SKIRT SUPPORT DESIGN OF VERTICAL COLUMN

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SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN
REFERENCE	Pressure Vessel Design Manual by Dennis R. Moss
VISIT	https://xlsxshop.com/
VESSEL DESIGN DATA AND WEIGHT CALCULATION
CODE	ASME SEC. VIII, DIV. 1 LATEST
P	DESIGN PRESSURE			6.0 / F.V	Barg
T	DESIGN TEMPERATURE			250	Deg. C
E	WELD JOINT EFFCIENCY			0.85
CA	CORROSION ALLOWANCE			1.5	mm
MATERIAL OF CONSTRUCTION
SHELL	SA 515 GR. 70
SKIRT	IS : 2062 GR. A
CONSTRUCTION DETAILS
D	SHELL ID			1.5	Met
H	Overall Column Height			30.4	Met
h	SKIRT HEIGHT			5	Met
OTHER INFORMATION
Liquid Hold up : 1500 mm from Bottom T.L.
Type of dished end : 2 : 1, Ellipsoidal
Insulation : Yes (HOT) 100 mm.
Internals : 30 Trays (Valve Type)

		Complete column is divided into 6 section as shown in the sketch below

		Sr. No	LEVELS	units	I	II	III	IV	V	VI	Total
		1	Mean Diameter	mm	1536	1512	1512	1510	1510	1508
		2	Height	mm	5000	5000	5000	5000	5000	5390
		3	Shell/Dish	Kg	2750	2240	2240	1860	1860	1655
		4	Body Flange	Kg	0	0	0	0	0	0
		5	Nozzles	Kg	100	160	160	160	160	160
		6	Trays /Packing	Kg	0	400	700	600	700	600
		7	Liquid Hold up	Kg	0	3530	910	780	910	780
		8	Water Total	Kg	0	9200	8830	8830	8830	9200
		9	Insulation/Attachment	Kg	500	300	300	300	300	300
		10	Erection Weight	Kg	2850	2400	2400	2020	2020	1815	13505.00
		11	Operating Weight	Kg	3350	6630	4310	3700	3930	3495	25415.00
		12	Testing Weight	Kg	2850	12000	11930	11450	11550	11615	61395.00
		13	Shut Down weight	kg	3350	3100	3400	2920	3020	2715	18505.00

		Calculation is based on
		a	Erection Weight : 3 + 4 +5							Kg	13505.00
		b	Operating Weight : 3 + 4 +5+6+7+9							Kg	25415.00
		c	Test weight : 3 + 4 + 5 +6+8							Kg	61395.00
		d	Shut Down weight : 3 + 4 + 5 + 6 +9							Kg	18505.00

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN
REFERENCE		Pressure Vessel Design Manual by Dennis R. Moss
WIND MOMENT CALCULATION

CODE	IS : 875
Do	Vessel Outside Diameter	1.512	Met
In	Insulation Thickness	0.1	Met
De	Effective Vessel diameter = ( De + 2. In)	1.712	Met
Site	Near Mumbai
Vb	Basic Wind speed (From IS : 875 for site near Mumbai)		44	,m/s
K1	Risk Factor	0.91
K2	Terrain Height Factor
	Level - I	0.98
	Level - II	0.98
	Level - III	1.02
	Level - IV	1.05
	Level - V	1.1
	Level - VI	1.1
K3	Topography Factor	1.0
Vz	Design Wind speed ; ( Vb . K1. K2 . K3 )	m/Sec
Pz	Wind Pressure ; ( 0.6. Vz²) / 9.81	Kg / m²
H	Height of each section	Met
Af	Cross section area subjected to wind load	m²
Fx	Wind Load ; ( Pz . Af )
hi	Height from base to plane under consideration	met
hx	Height from base to C.G of respective section	met
V	Total Shear load S Fx	5521.32	Kg.	1KG	2.204	lb
Mb	Moment at the base S Fx . Hx	88343.945	Kg.met	88343.9	kg	194710.0547	lb
Mb	638648.98	lb.ft
Mt	Mb - hi . [ V -( 0.5. Pz. De . hi ) ]	Kg.met	1	met	3.28	ft
LEVELS	Vz	Pz	De	H	Af	Fx	hi	hx	Fx. Hx	Mt	Mt	194710	met	638648.9795	ft
	m/sec	Kg/m²		met	m²	Kg	met	met		Kg. Met	lb. Ft
VI	44.04	118.65	1.712	5.39	9.23	1094.83	25.00	27.695	30321.428	13786.82218	99666.59
V	44.04	118.65	1.712	5.00	8.56	1015.62	20.00	22.500	22851.359	18542.08718	134042.97
IV	42.04	108.11	1.712	5.00	8.56	925.39	15.00	17.500	16194.248	26345.24923	190452.97
III	40.84	102.02	1.712	5.00	8.56	873.26	10.00	12.500	10915.773	41863.31547	302634.93
II	39.24	94.17	1.712	5.00	8.56	806.11	5.00	7.500	6045.8527	62752.60519	453646.11
I	39.24	94.17	1.712	5.00	8.56	806.11	0.00	2.500	2015.2842	88343.94498	638648.98
		V	5521.32	Mb	88343.945

