = ( Nq - 1 ) tan( 1.4 ) = 15.67sc, sq, sr : Form factordc, dq, dr : Coefficient of depth

Form factor Application

sc 1.60sq 1.30sr 1.30

* N = tan2(45+/2) = 3

Qa(Allowable bearing capacity) = Qult / FS = 4399.2 / 3 =Where, FS(Safety factor) = 3

3) Result of estimation allowable bearing capacity for spread foundation

19.0

1 1.3 1.3 1+0.3 (B/L) 1.300.5 0.3 0.4 0.5-0.1 (B/L) 0.40

Continuous foundation Circular foundation Square foundation Rectangle foundation Application

(kN/m2)1,466.39

Description Allowable bearing capacity(kN/m2) Applied Working Remark

Terzaghi Meyerhof (kN/m2) (kN/m2)Common(FS=3.0) 1,172.39 1,466.39 1,172.39 38.80 O.K

1+0.1N(B/L) dr 1+0.1(N) x (Df /B) 1.01

1+0.2N(B/L) dc 1+0.2(N) x (Df /B) 1.021+0.1N(B/L) dq 1+0.1(N) x (Df /B) 1.01

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13.50

1,172.39

qult = cNcscdc + qNqsqdq + 0.5BNsd = 4,399.17

Formula Coefficientof depth Formula Application

2.2 SETTLEMENT OF MAT FOUNDATION

1) Terzaghi-Peck's equation Using N Value (SPT result)

Where, Si : Settlement (m)

N : Average N value below 1B =

q : Contact pressure (tf/m2) =B : Breadth of foundation (m) = m

1 2 B128 N B + 0.3

1 2 x 44

3840 44 + 0.3

2) Meyerhof's equation Using N Value (SPT result)

1 2 B192 N B + 0.3

1 2 x 445760 44 + 0.3

3) Calculation Result

SEAWATER INTAKE PUMP STATIONCALCULATION

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30

3.88 tf/m2

44

Si = x ( )2 x q

= x ( ) x 3.88

= 0.00399 m = 3.99

Si =1

x (2 B

)2 x q128 N B + 0.3

mm

Si =1

x (2 B

)2 x q192 N B + 0.3

mm < 25.0

Si = x ( )2 x q

= x ( ) x 3.88

= 0.00266 m = 2.66 mm < 25.0 mm

DescriptionUsing N Value Criteria

RemarkTerzaghi & Peck Meyerhof (mm) (mm)

Settlment (mm) 3.99 2.66 3.99 25.00 O.K

Max. Value

3. GENERAL SKETCH

3.1 PLAN & SECTION

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4. DESIGN LOADS

4.1 DEAD LOAD Seif Weight is internally computed by the SAP2000 Program.

4.2 Fabrication Stage supports LOAD (UNIT : ton)

4.3 DUS setup Stage supports LOAD (UNIT : ton)

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4.4 Skid way Uniform LOAD (UNIT : ton/m)

4.5 LOAD COMBINATION

(1) Ultimate Strength Design Method

(2) Allowable Strength Design Method

where, D = Dead LoadL-1 = Fabrication Stage supports LOADL-2 = DUS setup Stage supports LOADL-3 = Skid way Uniform LOAD

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-1.2-

Fabrication Stagesupports LOAD

Skid way UniformLOAD

L-1 L-2

Skid way UniformLoad

L-3

---

1.2- -

D

Comb4 1.2

Division

-

Comb3

DivisionD

Comb1 1.4

DUS setup Stagesupports LOAD

Load

DeadLoad

1.2Comb2 1.2

--

1.2

Fabrication Stagesupports LOAD

L-1 L-2

-1.2 - -- 1.2 -- - 1.2

Comb2 1.2Comb1 1.4

DUS setup Stagesupports LOAD

Load

Comb4 1.2Comb3

L-3

-

1.2

DeadLoad

5. SPRING MODULUS

5.1 ESTIMATE COEFFICIENT OF SUBGRADE REACTION

(1) Calculated Values According to Highway Bridge Design Specification in Substructure(in Korea)

- Relationship between EO and (Highway Bridge Design Specification in Substructure(in Korea))

- Estimate for Modulus of Deformation by Empirical method

- Determine Modulus of Deformation

N = 10/30 (Soil investigation Report : DBH - 4~6)

-Vertical Subgrade Reaction Modulus : The Factor Intended to Calculate Subgrade Reaction Mod =Eo : The Modulus of Elasticity of Groun = (kN/m2)Kvo = 1 / x x Eo = 1 / x x = (kN/m2)Bv : Converted Loading Width of Foundation (cm)

Bv = Av = ( 44 x 44 ) = 44.00 mAv : Vertical Loading Area (cm2)

Kv = Kvo ( Bv / 0.3 )= 66666.667 x ( 44.000 / 0.3 ) = 1,581.83

Estimate Method for Modulus of Deformation, EO (kN/cm2)

Normal Seismic

1/2 of estimated Modulus of Deformation what is obtained from Curve byCyclic Plate Load Test(Rigid Circular Plate D=300mm) 1

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Measured Modulus of Deformation in Boring Hole 4 8Modulus of Deformation from Uni or Tri-axial Compression Test 4 8

Calculated Modulus of Deformation from N Value ofStandard Penetration Test (EO = 2,800N)

1 2

Soil Type NAVFAC DM 7.1 Highway Bridge DesignSpecifiactionKorean Geotechnical

Society(KGS)Sand with Gravel 1,000N

2,800N 1,200NSandy Gravel, Gravel 1,200N

DescriptionEmpirical Value ExperimentalValue AppliedNAVFAC DM

7 1Highway Bridge

Design KGSBorehole

Loading TestE0 (kN/m

2) 10,000 28,000 12,000 20,000 20,000

1.020,000

0.3 0.3 1.0 20000 66,666.67

-3/4

-3/4 (kN/m3)

