afes report

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. ACI_MKS_MKS

PROJECT/JOB NAME ACI

CLIENT NAME MKS

SITE NAME 5-6

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME TANK1 SAMPLE

LOAD COMBINATION GROUP NAME

REV DATE DESCRIPTION PREP'D CHK'D APPR'D APPR'D

Copyright (c) GS E&C. All Rights Reserved

Calculation Sheetof

Foundation

Project Na. : ACI

Project No. : ACI_MKS_MKS

Client : MKS

FOUNDATION LISTS

Group Name No. Description No. Description

STR6-TANK1-3 1 F4

09/20/2011


Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

CONTENTS

1. GENERAL

1.1 CODE & STANDARD

1.2 MATERIALS & UNIT WEIGHT

1.3 SUBSOIL CONDITION & SAFETY FACTORS

1.4 LOAD COMBINATION

2. DRAWING

2.1 LOCATION PLAN & DETAIL SKETCH

3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

3.2 PIER DATA

3.3 LOAD CASE


4. CHECK OF STABILITY

4.1 CHECK OF SLIDING

4.2 CHECK OF OVERTURNING MOMENT

4.3 CHECK OF CONTACT PRESSURE

5. DESIGN OF FOOTING

5.1 DESIGN MOMENT AND SHEAR FORCE

5.2 RING WALL DESIGN

5.3 REQUIRED REINFORCEMENT

09/20/2011


Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

1. GENERAL

1.1 CODE & STANDARD

Items Description

Design Code American Concrete Institute (ACI 318) [Metric]

Horizontal Force for Wind AMERICAN SOCIETY OF CIVIL ENGINEERS [ASCE 7-02]

Horizontal Force for Seismic AMERICAN SOCIETY CIVIL ENGINEERS [ASCE 7-02]

Unit System Input : MKS, Output : SI, Calculation Unit : IMPERIAL

1.2 MATERIALS & UNIT WEIGHT

Items Value (Input Unit system / Output Unit System)

Concrete (f'c : compressive strength)

Lean Concrete (Lf'c : compressive strength)

Rs (Soil unit weight)

Rc (Concrete unit weight)

Es (Steel Modulus of Elasticity)

Ec (Concrete Modulus of Elasticity)

- Soil Capacity

Items Value (Input Unit system / Output Unit System)

Soil Name Unit-01

Footing List F4

Qa (Soil Bearing Capacity)

Buoyancy Not Consider

WL (Water Label from the EL = 0) 0 mm 0 mm

FD (Frost Depth from the EL = 0) 0 mm 0 mm

Internal Friction Angle

Passive Soil Pressure Not Consider

Cu (Undrained cohesion)

1.3 SUBSOIL CONDITION & SAFETY FACTORS

Items Description (Input/Output)

Allowable Increase of Soil (Wind) 33.33 %

Allowable Increase of Soil (Seismic) 33.33 %

Allowable Increase of Soil (Test) 20 %

Safety factor against overturning for OVM1(FO1) 1.5




09/20/2011


Reinforcement (#3 ~ #5 , yield strength)

Reinforcement (#6 ~ , yield strength)

27.459 N/mm2

0.000 N/mm2

274.586 N/mm2

411.879 N/mm2

19.614 kN/m3

23.536 kN/m3

196.133 kN/mm2

24.614 kN/mm2

280.00 kgf/cm2

0.00 kgf/cm2

2800.00 kgf/cm2

4200.00 kgf/cm2

2.000 ton/m3

2.400 ton/m3

2.00 106 kgf/cm2

250998.00 kgf/cm2

Clay , 0 kN/m2

71.79 kN/m2

30

7.32 tonf/m2

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

Safety factor against sliding for the SL1(FS1) 1.5




0.35


Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 Empty EMPTY LOAD

3 Operation OPERATION LOAD

4 Test TEST LOAD

5 WL WIND LOAD

6 SL2 SEISMIC LOAD (Operation)

Comb . ID Load Combination for stability

1 1.0 SW + 1.0 Operation

2 .833 SW + .833 Test

3 .75 SW + .75 WL + .75 Operation

4 .75 SW + .75 SL2 + .75 Operation

5 .75 SW + .75 WL + .75 Empty

6 .75 SW + .75 SL2 + .75 Empty

7 .625 SW + .375 WL + .625 Test

Comb . ID Load Combination for Reinforcement

101 1.4 SW + 1.4 Operation

102 1.4 SW + 1.4 Test

103 1.05 SW + 1.275 WL + 1.05 Operation

104 1.05 SW + 1.275 SL2 + 1.05 Operation

105 1.05 SW + 1.275 WL + 1.05 Empty

106 1.05 SW + 1.275 SL2 + 1.05 Empty

107 .875 SW + 1.063 WL + .875 Test

09/20/2011


Friction factor (m)

2. DRAWING REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION LOCATION PLAN

TANK1 SAMPLE

SQ

UA

D C

HE

CK

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

ACI_MKS_MKS

MICROFILM NO.