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN
REFERENCE	Pressure Vessel Design Manual by Dennis R. Moss
SEISMIC MOMENT CALCULATION
FIND OUT BASE SHEAR ; ( Vh ) (As per procedure given in IS:1893-2002)
SITE	MUMBAI, INDIA
ZONE	III
Z	ZONE FACTOR	0.16
I	IMPORTANCE FACTOR (Table - 6 - IS:1893-2002)	1
R	RESPONSE REDUCTION FACTOR (Table - 7 - IS:1893-2002)	4
Sa/g	AVERAGE RESPONSE ACCELERATION CO-EFFICIENT	2.5
	Cl. 6.4.5 - IS:1893 - 2002, Soil - Medium soil sites

Ah	DESIGN HORIZONTAL ACCELERATION SPECTRUM
Ah	(Z x I ) / ( R x (Sa/g))	0.016
Wo	Total Weight of vessel , Operating	25415.00	lb
	56014.66	lb
Vh	Horizontal Seismic Force ; ( Ah . Wo )	896.23	lb
H	Overall Height of vessel	99.6792	feet
D	Uniform column Diameter	5.61536	feet
t	Thickness of shell	0.2362205	in
ht	( 2 / 3 ) . H	597.48971	feet

T	Period of Vibration	( H/D)²	80.8415
	= 0.0000265 . ( H/ D)² . (Wo. D / ht ) ^0.5	0.2070943	Sec	(Wo. D / ht )^0.5	96.6692

Ft	Lesser of followings
	0.07 . T. Vh	12.992353	lb
	0.25*Vh	224.05864	lb
Ft	Governing	12.992353	lb
F	Lateral Force applied at C.G of vessel ; ( Vh - Ft )	883.24	lb
Mb'	Overturning Moment at base ; ( Ft . H) + 2/3 . (F. H)	59988.985	lb. Ft
Comparing Mb & Mb' -- Governing Moment is effective due to wind. Use Mb for further calculation.

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN
COMBINED STRESS ANALYSIS
COMBINED STRESS ANALYSIS TO BE CARRIED OUT FOR FOLLOWING CONDITION
A	ERECTION CONDITION
B	OPERATING CONDITION
C	TESTING CONDITON
STRESS SHALL BE CALCULATED INDUCED DUE TO
A	DEAD WEIGHT
B	INTERNAL PRESSURE
C	WIND OR SEISMIC EFFECT

d_xt	Longitudinal stress, Tension	( Pi . D / 4 t ) + (48. Mt / pi . D². t ) - ( Wh/ Pi. D. t)
d_xc	Longitudinal stress, Compression	( - ) ( Pe. D / 4 t ) - (48. Mt / pi . D². t ) - ( Wh/ Pi. D. t)

