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7/18/2019 PTM 30 R2 CS 002_Strenght Calculation for Test Tank (T 105)_A
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Doc. No. : PTM-30-R2-CS-002
Rev. No. : A
Table of Contents
Page
1. TANK DESIGN CONDITION 5
2. SKETCH 6
3. CALCULATION 7
3.1.DESIGN DATA 7
3.2.SHELL PLATE 7
3.3.SHELL STABILITY AGAINST WIND LOAD 7
3.4.BOTTOM PLATE 7
3.5.ROOF DESIGN, SUPPORTED CONE ROOF 8
3.6.ROOF STRUCTURE DESIGN 8
3.7.SEISMIC DESIGN FOR EMPTY CONDITION 9
3.8.SEIMIC DESIGN FOR OPERATION CONDITION 10
3.9.WIND LOAD FOR EMPTY CONDITION 11
STRENGTH CALCULATION14'-0 ID x 18'-0 H TEST TANK
PTM-30-R2-CS-002 Rev.A 4 o
3.10.WIND LOAD FOR OPERATION CONDITION 12
3.11.SLIDDING FORCE, Fs 12
PTM-30-R2-CS-002 Rev.A 4 o
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PTM-30-R2-CS-002 Rev.A 5 oPTM-30-R2-CS-002 Rev.A 5 o
7/18/2019 PTM 30 R2 CS 002_Strenght Calculation for Test Tank (T 105)_A
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Doc. No. : PTM-30-R2-CS-002
Rev. No. : A
1. TANK DESIGN CONDITION
1. TAG NUMBER : T-105
SERVICE : MIXED LIQUID
NOMINAL CAPACITY : BBL = CU.M
TANK INSIDE DIAMETER : FT = mm
TANK HEIGHT : FT = mm
MAX. LIQUID LEVEL : FT = mmMIN. LIQUID LEVEL : FT = mm
CONTENT NAME : MIXED LIQUID
FLASH POINT :
SPECIFIC GRAVITY :
DESIGN CODE : API STANDARD 650
TEMPERATURE OPERATING : 0F = 0
C
DESIGN : 0F = 0
C
PRESSURE OPERATING : mm. H2O psig.
DESIGN : mm. H2O psig.
DESIGN VACUUM : mm. H2O psig.
PUMPING RATES IN : Cu.m/hour
OUT : Cu.m/hour
CORROSION ALLOWANCE SHELL : mm
BOTTOM : mm
ROOF : mm
ROOF STRUCTURE : mm
NOZZLES & MANHOLES : mm
REFERENCE :
ROOF DESIGN TYPE : SELF SUPPORTED CONE ROOF
ROOF TYPE SLOPE : 1/6
BOTTOM SLOPE : 1/120
DESIGN LOAD EARTHQUAKE FACTOR : API STANDARD 650 APPENDIX E
14.700636
14.700636
3.0
3.0
1.53.0
1.00
173
250
78.33
121.11
1.5
10338
10338
18.00 5486.4
16.36 4987.63641.15 350
STRENGTH CALCULATION14'-0 ID x 18'-0 H TEST TANK
493.5 78.5
14.00 4267.2
PTM-30-R2-CS-002 Rev.A 7 of 12
Z : Zone 3 In ones an Co e
I :
MAX. WIND SPEED : m/s = KPH
SNOW LOAD :
MATERIAL ROOF : ASTM- A36
SHELL : ASTM- A36
BOTTOM : ASTM- A36
PIPE : A 106 B
FLANGE : A 105/ A36
18.945.26
.
1
PTM-30-R2-CS-002 Rev.A 7 of 12
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Doc. No. : PTM-30-R2-CS-002
Rev. No. : A
2. SKETCH
ID = 14 FT 0 IN = MM
H = 18 FT 0 IN = MM
506.7
[ 150x75x6.5x9 t
6
L-50X50X6 1
9.5
t
t
t
H' 5486.4 H 4987.6 t
t
0.0
0.0
6.35
6.35
5486.4
1828.8
1828.8
6.35
STRENGTH CALCULATION14'-0" ID x 18'-0" H TEST TANK
0
0
0
6.00
4267.2
5486.4
SHELL-2
SHELL-3
SHELL-4
α
SHELL-5
SHELL-6
ID. 7620
t
ID. t
OD.
