Design Calculation-CYL VERTICAL 1.0mDIA X 1.10m St Ht Tank
-
Upload
eleazar-mendoza -
Category
Documents
-
view
181 -
download
50
description
Transcript of Design Calculation-CYL VERTICAL 1.0mDIA X 1.10m St Ht Tank
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
127, Tuas View Square, Westlink Techpark, Singapore – 637 740Tel : 68626278 / Fax : 68626279
DESIGN CALCULATION
FOR
NaOCl TANK
(Ø1000 X 1100mm(T/T) BASED ON BS-4994-1987)
TFE Doc No: TFE-CAL 001-2013 Rev – 03Name Signature Date
Document Prepared By: Mr. Eleazar R. Mendoza 21 March 2014Document Approved By:
Main Contractor : ALTON International (S) PTE LTD
A) Design Data.
Tank Dimensions :
1 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht Inside Diameter : 1,000mm
Str. Ht : 1,100mm.
Fluid handle : NaOCl, 15% (Hypochlorite)
Design Spec. gravity : 1.025
Operating Pressure : Atmospheric
Operating Temperature : Ambient (200C / 320C)
Design pressure : Full of Water
Design Temperature : 200C / 650C
Design Wind Speed : 45.4 m/s
Blast Resistance : 300 mbar
Transportation acceleration : 0.9g Longitudinal; 0.9g Transverse; 0.4g Vertical
Seismic aceleration : 0.3g Longitudinal; 0.3g Transverse; 0.35g Vertical
Method of fabrication : Hand lay
B) Design Codes and References
BS 4994 : 1987 : British Standard Specification for Design and Construction of vessels and tanks in reinforced
plastics.AISC-ASD Ninth Ed : American Institute of Steel Construction –
Allowable Stress Design Method, Ninth Edition 1989
MM-YAD-00-GU01-304001 Rev 2 : Equipment Design ConditionsMM-YAD-50-GU41-127001 : Piping and Instrumentation DiagramMM-YAD-50-GU41-307001 : General Arrangement DrawingMM-YAD-50-GU41-307002 : Tank Detail DrawingMM-YAD-95-GU01-305001 : Data Sheet - Temporary Chlorination Injection
PackageMM-YAD-95-GU01-304001 : QP Reinstallation – Specification for Temporary
Chlorination Injection PackageC) Materials and Design Strengths
I. Material Properties:Type of resin: VE (D-411) resin.
2 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
Ultimate tensile unit Strength, UTUS = 200 N/mm (CSM) = 250 N/mm (WR)
Unit modulus = 14,000 N/mm (CSM) = 16,000 N/mm (WR)
Maximum allowable strain, = 0.2%. (Clause 9.2.4)
Note: i. Material strengths were based from minimum values provided in the BS4994:
1987 Table 5.ii. CSM – Chopped Strand Mat 450g/m2
iii. WR – Woven Roving 800g/m2
II. Allowable and Design Unit Loadings
1. Design Factor, K
K= 3 x k1 x k2 x k3 x k4 x k5 (EQ 1)
where:
3: represents a constant which allows for the reduction of material strength caused by long term loading.
k1: Handwork : 1.5
k2: Without thermoplastic lining: 1.2
k3: Heat distortion temperature of resin: 1.0
k4: Cyclic loading: 1.1
k5: Without post cure: 1.5
∴K=3 x 1.5 x 1.2 x 1.0 x 1.1 x 1.5 = 8.91
2. Design unit loading, UZ
a) Determine the Load limited allowable unit loading, uL.
3 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
uL =
uK (EQ 2)
where u is UTUS from Table 5.
uL,CSM =
2008 .91 = 22.45 N/mm per kg/m2 glass.
uL,WR =
2508 .91 = 28.06 N/mm per kg/m2 glass.
b) Allowable strain, = 0.2%
c) Strain limited allowable unit loading, uS.
uS = Xz (EQ. 3)where Xz is the unit modulus from Table 5.
uS,CSM = 14,000 x 0.2/100 = 28.0 N/mm per kg/m2 glass.
uS,WR = 16,000 x 0.2/100 = 32.0 N/mm per kg/m2 glass.
d) Design unit loading Uz.