LOADING CONDTION : ERECTION
LEVELS	Weight of each Section	Shear Load Wh	Mt	D	t (New)	d_xt	Allowable Limit S1E1	d_xc	Allowable Limit Factor B	(48. Mt ) / (Pi. D2.t )	( Wh/Pi.D.T)
	lb	lb	lb.ft	in	in	PSI	PSI	PSI	PSI	PSI	PSI
VI	4000.26	4000.26	99666.59	59.53	0.236	1729.00	17000	-1910.14	-11000.00	1819.57	90.57
V	4452.08	8452.34	134042.97	59.53	0.236	2255.80	17000	-2638.54	-11000.00	2447.17	191.37
IV	4452.08	12904.42	190452.97	59.53	0.236	3184.85	17000	-3769.19	-11000.00	3477.02	292.17
III	5289.6	18194.02	302634.93	59.53	0.236	5113.15	17000	-5937.01	-11000.00	5525.08	411.93
II	5289.6	23483.62	453646.11	59.53	0.315	5812.75	17000	-6610.29	-11000.00	6211.52	398.77
I	6281.4	29765.02	638648.98	59.53	0.472	5492.82	17000	-6166.73	-11799.97	5829.78	336.96
NOTE	EFFECT DUE TO INTERNAL AND EXTERNAL PRESSURE TO BE IGNORED DURING ERECTION STAGE
	ALLOWABLE STRESS CALCULATED AT AMBIENT CONDITION
	WELD EFFICIENTY : 0.85
LOADING CONDTION : SHUTDOWN
LEVELS	Weight of each Section	Shear Load Wh	Mt	D	t (Corroded)	d_xt	Allowable Limit S1E1	d_xc	Allowable Limit Factor B	(48. Mt ) / (Pi. D2.t )	( Wh/Pi.D.T)
	lb	lb	lb.ft	in	in	PSI	PSI	PSI	PSI	PSI	PSI
VI	5983.86	5983.86	99666.59	59.53	0.177	2245.45	17000	-2606.74	-11000.00	2426.10	180.64
V	6656.08	12639.94	134042.97	59.53	0.177	2881.31	17000	-3644.47	-11000.00	3262.89	381.58
IV	6435.68	19075.62	190452.97	59.53	0.177	4060.17	17000	-5211.88	-11000.00	4636.03	575.86
III	7493.60	26569.22	302634.93	59.53	0.177	6564.70	17000	-8168.85	-11000.00	7366.78	802.07
II	6832.40	33401.62	453646.11	59.53	0.256	6946.88	17000	-8343.03	-11000.00	7644.95	698.07
I	7383.40	40785.02	638648.98	59.53	0.413	6134.93	17000	-7190.27	-11799.97	6662.60	527.67
NOTE	EFFECT DUE TO INTERNAL AND EXTERNAL PRESSURE TO BE IGNORED DURING ERECTION STAGE
ALLOWABLE STRESS CALCULATED AT AMBIENT CONDITION
WELD EFFICIENTY : 0.85
LOADING CONDTION : OPERATING
LEVELS	Weight of each Section	Shear Load Wh	Mt	D	t (Corroded)	d_xt	Allowable Limit S1E1	d_xc	Allowable Limit Factor B	(48. Mt ) / (Pi. D2.t )	( Wh/Pi.D.T)	( Pi. D/ 4 t)	( Pe. D/ 4 t)
	lb	lb	lb.ft	in	in	PSI	PSI	PSI	PSI	PSI	PSI	PSI	PSI