BCD.
NOMINAL CAPACITY = π X ID2/4 X H' = 78.46 Cu.m = BBL
WORKING CAPACITY = π X ID2/4 X (H-LL) = 71.33 Cu.m = BBL
MATERIAL SPEC. SHELL : ASTM- A36
BOTTOM : ASTM- A36
ROOF : ASTM- A36
4431.9
4631.9
493.51
448.65
1828.8 6.35
9.534267.2
SHELL-1
PTM-30-R2-CS-002 Rev.A 9 of 1
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RAFTER 150 75 6.5 9
TOPANGLE 50 50 6
[ 150x75x6.5x9
150 75 6.5 9
7315.2
6976
DIA 4.27 m
HEIGHT 5.49 m
VOL 78 Cu.m
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Doc. No. : PTM-30-R2-CS-002
Rev. No. : A
3. CALCULATION
3.1.DESIGN DATA
CODE = API 650
DESIGN PRESSURE P = mm.H2O
DESIGN TEMPERATURE T =0
CWIND VELOCITY V = m/sec.
SEISMIC FACTOR Cs =
TANK DIAMETER (ID) D = mm
MAX. FILLING HEIGHT H = mm
TANK HEIGHT H' = mm
SPECIFIC GRAVITY OF LIQUID G = kg/Cu.m
CORROSION ALLOWANCE SHELL C.A = mm
BOTTOM C.A = mm
ROOF C.A = mm
MATERIAL SHELL : ASTM- A36 YIELD STRENGTH AT AMBIENT TEMP. Sy SHELL : kg/Sq.Cm
BOTTOM : ASTM- A36 Sy BOTTOM : kg/Sq.Cm
ROOF : ASTM- A36 Sy ROOF : kg/Sq.CmTENSILE STRENGTH AT AMBEINT TEMP. ST SHELL : kg/Sq.Cm
ST BOTTOM : kg/Sq.Cm
ST ROOF : kg/Sq.Cm
3.2.SHELL PLATE
TANK DIAMETER (ID) D = m
HEIGHT FROM THE BOTTOM OF COURSE UNDER CONSIDERATION TO H =
THE FILLING HEIGHT LIMITED BY THE TANK OVER FLOW
EQUIV. HEIGHT DUE TO INTERNAL PRESS. (P/1000G) H1 =
DESIGN SPECIFIC GRAVITY OF LIQUID G =
CORROSION ALLOWANCE OF SHELL C.A =
ALLOWABLE STRESS FOR DESIGN CONDITION Sd = k /S .Cm
3.00
1,631.11
4.27
4.99
1.5
-
1.00
4,077.78
4,077.78
4,987.64
5,486.40
3.0
3.0
0.08
4,267.20
2,531.04
2,531.04
2,531.04
STRENGTH CALCULATION14'-0" ID x 18'-0" H TEST TANK
1
4,077.78
10,338.00
121.118.47
ALLOWABLE STRESS FOR HYDRO.TEST CONDITION St = kg/Sq.Cm
REDUCTION FACTOR (APP. M TABLE M-1) F =
DESIGN THICKNESS, td = (50xDx(H+H1-0.3048)xG/Sd)+C.A
HYDROSTATIC TEST THICKNESS, th = 50xDx(H'-0.3048)xG/St
3.3.SHELL STABILITY AGAINST WIND LOAD
h1= H1=
h2= H2=
h3= H3=
h4= H4=
h5= H5=
h6= H5=
h7= H5=
Hi < H "WIND GIRDER IS NOT REQUIRED"
H = 9.4644 x t x (t/D)^1.5 x (44.7/V)̂ 2
t = THICKNESS OF SHELL COURSE PLATE, CORRODED (mm)
V = WIND VELOCITY (m/sec.)
