Sheet1
RAPP Buckling strength of stiffened flat plates Date: 12/12/2020
SH92 Classification note no. 30.1 May 1992 ( chapter 3.3 and 3.4 ) Time: 9:11:50
3014 Project ID: B242 P-27 Sign: ps
Item/position: Bracket 2 Page: 1 of 3
Load Case no. 1
Element no. 271
Input: Valid for continued stiffened plates
Uniform axial stress, uniform or nonuniform transverse stress
Principal data
E= 206000 (N/mm2) Modulus of Elasticity
eta s= 1.00 (-) Allowable usage factor for plate element , SLS
eta u= 0.87 (-) Allowable usage factor for plate element , ULS
eta p= 0.87 (-) Allowable usage factor for stiffened panel
v= 0.3 ( - ) Poissons Ratio
G= 79231 (N/mm2) Shear Modulus
Plate data
t= 18 (mm) Thickness
Sigma f= 355 (N/mm2) Yield stress
S= 930 (mm) Breadth of plate
L= 250 (mm) Length of plate
Lt= 250 (mm) Distance between sideways support of stiffener (chapter 3.4.5)
Stiffener data
Sigma f= 355 (N/mm2) Yield stress
Type= FB (T,FB or A) Stiffener type ( T = T-bar , FB = Flatbar , A = Angle )
he= 150 (mm) Height of section,including flange thickness
tw= 24 (mm) Web thickness
bf= 0 (mm) Flange breadth
tf= 0 (mm) Flange thickness
s= 930 (mm) Stiffener spacing
Load data
p= 0.0000 (N/mm2) Lateral pressure
P
tau= 7.5 (N/mm2) Shear Stress
sigma-x= 20.1 (N/mm2) Normal axial stress (Compression positive )
sigma-y1= 17.7 (N/mm2) Normal transverse stress (Compression positive )
sigma-y2= 17.7 (N/mm2) Normal transverse stress (Compression positive )
RAPP Buckling strength of stiffened flat plates Date: 12/12/2020
Page 1
Sheet1
SH92 Classification notes no. 30.1 May 1992 ( chapter 3.3 and 3.4 ) Time: 9:11:50
3014 Project ID: B242 P-27 Sign: ps
Item/position: Bracket 2 Page: 2 of 3
Results:
Usage factors, plate buckling ( chapter 3.3 )
Serviceability check: Ultimate check:
Usage factor: eta s= 0.07 OK eta u= 0.07 OK
Equivalent von Mises stress: sigma e= 23.0 N/mm2 sigma e= 23.0 N/mm2
Characteristic buckling resistance : sigma escr= 342.9 N/mm2 sigma eucr 342.9 N/mm2
Usage factors, buckling of stiffened plates ( chapter 3.4 )
Plate Induced Failure: Load combination 1 : Load combination 2 :
( p=0 , K=1.0 , m=8 ) ( p=pd , K=0.6 , m=16 )
Axial load: Nx= 408834.0 N N
Effective axial stress: Sigma a= 27.8 N/mm2 N/mm2
Characteristic material strenght: Sigma K= 355.0 N/mm2 N/mm2
Characteristic buckling stress: Sigma acr= 331.7 N/mm2 N/mm2
Plateside in compression : eta= 0.08 OK
Stiffener side in tension : eta= -0.08 OK
Explicit solution of sigma a , axial capacity with all other
load components kept constant as input values :
effective axial capacity = 331.7 N/mm2
nominal axial capacity = 240.0 N/mm2
Stiffener Induced Failure: Load combination 1 : Load combination 2 :
( p=0 , K=1.0 , m=8 ) ( p=pd , K=0.6 , m=16 )
Axial load: Nx= 408834.0 N N
Effective axial stress: Sigma a= 22.2 N/mm2 N/mm2
Characteristic material strenght: Sigma K= 355.0 N/mm2 Not relevant N/mm2
Characteristic buckling stress: Sigma acr= 342.7 N/mm2 N/mm2
Stiffener flange in compression : eta= 0.06 OK
Plate side in tension : eta= -0.06 OK
Explicit solution axial capacity, load combination 1 :
Explicit solution of sigma a; effective axial capasity, with other load components kept constant as input values
can be found by using the 'Solver'-function under Formula. Use cell H112, as changing cell and set value to 1.0
by changing normal axial stress, sigma x , in cell H113
effective axial capacity = 332.8 N/mm2
Stiffener flange in compression, eta = 0.97
nominal axial capacity = 301.4 N/mm2
RAPP Buckling strength of stiffened flat plates Date: 12/12/2020
SH92 Classification notes no. 30.1 May 1992 ( chapter 3.3 and 3.4 ) Time: 9:11:50
Page 2
Sheet1
3014 Project ID: B242 P-27 Sign: ps
Item/position: Bracket 2 Page: 3 of 3
Intermediate results:
A.General parameters: B. Load combination 1 parameters :
Sigma g= 3860.72894 B1. Plate Induced Param. B2. Stiff. Ind. Param.