Since UL < US, then the strain for each layer concerned shall be determined. (clause 9.2.6 b)
=
uL
XZ (EQ. 4)
CSM =
22 . 4514 , 000 x 100%
= 0.16%
WR =
28 . 0616 , 000 x 100%
= 0.175%
Therefore, the allowable strain, d = 0.16%. (Least of the two values)
4 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
The Design unit loading for each layer, uZ, shall be determined from the formula below:
uZ = Xz d (EQ. 5)
uZ,CSM = 14,000 x 0.16/100 = 22.40 N/mm per kg/m2 glass.
uZ,WR = 16,000 x 0.16/100 = 25.60 N/mm per kg/m2 glass.
Summary of Design unit loading:
For CSM, uZ,CSM = 22.40 N/mm per kg/m2 glass.
For WR, uZ,WR = 25.60 N/mm per kg/m2 glass.
D) Design of Tank
1. Tank Shell Design Provided Thickness: 5mm THK
Considering lower shell,
Maximum Pressure, = gh
where = specific density of NaOCl = 1.025SG x 1000kg/m3
= 1,025 kg/m3
= 1,025 kg/m3 x 9.81m/s2 x 1.10 m = 11,061 N/m2
= 0.011 N/mm2
a) Circumferential unit load : QØ =
ρ Di2 (EQ 7)
= 0.011 x 1000/2
QØ = 5.50 N/mm.
b) Longitudinal unit load: Qx =
ρ Di4
+ 4 M∏ Di2
− W∏ Di (EQ 9)
5 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Hti. Determine Bending Moment due to Wind Pressure, M
Wind speed
Design wind speed, Vb = 45.4 m/s
Dynamic pressure qs of standard method,
qs= 0. 613 Vb2----- Eq (1)
qs = 0.613 x 45.42
= 1,263.49 N/m2
= 0.0013 N/mm2
Wind force acting on tank, Fw = Cf × q×w c
Take Cf = 1, Wc = width contact Fw = 1x 0.0013 x 1000 = 1.30 N/mm
Max BM @ base = 1. 30×1 ,1002
2 M = 786,500Nmm
ii. Determine Operational Weight, W
A) Fluid = 0.5m3 x1025kg/m3 x 9.81m/s2 = 5,028 NB) Tank & attachment = 65kg x 9.81m/s2 = 638 N
Total Weight, W = 5,666 N
iii. External pressure, = 300mbar = 0.03N/mm2 (Blast Pressure)
Case I. Empty Tank against Wind Pressure
6 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
Qx =
ρ Di4
+ 4 M∏ Di2
− W∏ Di (EQ 9)
Qx=0+ 4 x 786 ,500∏ x10002
−638∏ x1000
Qx = 0.80 N/mm
Case II. Empty Tank against Blast Pressure
Qx =
ρ Di4
+ 4 M∏ Di2
− W∏ Di (EQ 9)
Qx=0 . 03 x10004
+ 4 x 0∏ x10002
−638∏ x1000
Qx = 7.30 N/mm
Case III. Empty Tank against Combination of Wind and Blast Pressure
Qx =
ρ Di4
+ 4 M∏ Di2
− W∏ Di (EQ 9)
Qx=0 . 03 x10004
+ 4 x786 ,500∏ x10002
−638∏ x 1000
Qx = 8.30 N/mm
Case IV. Tank in Operation against Wind Pressure
Qx =
ρ Di4
+ 4 M∏ Di2
− W∏ Di (EQ 9)
Qx=0+ 4 x 786 ,500∏ x10002
− 5 , 666∏ x1000
Qx = -0.80 N/mm
Case V. Tank in Operation against Blast Pressure
7 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
Qx =
ρ Di4
+ 4 M∏ Di2
− W∏ Di (EQ 9)
Qx=0 . 03 x10004
+ 4 x 0∏ x10002
− 5 ,666∏ x1000
Qx = 5.70 N/mm
Case VI. Tank in Operation against Blast Pressure and Wind Pressure
Qx =
ρ Di4
+ 4 M∏ Di2
− W∏ Di (EQ 9)
Qx=0 . 03 x10004
+ 4 x786 ,500∏ x10002
− 5 , 666∏ x 1000
Qx = 6.70 N/mm
Check provided thickness against loadings:
Condition:
The Actual unit loads (Q) along circumferential and longitudinal direction brought by liquid pressure, wind load and weight should not exceed the Design unit loads (uZ) of the FRP Laminate, as described in the equation below:
u1m1n1 + u2m2n2 +…+uZmZnZ ¿ Q (EQ 6)
where:
m1,m2,…,mZ = mass of reinforcement per unit area (in kg/m2
glass) in one layer of reinforcement type.n1,n2,…,nZ = number of layers of reinforcement type in
construction under consideration.