F4

4

A01

01

Z X

Y

09/20/2011 Page 5


OUTPUT UNIT : mm

09/20/2011 Page 6


REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* ANCHOR BOLT

1X12-M12 ANC. BOLTS (TYPE TYPE L)

* OUTPUT UNIT : mm

ACI PROJECT

FOUNDATION DETAIL FOR

F4

SQ

UA

D C

HE

CK

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

ACI_MKS_MKS

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPDAPPDAPPD

6100

600 6004900

LC FOOTING

TOP BOTTOM

FOUNDATION PLAN FOOTING REINF. PLAN

CRUSHED STONE 150 THK

LEAN CONC. 100 THK

-200

500

TOC EL. + 700

8075

#6@

300

#6

75 P

RO

J.

SECTION

600

#6@300

50(T

YP.

)

2-#6

REBAR ARRANGEMENT

09/20/2011 Page 7


Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

3. FOUNDATION DATA

3.1 FOOTING AND SECTION DATA

f6100

6100

600

4900

600

The Origin coordinate

The Center of gravity (0,0) mm

500

700

( mm ) Ft. Name F4

Ft. Type

Area

Ft. Thickness 500.00 mm

Ft. Volume

Ft. Weight 122.012 kN

Outer Soil Height -700.00 mm

Soil Volume

Soil Weight 0.000 kN

Buoyancy Not Consider

Self Weight (except Pr.SW) 122.012 kN

Section Data

( mm ) Ft.Name Direction Ft. Volume Soil Volume Pier Wt

F4 All Direct

Sec.Name Section Area Ft. Weight Soil Weight Total Weight

S1

3.2 PIER DATAOff X , Off Y is offset position from the Center of the footing

If Pier Shape is Circle or Circle wall, Pl is a Diameter. and Pw is a Inner Diameter

Area is pier concrete area

Weight is pier and inner soil weight in case circle wall except Tank1 Type(Circle Ring Footing Shape)

Unit( Length : mm , Weight : kN , Area : m2 )

Ft.Name Pr.Name Shape Pl Pw Ph Area Weight Off X Off Y

F4 4 CircleWall 6100.000 4900.000 0.000 0.000 0.000 0.000

09/20/2011


TANK 1

10.367 m2

5.184 m3

0.000 m3

10.367 m2

5.184 m3

122.012 kN

0.000 m3

0.000 kN

0.000 kN

122.012 kN

10.367

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

3.3 LOAD CASE

Input the point loads in the global coordinate system direction. Positive directions of moments (shown in the sketch) are based on the right hand rule.

Fx

FyFz

Mx

My

Mz

Index Load Case Name Load Case Description

1 SW SELF WEIGHT

2 Empty EMPTY LOAD

3 Operation OPERATION LOAD

4 Test TEST LOAD

5 WL WIND LOAD

6 SL2 SEISMIC LOAD (Operation)

Unit( kN , kN-m )

Ft.Name Pr.Name Load Case Fx Fy Fz Mx My

F44

1 0 0 0 0 0

2 0 0 -980.68 0 0

3 0 0 -1961.36 0 0

4 0 0 -2942.04 0 0

5 7845.44 6864.76 -9.81 -980.68 980.68

6 98.07 196.14 -9.81 -49.03 -68.65

Footing SW 0.000 0.000 -122.012 0.000 0.000


In Pier Top

without Self Weight

In Footing Bottom

with Pier Self Weight,

But without Footing Self Weight,

In Footing Bottom Center

with Pier & Footing Self Weight & Soil Weight,

Case PileType

in centroid of Pile Group

Case NonPileType

in centroid of Footing

3.4.1 Load Combination in Pier Top (Without SW)Unit( kN , kN-m )

Ft.Name Pr.Name L.Comb.

