08-1. calculation sheet for lifting & tailing lug
TRANSCRIPT
DOC. NO. :PROGRAM NAME : LIFTING1 REV. NO. :VERSION : 0 PAGE :
LIFTING LUG CALCULATIONW1 ** DIMENSION (mm) **
II θ A =
t2 d R B =
U w2 W3 C =
V B D =
W4 E =
T.L. W5 C I I F =
D A H =
W.L. J =
E H M K =
t3 II M =
N =
K F P =
t3 t1 J P R =
N d =
LOAD ( KG ) MATERIAL U =
SHELL MATERIAL: V =
TOTAL W = 37170 SA516-70N t1=
PAD MATERIAL : t2=
W1 = 1.5 x W / 2 = 27877.5 SA516-70N t3=
W2 = W1 x tanθ = 7469.8 LUG MATERIAL : ANG.=
W3 = W1 / 2 = 13938.8 SA283-C NO. OF LUG =
ALLOWABLE STRESS ( KG/mm^2 )
SLs = SLt x 0.8 =
S = 11.0382 SWs = SLt x 0.49=
SY = 21.0921 SLt = smaller of 1.5S or 0.9SY =
1. CHECK OF LUG
1-1. SHEAR STRESS DUE TO, W1
2W1 2 x 27877.5
σ1 = ------------ = -----------------
(P-d)t1 170 x 55
= 5.96 KG/mm^2 < SLs = 13.246 KG/mm^2
1-2. TENSION DUE TO, W1
W1 27877.5
σ2 = ------------ = -------------------
(P-d)t1 170 x 55
= 2.982 KG/mm^2 < SLt = 16.557 KG/mm^2
2.STRESS AT GUIDE POINT (SECTION "I-I")
2-1. BENDING STRESS DUE TO, W2
6 x W2 x B 6 x 7,469.8 x 120
σ3 = ------------ = ------------------ = =
P x t1^2 260 x 3025
DOC. NO. :PROGRAM NAME : LIFTING1 REV. NO. :
VERSION : 0 PAGE :
2.2 TENSION DUE TO. W1
W1 27877.5
σ4 = ------------ = -------------- = = 1.95 KG/mm^2
P x t1 260 x 55
2.3 COMBINED STRESS
S5 = σ3 + σ4 = 6.84 + 1.95 = 8.79 KG/mm^2 < SLt =
3. SECTION "II-II"
3-1) AXIAL FORCE, W5
W2x(A-(E/2)) 5004734.92
W5 = ----------------- = ----------- = 9099.5180 KG
A-(E/2)-B 550
3-2) AXIAL STRESS DUE TO, W5
W5 9099.5
σ6 = -------- = ----------- = 1.207 KG/mm^2 < SLt =
P x t2 7540
4. CHECK OF WELDMENT
4-1) LUG TO PAD
√2 x W1 39424.4
σ7 = -------- = --------- = 3.313 KG/mm^2 < SWs =
(4H+P)xK 11900
4-2) PAD TO SHELL
√2 x W1 39424.4
σ8 = --------- = --------- = 2.347 KG/mm^2 < SWs =
2x(M+N)xJ 16796
4-3) SUPPORT LUG TO PAD
W3x(A-(E/2)) 9338962.5
W4 = -------------- = ---------- = 16979.93 KG
A-(E/2)-B 550
W4 16979.93
σ9 = ---------- = ---------- = 1.417 KG/mm^2 < SWs =
(U+V/√2)xP 11983.94
NOTE
1. DYNAMIC LOAD SHALL BE DETERMINED BY 1.5 x DEADLOAD.
2. SLt ---- ALLOWABLE TENSILE OR COMPRESSIVE STRESS OF LUG.
SLs ---- ALLOWABLE SHEAR STRESS OF LUG.
SWs ---- ALLOWABLE SHEAR STRESS OF WELDMENT.
VP-PP-V3601A-100
OF
LIFTING LUG CALCULATION** DIMENSION (mm) **
760 mm
120 mm
362 mm
98 mm
180 mm
90 mm
110 mm
17 mm
17 mm
174 mm
320 mm
260 mm
130 mm
90 mm
27 mm
27 mm
55 mm
29 mm
24 mm
15 mm
NO. OF LUG = 2
13.246
8.113
16.557
O.K!!