Hi = hi x (t1/t2)^5/2
t1 = THICKNESS OF TOP SHELL COURSE
t2 = THICKNESS OF CONSIDERED SHELL COURSE
3.4.BOTTOM PLATE
MINIMUM THICKNESS 6.35 + C.A = mm
USE THICKNESS = mm
1,747.62
0.91
hi (m)
SPACE
WIDTH OF
COURSEH'(m)
HYDROTEST CONDITION
th USE THK
0.9 6.35
TOP SHELL
THK (mm)
CORR.
1 1.8 5.0 3.06
WIDTH OF
COURSEH (m) td
COURSE
NO.
DESIGN CONDITION
USE THK
1.8 3.7 0.4 6.356.35 1.8 5.5 0.6
3 1.8 1.3 3.01
6.352 1.8 3.2 3.04 6.35
0.0 0.0 0.0 6.35
6.35 1.8 1.8 0.2
5 0.0 -0.5 2.99
6.35
4 0.0 -0.5 2.99 6.35
0.00 0.0 0.0 0.0
0.00 0.0 0.0
0.00
H (m)JUDGE
0.9 < 3,042.0
0.000.0
0.9
0.9 6.35
0.9 6.35 6.35 0.9
0.9 0.00 0.00 #DIV/0!
6.35 0.9
9.35
9.53
#DIV/0! 0.0
0.0
0.0
0.00 #DIV/0!
3,042.0
< 3,042.0
6 0.0 0.0 3.00
0.9 6.35 6.35
6.35
0.0
3,042.0
<
THK (mm)
#DIV/0!
<
TRANSPOSED
Hi (m)
0.9 0.00
0.0 0.00 0.00
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Doc. No. : PTM-30-R2-CS-002
Rev. No. : ASTRENGTH CALCULATION
14'-0" ID x 18'-0" H TEST TANK
3.5.ROOF DESIGN, SUPPORTED CONE ROOF
MINIMUM THICKNESS = mm
USE THICKNESS = mm
THICKNESS OF SHELL (CORRODED) tc = mm = in.
THICKNESS OF ROOF (CORRODED) th = mm = in.
SLOPE α = deg.
INSIDE RADIUS (CORRODED) Rc = mm
R2 = Rc/sin α = mm
Wc = 0.6 x (Rc x tc)^0.5 = mm
Wh = 0.3 x (R2 x th)^0.5 = mm
THE CROSS SECTIONAL AREA OF THE ROOF TO SHELL JUNCTURE
ANGLE L-50X50X6 = Sq.mm = Sq.in
ROOF = th x Wh = Sq.mm = Sq.in
SHELL = tc x Wc = Sq.mm = Sq.in
ACTUAL AREA A = Sq.mm = Sq.in
REQUIRED AREA UNDER INTERNAL LOAD OF THE ROOF
Ar1 = D^2/(3000 x sin α) Sq.in
Ar1 =<
A = -------(SATISFIED)
4.76 4.76
6.00
12,996.4
50.8
0.133.4
4.5 0.18
170.1 0.3
1,387.0 2.1
145.1
0.9564.0
653.0 1.0
0.4
0.4 2.1
9.46
2,136.6
Wh
th
3.6.ROOF STRUCTURE DESIGN (SUPPORTED CONE ROOF)
1. DESIGN LOADSELF WEIGHT OF ROOF PLATE = kg/Sq.m
LIVE LOAD = kg
RAFTER LOAD = kg/m
TOTAL DESIGN LOAD W = kg/Sq.m = kg/Sq.cm
2. STRUCTURAL CALCULATION OF RAFTER
NUMBER OF RAFTER N = ea.
SPAN LENGTH OF RAFTER FROM RING L1 m = cm
OUTSIDE RADIUS OD TANK R m = cm
RADIUS OF CENTER RING Ro m = cm
SLOPE OF ROOF α = deg.