VI	7702.98	7702.98	99666.59	59.53	0.177	2697.56	14875	-2742.63	-11000.00	2426.10	232.54	504.00	84.00
V	8661.72	16364.70	134042.97	59.53	0.177	3272.87	14875	-3840.91	-11000.00	3262.89	494.02	504.00	84.00
IV	8154.80	24519.50	190452.97	59.53	0.177	4399.83	14875	-5460.22	-11000.00	4636.03	740.20	504.00	84.00
III	9499.24	34018.74	302634.93	59.53	0.177	6843.82	14875	-8477.73	-11000.00	7366.78	1026.96	504.00	84.00
II	14612.52	48631.26	453646.11	59.53	0.256	6977.51	14875	-8719.47	-11000.00	7644.95	1016.37	348.92	58.15
I	7383.40	56014.66	638648.98	59.53	0.413	6153.90	14875	-7423.30	-11799.97	6662.60	724.70	216.00	36.00
NOTE	ALLOWABLE STRESS CALCULATED AT DESIGN TEMPERATURE.
WELD EFFICIENTY : 0.85
LOADING CONDTION : TEST
LEVELS	Weight of each Section	Shear Load Wh	Mt	D	t (New)	d_xt	Allowable Limit S1E1	d_xc	Allowable Limit Factor B	(48. Mt ) / (Pi. D2.t )	( Wh/Pi.D.T)	( Pi. D/ 4 t)	STATIC Head		Test Pressure
	lb	lb	lb.ft	in	in	PSI	PSI	PSI	PSI	PSI	PSI	PSI	Met	Barg
VI	25599.46	25599.46	99666.59	59.53	0.236	1840.93	14875	1239.97	-11000.00	1819.57	579.60	600.96	5.39	0.539	9.539
V	25456.20	51055.66	134042.97	59.53	0.236	1923.67	14875	1291.21	-11000.00	2447.17	1155.95	632.46	10.39	1.039	10.039
IV	25235.80	76291.46	190452.97	59.53	0.236	2413.66	14875	1749.70	-11000.00	3477.02	1727.32	663.96	15.39	1.539	10.539
III	26293.72	102585.18	302634.93	59.53	0.236	3897.90	14875	3202.45	-11000.00	5525.08	2322.64	695.46	20.39	2.039	11.039
II	26448.00	129033.18	453646.11	59.53	0.315	4565.66	14875	4020.44	-11000.00	6211.52	2191.08	545.22	25.39	2.539	11.539
I	6281.40	135314.58	638648.98	59.53	0.472	4677.17	14875	4297.94	-11799.97	5829.78	1531.83	379.23	30.39	3.039	12.039
NOTE	ALLOWABLE STRESS CALCULATED AT DESIGN TEMPERATURE.
WELD EFFICIENTY : 0.85
HYDROSTATIC TEST PRESSURE IS 1.5 TIMES DESIGN PRESSURE + EFFECT DUE TO STATIC HEAD
SUCH BIG COLUMN HYDROTESTD IN HORIZONTAL CONDITION IN WORKSHOP
EXTERNAL PRESSURE WILL BE ZERO IN ABOVE CALCULATION
CONCLUSION
STRESSES INDUCED DURING DIFFERENT CONDITIONS ARE WELL WITHIN IN ALLOWABLE LIMITED AND HENCE PROVIDE THICKNESS ARE ADEQUATE