O.K!!
6.84 KG/mm^2
VP-PP-V3601A-100
OF
16.557 KG/mm^2
O.K!!
16.557 KG/mm^2
O.K!!
8.113 KG/mm^2
O.K!!
8.113 KG/mm^2
O.K!!
8.113 KG/mm^2
O.K!!
PROGRAM NAME : LIFT-LUG VERSION : 0
************************************************ * DESIGN OF LIFTING LUG IN PRESSURE VESSEL * ************************************************
---------------------------< DESIGN DATA >--------------------------------------WEIGHT (ERECTION) : Wi =
SHELL(OR HEAD) THICKNESS : ts =
PAD THICKNESS : tp =
LUG THICKNESS : t =
WELD THROAT AT LUG TO SHELL(OR HEAD) : w =
LENGTH OF LUG AT BOTTOM : L =
LUG HOLE RADIUS : r =
LUG OUTSIDE RADIUS : R =
SHELL(OR HEAD) INSIDE RADIUS : Rs =
HEIGHT OF LUG HOLE : h =
ANGLE OF LIFTING WIRE : α =
LUG MATERIAL :
SHELL(OR HEAD) AND PAD MATERIAL :
LIFTING LUG ALLOWABLE STRESS : Sm =
SHELL(OR HEAD) ALLOWABLE STRESS : Ss =
NO. OF LIFTING LUG = 2 EA. : = --------------------------------------------------------------------------------
R d
A
h L
V = W / 2 =
P = V / SINα =
H = V / TANα =
PROGRAM NAME : LIFT-LUG VERSION : 0
16250.0 KG
1) SHEAR STRESS AT TOP OF LUG
2250.000 MM^2
2) THE STRESS CHECK ON WELD PART
(1) BENDING STRESS DUE TO H
938194.2 KG-MM
4.3435 KG/MM^2
(2) NORMAL STRESS DUE TO V
S3 = V / (2w (L + t)) = 0.9028 KG/MM^2
(3) SHEAR STRESS DUE TO H
τ = H / (2w (L + t)) = 0.5212 KG/MM^2
3) COMBINED STRESS
S1 = W / (2A) = 3.6111 KG/MM^2
S1 = 3.61111 8.43704
2.6744
S = 2.6744 5.8005
1) LINE LOADS
F1 = 6ML / (L×L) = 173.7397 KG/MM^2
F2 = V / L = 45.1389 KG/MM^2
2) LOCAL STRESS DUE TO V & ML
S5 = 1.17 × SQRT{Rs×(ts+tp)} × (F1 + 1.5*F2) / (ts + tp)^2
= 17.4379 KG/MM^2 < 2×Ss = 24.6080
** REFERENCE : HENRY H. BEDNAR, PRESSURE VESSEL DESIGN HANDBOOK,
NOSTRAND REINHOLD, 1981
【1】CONSIDERING DYNAMIC EFFECT
W = 1.25×Wi =
【2】LUG DESIGN
A = t × (R - r ) =
ML = H × h =
S2 = 3ML / (L × L × w) =
< 0.8×Sm =
S = SQRT((S2+S3)2 / 4 +τ2) =
< 0.55×Sm =
【3】SHELL STRESS
DOC.NO. : DC-3001REV.NO. :PAGE : 53 OF
13000 KG
36 MM
18 MM
45 MM
20 MM
180 MM
30 MM
80 MM
600 MM
200 MM
60 DEG.
A516-60
A516-70
10.5463 KG/MM^2
12.3040 KG/MM^2
2 EA.
L1
t
w
8125.0 KG
9381.9 KG
4691.0 KG
DOC.NO. : DC-3001
REV.NO. :PAGE : 54 OF 54
-- O.K --
KG/MM^2 -- O.K --
KG/MM^2 -- O.K --
** REFERENCE : HENRY H. BEDNAR, PRESSURE VESSEL DESIGN HANDBOOK,
KG/MM^2 < 0.55 × Sm
