trask rack poso i (8x9)
TRANSCRIPT
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Poso Hydropower Plant (3 X 65 MW)
A. DataL = Clear width Bell Mouth = 8 mD = Clear hei ht Bell Mouth = 10 m
Abnormal elevation = 454.1 m in Flood CondNormal Elevation = 452.0 mBottom Elevation = 436.1 m
h1= Normal head = 15.9 m
Hs= Trash Rack height = 9.7 m
B = width Tras Rack = 7.15 m =
ho= h1- Hs = 6.2 m
h2 = Abnormal head = 18 mh3= h2- Hs = 8 m
Head Loss Max = 2 m
wo = 1 tf/m
Q, Flow = 49.05 m3
s
r Density = 997 k m3
g, Gravity = 9.779 m/s2
w, with of rack bar = 10 cmtk, thickness of rack bar = 1.2 cmb clear s acin between bar = 10 cm
horisontal an le of rack with direction of inflow = 0 de ree
b inclination of rack = 72 de reeSha e of the section of bar = Rectan ularp, Ratio of solid area to total area = 0.3Kd, coefficient of residual detritus = 1.1Width of channel = 24 mWidth of Beel Mouth = 8 m
B. Calculation of spacing between bars
Rack Spacing for Francis Turbine based on the shortest distance between the vanes of the runner.
max of vanes= 310 mm
min of vanes= 100 mm *
clearance of Trash Rack (b) is = 100 mm
C. Calculation of Head Loss1 Speed
, v = Q/A w = 0.613 m/s =
2 Head Losses
a. USBR
V = Vo 1-V = 2.8737 ft/sec
hr = 0.0099 ft = 0.30 cm
b. Kirschmer formula
where,
Kt = 2.42 for rectangular sectionhr = 0.009 ft = 0.264 cm
c. Fellenius formula
K = 1.18 x 0.944 for rectangular shape= 1.1
hr = 0.008 ft = 0.23 cm
DESIGN CALCULATION OF TRASH RACK
L= B
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owBhhP .).(2
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h2
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NormalElevation
BottomElevation
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Poso Hydropower Plant (3 X 65 MW) (m) (m3/sec) m/sec ft/sec (ft) (cm) (ft) (cm) (ft) (cm) (ft) (cm
EL.+
454.1
49.05 0.613 2.012 0.010 0.302 0.009 0.26 0.008 0.229 0.008 0.25
0.010 0.302 0.009 0.264 0.008 0.229 0.008 0.25
D. Vibration of Trash Rack
Natural Frequency
fn =
a , coefficient de endin on end fixit= 10
E , Youn 's modulus in k /cm2
= 2100000 k /cm2
= 28448717 pound/inch2
I , moment of inersia in cm4
= 100.0 cm4
= 2.40 inch4
g acceleration due to ravit in cm/sec2
= 9.779 m/sec2
= 32.09 inch/sec2
V , volume of the rack bar between support, in cubic inch
= 3360 cm3
= 205.04 inch3
g , specific weight of the bar in kg/m3
= 7850 k /m3
0.283 pound/inch3
gf , specific weight of the water in kg/m3
= 9750.62 k /m3
= 0.04 ound/inch3
b' , effective spacing between bars in cm= 10 cm= 3.94 inch
t , thickness of the bar in cm
= 1.2 cm 0.03937= 0.47 inch
W = 119.54 oundfn = 78.05 /sec
Forcing frequency
ff = S.Vo/t
S , Strouhal number= 0.265