Using CSM with mCSM = 450g/m2 and Woven Roving with
mWR =800g/m2:
A. Circumferential/Longitudinal uZLAM
8 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht.N/mm per kg/m2 x 0.45kg/m2 x 4layers + 25.60 N/mm per kg/m2 x 0.80kg/m2 x 1layer
= 60.80 N/mm > QØ = 5.50 N/mm, OK! > Qx = 0.80 N/mm, OK! > Qx = 7.30 N/mm, OK! > Qx = 8.30 N/mm, OK! > Qx = -0.80 N/mm, OK! > Qx = 5.70 N/mm, OK! > Qx = 6.70 N/mm, OK!
Since Qx in Case IV is negative and in compression, check on permissible maximum compressive unit load shall be done.
Qp =
0 .6 tX lam
FDo (EQ 13) where Xlam = X1m1n1 + X2m2n2 +…+XZmZnZ
= 14,000x0.45x4 + 16,000x0.80x1 = 38,000
t = 5mm thk F = 4 (safety factor, p. 25 BS 4994) Do= 1,000mm + 2x5mm = 1,010mm
Qp =
0 .6 (5)(38 , 000)(4 )(1 ,010 ) = 28.22 N/mm > Qx = -0.80N/mm, OK!
Since from the checking, strength of FRP laminate reinforced with 4 layers of CSM
and 1 layer of Woven Roving with the described mass is greater than the required unit loading along circumferential and longitudinal direction, therefore the provided thickness of 5mm thick (4CSM +1WR) is SAFE!
2. Tank Bottom design Provided Thickness: 5mm THK
I. Slanted Circular base will be supported by FRP Webs (see Figure 1)
a = 300mm; b = 300mm; a/b= 1; 1 = 0.014
p = 0.011 N/mm2
9 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
ELAM =
X LAM
t =
4 x 14000 x 0 . 45+1 x 16000 x 0 . 805 =7,600
a. Check provided thickness against pressure load:
Ts.base = ( α1 ρb4
ELAM)0 .25
= ( 0 .014 x 0 .011 x3004
7 ,600 )0.25
= 3.58mm < 5mm, OK!
b. Check FRP plate supports against pressure load.
Plate thickness: 7mm
CSM Lap shear strength = 7 N/mm2
10 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
Check against shear:
p = 0.011 N/mm2
tmin =
0 .011 N /mm2 x 300 mm7 N /mm2
= 0.47 mm < 7mm, OK!
c. Check provided thickness against Blast pressure:
Ts.base = ( α1 ρb4
ELAM)0 .25
= ( 0 .014 x0 .03 x 3004
7 ,600 )0 . 25
= 4.60mm < 5mm, OK!
d. Check FRP plate supports against pressure load.
Plate thickness: 7mm
CSM Lap shear strength = 7 N/mm2
Check against shear:
p = 0.03 N/mm2
tmin =
0 .03 N /mm2 x 300 mm7 N /mm2
= 1.29mm < 7mm, OK!