HEIGHT = L1 x tan α h = cm
61
189.44 0.02
48.04
9.46
31.39
1.88
2.14
10.00
25.000.25
188.36
213.70
122.40
19.00
Wc
Wc
tc
h
H
V1
H
V2 L1 Ro
R
P1
P2
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Doc. No. : PTM-30-R2-CS-002
Rev. No. : ASTRENGTH CALCULATION
14'-0" ID x 18'-0" H TEST TANK
3.7.SEISMIC DESIGN FOR EMPTY CONDITION
1. DESIGN DATA
DIAMETER OF TANK D = m = ft
MAXIMUM LIQUID LEVEL H = m = ft
SPECIFIC GRAVITY OF LIQUID G = =
TOTAL WEIGHT OF TANK CONTENT Wt= = kg
2. OVERTURNING MOMENT CALCULATION
a. NATURAL PERIOD
T = K x (D)^0.5 = sec.
K = FACTOR FROM FIG.E-14 API 650 APP. E =
D/H=
b. LATERAL EARTHQUAKE COEFF. FOR SLOSHING MODE
C1 =
C2 = 0.75 x S / T = sec.
S = SITE COEFF. FROM API 650 APP.E (TABLE E-3) =
c. EFFECTIVE MASS OF TANK CONTENTS
(FROM API 650 AAP.E FIG.E-2 & E-3)
W1 = FACTOR x Wt = kg = FACTOR =
W2 = FACTOR x Wt = kg = FACTOR =
X1 = FACTOR x H = kg = FACTOR =
X2 = FACTOR x H = kg = FACTOR =
d. OVERTUNING MOMENT
M = ZI ( C1WsXS + C1WrHt + C1W1X1 + C2W2X2)
Cs x (WsXs + WrHt + W1X1 + W2X2) = kg-m
WHERE,
SEISMIC FACTOR Cs =
TOTAL WEIGHT OF TANK SHELL Ws = kg
0.60
0.94
1.50
0.7559,160.9
20,321.8 0.26
2.2 0.39
3.9 0.72
17,968.74
0.08
3,745.15
78,462.72
18.0
1.00
0.78
1.20
0.579
5.49
14.04.27
. s = m
TOTAL WEIGHT OF ROOF AND PORTION OF LIFE LOAD Wr = kg
TOTAL HEIGHT OF TANK SHELL Ht = m
3. RESISTANCE TO OVERTUNING
WL= 31.619 x tb x (Fby x G x H)^0.5 = kg-m
WL= 20.023 x G x H x D = kg-m
WHICH IS THE SMALLER VALUE IS USED = kg-m
WHERE,
WL = MAX. WEIGHT OF TANK CONTENTS OF SHELL CIRCUMFERENCE,
WHICH MAY BE UTILIZED TO RESIST SHELL OVEERTUNING MOMENT.THICKNESS OF BOTTOM PLATE UNDER SHELL tb = mm
MIN. YIELD STRENGTH OF BOTTOM PLATE Fby = kg/Sq.mm
SPECIFIC GRAVITY OF CONTENT G =
MAX. FILLING HEIGHT OF TANK H = m
4. MAX. LONGITUDINAL SHELL COMPRESSIVE FORCE, b
Y = M/(D^2 x (Wt + WL)) =
Wt= (Ws + Wr)/(π x D) = kg/m
Y = > 0.8
b = Wt + 1.273 x M/D^2 = kg/m
5. SHELL COMPRESSIVE STRESS, FcFc = b/(1000 x t) = kg/Sq.mm
t = THK OF BOTTOM SHELL COURSE EXCLUDING C.A = mm
6. MAX. ALLOWABLE LONGITUDINAL COMPRESSIVE STRESS, Fa
U = G x H x D^2/t^2 =
WHEN,
U > ---- Fa= 8.437 x t/D =
U < ---- Fa= 3.37488xt/D+0.76412x(GxH)^0.5 =
Fa= =
Fc = < Fa=(SATISFIED )
1,627.11
0.26
6.35
1.18
370.91
1.18
9.53
25.31
1.00
5.49
.