Vo , Approach velocity in inches per second= 2.012
ff = 13.540 /sec
ff/fn = 0.17
ff/fn < 0.65 OK
E. Desi n Load
P normal 766.4 tf
P abnormal 912.0 tf
Ratio of normal vs abnormal load 1.19 Safe
(For the over load condition, rasio must be less than 1,33
1. Load (P at Abnormal
(tf/m2
Habnormal= 18.0 m
W0= 1 tf/m
P = 18 tf/m2
2. Load (P at Head Losses
Hhead losses= 16.0 mW0= 1 tf/m
P = 16 tf/m2
3. Load (P at Trash Rack
(tf/m2
P = 2.0 tf/m2
Max :
oo wBhhP .).(2
1 221
800
11
L
IE
LP
..384
..5 3
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Poso Hydropower Plant (3 X 65 MW)a. Segment 1,2,3
P uniform= Load Uniform at Trash Rack = 1.5 tf/m2
P = Load at Trash Rack = 104 tf
Hs = Height Trash Rack = 9.7 m = 970 cmB = width Tras Rack = 7.15 m = 715 cm
wo = 1 tf/m
Division & Desain Load (Based on Abnormal Condition)
Space of
No.Beam Girder Force Load
(m) tf m2 (tf)
Upper 0.9 10.3
2.81 1.2 24.2
2.72 1.5 27.1
2.3
3 1.8 29.3
1.9
Bottom 2.00 13.1Total = 104
1. Sectional Force
Sealing Force , S = P/2
Bending Moment , M = PL/8
P (kg.f) M (kg.f.cm) S (Kgf) Defleksi
1 24168.7 2175180.15 12084.3
2 27139.5 2442552.255 13569.7
3 29295.7 2636610.405 14647.8 E = 2100000 kg/cm2
80603.8 Moment Inertia, I = M.a cm4
2. Property of Beam
Material Ss400, y = 2400 kgf/cm
Section Modulus, Z = M / y' Note : y' = 0,6 x yx c
y' = 1296 kgf/cm2
Moment Inertia, I = M.a / 2y' c = duty factor = 0.9
Minimum property Requirement
1
2
3
Property Application
Beam 1,2,3
I1,2,3= 140700.0 cm4
> Imin max = 61032.65 cm4
safe
Z1,2,3 = 4690.00 cm
> Zminmax = 2034.42 cm safe
A1,2,3= 66 cm2
a 60 cm d 2.5 cm
b 55 cm e 1.2 cm
c 30 cm
3. Deflection
Beam P (kgf) I (cm4) (cm) 1 /
1 24168.7 140700.00 0.16 0.00022 safe
2 27139.5 140700.00 0.18 0.00025 safe
3 29295.7 140700.00 0.19 0.00026 safe
Where,
= Deflection (cm)
P = Load (kgf)
L = Effective Span = 720 cm
E = Modulus Elasticity 2100000 kgf/cm2
I = Moment of Inertia (cm4)
4. Design of Girder Bolt
Load at Plat = 16 ton
Bolt = 4 Units
Load at Bolt = 16/4 = 4 ton
l l G d 8
Abnormal Condition
1678.38 50351.39
1884.69 56540.56
2034.42 61032.65
Abnormal Condition
No.BeamAbnormal Condition
No.Beam Section Modulus (cm3) Moment Inertia (cm
4)
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Poso Hydropower Plant (3 X 65 MW) M16 9140 since : Pbolt> Pactu safe
M20 14300M24 20500
5. Design of Girder End PlateLoad (P) = 29.3 tonL beam = 7.5 mLoad at plate (P) =P/2 : 14.6 ton
Material Ss41, y = 2400 kgf/cm2
Note : allow
= 0,6 x yx c
allow= 1296 kgf/cm2
c = duty factor = 0.9
E = Modulus Elasticity = 2100000 kgf/cm2
a. Normal Stress
Areq = 11.3 cm2
Required material : 20 mm mild steel plateL = 400 mm panjang = 450 mmt = 20 mm
A act = 135 cm