(2) Calculated Values According to Scott(1981) method= 1.8 N (MN/m3) = MN/m3 = kN/m3

= k0.3 X ((B + 0.3) / 2B)2 = kN/m3

(3) Calculated Values According to Vesic(1961) method= 0.65 X ((Es X B

4) / (EFXIF))(1/12) X Es / (1-2) = kN/m3

= k0.3 X ((B + 0.3) / 2B)2 = kN/m3

Where, EF : Elastic Modulus for Foundation (kN/m2) ; kN/m2

IF : Mement of Inertia (m4) ; m4

Es : Elastic Modulus for Soil (kN/m2) ; kN/m2

B : Breadth of foundaction ; m : Poisson's ratio of soil ;

5.2 CALCULATION RESULT

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2.45E+07312,34120,00044.00.35

Description Highway Bridge DesignSpecifiaction Scott (1981) Vesic (1961)Coefficient ofSubgrade Reaction 1,581.83 4,561.57 2,553.44

k0.3 18.00 18,000.00kBB 4,561.57

k0.3 10,075.89kBB 2,553.44

6. MODELING

6.1 3D MODELING

6.1 LOAD APPLIED

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Fabrication Stage supports LOAD DUS setup Stage supports LOAD

Skid way Uniform LOAD

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7. MODULE ERECTION AREA FOUNDATION DESIGN

7.1 Results of Moment

1) COMB2(Dead+Fabrication Stage supports Load)

2) COMB3(Dead+DUS setup Stage supports Load)

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642.310 535.260

BottomX-X 3603.290 3002.740Y-Y 4710.510 3925.430

Division Mu(kN.m) Mo(kN.m)

VER.

supportsection

TopX-X 11.390 9.490Y-Y

1627.470 1356.220Y-Y 3492.220 2910.190

HOR.

supportsection

TopX-X 72.330

normalsection

TopX-X 72.330 60.280Y-Y 636.710 530.590

BottomX-X

X-X 1788.080 1490.070Y-Y 2449.970 2041.640

3925.430

normalsection

TopX-X 19.830 16.520Y-Y 636.710 530.590

Bottom

60.280Y-Y 207.620 173.020

BottomX-X 3603.290 3002.740Y-Y 4710.510

1491.870 1243.230

BottomX-X 3381.500 2817.920Y-Y 4892.670 4077.220

Division Mu(kN.m) Mo(kN.m)

VER.

supportsection

TopX-X 2603.000 2169.170Y-Y

858.680 715.570Y-Y 3538.120 2948.440

HOR.

supportsection

TopX-X 2591.330

normalsection

TopX-X 2601.950 2168.290Y-Y 1565.060 1304.220

BottomX-X

X-X 1664.650 1387.210Y-Y 2288.710 1907.260

4077.220

normalsection

TopX-X 2603.000 2169.170Y-Y 1565.060 1304.220

Bottom

2159.440Y-Y 359.160 299.300

BottomX-X 3381.500 2817.920Y-Y 4892.670

3) COMB4(Dead+Skid way Uniform Load )

139.260 116.050

BottomX-X 3591.040 2992.540Y-Y 657.530 547.940

Division Mu(kN.m) Mo(kN.m)

VER.

supportsection

TopX-X 6.390 5.320Y-Y

2384.610 1987.170Y-Y 424.700 353.920

HOR.

supportsection

TopX-X 5.460

normalsection

TopX-X 26.470 22.060Y-Y 130.660 108.880

BottomX-X

X-X 2384.610 1987.170Y-Y 422.250 351.870

547.940

normalsection

TopX-X 26.470 22.060Y-Y 135.000 112.500

Bottom

4.550Y-Y 139.260 116.050

BottomX-X 3514.280 2928.570Y-Y 657.530

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MODULE ERECTION AREA FOUNDATIONCALCULATION

7.2 Moment Diagram 1) COMB2(Dead+Fabrication Stage supports Load)

Support Section of Horizontal Direction

X-X Y-Y

Support Section of Vertial Direction

X-X Y-Y

Normal Section of Vertial Direction

X-X Y-Y

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2) COMB3(Dead+DUS setup Stage supports Load)

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Normal Section of Vertial Direction

X-X Y-Y

Normal Section of Horizontal Direction

X-X Y-Y

Support Section of Vertial Direction

X-X Y-Y

3) COMB4(Dead+Skid way Uniform Load )

Support Section of Horizontal Direction

X-X Y-Y

Normal Section of Horizontal Direction

X-X Y-Y

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Support Section of Vertial Direction

X-X Y-Y

Normal Section of Horizontal Direction

X-X Y-Y

Normal Section of Vertial Direction

X-X Y-Y

Support Section of Horizontal Direction

X-X Y-Y

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7.3 Summary of Results

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Y-Y 1243.230 1491.87

BottomX-X 3002.740 3603.29Y-Y

VER.

supportsection

TopX-X

1500.00

2169.170 2603.00

563.87

Division THK.(mm)Mo max(kN.m)

Mu max(kN.m)

Vu(KN)

439.15Y-Y 1304.220 1565.06

BottomX-X 1987.170 2384.61Y-Y

4077.220 4892.67

normalsection

TopX-X

1500.00

2168.290 2601.95

2948.440 3538.122591.33

563.34Y-Y 299.300 359.16X-X 3002.740 3603.29Y-Y

HOR.