Sigma Etl= 4233.17613 sep= 617.5712107 ses= 823.5316669 h/tw= 6.25
rLambdal= 0.22003952 yp= 29.54866877 ys= 25.41375694 Lambda= 1.4
taucrl= 204.71953 Ie= 2.62E+07 Ie= 2.76E+07 fr. curve= 0.4
SigmaEtg= 5433.0598 lep= 250 les= 250 RHS= 9.63561469
rLambdag= 0.1942279 ie= 42.22453198 ie= 38.69685799
taucrg= 204.813659 Sigma E= 57998.48342 Sigma E= 48712.26862
aplha= 1 zp= 20.54866877 zt= 142.5862431
beta2= 2.14482079 omega= 6.056412128 Mys= 0.035707339
Cx= 0.6653276 Myp= 0.06980225 Lambda= 0.085367979 Iz= 0
Sigmayu= 355 Lambda= 0.078235859 Lambda 0= 0.6 C1= 0.06572004
C'y= 0.99875626 Aplha= 0.35 beta1= 1.49465623
Cy= 0.99875626 MyT= -0.11160747 Sigma ET= 4492.00427
Ct= 0.99933027 Sigma T= 355 LambdaT= 0.28112152
psi= 1 A eff= 14716.28 A eff= 18423.57
Atot= 20340 Q= 0 Q= 0
ef= 0 C= 0 C= 0
e= 84.00 B= 0 B= 0
A= 3600 C. Load combination 2 parameters :
Af= 0 C1. Plate Induced Param. C2. Stiff. Ind. Param.
Aw= 3600 sigma bp= 0.00 sigma bs= 0.00
lep= 150 les= 150
Exp.plate ind.para: Z ep= 1276862.38 Z et= 193485.12
load comb. 1: ztp= 138.45 zps= 16.41
eff. ax. cap.= 331.7 Sigma E= 161106.8984 Sigma E= 135311.8573
no. ax. cap.= 240.0 Lambda= #VALUE! Lambda=
Q= #VALUE! Q=
load comb. 2: C= 0 C=
eff. ax. cap.= #VALUE! B= 0 B=
no. ax. cap.= #VALUE! D. Plate buckling parameters chap 3.3 :
lambda e= 0.517385684 sigma x= 20.10
sigma Ex= 3860.728944 sigma y= 17.70
sigma Ey= 1109.715646 s= 250
tau E= 5433.059797 l= 930
c= 1.731182796 Ce= 1.149747275
Cf= 3.197978199
eta= 0.067150947 Cg= 2.637219728
Cy= 1.149747275 Ce 0= 2.19497207
E. Explicit axial capasity parameters, stiffener induced, load combination 1 :
Nx= 6131385 My T= -0.1055696 3.3 plate buckling parameters:
Sigma K= 355.00 Sigma T= 355 lambda e= 0.31305757
Sigma acr= 342.68 eta= 0.83010951
C1= 0.02804637 Lambda= 0.08536798 sigma x= 301.44
beta1= 1.24597075 Q= 0 eta s= 0.83
Sigma ET= 3987.5936 C= 0 sigma e= 293.28
LambdaT= 0.29837246 B= 0 sigma escr= 353.31
F. Explicit axial capasity parameters, stiffener induced, load combination 2 :
Nx= My T= #REF! 3.3 plate buckling parameters:
Sigma K= Sigma T= #REF! lambda e= #REF!
Page 3
Sheet1
Sigma acr= eta= #REF!
C1= #REF! Lambda= sigma x= #REF!
beta1= #REF! Q= eta s= #REF!
Sigma ET= #REF! C= sigma e= #REF!
LambdaT= #REF! B= sigma escr= #REF!