4

1 0.000 0.000 -1961.361 0.000 0.000

2 0.000 0.000 -2450.721 0.000 0.000

3 5884.083 5148.573 -1478.376 -735.510 735.510

4 73.551 147.102 -1478.376 -36.776 -51.486

5 5884.083 5148.573 -742.866 -735.510 735.510

6 73.551 147.102 -742.866 -36.776 -51.486

09/20/2011


SFx SFy SFz SMx SMy

F4

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

7 2942.042 2574.286 -1842.454 -367.755 367.755

101 0.000 0.000 -2745.906 0.000 0.000

102 0.000 0.000 -4118.858 0.000 0.000

103 10002.940 8752.574 -2071.933 -1250.368 1250.368

104 125.037 250.074 -2071.933 -62.518 -87.526

105 10002.940 8752.574 -1042.218 -1250.368 1250.368

106 125.037 250.074 -1042.218 -62.518 -87.526

107 8339.707 7297.244 -2584.711 -1042.463 1042.463

3.4.2 Load Combination in Footing Bottom (With Pier SW)Unit( kN , kN-m )

Ft.Name Pr.Name L.Comb.

4

1 0.000 0.000 -1961.361 0.000 0.000

2 0.000 0.000 -2450.721 0.000 0.000

3 5884.083 5148.573 -1478.376 -3309.797 3677.552

4 73.551 147.102 -1478.376 -110.327 -14.710

5 5884.083 5148.573 -742.866 -3309.797 3677.552

6 73.551 147.102 -742.866 -110.327 -14.710

7 2942.042 2574.286 -1842.454 -1654.898 1838.776

101 0.000 0.000 -2745.906 0.000 0.000

102 0.000 0.000 -4118.858 0.000 0.000

103 10002.940 8752.574 -2071.933 -5626.655 6251.838

104 125.037 250.074 -2071.933 -187.555 -25.007

105 10002.940 8752.574 -1042.218 -5626.655 6251.838

106 125.037 250.074 -1042.218 -187.555 -25.007

107 8339.707 7297.244 -2584.711 -4691.085 5212.317

3.4.3 Load Combination in Footing Bottom Center (With Pier & Footing SW)

Load Combination of Elastic Condition

- C.G. of Load is coordinate from left bottom. Unit : mm Unit( kN , kN-m )

Ft.Name L.Comb. C.G. of Loads

1 0.000 0.000 -2083.374 0.000 0.000 3050.0 , 3050.0

2 0.000 0.000 -2552.357 0.000 0.000 3050.0 , 3050.0

3 5884.083 5148.573 -1569.885 -3309.797 3677.552 3050.0 , 3050.0

4 73.551 147.102 -1569.885 -110.327 -14.710 3050.0 , 3050.0

5 5884.083 5148.573 -834.375 -3309.797 3677.552 3050.0 , 3050.0

6 73.551 147.102 -834.375 -110.327 -14.710 3050.0 , 3050.0

7 2942.042 2574.286 -1918.711 -1654.898 1838.776 3050.0 , 3050.0

09/20/2011


SFx SFy SFz SMx SMy

F4

SFx SFy SFz SMx SMy

F4

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

Load Combination of Ultimate Condition

- C.G. of Load is coordinate from left bottom. Unit : mm Unit( kN , kN-m )

Ft.Name Sec.Na L.Comb. C.G. of Loads

S1

101 0.000 0.000 -2745.906 0.000 0.000 3050.0 , 3050.0

102 0.000 0.000 -4118.858 0.000 0.000 3050.0 , 3050.0

103 10002.940 8752.574 -2071.933 -5626.655 6251.838 3050.0 , 3050.0

104 125.037 250.074 -2071.933 -187.555 -25.007 3050.0 , 3050.0

105 10002.940 8752.574 -1042.218 -5626.655 6251.838 3050.0 , 3050.0

106 125.037 250.074 -1042.218 -187.555 -25.007 3050.0 , 3050.0

107 8339.707 7297.244 -2584.711 -4691.085 5212.317 3050.0 , 3050.0

09/20/2011


SFx SFy SFz SMx SMy

F4

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

4. CHECK OF STABILITY

4.1 CHECK OF SLIDING

Formula : mSFz + P.F

SFx2 + SFy

2

> Fs -> OK (Bi-Axial)

P.F = Passive Force (apply only in case checked passive force, mark by P ) Unit ( kN )

