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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
Page 1
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
Copyright (c) GS E&C. All Rights Reserved
Page 2
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
3.4 LOAD COMBINATION
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
Copyright (c) GS E&C. All Rights Reserved
Page 3
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
Safety factor against overturning for OVM2(FO2) 1.7
Safety factor against overturning for OVM3(FO3) 1.8
Safety factor against overturning for OVM4(FO4) 2.1
09/20/2011
Copyright (c) GS E&C. All Rights Reserved
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
Page 4
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
Client : MKS
Safety factor against sliding for the SL1(FS1) 1.5
Safety factor against sliding for the SL2(FS2) 1.6
Safety factor against sliding for the SL3(FS3) 1.7
Safety factor against sliding for the SL4(FS4) 1.8
0.35
1.4 LOAD COMBINATION
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
Copyright (c) GS E&C. All Rights Reserved
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
Copyright (c) GS E&C. All Rights Reserved
OUTPUT UNIT : mm
09/20/2011 Page 6
Copyright (c) GS E&C. All Rights Reserved
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
Copyright (c) GS E&C. All Rights Reserved
Page 8
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
Copyright (c) GS E&C. All Rights Reserved
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
Page 9
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
3.4 LOAD COMBINATION
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
Copyright (c) GS E&C. All Rights Reserved
SFx SFy SFz SMx SMy
F4
Page 10
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
Copyright (c) GS E&C. All Rights Reserved
SFx SFy SFz SMx SMy
F4
SFx SFy SFz SMx SMy
F4
Page 11
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
Copyright (c) GS E&C. All Rights Reserved
SFx SFy SFz SMx SMy
F4
Page 12
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
Copyright (c) GS E&C. All Rights Reserved
( 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
Page 13
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
Copyright (c) GS E&C. All Rights Reserved
SMx2+SMy
2
3677.55 8.694 257.935 3.490 266.630 71.786
Page 14
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
Copyright (c) GS E&C. All Rights Reserved
SFz SM SQ
80.0
f(Flexure) f(Shear)
Page 15
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
Copyright (c) GS E&C. All Rights Reserved
Page 16
Calculation Sheetof
Foundation
Project Na. : ACI
Project No. : ACI_MKS_MKS
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
Copyright (c) GS E&C. All Rights Reserved
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