DOC.NO :PROGRAM NAME : LIFTING3 REV.NO :VERSION : 0 PAGE :
CALCULATION OF LIFTING LUG W h3
h2 L *** DIMENSION ***φd L =
ℓ1 =ℓ2 =
ℓ2 ℓ3 =ℓ3 h1 =
R h2 =ℓ1 h3 =
R = t d =
t = h1 N =
F =
ALLOWABLE STRESS MATERIAL & LOADS = 14.0614 MATERIAL =Sy = 26.7167 ERECTION WEIGHT : WSLt = SMALLER OF 1.5S OR 0.9Sy W = 32119.42 = 21.092 LOAD AT LUG : WeSLs = 0.8SLt = 16.874 We = F x W / 2SWs = 0.49SLt = 10.335 = 16059.71
1 . SHEAR STRESS IN LUG
2We 32119.42S1 = =
(2R - d) x t 1760 = 18.250 < SLs = 16.874
2 . TENSION STRESS IN LUG
We 16059.71S2 = =
(ℓ1 + ℓ2) x t 3740 = 4.294 < SLt = 21.092
3 . REQUIRED THICKNESS : Ta
We 16059.71Ta = = = 11.897
(2R - d) x SLs 1349.8944
USED THICKNESS : 22 MM
4 . STRESS IN WELDED PART : Sw
WeSw = =
2((ℓ1 x h1) + (ℓ2 x h2) + (ℓ3 x h3)) = 2.941 < SWs = 10.335
KG/MM2
KG/MM2
KG/MM2
KG/MM2
KG/MM2
KG/MM2 KG/MM2
KG/MM2 KG/MM2
KG/MM2 KG/MM2
P-V-LIFTING3
/
CALCULATION OF LIFTING LUG
*** DIMENSION ***320 MM77 MM93 MM
103 MM10 MM10 MM10 MM65 MM50 MM22 MM2 EA1
MATERIAL & LOADSA516 Gr.70
ERECTION WEIGHT : WKG
KG
NOT O.K !!
O.K !!
MM
16059.71
5460O.K !!
DOC. NO. :PROGRAM NAME : LIFTING2 REV. NO. :VERSION : 0 PAGE :
LIFTING LUG CALCULATIONW1 ** DIMENSION (mm) **
θ A = II d R B =U w2 W3 C =V B D = W5 t2 C W4 E =
I I F = II D A H =
J = E H M K =
t3 M =N =
K F P =t3 t1 J P R =
N d =
LOAD ( kg ) MATERIAL U =SHELL MATERIAL: V =
22070 A285-C t1=PAD MATERIAL : t2=
W1 = 1.25 x W / 2 = 13793.8 A285-C t3=W2 = W1 x tanθ = 3696.0 LUG MATERIAL : ANG.=W3 = W1 / 2 = 6896.9 A283-C NO. OF LUG =
ALLOWABLE STRESS ( kg/mm^2 )
SLs = SLt x 0.8 = S = 9.7026 SWs = SLt x 0.49= SY = 21.0926 , SLt = smaller of 1.5S or 0.9SY =
1. CHECK OF LUG1-1. SHEAR STRESS DUE TO, W1
2W1 2 x 13793.75σ1 = ------------ = -----------------
(P-d)t1 230 x 36 = 3.33 kg/mm^2 < SLs = 11.643 kg/mm^2
1-2. TENSION DUE TO, W1W1 13793.8
σ2 = ------------ = -------------------(P-d)t1 230 x 36
= 1.666 kg/mm^2 < SLs = 11.643 kg/mm^2 2.STRESS AT GUIDE POINT (SECTION "I-I")
2-1. BENDING STRESS DUE TO, W2
6 x W2 x B 6 x 3,696.0 x 140σ3 = ------------ = ------------------ = =
P x t1^2 320 x 1296
DOC. NO. :PROGRAM NAME : LIFTING2 REV. NO. :
TOTAL W =
VERSION : 0 PAGE :
2.2 TENSION DUE TO. W1W1 13793.8
σ4 = ------------ = -------------- = = 1.20 kg/mm^2P x t1 320 x 36