supportsection

TopX-X

1500.00

2159.440

Bottom4077.220

439.15Mid 1304.220 1565.06

BottomEnd 1987.170 2384.61Mid

4892.67

normalsection

TopEnd

1500.00

2169.170 2603.00

2041.640 2449.97

7.4 Summary of Design

H 32 @

H 0 @

H 25 @

H 0 @

H 29 @

H 25 @

H 32 @

H 32 @

H 32 @

H 0 @

H 25 @

H 0 @

H 29 @

H 0 @

H 32 @

H 25 @

H 32 @

H 0 @

H 25 @

H 0 @

H 29 @

H 25 @

H 32 @

H 32 @

H 32 @

H 0 @

H 25 @

H 0 @

H 29 @

H 0 @

H 32 @

H 25 @

Remarksa Division Re-Bar Mn Mu F.SCrack

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0

Y-Y100

2172.88 1491.87 1.46

1.29 0.420 0.317 O.K

VER-supportsection

TX-X

1003350.92 2603.00

100

Y-Y100

6148.65 4892.67 1.26

0.648 0.350 O.K

0

X-X100

4590.76 3603.29 1.27

0.438 0.278 O.K

0.292 O.K

1.29 0.420 0.316 O.K

100

VER-normalsection

TX-X

1003350.92 2601.95

0.670 0.353 O.K

B

0

BX-X

1002733.86 2384.61

Y-Y100

2172.88 1565.06 1.39 0.438

0

200

HOR-SupportSection

TX-X

1003350.92 2591.33

0.541 0.356 O.K

0

Y-Y100

4276.31 3538.12 1.21

1.15 0.428 0.355 O.K

BX-X

1004590.76

0

Y-Y100

2172.88 359.16 6.05

1.29 0.420 0.315 O.K

1000.648 0.350 O.K

0

0

3603.29 1.27

0.438 0.067 O.K

0.420 0.317 O.K

100

X-X100

3350.92 2603.00 1.29

0.353 O.KY-Y100

6148.65 4892.67 1.26 0.670

4276.31 2449.97 1.75 0.541 0.247

0.355 O.K

0

X-X100

2733.86 2384.61 1.15 0.428

0.292 O.KY-Y100

2172.88 1565.06 1.39 0.438

200O.K

B

HOR-normalsection

T

0

Y-Y100

7.5 Design of Reinforcement 1) Support Section of Vertial Direction (1) Top X-X

f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension : Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 100.00 mmEffective Depth (d) : 1400.00 mmShear Efective Depth (d') : 1400.00 mm

- Section Force : Moment (Mu) : 2603.00 KN-mShear Force (Su) : 563.87 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c bRequired As As(req) : 6105.531 mm2

Required Ratio As/(b d) : 0.00436Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00581 0.00436Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 909.327 KN( Su - Sc /2 ) = 109.210 KN Need Shear Rebar.!

- Rebar : 1step H 32 @ mm2

2step H 0 @ mm2

[ = 1.301 ]

Ratio of Min. < 0.00567 < Ratio of Max = 0.02640

- Design Strength : Design Moment ( Mn ) = 3350.917 KN-m

a = 0.015 x 7942.000 = mm Mn = 0.9 x 7942.000 x 350 x ( 1400.000 - / 2 )

= 3350.917 KN-m > Mu = 2603.000 KN-m ---> O.K ![ Safety Factor = 1.287 ]

27350

a =As fy

= 0.015 As

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Rebar Ratio

0.00436

121.120121.120

Tensile Rebar 100 = 7,942.000 = 0.000

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0.85

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 32 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300 280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

1000.00 1500.00 1400.00 100.00 2169.17 7942.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

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1000 1400.0 7942.0342.8

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

2169170000 7942.0 1400.0 342.85212.431

7942.0 1000 7942.0 1000

Select Condition

0.00500.0050 100 0.42

1500 342.8 1500 342.8

0.006 0.005 0.004 0.00351 2 3 4

212.4384.00 mm

395.42 mm

1.08 1.095 212.431 100 20000.000.317 0.42

100.01.095

100.0 1000 1020000.00

290.87 mm290.87 mm ) 100.00

(2) Top Y-Y f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension : Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 100.00 mmEffective Depth (d) : 1400.00 mmShear Efective Depth (d') : 1400.00 mm

- Section Force : Moment (Mu) : 1491.87 KN-mShear Force (Su) : 563.87 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c bRequired As As(req) : 3447.666 mm2

Required Ratio As/(b d) : 0.00246Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00328 0.00328Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 909.327 KN( Su - Sc /2 ) = 109.210 KN Need Shear Rebar.!

- Rebar : 1step H 25 @ mm2

2step H 0 @ mm2

[ = 1.470 ]

Ratio of Min. < 0.00362 < Ratio of Max = 0.02640

- Design Strength : Design Moment ( Mn ) = 2172.878 KN-m

a = 0.015 x 5067.000 = mm Mn = 0.9 x 5067.000 x 350 x ( 1400.000 - / 2 )

= 2172.878 KN-m > Mu = 1491.870 KN-m ---> O.K ![ Safety Factor = 1.456 ]

27350

a =As fy

= 0.015 As

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 24 of 56

0.85

MODULE ERECTION AREA FOUNDATIONCALCULATION

Rebar Ratio

0.00328

77.27577.275

Tensile Rebar 100 = 5,067.000 = 0.000

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 25 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300 280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 25 of 56

281.66187.854

5067.0 1000 5067.0 1000

1000.00 1500.00 1400.00 100.00 1243.23 5067.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

0.006 0.005 0.004 0.00351 2 3 4

1000 1400.0 5067.0281.7

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

1243230000 5067.0 1400.0

1.08 1.089 187.854 100 20000.000.278 0.438

100.01.089

100.0 1000 1020000.00

Select Condition

0.0050.005 100 0.438

1500 281.7 1500 281.7

347.66 mm347.66 mm ) 100.00

187.8587.50 mm

447.17 mm

(3) Bottom X-X f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension : Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 144.10 mmEffective Depth (d) : 1355.90 mmShear Efective Depth (d') : 1355.90 mm

- Section Force : Moment (Mu) : 3603.29 KN-mShear Force (Su) : 563.87 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 8879.893 mm2

Required Ratio As/(b d) : 0.00655Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00873 0.00655Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 880.686 KN( Su - Sc /2 ) = 123.530 KN Need Shear Rebar.!