3. Tank Cover Design Provided Thickness: 6mm THK
I. Check Cover Thickness Design Against Maintenance Load:
Maintenance load = 50kg x9.81m/s2 / (500mm)2
= 0.002 N/mm2
Consider cover to be a rectangular flat panel 1000mm long with supports at 270 mm o.c.
11 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
tmin =
( α1 pb4
ELAM)0 .25
where: 1 = 0.028 (see table 8 of BS4994:1987)
b = 270 mm
ELAM=XLAM
t =
14 ,000 x0 .45 x 4 layers+16 ,000 x 0.80 x1 layer5
= 7,600
Therefore, tmin =
( 0 . 028 x 0 .002 x2704
7 ,600 )0.25
= 2.50 mm < 6mm, OK!
Calculate stiffener support:
Tributary width, W = (227mm + 270mm)/2 = 248.50mm
w = p x b = 0.002 N/mm2 x 248.50mm = 0.497 N/mm
L = 963 mm
M = wL2 / 8 (considering simply supported stiffener) = 0.497 N/mm x 9632 / 8 = 57,613 N-mm
SxREQD =
M0 .66 Fy =
57 ,6130 .66 x 248
= 352 mm3 = 0.35 cm3
Use SHS 25x25x2.3mmT M/S (Sx= 1.27cm3 > SxREQD) –OK!
12 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
II. Check Cover Thickness Design Against Blast Load:
P = 0.03 N/mm2
Consider cover to be a rectangular flat panel 1000mm long with supports at 270 mm o.c.
tmin =
( α1 pb4
ELAM)0 .25
where: 1 = 0.028 (see table 8 of BS4994:1987)
b = 270 mm
ELAM=XLAM
t =
14 ,000 x0 .45 x 4 layers+16 ,000 x 0.80 x1 layer5
= 7,600
Therefore, tmin =
( 0 .028x 0 .03 x 2704
7 ,600 )0 .25
= 4.92 mm < 6mm, OK!
Calculate stiffener support:
Tributary width, W = (227mm + 270mm)/2 = 248.50mm
w = p x b = 0.03 N/mm2 x 248.50mm = 7.455 N/mm
L = 963 mm
M = wL2 / 8 (considering simply supported stiffener) = 7.455 N/mm x 9632 / 8 = 864,192 N-mm
13 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
SxREQD =
M0 .66 Fy =
864 ,1920 .66 x 248
= 5,280 mm3 = 5.28 cm3
Use SHS 50x25x3.0mmT M/S (Sx= 6.30cm3 > SxREQD) –OK!
4. Checks for Lifting Lugs
Qty: 2 pcs.
Using M/S grade plate.
Throat thickness = cos 450 x weld thickness (Effective fillet throat; AISC) = 0.707 x 3m thk = 2.12mm
Allow shear stress = 0.4 x 248N/mm2 = 99.20 N/mm2
Total weight of tank (empty): Approx. 65kg x 9.81m/s2 x SF 2.43= 1,549.50 N
a) Thickness req. t= 1,549 .50 /2
(40−17 . 5)×99. 20=0 .35 mm
Use 6mm thick flat bar is safe – Ok
b) Welding length: l= 1 , 549. 50/2
2 .12×99. 20=3 . 68 mm
Actual welding length 150 > 3.68mm– Ok
FRP compensation
Using CSM lap shear strength = 7 N/mm2
Minimum shear area reqd: for lifting lug,
A =
1,549 .502×7
=110 .70 mm2
FRP overlay 350 x 350 mm
14 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt HtBonding area= (350 x 350) – (50 x 200 x2) – (75 x150) = 91,250 mm
2 > 110.70 mm
2 ---- Ok
Check Unit Load reqd from FRP layer,
Unit load reqd: =
1 ,549 .502(200+125)
=2 .38 N /mm
Use 3 plies x 0.45 kg/m2 x 22.40N/mm CSM = 30.24 N/mm > 2.38 N/mm -- Ok
Check Anchor Support and Bolting
Number of support considered = 4
I) Load force generated by Transportation acceleration motion
Weight of empty weight of tank = 65.0 kg
Longitudinal Direction:
Longitudinal acceleration (gx) = 0.9g = 8.829 m/s2
Load generated due to acceleration (Fgx) = W x gx