2.3 COMBINED STRESS
S5 = σ3 + σ4 = 7.49 + 1.20 = 8.69 kg/mm^2 < SLt =
3. SECTION "II-II"
3-1) AXIAL FORCE, W5W2x(A-(E/2)) 2328495
W5 = ----------------- = ----------- = 4752.0 kgA-(E/2)-B 490
3-2) AXIAL STRESS DUE TO, W5W5 4752.0
σ6 = -------- = ----------- = 0.782 kg/mm^2 < SLt =P x t2 6080
4. CHECK OF WELDMENT
4-1) LUG TO PAD√2 x W1 19507.1
σ7 = -------- = --------- = 1.069 kg/mm^2 < SWs = (4H+P)xK 18240
4-2) PAD TO SHELL √2 x W1 19507.1 σ8 = --------- = --------- = 0.869 kg/mm^2 < SWs = 2x(M+N)xJ 22440
4-3) SUPPORT LUG TO PADW3x(A-(E/2)) 4345031
W4 = -------------- = ---------- = 8867.41 kgA-(E/2)-B 490
W4 8867.41 σ9 = ---------- = ---------- = 1.159 kg/mm^2 < SWs = (U+V/√2)xP 7647.87
NOTE1. DYNAMIC LOAD SHALL BE DETERMINED BY 1.25xDEADLOAD.2. SLt ---- ALLOWABLE TENSILE OR COMPRESSIVE STRESS OF LUG. SLs ---- ALLOWABLE SHEAR STRESS OF LUG. SWs ---- ALLOWABLE SHEAR STRESS OF WELDMENT.
T-5401
OF
LIFTING LUG CALCULATION** DIMENSION (mm) **
720.000 mm140.000 mm120.000 mm280.000 mm180.000 mm110.000 mm160.000 mm
11.000 mm19.000 mm
600.000 mm420.000 mm320.000 mm160.000 mm
90.000 mm
14.000 mm14.000 mm36.000 mm19.000 mm15.000 mm15.000
NO. OF LUG = 2
ALLOWABLE STRESS ( kg/mm^2 )
11.6437.131
14.554
O.K!!
O.K!!
7.49 kg/mm^2
T-5401
OF
14.554 kg/mm^2 O.K!!
14.554 kg/mm^2 O.K!!
7.131 kg/mm^2 O.K!!
7.131 kg/mm^2 O.K!!
7.131 kg/mm^2 O.K!!
PROGRAM NAME : LIFLUG100VERSION : 0
===================================
TRUNNION LIFTING LUG CALCULATION ===================================
ⓐ e * DIMENSION (UNIT:MM) *
e : 200 t r : 125.85
rw : 157.55 Di r t : 21.4 Do Dc J : 21
tc 0 Jⓐ
1) DESIGN DATA
TRUNNION SIZE : 10" - SCH.120
TRUNNION MATERIAL : SA106 Gr.B
COVER PLATE MATERIAL : SA516 Gr.70
TRUNNION YIELD STRESS Sy : 24.6074 KG/MM^2
ERECTION WEIGHT W : 79080 KG
IMPACT FACTOR E : 1.4
2) CALCULATION
SECTION MODULUS OF TRUNNION, (Zx) Zx = π x r^2 x t = 1064807 MM^3
SECTION AREA OF TRUNNION, (A)
A = π x (Do^2-Di^2)/4 = 16921.85 MM^2
FORCE (F)
F = W / 2 = 39540 KGF
MAX. MOMENT, (M)
M = F x e = 7908000 KG-MM
PROGRAM NAME : LUG100
VERSION : 0
a) BENDING STRESS ; (Sb)
Sb = E x M / Zx = 10.4000 KG/MM^2 < 0.66*Sy = 16.2409 KG/MM^2 (O.K!!)
b) SHEAR STRESS ; (Ss)
Ss = E x F / A = 3.2700 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2 (O.K!!)