1,227.2
5.49
3,549.00
468.77
468.77
6.81
0.26 6.81
2.48
43.89
43.89
12.56
6.81
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Doc. No. : PTM-30-R2-CS-002
Rev. No. : ASTRENGTH CALCULATION
14'-0" ID x 18'-0" H TEST TANK
7. ANCHORED TANK DUE TO SEISMIC LOAD
MIN. ANCHORAGE RESISTANCE PER SHELL CIRCUM., Fr
Fr = (1.273 x M/D^2)-Wt = kg/m
TOTAL UP-LIFT FORCE OF ANCHOR BOLT, TT = π x D x Fr = kg
REQUIRED BOLT AREA Ab= T/(N x Sa) = Sq.mm
ACTUAL ROOT AREA OF BOLT, Ac
Ab= Sq.mm NO TENSILE
THEREFORE, ANCHORAGE DESIGN IS SATISFIED IN SEISMIC LOAD
WHERE,
BOLT MATERIAL =
SIZE OF BOLT =
ALLO. STRESS OF BOLT Sa = kg/Sq.mm
ROOT AREA OF BOLT Ac = Sq.mm
BOLT CIRCLE DIAMETER Db = mm
NUMBER OF BOLT N = EA
3.8.SEIMIC DESIGN FOR OPERATION CONDITION
1. DESIGN DATA
DIAMETER OF TANK D = m = ft
MAXIMUM LIQUID LEVEL H = m = ft
SPECIFIC GRAVITY OF LIQUID G = =
TOTAL WEIGHT OF TANK CONTENT Wt= = kg
2. OVERTURNING MOMENT CALCULATION
5.49 18.0
1
78,462.72
4.27 14.0
4.92
194.84
4,631.9
885.29
11,868.07
401.92
6.00
401.92
A 307-B
M20
a. NATURAL PERIOD
T = K x (D)^0.5 = sec.
K = FACTOR FROM FIG.E-14 API 650 APP. E =
D/H=
b. LATERAL EARTHQUAKE COEFF. FOR SLOSHING MODE
C1 =
C2 = 0.75 x S / T = sec.
S = SITE COEFF. FROM API 650 APP.E (TABLE E-3) =
c. EFFECTIVE MASS OF TANK CONTENTS
(FROM API 650 AAP.E FIG.E-2 & E-3)W1 = FACTOR x Wt = kg = FACTOR =
W2 = FACTOR x Wt = kg = FACTOR =
X1 = FACTOR x H = kg = FACTOR =
X2 = FACTOR x H = kg = FACTOR =
d. OVERTUNING MOMENT
M = ZI ( C1WsXS + C1WrHt + C1W1X1 + C2W2X2)
Cs x (WsXs + WrHt + W1X1 + W2X2) = kg-m
WHERE,
SEISMIC FACTOR Cs =
TOTAL WEIGHT OF TANK SHELL Ws = kg
HEIGHT FROM BOTTOM OF SHELL TO C.G OF SHELL Xs = m
TOTAL WEIGHT OF ROOF AND PORTION OF LIFE LOAD Wr = kg
TOTAL HEIGHT OF TANK SHELL Ht = m
3. RESISTANCE TO OVERTUNING
WL= 31.619 x tb x (Fby x G x H)^0.5 = kg-m
WL= 20.023 x G x H x D = kg-mWHICH IS THE SMALLER VALUE IS USED = kg-m
WHERE,
WL = MAX. WEIGHT OF TANK CONTENTS OF SHELL CIRCUMFERENCE,
WHICH MAY BE UTILIZED TO RESIST SHELL OVEERTUNING MOMENT.