Page 4
RAPP Buckling strength of stiffened flat plates Date: 12/12/2020
SH92 Classification note no. 30.1 May 1992 ( chapter 3.3 and 3.4 Time: 9:11:50
3014 Project ID: B244 Stena Tay Sign: ps
Item/position: Main Deck-Plate 2C Page: 1 of 3
Load Case no. 4
Input: Valid for continued stiffened plates
Uniform axial stress, uniform or nonuniform transverse stress
Principal data
E= 206800 (N/mm2) Modulus of Elasticity
eta s= 1.00 (-) Allowable usage factor for plate element , SLS
eta u= 0.80 (-) Allowable usage factor for plate element , ULS
eta p= 0.80 (-) Allowable usage factor for stiffened panel
v= 0.3 ( - ) Poissons Ratio
G= 79538 (N/mm2) Shear Modulus
Plate data
t= 7 (mm) Thickness
Sigma f= 255 (N/mm2) Yield stress
S= 762 (mm) Breadth of plate
L= 4050 (mm) Length of plate
Lt= 4050 (mm) Distance between sideways support of stiffener (chapter 3.4.5)
Stiffener data
Sigma f= 355 (N/mm2) Yield stress
Type= FB (T,FB or A) Stiffener type ( T = T-bar , FB = Flatbar , A = Angle )
he= 150 (mm) Height of section,including flange thickness
tw= 10 (mm) Web thickness
bf= 0 (mm) Flange breadth
tf= 0 (mm) Flange thickness
s= 762 (mm) Stiffener spacing
Load data
p= 0.0100 (N/mm2) Lateral pressure
Side= P ( P or S ) Side pressure acting at ( P=Plate side, S=Stiffener side )
tau= 10.0 (N/mm2) Shear Stress
sigma-x= 8.0 (N/mm2) Normal axial stress (Compression positive )
sigma-y1= 44.0 (N/mm2) Normal transverse stress (Compression positive )
sigma-y2= 44.0 (N/mm2) Normal transverse stress (Compression positive )
SH92 3014 Ver.1.1 RAPP- Rapid Approval by spreadsheets Program release date: 1993-10-05
RAPP Buckling strength of stiffened flat plates Date: 12/12/2020
SH92 Classification notes no. 30.1 May 1992 ( chapter 3.3 and 3. Time: 9:11:50
3014 Project ID: B244 Stena Tay Sign: ps
Item/position: Main Deck Page: 2 of 3
Results:
Usage factors, plate buckling ( chapter 3.3 )
Serviceability check: Ultimate check:
Usage factor: eta s= 2.62 NOT OK eta u= 0.95 NOT OK
Equivalent von Mises stress: sigma e= 44.1 N/mm2 sigma e= 44.1 N/mm2
Characteristic buckling resistance sigma escr= 16.9 N/mm2 sigma euc 46.4 N/mm2
Usage factors, buckling of stiffened plates ( chapter 3.4 )
Plate Induced Failure: Load combination 1 : Load combination 2 :
( p=0 , K=1.0 , m=8 ) ( p=pd , K=0.6 , m=16 )
Axial load: Nx= Err:502 N Err:502 N
Effective axial stress: Sigma a= Err:502 N/mm2 Err:502 N/mm2
Characteristic material strenght: Sigma K= 255.0 N/mm2 255.0 N/mm2
Characteristic buckling stress: Sigma acr= Err:502 N/mm2 Err:502 N/mm2
Plateside in compression : eta= Err:502 Err:502 Err:502 Err:502
Stiffener side in tension : eta= Err:502 Err:502 Err:502 Err:502
Explicit solution of sigma a , axial capacity with all other
load components kept constant as input values :
effective axial capacity = Err:502 N/mm2
nominal axial capacity = Err:502 N/mm2
Stiffener Induced Failure: Load combination 1 : Load combination 2 :
( p=0 , K=1.0 , m=8 ) ( p=pd , K=0.6 , m=16 )
Axial load: Nx= ### N N
Effective axial stress: Sigma a= 711.6 N/mm2 N/mm2
Characteristic material strenght: Sigma K= 244.5 N/mm2 Not relevant N/mm2
Characteristic buckling stress: Sigma acr= 122.1 N/mm2 N/mm2
Stiffener flange in compression : eta= 5.83 NOT OK
Plate side in tension : eta= -2.91 NOT OK
Explicit solution axial capacity, load combination 1 :
Explicit solution of sigma a; effective axial capasity, with other load components kept constant as input values
can be found by using the 'Solver'-function under Formula. Use cell H112, as changing cell and set value to 1.0
by changing normal axial stress, sigma x , in cell H113
effective axial capacity = 1088.0 N/mm2
Stiffener flange in compression, eta = 8.91
SH92 3014 Ver.1.1 RAPP- Rapid Approval by spreadsheets Program release date: 1993-10-05
nominal axial capacity = 301.4 N/mm2
RAPP Buckling strength of stiffened flat plates Date: 12/12/2020
SH92 Classification notes no. 30.1 May 1992 ( chapter 3.3 and 3. Time: 9:11:50
3014 Project ID: B244 Stena Tay Sign: ps
Item/position: Main Deck Page: 3 of 3
Intermediate results:
A.General parameters: B. Load combination 1 parameters :
Sigma g= 2.233437 B1. Plate Induced Param.B2. Stiff. Ind. Param.