c) COMBINED MAXIMUM SHEAR ; (S's)
S's = [ (Sb / S)^2 + Ss^2 ]^0.5
= 6.1400 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2
d) COMBINED MAXIMUM TENSION ; (S)
S = (Sb / 2 ) + [ (Sb / 2 )^2 + Ss^2 ]^0.5
= 11.3400 KG/MM^2 < 0.6*Sy = 14.7644 KG/MM^2
3) STRESS OF SECT. - (AT WELDS)ⓐ ⓐ
WELD SECTION MODULUS OF SECTION,
Zw = π x (Do/2)^2 x 0.707*J = 869705.0 MM^3
WELD SECTION AREA OF SECTION
Aw = πx((Do+1.414*J)^2-Do^2)/4 = 13430.800 MM^2
a) BENDING STRESS ; (Sbw)
Sbw = E x M / Zw = 12.73 KG/MM^2 < 0.66*Sy = 14.764
b) SHEAR STRESS ; (Ssw)
Ssw = E x F / Aw = 4.12 KG/MM^2 < 0.4*Sy = 9.843
c) COMBINED MAXIMUM SHEAR ; (S'sw)
S'sw = [(Sbw/2)^2 + Ssw^2]^0.5 = 7.58 KG/MM^2 < 0.4*Sy = 9.84296 KG/MM^2 (O.K!!)
d) COMBINED MAXIMUM TENSION ; (S)
Sw = (Sbw/2) + [(Sbw/2)^2 + Ssw^2]^0.5 = 13.95 KG/MM^2 < 0.6*Sy = 14.76444 KG/MM^2 (O.K!!)
PROGRAM NAME : LUG100 DOC. NO. :VERSION : 0 REV. NO. :
PAGE :
4) SHELL AND PAD WELD CHECK
WELD SECTION MODULUS OF SECTION,
Zw = π x (Dp/2)^2 x 0.707*k = #REF! MM^3
WELD SECTION AREA OF SECTION
Aw = πx((Dp+1.414*k)^2-Dp^2)/4 = #REF! MM^2
a) BENDING STRESS ; (Sbw)
Sbw = E x M / Zw = #REF! KG/MM^2 < 0.66*Sy = 16.241
b) SHEAR STRESS ; (Ssw)
Ssw = E x F / Aw = #REF! KG/MM^2 < 0.4*Sy = 9.843
c) COMBINED MAXIMUM SHEAR ; (S'sw)
#REF!
d) COMBINED MAXIMUM TENSION ; (S)
#REF!
DOC. NO. : 6103-E-42A/BREV. NO. :PAGE :
tc : 20Do : 273.1Dc : 380Di : 230.3
DOC. NO. : 6103-E-42A/B
REV. NO. :PAGE :
Sb = E x M / Zx = 10.4000 KG/MM^2 < 0.66*Sy = 16.2409 KG/MM^2 (O.K!!)
(O.K!!)
(O.K!!)
KG/MM^2 (O.K!!)
KG/MM^2 (O.K!!)
S'sw = [(Sbw/2)^2 + Ssw^2]^0.5 = 7.58 KG/MM^2 < 0.4*Sy = 9.84296 KG/MM^2 (O.K!!)
Sw = (Sbw/2) + [(Sbw/2)^2 + Ssw^2]^0.5 = 13.95 KG/MM^2 < 0.6*Sy = 14.76444 KG/MM^2 (O.K!!)
6103-E-42A/B
KG/MM^2 #REF!
KG/MM^2 #REF!
PROGRAM NAME : LIFLUG100 DOC. NO. :VERSION : 0 REV. NO. :
PAGE :
===================================
TRUNNION LIFTING LUG CALCULATION ===================================
* DIMENSION (UNIT:MM) *e : 101.6r : 129rw : 146.05t : 15.1
J : 9.5tc : 13td : 13
1) DESIGN DATA
TRUNNION SIZE : 10" - SCH.80
TRUNNION MATERIAL : SA106 Gr.B
COVER PLATE MATERIAL : SA516 Gr.70
TRUNNION YIELD STRESS Sy : 24.6074 KG/MM^2
ERECTION WEIGHT W : 45223 KG
IMPACT FACTOR E : 1.5
2) CALCULATION
SECTION MODULUS OF TRUNNION, (Zx) Zx = π x r^2 x t = 789418 MM^3
SECTION AREA OF TRUNNION, (A)
A = π x (Do^2-Di^2)/4 = 12239.05 MM^2
FORCE (F)
F = W / 2 = 22611.5 KGF
MAX. MOMENT, (M)
M = F x e = 2297328.4 KG-MM
PROGRAM NAME : LUG100 DOC. NO. :
VERSION : 0 REV. NO. :PAGE :
a) BENDING STRESS ; (Sb)
Sb = E x M / Zx = 4.3700 KG/MM^2 < 0.66*Sy = 16.2409 KG/MM^2 (O.K!!)