THICKNESS OF BOTTOM PLATE UNDER SHELL tb = mm
MIN. YIELD STRENGTH OF BOTTOM PLATE Fby = kg/Sq.mm
SPECIFIC GRAVITY OF CONTENT G =
MAX. FILLING HEIGHT OF TANK H = m
468.77
9.53
25.31
1.00
5.49
3,745.15
2.74
5.49
3,549.00
468.77
1,227.2
0.75
20,321.8 0.26
2.2 0.39
0.08
3.9 0.72
17,968.74
59,160.9
1.20
0.579
0.78
0.60
0.94
1.50
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Doc. No. : PTM-30-R2-CS-002
Rev. No. : ASTRENGTH CALCULATION
14'-0" ID x 18'-0" H TEST TANK
4. MAX. LONGITUDINAL SHELL COMPRESSIVE FORCE, b
Y = M/(D^2 x (Wt + WL)) =
Wt= (Ws + Wr)/(π x D) = kg/m
Y = > 0.8
b = Wt + 1.273 x M/D^2 = kg/m
5. SHELL COMPRESSIVE STRESS, Fc
Fc = b/(1000 x t) = kg/Sq.mm
t = THK OF BOTTOM SHELL COURSE EXCLUDING C.A = mm
6. MAX. ALLOWABLE LONGITUDINAL COMPRESSIVE STRESS, Fa
U = G x H x D^2/t^2 =
WHEN,
U > ---- Fa= 8.437 x t/D =
U < ---- Fa= 3.37488xt/D+0.76412x(GxH)^0.5 =
Fa= =
Fc = < Fa=(SATISFIED )
7. ANCHORED TANK DUE TO SEISMIC LOAD
MIN. ANCHORAGE RESISTANCE PER SHELL CIRCUM., FrFr = (1.273 x M/D^2)-Wt = kg/m
TOTAL UP-LIFT FORCE OF ANCHOR BOLT, T
T = π x D x Fr = kg
REQUIRED BOLT AREA Ab= T/(N x Sa) = Sq.mm
ACTUAL ROOT AREA OF BOLT, Ac
Ab= Sq.mm NO TENSILE
THEREFORE ANCHORAGE DESIGN IS SATISFIED IN SEISMIC LOAD
11,868.07
401.92
43.89 12.56
43.89 6.81
401.92
6.81
0.26
0.26
6.35
885.29
6.81
2.48
1.18
1.18
1,627.11
370.91
,
WHERE,
BOLT MATERIAL =
SIZE OF BOLT =
ALLOW. STRESS OF BOLT Sa = kg/Sq.mm
ROOT AREA OF BOLT Ac = Sq.mm
BOLT CIRCLE DIAMETER Db = mm
NUMBER OF BOLT N = EA
3.9.WIND LOAD FOR EMPTY CONDITION (API 650 PARA.3.11 & ASCE 7-88)
WIND EXPOSURE CATEGORIES (A, B, C, D) Cat =SHELL OUTSIDE DIAMETER Do = m
TOTAL HEIGHT OF TANK (PLUS ROOF HEIGHT) L = m
INSULATION THICKNESS It =
BASIC (OR DESIGN) WIND SPEED V = Km/Hr
IMPORTANCE FACTOR (TABLE 5) I =
VELOCITY PRESS. EXPOSURE COEF. (TABLE 6) Kz =
FORCE COEFFICIENT (TABLE 12) Cf =
GUST FACTOR (TABLE 8) Gh =
DESIGN WEIGHT W = kg
a. VELOCITY PRESSURE, Qz
Qz = 0.00256 x Kz x (I x V)^2 x 4.8828 = kg/Sq.m
b. WIND LOAD OVER TANK, Fw
Fw = Qz x Gh x Cf x De x L = kg
WHERE, = EFFECTIVE DIAMETER = GREATER OF De1 OR De2 = m
De1 = (Do + 2 x It) x 1.2 = m
De2 = (Do + 2 x It) x 0.6 = m
c. WIND MOMENT, M
M = Fw x L/2 = kg-m
M = < 2/3 x (W x D/2 ) =(STABLE PER PARA.3.11.2)
d. REQUIRE ANCHOR BOLT AREA DUE TO WIND LOAD, Ab
Ab = (4 x M/Db-W)/(N x Sa) = Sq.mm