- Rebar : 1step H 29 @ mm2

2step H 25 @ mm2

[ = 1.294 ]

Ratio of Min. < 0.00847 < Ratio of Max = 0.02640

- Design Strength : Design Moment ( Mn ) = 4590.758 KN-m

a = 0.015 x 11491.000 = mm Mn = 0.9 x 11491.000 x 350 x ( 1355.905 - / 2 )

= 4590.758 KN-m > Mu = 3603.290 KN-m ---> O.K ![ Safety Factor = 1.274 ]

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 26 of 56

0.85

MODULE ERECTION AREA FOUNDATIONCALCULATION

Rebar Ratio

0.00655

175.244175.244

Tensile Rebar 100 = 6,424.00100 = 5067.000

27350

a =As fy

= 0.015 As

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 29 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300 280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

1000.00 1500.00 1355.90 144.10 3002.74 11491.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 27 of 56

1000 1355.9 11491.0393.5

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

3002740000 11491.0 1355.9 393.48213.361

11491.0 1000 11491.0 1000

Select Condition

0.0050.005 144.1 0.648

1500 393.5 1500 393.5

0.006 0.005 0.004 0.00351 2 3 4

213.36129.60 mm

393.70 mm

1.08 1.150 213.361 144 16010.600.350 0.648

144.11.150

144.1 1000 1816010.60

174.70 mm174.70 mm ) 100.00

(4) Bottom Y-Y f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension : Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 150.00 mmEffective Depth (d) : 1350.00 mmShear Efective Depth (d') : 1350.00 mm

- Section Force : Moment (Mu) : 4892.67 KN-mShear Force (Su) : 563.87 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 12369.639 mm2

Required Ratio As/(b d) : 0.00916Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.01222 0.00916Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 876.851 KN( Su - Sc /2 ) = 125.448 KN Need Shear Rebar.!

- Rebar : 1step H 32 @ mm2

2step H 32 @ mm2

[ = 1.284 ]

Ratio of Min. < 0.01177 < Ratio of Max = 0.02640

- Design Strength : Design Moment ( Mn ) = 6148.653 KN-m

a = 0.015 x 15884.000 = mm Mn = 0.9 x 15884.000 x 350 x ( 1350.000 - / 2 )

= 6148.653 KN-m > Mu = 4892.670 KN-m ---> O.K ![ Safety Factor = 1.257 ]

27350

a =As fy

= 0.015 As

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 28 of 56

0.85

MODULE ERECTION AREA FOUNDATIONCALCULATION

Rebar Ratio

0.00916

242.240242.240

Tensile Rebar 100 = 7,942.00100 = 7942.000

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 32 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300 280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 29 of 56

4077220000 15884.0 1350.0 447.89213.781

15884.0 1000 15884.0 1000

1000.00 1500.00 1350.00 150.00 4077.22 15884.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

0.00500.0050 150 0.67

1500 447.9 1500 447.9

0.006 0.005 0.004 0.00351 2 3 4

1000 1350.0 15884.0447.9

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

162.71 mm162.71 mm ) 100.00

213.78134.00 mm

392.93 mm

1.08 1.166 213.781 150 15000.000.353 0.67

150.01.166

150.0 1000 2015000.00

Select Condition

2) Normal Section of Vertial Direction (1) Top X-X

f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 100.00 mmEffective Depth (d) : 1400.00 mmShear Efective Depth (d') : 1400.00 mm

- Section Force : Moment (Mu) : 2601.95 KN-mShear Force (Su) : 439.15 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 6102.980 mm2Required Ratio As/(b d) : 0.00436Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00581 0.00436Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 909.327 KN( Su - Sc /2 ) = -15.515 KN No Need Shear Rebar.!

Ss = 0.75 ( Av fy d' ) / s s = mm: -239.887 mm2

- Rebar : 1step H 32 @ mm22step H 0 @ mm2

[ = 1.301 ]

Ratio of Min. < 0.00567 < Ratio of Max = 0.02640

Shear Reinforceme D 13 - 2 EA : 258.000 mm2( s = mm)

- Design Strength = 3350.917 KN-m= 1383.402 KN

a = 0.015 x 7942.000 = mm Mn = 0.9 x 7942.000 x 350 x ( 1400.000 - / 2 )

= 3350.917 KN-m > Mu = 2601.950 KN-m ---> O.K ![ Safety Factor = 1.288 ]

Sc = 909.327 KN Ss = 0.750 x x 350 x 1400.000 / = 474.075 KN Sn = 1383.402 KN > Su = 439.149 KN ---> O.K !

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 30 of 56

0.85

27350

a = As fy = 0.015 As

7,942.000 = 0.000

Rebar Ratio

0.00436

200Required Shear Rebar Av(req)

Tensile Rebar 100 =

200Design Moment ( Mn )

Design Shear Force ( Sc + Ss )121.120

121.120

258.0 200

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= MPa(N/)

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 32 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 31 of 56

1000.00 1500.00 1400.00 100.00 2168.29 7942.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

2168290000 7942.0 1400.0 342.85212.345

7942.0 1000 7942.0 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1400.0 7942.0342.8

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

Select Condition

0.00500.0050 100 0.42

1500 342.8 1500 342.8

1.08 1.095 212.345 100 20000.000.316 0.42

100.01.095

100.0 1000 1020000.00

291.06 mm291.06 mm ) 100.00

212.3584.00 mm

395.57 mm

(2) Top Y-Y f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 100.00 mmEffective Depth (d) : 1400.00 mmShear Efective Depth (d') : 1400.00 mm

- Section Force : Moment (Mu) : 1565.06 KN-mShear Force (Su) : 439.15 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 3620.274 mm2Required Ratio As/(b d) : 0.00259Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00345 0.00345Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 909.327 KN( Su - Sc /2 ) = -15.515 KN No Need Shear Rebar.!