Since : Aactual > A Re uired = safe
b. Shear Stress
* British Standard
= 888 kgf/cm2
Load =P/4 = 4 ton
Are = 4.5 cm
L1= 400 mm t1= 20 mm
A act= 80 cm
Since : Aactual > A Re uired = safe
c. Moment
Material Ss400, y = 2400 kgf/cm
Section Modulus, Z = M / y' Note : ' = 0,6 x x c
y' = 1296 kgf/cm2
Moment Inertia, I = M.a / 2y' c = duty factor = 0.9
Bending momentL = 2.5 cm
W = 14.6 ton
Bending moment
= 15187.5 cm4
M = W . L = 36619.6 kg.cm
Z = 28.3 cm3
b = 2 cm
I = 635.8 cm4
t = 45 cm
since : Imaterial> Ip = safe
b. Segment 4
P uniform= Load Uniform at Trash Rack = 1.5 tf/m
P = Load at Trash Rack = 123 tf Hs = Height Trash Rack = 9.7 m = 970 cmB = width Tras Rack = 8.45 m = 845 cm
wo = 1 tf/m
Division & Desain Load (Based on Abnormal Condition)
Space ofNo.Beam Girder Force Load
(m) (tf/m2) (tf)
Upper 0.9 12.12.8
1 1.2 28.52.7
2 1.5 32.02.3
3 1.8 101.01.9
Bottom 2.00 15.5
Total = 189
1. Sectional Force
Sealing Force , S = P/2P (kg.f) M (kg.f.cm) S (Kgf) Bending Moment , M = PL/8
1 28500.4 3013921.706 14250.2 Defleksi2 32022.7 3386398.763 16011.33 101000.0 10680750 50500.0
161523.1 E = 2100000 kg/cm2
Moment Inertia, I = M.a cm4
Abnormal Condition
No.BeamAbnormal Condition
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Poso Hydropower Plant (3 X 65 MW)
12
3
Property Application
Beam 1,2,3
I1,2,3= 140700 cm4
> Imin max = 247240 cm4
fault
Z1 2 3 = 4690 cm
> Zminmax = 8241 cm fault
A1,2,3= 66 cm2
a 60 cm d 2.5 cmb 55 cm e 1.2 cmc 30 cm
3. Deflection
Beam P (kgf) I (cm4) (cm) 1 /
1 28500.4 140700.00 0.21 0.00025 safe2 32022.7 140700.00 0.36 0.00043 safe3 101000.0 140700.00 0.38 0.00045 safe
Where, = Deflection (cm
P = Load (k fL = Effective S an = 846 cm
E = Modulus Elasticit 2100000 k f/cm2
I = Moment of Inertia (cm4
4. Desi n of Girder Bolt
Load at Plat = 18 ton
Bolt = 4 UnitsLoad at Bolt = 16/4 = 4.5 tonPro ert Material Bolt Grade F8T :
y = 6400 kgf/cm2
Note : y' = 0,6 x yx c
y' = 3456 k f/cm2
c = dut factor = 0.9
Mechanical Properties of Bolt F8T
Bolt Proof Load (Kgf)
M10 3380M12 4910
M16 9140M20 14300M24 20500
Used Bolt = M20
since : Pbolt> Pactual safe
5. Desi n of Girder End Plate
Load (P) = 101.0 tonL beam = 7.5 mLoad at late (P =P/2 : 50.5 ton
Material Ss41, y = 2400 kgf/cm
Note : allow= 0,6 x x c
allow= 1296 kgf/cm2
c = duty factor = 0.9
E = Modulus Elasticity = 2100000 k f/cm2
a. Normal Stress
Are = 39.0 cm2
Required material : 20 mm mild steel plateL = 450 mm
t = 20 mm
A act = 90 cm2
Since : Aactual > A Re uired = safe
b. Shear Stress
* British Standard
= 888 k f/cm2
Load =P/4 = 4 ton
Are = 4.5 cm2
L1= 400 mm t1= 20 mm
A act= 80 cm2
Since : Aactual > A Required = safe
2325.56 69766.712612.96 78388.868241.32 247239.58
Abnormal Condition
.