Sigma Etl= 86.46116 sep= Err:502 ses= 546.92264 h/tw= 15
rLambdal= 1.304906 yp= Err:502 ys= 25.598324 Lambda= 1.4
taucrl= 79.7784 Ie= Err:502 Ie= 9.47E+06 fr. curve= 0.4
SigmaEtg= 7.917688 lep= 4050 les= 4050 RHS= 9.65430649
rLambdag= 4.312117 ie= Err:502 ie= 42.156168
taucrg= 24.14204 Sigma E= Err:502 Sigma E= 221.13755
aplha= 1 zp= Err:502 zt= 131.40168
beta2= 3.822537 omega= Err:502 Mys= 0.4491847
Cx= 0.416141 Myp= Err:502 Lambda= 1.0514655 Iz= 0
Sigmayu= 43.59834 Lambda= Err:502 Lambda 0= 0.6 C1= 0
C'y= Err:502 Aplha= 0.35 beta1= 1
Cy= Err:502 MyT= 0.1402595 Sigma ET 354.474107
Ct= 0.997691 Sigma T= 244.48518 LambdaT 1.00074152
psi= 1 A eff= Err:502 A eff= 5328.46
Atot= 6834 Q= Err:502 Q= 0.8514655
ef= 0 C= 0 C= 0
e= 78.50 B= Err:502 B= 15.922899
A= 1500 C. Load combination 2 parameters :
Af= 0 C1. Plate Induced Param.C2. Stiff. Ind. Param.
Aw= 1500 sigma bp= Err:502 sigma bs= 108.40
lep= 2430 les= 2430
Exp.plate ind.para: Z ep= Err:502 Z et= 72064.76
load comb. 1: ztp= Err:502 zps= 22.10
eff. ax. cap Err:502 Sigma E= Err:502 Sigma E= 614.27098
no. ax. cap Err:502 Lambda= Err:502 Lambda=
Q= Err:502 Q=
load comb. 2: C= 0 C=
eff. ax. cap Err:502 B= Err:502 B=
no. ax. cap Err:502 D. Plate buckling parameters chap 3.3 :
lambda e= 3.88560367 sigma x= 8.00
sigma Ex= 63.0919238 sigma y= 44.00
sigma Ey= 16.9094651 s= 762
tau E= 86.4611551 l= 4050
c= 1.81185185 Ce= 1.0720526
Cf= 2.5764207
eta= 1 Cg= 2.2248655
Cy= 1.07205259 Ce 0= 2.0466459
E. Explicit axial capasity parameters, stiffener induced, load combination 1 :
SH92 3014 Ver.1.1 RAPP- Rapid Approval by spreadsheets Program release date: 1993-10-05
Nx= 5797113 My T= 0.14026 3.3 plate buckling parameters:
Sigma K= 244.49 Sigma T= 244.4852 lambda e=2.24823775
Sigma acr= 122.08 eta= 1
C1= 0 Lambda= 1.051465 sigma x= 301.44
beta1= 1 Q= 0.851465 eta s= 5.71
Sigma ET= 354.4741 C= 0 sigma e= 282.56
LambdaT= 1.000742 B= 15.9229 sigma esc 49.49
F. Explicit axial capasity parameters, stiffener induced, load combination 2 :
Nx= My T= #REF! 3.3 plate buckling parameters:
Sigma K= Sigma T= #REF! lambda e= #REF!
Sigma acr= eta= #REF!
C1= #REF! Lambda= sigma x= #REF!
beta1= #REF! Q= eta s= #REF!
Sigma ET= #REF! C= sigma e= #REF!
LambdaT= #REF! B= sigma esc #REF!
SH92 3014 Ver.1.1 RAPP- Rapid Approval by spreadsheets Program release date: 1993-10-05