Ss = 0.75 ( Av fy d' ) / s s = mm: -239.887 mm2

- Rebar : 1step H 25 @ mm22step H 0 @ mm2

[ = 1.400 ]

Ratio of Min. < 0.00362 < Ratio of Max = 0.02640

Shear Reinforceme D 13 - 2 EA : 258.000 mm2( s = mm)

- Design Strength = 2172.878 KN-m= 1383.402 KN

a = 0.015 x 5067.000 = mm Mn = 0.9 x 5067.000 x 350 x ( 1400.000 - / 2 )

= 2172.878 KN-m > Mu = 1565.060 KN-m ---> O.K ![ Safety Factor = 1.388 ]

Sc = 909.327 KN Ss = 0.750 x x 350 x 1400.000 / = 474.075 KN Sn = 1383.402 KN > Su = 439.149 KN ---> O.K !

MODULE ERECTION AREA FOUNDATIONCALCULATION

27350

a = As fy = 0.015 As

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 32 of 56

0.85

5,067.000 = 0.000

Rebar Ratio

0.00345

200Required Shear Rebar Av(req)

Tensile Rebar 100 =

200Design Moment ( Mn )

Design Shear Force ( Sc + Ss )77.275

77.275

258.0 200

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 25 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 33 of 56

1000.00 1500.00 1400.00 100.00 1304.22 5067.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

1304220000 5067.0 1400.0 281.66197.069

5067.0 1000 5067.0 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1400.0 5067.0281.7

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

100.01.089

100.0 1000 1020000.00

Select Condition

0.00500.0050 100 0.438

1500 281.7 1500 281.7

197.0787.50 mm

426.24 mm

1.08 1.089 197.069 100 20000.000.292 0.438

321.16 mm321.16 mm ) 100.00

(3) Bottom X-X f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 100.00 mmEffective Depth (d) : 1400.00 mmShear Efective Depth (d') : 1400.00 mm

- Section Force : Moment (Mu) : 2384.61 KN-mShear Force (Su) : 439.15 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 5576.664 mm2

Required Ratio As/(b d) : 0.00398Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00531 0.00400Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 909.327 KN( Su - Sc /2 ) = -15.515 KN No Need Shear Rebar.!

- Rebar : 1step H 29 @ mm2

2step H 0 @ mm2

[ = 1.152 ]

Ratio of Min. < 0.00459 < Ratio of Max = 0.02640

- Design Strength : Design Moment ( Mn ) = 2733.860 KN-m

a = 0.015 x 6424.000 = mm Mn = 0.9 x 6424.000 x 350 x ( 1400.000 - / 2 )

= 2733.860 KN-m > Mu = 2384.610 KN-m ---> O.K ![ Safety Factor = 1.146 ]

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 34 of 56

0.85

MODULE ERECTION AREA FOUNDATIONCALCULATION

Tensile Rebar 100 = 6,424.000 = 0.000

27350

a =As fy

= 0.015 As

Rebar Ratio

0.00400

97.96997.969

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 29 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 35 of 56

1000.00 1500.00 1400.00 100.00 1987.17 6424.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

1987170000 6424.0 1400.0 312.71238.728

6424.0 1000 6424.0 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1400.0 6424.0312.7

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

20000.00

100.01.092

100.0 1000 10

Select Condition

0.00500.0050 100 0.428

1500 312.7 1500 312.7

0.355 0.428

238.7385.50 mm

351.86 mm

20000.00

1.08 1.092 238.728 100

231.94 mm231.94 mm ) 100.00

(4) Bottom Y-Y f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 124.19 mmEffective Depth (d) : 1375.81 mmShear Efective Depth (d') : 1375.81 mm

- Section Force : Moment (Mu) : 3538.12 KN-mShear Force (Su) : 439.15 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 8571.148 mm2

Required Ratio As/(b d) : 0.00623Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00831 0.00623Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 893.618 KN( Su - Sc /2 ) = KN No Need Shear Rebar.!

- Rebar : 1step H 32 @ mm2

2step H 25 @ mm2

[ = 1.222 ]

Ratio of Min. < 0.00761 < Ratio of Max = 0.02640

- Design Strength : Design Moment ( Mn ) = 4276.308 KN-m

a = 0.015 x 10475.500 = mm Mn = 0.9 x 10475.500 x 350 x ( 1375.815 - / 2 )

= 4276.308 KN-m > Mu = 3538.120 KN-m ---> O.K ![ Safety Factor = 1.209 ]

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 36 of 56

0.85

27350

a =As fy

= 0.015 As

200 = 2533.500Rebar Ratio

0.00623

-7.660

Tensile Rebar 100 = 7,942.00

159.757159.757

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 32 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014

1000.00 1500.00 1375.81 124.19 2948.44 10475.50

Page 37 of 56

B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

2948440000 10475.5 1375.8 381.81225.431

10475.5 1000 10475.5 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1375.8 10475.5381.8

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

Select Condition

0.00500.0050 124.2 0.541

1500 381.8 1500 381.8

1.08 1.125 225.431 124 17740.710.356 0.541

124.21.125

124.2 1000 1417740.71

201.52 mm201.52 mm ) 100.00

225.43108.19 mm

372.62 mm

3) Support Section of Horizontal Direction (1) Top X-X

f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 100.00 mmEffective Depth (d) : 1400.00 mmShear Efective Depth (d') : 1400.00 mm

- Section Force : Moment (Mu) : 2591.33 KN-mShear Force (Su) : 563.34 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 6077.188 mm2

Required Ratio As/(b d) : 0.00434Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00579 0.00434Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 909.327 KN( Su - Sc /2 ) = 108.672 KN Need Shear Rebar.!