= 65 x 8.829 = 573.885 N
Transverse Direction:
Transverse acceleration (gz) = 0.9g = 8.829 m/s2
Load generated due to acceleration (Fgz) = W x gy
= 65 x 8.829 = 573.885 N
Vertical Direction:
Vertical acceleration (gy) = 0.4g = 3.924m/s2
Load generated due to acceleration (Fgy) = W x gy
= 65 x 3.924 = 255.06 N
Therefore, consider Fgx/ Fgz Force acting on the per support = 573.885 N / 4 = 143.47 N
II) Load force generated by Seismic acceleration motion
15 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht Operating Weight of tank:
A) Fluid = 0.5m3 x1025kg/m3 = 513 kgB) Empty Tank = 65 kg
Total Operating Weight, W = 578 kg
Longitudinal Direction:
Longitudinal acceleration (gx) = 0.3g = 2.943 m/s2
Load generated due to acceleration (Fgx) = W x gx
= 578 x 2.943 = 1,701 N
Transverse Direction:
Transverse acceleration (gz) = 0.9g = 2.943 m/s2
Load generated due to acceleration (Fgz) = W x gx
= 578 x 2.943 = 1,701 N
Vertical Direction:
Vertical acceleration (gy) = 0.35g = 3.435 m/s2
Load generated due to acceleration (Fgy) = W x gy
= 578 x 3.435 = 1,985 N
Therefore, consider Fgy Force acting on the per support = 1,985 N / 4 = 496.25 N
III) Load force generated by Combined Windload and Blast load:
Fw = 1.30 N/mm (see page 6, Wind Load Calculations)
Blast Force, FB = 0.03 N/mm2 x 1000mm = 30 N/mm
Combined Wind and Blast, FC = 1.30N/mm + 30 N/mm = 31.30N/mm
Calculate Lateral force due to combined Wind and Blast loads:
P = 31.30N/mm x 1100mm (Ht of Tank) = 34,430 N
Force acting per support = 34,430N / 4 = 8,607.50 N
16 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht Since the combination of Wind Load and Blast is greater than the load generated by transportation and seismic acceleration, Hold down lugs to be design with the greater value.
Check of Hold down lugs against tearing.
Require unit load =
Pbnet =
8 , 607 .50(100−18 ) = 104.97 N/mm
Assume 12 layer FRP bracket base.
Design unit load = ucsmmcsmncsm = 22.40 N/mm per kg/m2x0.45 kg/m2x12layers= 120.96 N/mm > 104.97 N/mm, OK!
Since the bearing capacity of FRP bracket base is greater than the required unit load, therefore use of 12mm thk FRP bracket base is SAFE.
Check using M16 anchor bolt:
1) Check for Shear Capacity.
Anchor bolt (single shear) – G 4.6 bolts From BS 5950, table 51
Shear capacity, Ps = ps x As
Ps = 160N/mm2 x 157 = 25,120N per bolt = 25,120N > 8,607.50 N ---- OK!
Check Overturning Moment
Check for against lift off
Tensile strength of anchor bolts
Pt = At P t
= 157 x 192 = 30,144 N
Tensile force acting on per anchor bolts
17 of 18
Xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx XxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxXxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Design Calculation for Temporary Chlorination Storage Tank 0mm x 1100mmSt Ht
F = ( 4 M
Dpc−W + pπ Di2
4 ) 1Nb ; M =
31 .30×1 ,1002
2 = 18.94x106N-mm
F = ( 4×18 . 94 x 106
1 , 130−638 N +0) 1
4 ; Dpc = c-to-c distance of opposite HD Lugs
= 16,602N < Pt = 30144N-- OK
18 of 18