b) SHEAR STRESS ; (Ss)
Ss = E x F / A = 2.7700 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2 (O.K!!)
c) COMBINED MAXIMUM SHEAR ; (S's)
S's = [ (Sb / S)^2 + Ss^2 ]^0.5
= 3.5300 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2
d) COMBINED MAXIMUM TENSION ; (S)
S = (Sb / 2 ) + [ (Sb / 2 )^2 + Ss^2 ]^0.5
= 5.7100 KG/MM^2 < 0.6*Sy = 14.7644 KG/MM^2
3) STRESS OF SECT. - (AT WELDS)ⓐ ⓐ
WELD SECTION MODULUS OF SECTION,
Zw = π x (Do/2)^2 x 0.707*J = 393438.0 MM^3
WELD SECTION AREA OF SECTION
Aw = πx((Do+1.414*J)^2-Do^2)/4 = 5904.300 MM^2
a) BENDING STRESS ; (Sbw)
Sbw = E x M / Zw = 8.76 KG/MM^2 < 0.66*Sy = 14.764
b) SHEAR STRESS ; (Ssw)
Ssw = E x F / Aw = 5.74 KG/MM^2 < 0.4*Sy = 9.843
c) COMBINED MAXIMUM SHEAR ; (S'sw)
S'sw = [(Sbw/2)^2 + Ssw^2]^0.5 = 7.22 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2 (O.K!!)
d) COMBINED MAXIMUM TENSION ; (S)
Sw = (Sbw/2) + [(Sbw/2)^2 + Ssw^2]^0.5 = 11.6 KG/MM^2 < 0.6*Sy = 14.7644 KG/MM^2 (O.K!!)
PROGRAM NAME : LUG100 DOC. NO. :VERSION : 0 REV. NO. :
PAGE :
4) SHELL AND PAD WELD CHECK
WELD SECTION MODULUS OF SECTION,
Zw = π x (Dp/2)^2 x 0.707*k = 765742.7 MM^3
WELD SECTION AREA OF SECTION
Aw = πx((Dp+1.414*k)^2-Dp^2)/4 = 8181.000 MM^2
a) BENDING STRESS ; (Sbw)
Sbw = E x M / Zw = 4.5002 KG/MM^2 < 0.66*Sy = 16.2409
b) SHEAR STRESS ; (Ssw)
Ssw = E x F / Aw = 4.1459 KG/MM^2 < 0.4*Sy = 9.8430
c) COMBINED MAXIMUM SHEAR ; (S'sw)
S'sw = [(Sbw / 2)^2 + Ssw^2 ]^0.5 = 4.72 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2 (O.K!!)
d) COMBINED MAXIMUM TENSION ; (S)
Sw = (Sbw/2) + [(Sbw / 2)^2 + Ssw^2]^0.5 = 7 KG/MM^2 < 0.6*Sy = 14.7644 KG/MM^2 (O.K!!)
VP-GA01-14V003-100
Do : 273.1Dp : 381Dc : 330.2Di : 242.9k : 9.5
VP-GA01-14V003-100
(PAD DIAMETER
(SHELL TO PAD (COVER PLATE 두께)(PAD PLATE 두께)
(O.K!!)
(O.K!!)
KG/MM^2 (O.K!!)
KG/MM^2 (O.K!!)
S'sw = [(Sbw/2)^2 + Ssw^2]^0.5 = 7.22 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2 (O.K!!)
Sw = (Sbw/2) + [(Sbw/2)^2 + Ssw^2]^0.5 = 11.6 KG/MM^2 < 0.6*Sy = 14.7644 KG/MM^2 (O.K!!)
VP-GA01-14V003-100
KG/MM^2 (O.K!!)
KG/MM^2 (O.K!!)
S'sw = [(Sbw / 2)^2 + Ssw^2 ]^0.5 = 4.72 KG/MM^2 < 0.4*Sy = 9.8430 KG/MM^2 (O.K!!)
Sw = (Sbw/2) + [(Sbw / 2)^2 + Ssw^2]^0.5 = 7 KG/MM^2 < 0.6*Sy = 14.7644 KG/MM^2 (O.K!!)