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN
REFERENCE	Pressure Vessel Design Manual by Dennis R. Moss
ANCHOR BOLT CALCULATION - EQUIVALENT AREA METHOD
	REFER TABLE 3.33 FOR NO. OF BOLTS
	SHELL O/D	60.94	in
	RECOMMENDED MINIMUM NO.OF ANCHOR BOLTS	8	Nos
	RECOMMENDED MAXIMUM NO.OF ANCHOR BOLTS	12	Nos.
N	NO. OF BOLTS ASSUMED	20	Nos.
	MATERIAL OF CONSTRUCITON FOR ANCHOR BOLTS	SA36
Fs	ALLOWABLE TENSILE STRESS FOR ANCHOR BOTLS, (REFER TABLE 3.34)	19000	PSI
Fc	ALLOWABLE COMPRESSIVE STRESS FOR CONCRETE, (REFER TABLE 3.35)	1000	PSI
n	RATIO OF MODULUS OF ELASTICITY OF STEEL TO CONCRETE (REFER TABLE 3.35)	12
Mb	OVERTURNING MOMENT DUE TO WIND	6544684.68	lb.in
Wb	WEIGHT OF VESSEL AT BASE - TEST WEIGHT	135314.58	lb
d	OUTSIDE DIAMETER OF SKIRT	60.94	in
r	OUTSIDE RADIUS OF SKIRT	30.47	in
w	WIDTH OF BASE PLATE	5.00	in
APPROXIMATE VALUE OF ' K '
K	[ 1 / ( 1 + (Fs / n.Fc))]	0.387	1 + (Fs/n.Fc)	2.58
CO-EFFICIENT FROM CHART
Cc	1.74
Ct	2.258
J	0.78
Z	0.42
TENSILE LOAD IN STEEL ; ( T )
T	(Mb - Wb - Z.d )/ J.d	64824.90	lb	(Mb - Wb - Z.d )	3081335.07
REQUIRED ROOT AREA ; (Ab)
Ab	( T. pi . d / Fs . r . Ct )	9.492	in²	( T. pi . d)	12408299.29
ROOT AREA OF ONE BOLT : Ab / N	0.4746	in²
Ra	PROVIDED ROOT AREA	0.551	in²
SELECTED BOLT DIAMETER : 1" HENCE OK
STRESS IN EQUIVALENT STEEL BAND ; ( ts )
ts	( N. Ra ) / ( pi. d )	0.0578	in
EQUIVALENT TENSILE STRESS IN ANCHOR BOLT ; ( fs )
fs	T / (ts . r . Ct )	16301.1	PSI
COMPRESSIVE LOAD IN CONCRETE ; ( C )
C	T + Wb	200139.48	lb
EQUIVALENT COMPRESSIVE STRESS IN CONCRETE ; ( fc )
fc	C / ([ (w - ts )+n. ts].r.Cc )	669.82	lb	((w - ts )+n. ts).r.Cc)	298.80
RECHECKING ' K ' USING ACTUAL' fs' and ' fc'
K	[ 1 / ( 1 + (fs / n.fc))]	0.330	1 + (fs/n.fc)	3.03
SINCE THIS VALUE OF ' K ' IS DIFFERENT THAN THAT WAS ASSUMED. HENCE RECALCULATE
TRIAL - 2	0.524
APPROXIMATE VALUE OF ' K '
w	WIDTH OF BASE PLATE	5.00	in
K		0.350
n	RATIO OF MODULUS OF ELASTICITY OF STEEL TO CONCRETE (REFER TABLE 3.35)	12
CO-EFFICIENT FROM CHART
Cc	1.64
Ct	2.333
J	0.783
Z	0.427
TENSILE LOAD IN STEEL ; ( T )
T	(Mb - Wb - Z.d )/ J.d	63366.8	lb	(Mb - Wb - Z.d )	3023612.57
REQUIRED ROOT AREA ; (Ab)
Ab	( T. pi . d / Fs . r . Ct )	8.980	in²	( T. pi . d)	12129204.46
ROOT AREA OF ONE BOLT : Ab / N	0.4490	in²
Ra	PROVIDED ROOT AREA	0.551	in²
SELECTED BOLT DIAMETER : 1" HENCE OK
STRESS IN EQUIVALENT STEEL BAND ; ( ts )
ts	( N. Ra ) / ( pi. d )	0.0578	in
EQUIVALENT TENSILE STRESS IN ANCHOR BOLT ; ( fs )
fs	T / (ts . r . Ct )	15422.2	PSI
COMPRESSIVE LOAD IN CONCRETE ; ( C )
C	T + Wb	198681.40	lb
EQUIVALENT COMPRESSIVE STRESS IN CONCRETE ; ( fc )
fc	C / ([ (w - ts )+n. ts].r.Cc )	705.48	lb	((w - ts )+n. ts).r.Cc)	281.63
RECHECKING ' K ' USING ACTUAL' fs' and ' fc'
K	[ 1 / ( 1 + (fs / n.fc))]	0.354	1 + (fs/n.fc)	2.821714483
NOW CALCULATED VALUE OF 'K' IS VERY CLOSE TO ASSUMED VALUE
AND SIZING IS ADEQUATE
SUMMARY
db	SIZE OF BOLT DIAMTER	1-8	in
N	NO. OF BOLTS	20	Nos.
w	WIDTH OF BASE PLATE	5.00	in
MOC OF SELECTED BOLTS	SA36