- Rebar : 1step H 32 @ mm2

2step H 0 @ mm2

[ = 1.307 ]

Ratio of Min. < 0.00567 < Ratio of Max = 0.02640

- Design Strength = 3350.917 KN-m

a = 0.015 x 7942.000 = mm Mn = 0.9 x 7942.000 x 350 x ( 1400.000 - / 2 )

= 3350.917 KN-m > Mu = 2591.330 KN-m ---> O.K ![ Safety Factor = 1.293 ]

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 38 of 56

0.85

27350

a =As fy

= 0.015 As

7,942.000 = 0.000

Rebar Ratio

0.00434

Tensile Rebar 100 =

Design Moment ( Mn )

121.120121.120

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 32 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 39 of 56

1000.00 1500.00 1400.00 100.00 2159.44 7942.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

2159440000 7942.0 1400.0 342.85211.478

7942.0 1000 7942.0 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1400.0 7942.0342.8

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

Select Condition

0.00500.0050 100 0.42

1500 342.8 1500 342.8

1.08 1.095 211.478 100 20000.000.315 0.42

100.01.095

100.0 1000 1020000.00

293.12 mm293.12 mm ) 100.00

211.4884.00 mm

397.20 mm

(2) Top Y-Y f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 100.00 mmEffective Depth (d) : 1400.00 mmShear Efective Depth (d') : 1400.00 mm

- Section Force : Moment (Mu) : 359.16 KN-mShear Force (Su) : 563.34 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 818.067 mm2

Required Ratio As/(b d) : 0.00058Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00078 0.00200Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 909.327 KN( Su - Sc /2 ) = 108.672 KN Need Shear Rebar.!

- Rebar : 1step H 25 @ mm2

2step H 0 @ mm2

[ = 6.194 ]

Ratio of Min. < 0.00362 < Ratio of Max = 0.02640

- Design Strength = 2172.878 KN-m

a = 0.015 x 5067.000 = mm Mn = 0.9 x 5067.000 x 350 x ( 1400.000 - / 2 )

= 2172.878 KN-m > Mu = 359.160 KN-m ---> O.K ![ Safety Factor = 6.050 ]

MODULE ERECTION AREA FOUNDATIONCALCULATION

27350

a =As fy

= 0.015 As

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 40 of 56

0.85

5,067.000 = 0.000

Rebar Ratio

0.00200

Tensile Rebar 100 =

Design Moment ( Mn )

77.27577.275

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 25 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst = Smins2 = 380 (280 / fst ) 2.5Cc =smin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 41 of 56

1000.00 1500.00 1400.00 100.00 299.30 5067.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

299300000 5067.0 1400.0 281.6645.225

5067.0 1000 5067.0 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1400.0 5067.0281.7

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

100.01.089

100.0 1000 1020000.00

Select Condition

0.00500.0050 100 0.438

1500 281.7 1500 281.7

45.2387.50 mm

1857.17 mm

1.08 1.089 45.225 100 20000.000.067 0.438

2133.67 mm1857.17 mm ) 100.00

(3) Bottom X-X f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 144.10 mmEffective Depth (d) : 1355.90 mmShear Efective Depth (d') : 1355.90 mm

- Section Force : Moment (Mu) : 3603.29 KN-mShear Force (Su) : 563.34 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 8879.893 mm2

Required Ratio As/(b d) : 0.00655Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00873 0.00655Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 880.686 KN( Su - Sc /2 ) = 122.992 KN Need Shear Rebar.!

- Rebar : 1step H 29 @ mm2

2step H 25 @ mm2

[ = 1.294 ]

Ratio of Min. < 0.00847 < Ratio of Max = 0.02640

- Design Strength : Design Moment ( Mn ) = 4590.758 KN-m

a = 0.015 x 11491.000 = mm Mn = 0.9 x 11491.000 x 350 x ( 1355.905 - / 2 )

= 4590.758 KN-m > Mu = 3603.290 KN-m ---> O.K ![ Safety Factor = 1.274 ]

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 42 of 56

0.85

MODULE ERECTION AREA FOUNDATIONCALCULATION

Tensile Rebar 100 = 6,424.00100 = 5067.000

27350

a =As fy

= 0.015 As

Rebar Ratio

0.00655

175.244175.244

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 29 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 43 of 56

1000.00 1500.00 1355.90 144.10 3002.74 11491.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

3002740000 11491.0 1355.9 393.48213.361

11491.0 1000 11491.0 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1355.9 11491.0393.5

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

144.11.150

144.1 1000 1816010.60

Select Condition

0.00500.0050 144.1 0.648

1500 393.5 1500 393.5

213.36129.60 mm

393.70 mm

1.08 1.150 213.361 144 16010.600.350 0.648

174.70 mm174.70 mm ) 100.00

(4) Bottom Y-Y f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 150.00 mmEffective Depth (d) : 1350.00 mmShear Efective Depth (d') : 1350.00 mm

- Section Force : Moment (Mu) : 4892.67 KN-mShear Force (Su) : 563.34 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 12369.639 mm2

Required Ratio As/(b d) : 0.00916Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.01222 0.00916Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 876.851 KN( Su - Sc /2 ) = 124.910 KN Need Shear Rebar.!