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Poso Hydropower Plant (3 X 65 MW) L = 2.5 cm
W = 50.5 ton
Bending moment
= 15187.5 cm4
M = W . L = 126250.0 kg.cm
Z = 97.4 cm3 b = 2 cm
I = 2191.8 cm4
t = 45 cm
since : Imaterial> I = safe
c. Segment 5
P uniform= Load Uniform at Trash Rack = 1.5 tf/m2
P = Load at Trash Rack = 136 tf
Hs = Height Trash Rack = 9.7 m = 970 cm
B = width Tras Rack = 9.35 m = 935 cm
wo = 1 tf/m
Division & Desain Load (Based on Abnormal Condition)
Space of
No.Beam Girder Force Load
(m) (tf/m2) (tf)
Upper 0.9 13.4
2.81 1.2 31.5
2.72 1.5 35.4 11.966667
2.3 12.633333
3 1.8 38.3 101.06667
1.9 1.66Bottom 2.00 17.1 6.64
Total = 136
1. Sectional Force
Sealing Force , S = P/2
P =Load (kgf) Bending Moment , M = PL/8
Defleksi E = 2100000 kg/cm2
Moment Inertia, I = M.a /cm4
P (kg.f) M (kg.f.cm) S (Kgf)
1 31536.0 3689711.025 15768.0
2 35433.4 4145705.85 17716.7
3 38314.7 4482824.775 19157.4
105284.1
2. Property of Beam
Material Ss400, y = 2400 kgf/cm2
Section Modulus, Z = M / y' Note : ' = 0,6 x x c
y' = 1296 kgf/cm2
Moment Inertia, I = M.a / 2y' c = duty factor = 0.9
Minimum property Requirement
1
2
3
Property Application
Beam 1,2,3
I1,2 3= 140700.0 cm
> Imin max = 103769.09 cm safe
Z1,2,3 = 4690.00 cm3
> Zminmax = 3458.97 cm3
safe
A1 2 3= 66 cm
a 60 cm d 2.5 cm
b 55 cm e 1.2 cm
c 30 cm
3. Deflection
= Deflection (cm)
No.Beam Abnormal Condition
2847.00 85409.98
3198.85 95965.41
3458.97 103769.09
Abnormal Condition
No.Beam Section Modulus (cm3) Moment Inertia (cm
4)
Abnormal Condition
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Poso Hydropower Plant (3 X 65 MW) Load at Plat = 20 tonBolt = 4 UnitsLoad at Bolt = 16/4 = 5 tonPro ert Material Bolt Grade F8T :
y = 6400 kgf/cm2
Note : y' = 0,6 x yx c
y' = 3456 k f/cm2
c = dut factor = 0.9
Mechanical Properties of Bolt F8T
Bolt Proof Load (Kgf)M10 3380M12 4910M16 9140M20 14300M24 20500
Used Bolt = M20
since : Pbolt> Pactual safe
5. Design of Girder End Plate
Load (P) = 38.3 tonL beam = 7.5 m
Load at late (P =P/2 : 19.2 ton
Material Ss41, y = 2400 kgf/cm2
Note : allow= 0,6 x x c
allow= 1296 kgf/cm2
c = duty factor = 0.9
E = Modulus Elasticity = 2100000 kgf/cm2
a. Normal Stress
Areq = 14.8 cm2
Required material : 20 mm mild steel plateL = 250 mm tin i = 450 mmt = 20 mm
A act = 50 cm
Since : Aactual > A Re uired = safe
b. Shear Stress* British Standard
= 888 k f/cm2
Load =P/4 = 4 ton
Areq= 4.5 cm2
L1= 400 mm t1= 20 mm
A act= 80 cm2
Since : Aactual > A Re uired = safe
c. Moment
Material Ss400, y = 2400 kgf/cm2
Section Modulus, Z = M / y' Note : y' = 0,6 x yx c
y' = 1296 k f/cm2
Moment Inertia, I = M.a / 2y' c = dut factor = 0.9
Bending moment & shear force check
L = 2.5 cmW = 19.2 ton
Bendin moment
= 15187.5 cm4
M = W . L = 47893 k .cm
Z = 37 cm3
b = 2 cm
I = 831 cm4
t = 45 cm
since : Imaterial> I = safe
G R k B
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Poso Hydropower Plant (3 X 65 MW) P0 P1 a b C L
(kgf/cm2) Kgf (cm) (cm) (cm) (cm)
A 0.11 308 1.2 10 10 280B 0.14 378 1.2 10 10 270C 0.17 384 1.2 10 10 230D 0.19 361 1.2 10 10 190
2. Pro ert of Rack Bars
Material Ss400, y = 2400 kgf/cm2
Section Modulus, Z = M / y' Note : y' = 0,6 x yx c
y' = 1296 k f/cm2
Moment Inertia, I = M.a / 2 ' c = dut factor = 0.9
Minimum property Requirement
A 10780.0B 12757.5C 11042.9D 8573.8
Property Application
Ed e Strin er
Segment A,B,C,D
I1,2,3,4= 100 cm4
> Imin max = 49.22 cm4
safe
Z1,2,3,4 = 20 cm3
> Zminmax = 0.04 cm3
safe
A1 2 3 4= 12 cm
a 1.2 cmb 10 cm
3. Deflection
Segment P1(kgf) L (cm) I (cm4) (cm) 1 /
A 308.0 280 100.00 0.24 0.00086 safeB 378.0 270 100.00 0.21 0.00078 safeC 384.1 230 100.00 0.12 0.00052 safeD 361.0 190 100.00 0.06 0.00032 safe
Where, = Deflection (cmP = Load (k fL = Effective Span
E = Modulus Elasticit 2100000 k f/cm2
I = Moment of Inertia (cm4
0.03 41.590.04 49.220.03 42.600.03 33.08
Abnormal Condition
M (Kg.cm)
Segment
Segment Section Modulus (cm3) Moment Inertia (cm
4)
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Poso Hydropower Plant (3 X 65 MW)
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Poso Hydropower Plant (3 X 65 MW)
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Poso Hydropower Plant (3 X 65 MW)(cm)
1.907
1.907
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Job. No
Volume/Sheet No.