Ft.Name Dir. L.Comb. Fs(i) Result

F4 Bi-Axial 5 1.6

4.2 CHECK OF OVERTURNING MOMENTFormula : (SMry / SMoy or SMrx / SMox) > OVM(i) -> OK Unit ( kN-m )

Ft.Name Dir. L.Comb. OVM(i) Result

F4X 5 1.7 NG

Y 5 1.7 NG

4.3 CHECK OF CONTACT PRESSURE

4.3.1 Contact Pressure Formula

from API 650 (Tank_1)

* Total vertical pressure loads at bottom of footing by vertical loading

P1 = [( Empty Wt. - Steel Bottom Wt.) + FDN.Wt. + ( Test or Operation Wt. - Empty Wt. ) A2 / A3 ] / A1

* Total vertical pressure loads at bottom of footing by overturning moment loading

P2 = 1.273 SMx

2 + SMy

2

Dp2 Fwid

(Bi-Axial)

P3 = [ ( Test or Operation Wt. - Empty Wt. )

+ Steel Bottom Wt. ] / A3 + gs1 h1 + gs2 h2

(Checking of pressure inside the ring wall under the soil)

Qmax = Max ( P1 + P2 , P3 )

Steel Bottom Wt. = Dp2 p / 4 Bthk Wtu SW Load Factor

Wtu = Steel Unit Weight (76.98 kN/m3)

A1 = ( D2 - d

2 ) p / 4

A2 = ( Dp2 - d

2 ) p / 4

A3 = Dp2 p / 4

Dp = Outer Diameter of Equipment Bottom

D = Outer Diameter of Footing

d = inner Diameter of Footing

Fwid = D/2 - d/2

Bthk = Thickness of Eq't Bottom Plate

4.3.2 Input Data

Ft.Name

F4

09/20/2011


( mSFz + P.F ) / SFx2 + SFy

2

0.35 915.28 / 7818.58 = 0.04 NG

SMry / SMoy = OVM or SMrx / SMox = OVM

2544.84 / 3677.55 = 0.69

2544.84 / 3309.8 = 0.77

Af (m2 ) Fl (m ) Fw (m ) Ix (m

4 ) Iy (m

4 )

10.367 6.100 6.100 39.6677 39.6677

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

4.3.3 Pressure Check

- Qa = Soil bearing capacity

- Uc = Uplift Allowable capacity Unit( kN , kN/m2 )

Ft.Name L.Comb. Empty Wt Oper Wt Test Wt St B Wt FDN Wt

F4 5 0.000 0.000 0.000 1.372 91.509

Ft.Name L.Comb. P1 P2 P3 Qmax Qa Result

F4 5 NG

09/20/2011


SMx2+SMy

2

3677.55 8.694 257.935 3.490 266.630 71.786

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

5. DESIGN OF FOOTING

5.1 DESIGN MOMENT AND SHEAR FORCEFooting design is in accordance with unltimate strength method at footing bottom.

Calculated total pier load as

SQ = SFz - Self Weight Factor (Soil Weight + Footing Weight)

Ft.Name : Footing Name , Sec.Name : Strip Name for Footing Reinforcement Design

Dir. : Direction , L.Comb. : Load Combination Index , Sl or Sw : Strip X or Y width

5.1.1 Data Unit( mm , kN , kN-m )

Ft.Name Sec.Na Dir. L.Comb. Fl or Fw Sl or Sw

F4

S1 Long

101 6100.00 6100.00 2745.906 0.00 2745.906

102 6100.00 6100.00 4118.858 0.00 4118.858

103 6100.00 6100.00 2071.933 6251.84 2071.933

104 6100.00 6100.00 2071.933 25.01 2071.933

105 6100.00 6100.00 1042.218 6251.84 1042.218

106 6100.00 6100.00 1042.218 25.01 1042.218

107 6100.00 6100.00 2584.711 5212.32 2584.711

S1 Ridial

101 6100.00 6100.00 2745.906 0.00 2745.906

102 6100.00 6100.00 4118.858 0.00 4118.858

103 6100.00 6100.00 2071.933 6251.84 2071.933

104 6100.00 6100.00 2071.933 25.01 2071.933

105 6100.00 6100.00 1042.218 6251.84 1042.218

106 6100.00 6100.00 1042.218 25.01 1042.218

107 6100.00 6100.00 2584.711 5212.32 2584.711

5.1.2 Design Parameters

Yield Strength - #3 ~ #5 : fy1 , #6 ~ : fy2

f_cl : Clear Cover for edge of footing reinforcement

f_clt : Clear Cover for top of footing reinforcement

f_clb : Clear Cover for bottom of footing reinforcement

Loc. : Location of Critical Point from left side of footing

Unit(N/mm2,mm)

f'c fy1 fy2 f_cl f_clt f_clb

0.9 0.75 27.46 274.59 411.88 50.0 50.0

09/20/2011


SFz SM SQ

80.0

f(Flexure) f(Shear)

Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

5.2 RING WALL DESIGN

5.2.1 Ring Wall Formula

Definitions,

W : Weight of tank shell plus the tributary weight

of a cone roof per feet of circumference (kN/m)

N : Thickness of tank shell plate

BPT : Bottom Plate Thickness

D : Tank diameter

f : Angle of internal friction of soil

H : Height of tank (Height of liquid)

h : Height of ring wall

h1,h2 : Filling material height of ring wall

gs1,gs2 : Unit weight of soil under tank (kN/m3)

gs = gs1 h1 + gs2 h2

h1 + h2

q = Unit weight of tank fluid (kN/m3)

gc = Unit weight of concrete (kN/m3)

F = Radial outward force on ringwall

T = Axial tension in ring

Ko = Rest Earth Pressure Coefficient

Minimum required thickness of ringwall

The center-to-center diameter of ring wall is equal to the nominal tank diameter.

The tank diameter is 4572mm or more

If above assumptions are not applicable, an alternate foundation type shall be used.

W = EmptyLoad - Bottom Plate Weight

p tank diameter (kN/m)

Bottom Plate Weight = 76.98(kN/m3) Bottom Plate Thickness Bottom Plate Area

t.cal = 2 W

q H - 2 h (gc - gs)

t.min = Minimum wall thickness = 12 in

t.used = User input wall thickness (mm)

09/20/2011


Calculation Sheetof

Foundation

Project Na. : ACI


Client : MKS

Horizontal reinforcement of ringwallFPu1

Pu2

Pu3 Pu4

T

a

n

k

q

Hgs1

gs2

h1

h2

t

F

T

T

D

Pu1 = ko ( h1 + h2 ) q H Pu2 = 1/2 ko gs1 h12

Pu3 = ko gs1 h1 * h2 Pu4 = 1/2 ko gs2 h22

F = Pu1 + Pu2 + Pu3 + Pu4

T = 1/2 F D , the F(horizontal force) causes a hoop tension in the ring wall

Req'd As = Load Factor T

f fy , f = 0.9

Req'd As must not be less than that required for temperature

& shrinkage reinforcement.

fac : Shrinkage And Temperature Factor

Reinforcement is more than 60000 psi and #3 ~ #5....................fac = 0.002

else case......................................................................................fac = 0.0025

As.Min = factors (By Design Code) ringwall cross section area

Req'd As = Required steel area to resist entire axial tension

Vertical reinforcement of ringwall

Selected As = fac b h

fac : Shrinkage And Temperature Factor

Reinforcement is more than 60000 psi and #3 ~ #5....................fac = 0.0012

else case......................................................................................fac = 0.0015

5.2.2 Check of Minimum required Thickness & Reinforcement of ringwall

Footing Name : F4 GroupType : Tank_1

Input Data

Hor. Bar Ver. Bar Ko Load F.

6100.00 500.00 411.88 411.88 23.54 0.500 0

Input Equipment Data

5500 17526.00 10.00 1.00 0.100 0.200 10.79 11.77 9.81

Result of Thickness

Result

13.49 168.88 304.80 600.00

Result of Hooptension

Result

26.034 71.593 0.000 0.000 750.000 1710.138

Result of Vertical Reinforcement

Result

1000.00 540.47 950.07 450.00 11485.07

09/20/2011


Dia (mm ) h (mm ) Hor. fy (N/mm2 ) Ver. fy (N/mm

2 ) rc (kN/m

3 )

#6 @ 300 mm #6 @ 300 mm

Dia (mm ) H (mm ) N (mm ) BPT (mm ) h1 (m ) h2 (m ) gs1 (kN/m3

) gs2 (kN/m3

) q (kN/m3

)

W (kN/m ) t.Cal (mm ) t.Min (mm ) t.Used (mm )

OK

F (kN/m ) T (kN ) Tu (kN ) As.req (mm2 ) As.Min (mm

2 ) As.Used (mm

2 )

OK

b(mm) d(mm) As.Used (mm2

) As.Selected (mm2

) As.Max (mm2

)

OK

afes report

Documents

temperature factor reinforcement

footing bottom center

ring wall

allowable increase

safety factor

yield strength

compressive strength

75 wl