- Rebar : 1step H 32 @ mm2

2step H 32 @ mm2

[ = 1.284 ]

Ratio of Min. < 0.01177 < Ratio of Max = 0.02640

- Design Strength : Design Moment ( Mn ) = 6148.653 KN-m

a = 0.015 x 15884.000 = mm Mn = 0.9 x 15884.000 x 350 x ( 1350.000 - / 2 )

= 6148.653 KN-m > Mu = 4892.670 KN-m ---> O.K ![ Safety Factor = 1.257 ]

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 44 of 56

0.85

MODULE ERECTION AREA FOUNDATIONCALCULATION

Tensile Rebar 100 = 7,942.00100 = 7942.000

27350

a =As fy

= 0.015 As

Rebar Ratio

0.00916

242.240242.240

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 32 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 45 of 56

1000.00 1500.00 1350.00 150.00 4077.22 15884.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

4077220000 15884.0 1350.0 447.89213.781

15884.0 1000 15884.0 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1350.0 15884.0447.9

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

Select Condition

0.00500.0050 150 0.67

1500 447.9 1500 447.9

15000.00

1.08 1.166 213.781 150 15000.00

150.01.166

150.0 1000 20

162.71 mm162.71 mm ) 100.00

0.353 0.67

213.78134.00 mm

392.93 mm

4) Normal Section of Horizontal Direction (1) Horizontal (End)

f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 100.00 mmEffective Depth (d) : 1400.00 mmShear Efective Depth (d') : 1400.00 mm

- Section Force : Moment (Mu) : 2603.00 KN-mShear Force (Su) : 439.15 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 6105.531 mm2

Required Ratio As/(b d) : 0.00436Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00581 0.00436Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 909.327 KN( Su - Sc /2 ) = -15.515 KN No Need Shear Rebar.!

- Rebar : 1step H 32 @ mm2

2step H 0 @ mm2

[ = 1.301 ]

Ratio of Min. < 0.00567 < Ratio of Max = 0.02640

- Design Strength = 3350.917 KN-m

a = 0.015 x 7942.000 = mm Mn = 0.9 x 7942.000 x 350 x ( 1400.000 - / 2 )

= 3350.917 KN-m > Mu = 2603.000 KN-m ---> O.K ![ Safety Factor = 1.287 ]

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 46 of 56

0.85

27350

a =As fy

= 0.015 As

7,942.000 = 0.000

Rebar Ratio

0.00436

Tensile Rebar 100 =

Design Moment ( Mn )

121.120121.120

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 32 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 47 of 56

1000.00 1500.00 1400.00 100.00 2169.17 7942.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

2169170000 7942.0 1400.0 342.85212.431

7942.0 1000 7942.0 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1400.0 7942.0342.8

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

100.01.095

100.0 1000 1020000.00

Select Condition

0.00500.0050 100 0.42

1500 342.8 1500 342.8

212.4384.00 mm

395.42 mm

1.08 1.095 212.431 100 20000.000.317 0.42

290.87 mm290.87 mm ) 100.00

(2) Horizontal (Mid) f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 100.00 mmEffective Depth (d) : 1400.00 mmShear Efective Depth (d') : 1400.00 mm

- Section Force : Moment (Mu) : 1565.06 KN-mShear Force (Su) : 439.15 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 3620.274 mm2

Required Ratio As/(b d) : 0.00259Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00345 0.00345Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 909.327 KN( Su - Sc /2 ) = -15.515 KN No Need Shear Rebar.!

- Rebar : 1step H 25 @ mm2

2step H 0 @ mm2

[ = 1.400 ]

Ratio of Min. < 0.00362 < Ratio of Max = 0.02640

- Design Strength : Design Moment ( Mn ) = 2172.878 KN-m

a = 0.015 x 5067.000 = mm Mn = 0.9 x 5067.000 x 350 x ( 1400.000 - / 2 )

= 2172.878 KN-m > Mu = 1565.060 KN-m ---> O.K ![ Safety Factor = 1.388 ]

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 48 of 56

0.85

MODULE ERECTION AREA FOUNDATIONCALCULATION

Tensile Rebar 100 = 5,067.000 = 0.000

27350

a =As fy

= 0.015 As

Rebar Ratio

0.00345

77.27577.275

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 25 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 49 of 56

1000.00 1500.00 1400.00 100.00 1304.22 5067.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

1304220000 5067.0 1400.0 281.66197.069

5067.0 1000 5067.0 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1400.0 5067.0281.7

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

Select Condition

0.00500.0050 100 0.438

1500 281.7 1500 281.7

1.08 1.089 197.069 100 20000.000.292 0.438

100.01.089

100.0 1000 1020000.00

321.16 mm321.16 mm ) 100.00

197.0787.50 mm

426.24 mm

(3) Vertical (End) f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 100.00 mmEffective Depth (d) : 1400.00 mmShear Efective Depth (d') : 1400.00 mm

- Section Force : Moment (Mu) : 2384.61 KN-mShear Force (Su) : 439.15 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 5576.664 mm2

Required Ratio As/(b d) : 0.00398Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00531 0.00400Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 909.327 KN( Su - Sc /2 ) = -15.515 KN No Need Shear Rebar.!