WHERE,
BOLT MATERIAL =
SIZE OF BOLT =
ALLOW. STRESS OF BOLT Sa = kg/Sq.mm
ROOT AREA OF BOLT Ac = Sq.mm
BOLT CIRCLE DIAMETER Db = mm
A 307-B
M20
4.92
194.84
4,631.9
5.14
2.57
317.22
317.22 8,772.20
-208.22
1.26
6,148.88
3.90
105.9
5.14
5.99
0.00
18.94
1.00
0.87
0.70
C4.28
M20
4.92
194.84
4,631.9
A 307-B
6.00
PTM-30-R2-CS-002 Rev.A 16 of 12
7/18/2019 PTM 30 R2 CS 002_Strenght Calculation for Test Tank (T 105)_A
http://slidepdf.com/reader/full/ptm-30-r2-cs-002strenght-calculation-for-test-tank-t-105a 11/11
Doc. No. : PTM-30-R2-CS-002
Rev. No. : ASTRENGTH CALCULATION
14'-0" ID x 18'-0" H TEST TANK
NUMBER OF BOLT N = EA
Ab = < Ac=(SATISFIED )
3.10.WIND LOAD FOR OPERATION CONDITION (API 650 PARA.3.11 & ASCE 7-88)
WIND EXPOSURE CATEGORIES (A, B, C, D) Cat =
SHELL OUTSIDE DIAMETER Do = m
TOTAL HEIGHT OF TANK (PLUS ROOF HEIGHT) L = m
INSULATION THICKNESS It =
BASIC (OR DESIGN) WIND SPEED V = Km/Hr
IMPORTANCE FACTOR (TABLE 5) I =
VELOCITY PRESS. EXPOSURE COEF. (TABLE 6) Kz =
FORCE COEFFICIENT (TABLE 12) Cf =
GUST FACTOR (TABLE 8) Gh =
DESIGN WEIGHT W = kg
a. VELOCITY PRESSURE, Qz
Qz = 0.00256 x Kz x (I x V)^2 x 4.8828 = kg/Sq.m
b. WIND LOAD OVER TANK, Fw
Fw = Qz x Gh x Cf x De x L = kg
WHERE, = EFFECTIVE DIAMETER = GREATER OF De1 OR De2 = mDe1 = (Do + 2 x It) x 1.2 = m
De2 = (Do + 2 x It) x 0.6 = m
c. WIND MOMENT, M
M = Fw x L/2 = kg-m
M = < 2/3 x (W x D/2 ) =(STABLE PER PARA.3.11.2)
317.22
317.22 120709.7
3.90
105.9
5.145.14
2.57
18.94
1.00
0.87
0.70
1.26
84,611.60
-208.22 194.84
C
4.28
5.99
0.00
6.00
d. REQUIRE ANCHOR BOLT AREA DUE TO WIND LOAD, Ab
Ab = (4 x M/Db-W)/(N x Sa) = Sq.mm
WHERE,
BOLT MATERIAL =
SIZE OF BOLT =
ALLOW. STRESS OF BOLT Sa = kg/Sq.mm
ROOT AREA OF BOLT Ac = Sq.mm
BOLT CIRCLE DIAMETER Db = mm
NUMBER OF BOLT N = EA
Ab = < Ac= (SATISFIED )
3.11.SLIDDING FORCE, Fs
Fs = 1.5 x EMPTY WEIGHT x μ = kg
WIND LOAD UNDER EMPTY CONDITION, Fw = kg
Fs = > Fw =(ANCHOR SHEAR CHECK IS NOT REQUIRED )
REQUIRE SHEAR AREA OF BOLT, Ab
Ab = Fw/(N x Ss) = Sq.mm
WHERE,
NUMBER OF BOLT = EA
ALLOW. TENSILE STRESS OF BOLT = kg/Sq.m
ALLOW. SHEAR STRESS OF BOLT Ss = 0.8 Sa = kg/Sq.m
ACTUAL ROOT AREA OF BOLT = Sq.mm
Ab = < Ac =(SATISFIED )
194.84
4.92
194.84
105.9
2,767.0 105.9
4631.9
6.00
4.48 194.84
4.48
6.00
4.92
3.94
-2,865.39 194.84
2,767.0
-2,865.39
A 307-B
M20
PTM-30-R2-CS-002 Rev.A 17 of 12