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN
REFERENCE	Pressure Vessel Design Manual by Dennis R. Moss
DESIGN OF ANCHOR CHAIR
SELECTED TYPE OF ANCHOR CHAIR - TYPE -3














R	OUTSIDE RADIUS OF SKIRT SHELL	30.000	in
tsk	SKIRT SHELL THICKNESS	0.472	in
a	2	in
c	1.5	in
e	c - (db/2)	1.125	in
h	12	in
l	a + c	3.5	in
tc	COMPRESSION PLATE THICKNESS	1.00	in
tb	BASE RING THICKNESS	1.00	in
w	Width of Base Ring	5.5	in
b	SPACING BETWEEN TWO GUSSETS	2.500	in
A	COMPRESSION PLATE WIDTH	4.5000	in
tg	GUSSETS THICKNESS	0.5	in
d	BOLT CIRCLE DIAMETER	64	in
N	NO.OF ANCHOR BOLTS	8	Nos.
db	DIAMTER OF BOLT HOLE IN BASE PLATE	1.75	in
bs	SPACING BETWEEN ANCHOR CHAIR	21.63	in
Fs	ALLOWABLE TENSILE STRESS FOR ANCHOR BOTLS, (REFER TABLE 3.34)	19000	PSI
Ra	PROVIDED ROOT AREA	0.302	in²

SAMPLE DESIGN CALCULATION - SKIRT SUPPORT DESIGN OF VERTICAL COLUMN
REFERENCE	Pressure Vessel Design Manual by Dennis R. Moss
DESIGN OF ANCHOR CHAIR
BASE PLATE DESIGN - TYPE 3
CHECKING THICKNESS BETWEEN TWO GUSSETS
MAXIMUM ANCHOR BOLT FORCE ; (P)
P	Fs . Ra	5738	lb
BENDING MOMENT ; (Mo)
Mo	P. b / 8	1793.125	lb. in
REQUIRED THICKNESS ; ( tb)
tb	[ ( 6 . Mo) / ( (w-db).Fs) ]^0.5	0.389	in	((w-db).Fs)	71250
CHECKING THICKNESS BETWEEN TWO ANCHOR CHAIR
RATIO	l / bs	0.162
BENDING MOMENT PER UNIT LENGTH - REFER TABLE 3.36
Mx	0.00379. fc. b²	16.71	lb. in
My	-0.465. fc. l²	-4018.60	lb.in

Mo	GREATER OF Mx or My	-4018.5963	lb.in
REQUIRED THICKNESS ; ( tb)
tb	[ ( 6 . Mo) / Fs ]^0.5	1.127	in

tb	GREATER OF ABOVE	1.127	in

PROVIDED BASE PLATE THICKNESS ; ( tb )		1.00	in

COMPRESSION PLATE THICKNESS CHECK - TYPE 3
MINIMUM THICKNESS OF TOP PLATE ; tc			( P / Fs. e )	0.2684
tc	[ ( P / Fs. e )(0.375.b - 0.22 db) ]^0.5	0.385	in	(0.375.b - 0.22 db)	0.55

PROVIDED TOP COMPRESSION PLATE THICKNESS ; (tc)		1.00	in

GUSSET PLATE THICKNESS CHECK - TYPE -3
REQUIRED GUSSET THICKNESS ; ( tg )
tg	P / ( 18000. l) > 3/8 "	0.0911	in

PROVIDED GUSSET PLATE THICKNESS ; (tg)		0.50	in
SKIRT SHELL THICKNESS CHECK - TYPE 3

Z	1	0.000732	(1.77 . A. h²)	1146.96
	[(1.77 . A. h²)/ (R. tsk)^0.5] [(tb / tsk)²] + 1	(R. tsk)^0.5	3.76
				(tb / tsk)²	4.480

	424.00	PSI	( P.a / tsk²)	51415.668
S			(1.32.Z)	0.0009664
			(1.43 . A. h²)/(R.tsk)	65.38
			(4. A. h²)^0.333	13.701
	SINCE S < 25000 PSI, HENCE PROVIDED SHELL THICKNESS IS ADEQUATE	(0.031 / (R.tsk)^0.5)	0.0082343

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