- Rebar : 1step H 29 @ mm2

2step H 0 @ mm2

[ = 1.152 ]

Ratio of Min. < 0.00459 < Ratio of Max = 0.02640

- Design Strength = 2733.860 KN-m

a = 0.015 x 6424.000 = mm Mn = 0.9 x 6424.000 x 350 x ( 1400.000 - / 2 )

= 2733.860 KN-m > Mu = 2384.610 KN-m ---> O.K ![ Safety Factor = 1.146 ]

MODULE ERECTION AREA FOUNDATIONCALCULATION

27350

a =As fy

= 0.015 As

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 50 of 56

0.85

6,424.000 = 0.000

Rebar Ratio

0.00400

Tensile Rebar 100 =

Design Moment ( Mn )

97.96997.969

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 29 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

MODULE ERECTION AREA FOUNDATIONCALCULATION

DOCUMENT NUMBER

Revision A

Issue Date : 16-OCT-2014 Page 51 of 56

1000.00 1500.00 1400.00 100.00 1987.17 6424.00 B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

1987170000 6424.0 1400.0 312.71238.728

6424.0 1000 6424.0 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1400.0 6424.0312.7

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

100.01.092

100.0 1000 1020000.00

Select Condition

0.00500.0050 100 0.428

1500 312.7 1500 312.7

238.73 28085.50 mm

351.86 mm

1.08 1.092 238.728 100 20000.000.355 0.428

231.94 mm231.94 mm ) 100.00

(4) Vertical (Mid) f = 0.900 , v = 0.75 , c = 0.65k1 = 0.850 , x =

- Material Property : Compression Strength (f 'c) : MPaYield Strength of Reinfo(fy) : MPa

- Section Demension Width (b) : 1000.00 mmHeight (h) : 1500.00 mmCover (h') : 124.19 mmEffective Depth (d) : 1375.81 mmShear Efective Depth (d') : 1375.81 mm

- Section Force : Moment (Mu) : 2449.97 KN-mShear Force (Su) : 439.15 KN

- Cal. Reinforcement Mu = k1 As fy (d-a/2) k1 = 0.850

0.85 f 'c b

Required As As(req) : 5842.322 mm2

Required Ratio As/(b d) : 0.00425Maximum Ratio 0.75 Pb : 0.02640Minimum Ratio 1.4/fy : 0.00400 Applied Ratio

4/3 As /(b d) : 0.00566 0.00425Thermal Ratio : 0.00200

Sc = 0.75 1/6 f 'c b d = 893.618 KN( Su - Sc /2 ) = -7.660 KN No Need Shear Rebar.!

- Rebar : 1step H 32 @ mm2

2step H 25 @ mm2

[ = 1.793 ]

Ratio of Min. < 0.00761 < Ratio of Max = 0.02640

- Design Strength : Design Moment ( Mn ) = 4276.308 KN-m

a = 0.015 x 10475.500 = mm Mn = 0.9 x 10475.500 x 350 x ( 1375.815 - / 2 )

= 4276.308 KN-m > Mu = 2449.970 KN-m ---> O.K ![ Safety Factor = 1.745 ]

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0.85

27350

a =As fy

= 0.015 As

200 = 2533.500Rebar Ratio

0.00425

Tensile Rebar 100 = 7,942.00

159.757159.757

Section

Cal. Stressfs = M / [As x (d - /3)] = / [ x ( - / 3 )]

= N/

= -nAs/b + nAs/b[1 + 2bd/(nAs)]= -7 x / + 7 x /

x [ 1 + 2 x x / ( 7 x )]= mm

Allowable Crack Width ( "Road Bridge Design Standard in Substructure(in Korea)" )

2

Wa = tc ( Wet Condition )= x ( - 32 / 2 ) = mm

where tc = distance from tension surface to surface of the row of reinforcing bar closest to outside surface (mm)

Check of Crack Widthc = (H - ) / (H - - d')

= ( - ) / ( - - )=

A = 2 x x /=

W = 1.08 x c x fs (dc x A) x 10-5= x x ( x ) x 10-5= mm < Wa = mm O.K

Check of Rebar Spacingfst = fs(H - Dc_min - x ) / (D - x) = MPaCc = Dc_min - d / 2 =s min [ s1, s2 ] s1 = 300*280 / fst =s2 = 380 (280 / fst ) 2.5Cc = Sminsmin ( s ( mm) O.K

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1000.00 1500.00 1375.81 124.19 2041.64 10475.50

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B (mm) H (mm) d (mm) Cover(mm) Mo(kN-m) USED As (mm2)

2041640000 10475.5 1375.8 381.81156.099

10475.5 1000 10475.5 1000

0.006 0.005 0.004 0.00351 2 3 4

1000 1375.8 10475.5381.8

Dry Condition Wet Condition Corrosion Condition High Corrosion Condition

Select Condition

0.00500.0050 124.2 0.541

1500 381.8 1500 381.8

1.08 1.125 156.099 124 17740.710.247 0.541

124.21.125

124.2 1000 1417740.71

411.15 mm411.15 mm ) 100.00

156.10108.19 mm

538.12 mm

8. TWO-WAY SHEAR Review Section

Load Pu = 18195.1 kN

For two-way action Vu Vn = Vc

Influence of c

where, c = 2 / 2 = 1 (long side/short side) bo = 2(2 + 1.4 + 2 + 1.4) = 13.6 m =

Vc = 0.75 1/6 (1 + 2/1) 27 13.6 1.4 10=

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0.75

37100.53 kN

Influence of o

where, as =o=bo/d=13.6/1.4=9.71

Vc = 0.75 1/6 (1 + 40/(29.71)) 27 13.6 1.4 10=

General expression

Vc = 0.75 1/3 27 13.6 1.4 10=

Allowable two-way shear strength

Vc = Min(37100.53, 37827.99, 24733.69) = 24733.69 kN

Judgment Vu Vn Two-way shear strength = 24733.69 kN Pu = 18195.1 kN O.K

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40

37827.99 kN

24733.69 kN

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9. RE-BAR SKETCH

9.1 RE-BAR ARRG'T OF TOP PLAN

9.1 RE-BAR ARRG'T OF BOTTOM PLAN

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