Client/Contract : PT. Poso Energy / Gate
Phase/Subject : Trash Rack
Design Topic : Design Condition
Made by : Afmardi Date: 19/9/13 Check by : Date :
Task :Determine the environmental loads and loading combinations for the analysis of radial gate
Notes :
1. Completion report ofBakaru Hydroelectric Power Project Lot IV Item -1 Spillway Gate
2. Handbooko of Hydroelectric Engineering, 2th edition,P.S Nigam, Nem Chand & Bros 2001
3.Davis' Handbook of Applied Hydraulics , 4th edition, Vincent J. Zipparro/Hans Hasen, McGraw-Hill.Inc 1993
4.Design of Hydraulic Gates , Paulo C.F Erbisti, 2004
Data
Witdh Intake B = 33 m
Witdh Bell Mouth L = 8 m
Height Bell Mouth D = 10 m
Abnormal Elevation h2 = m
Bottom Elevationh
1 = mAbnormal Head H = m
Witdh Trash Rack = 33 m
Height Trash Rack = 10 m
Head Loss Max = 1.5 m
Weight of one cubic meter of water wa = 1 tf
Flow of Water Q = 50 m /s
Density = 997 kg/m
Gravity g = m/s = 32 ft s2
With of Rack Bar w = 10 cm = 3.9 inch
Thickness of Rack Bar tk = 1.2 cm = 0.5 inch
Spacing Between Bar b = 10 cm = 3.9 inch
Horizontal angle of rack with direction of inflow q = 0 degree
Inclination of Rack Bars = 75 degree
Shape of Bars = RectangularRatio of solid area to total area = 0.3
Coefficient of residual detritus kd = 1.1
PT. Bukaka Teknik Utama
511.8
490.521.3
9.779
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Job. No
Volume/Sheet No.
Client/Contract : PT. Poso Energy / Gate
Phase/Subject : Trash Rack
Design Topic : Design Spacing Bars, Head Loss, Vibration of Bars
Made by : Afmardi Date: 19/9/13 Check by : Date :
Calculation of spacing between bars
Rack Spacing for Francis Turbine based on the shortest distance between the vanes of the runner.
max of vanes= 310 mm
min of vanes= 100 mm *
clearance of Trash Rack (b) is = 100 mm
Calculation of Head Loss
1. Speed
v = Q/Aw
= m/s = ft/s
2. Head Loss
a. USBR
hr = ft
= 0.3 cm
v = Vo/(1-p)
= ft/s
b. Kirchmer Formula
hr = ftcm
Kt = 2.4 for rectangular section
c. Fellenius Formulahr = ft
= cm
K = 1.18 x 0.944 for rectangular shape
= 1.1
d. Escade Formula
hr = ft
= cm
K1 b/(b+t)=
m = 0.8
e. Barenszinski
hr = m = cm
= ft
f(w/b)=
kf = for rectangular cross section
sin 73 =
Tabel Head Loss
Vibration of Trash Racks
Natural Frequency
fn =
, coefficient depending on end fixity
= 10
E , Young's modulus in kg/cm
= kg/cm2
= psi
I , moment of inersia in cm
= cm
= inch
g , acceleration due to gravity in cm/sec
= m/sec2
= inch/sec
V , volume of the rack bar between support, in cubic inch= cm
3
= inch3
, specific weight of the bar in kg/m
= kg/m3
= pound/inch3
, specific weight of the water in kg/m
= kg/m3
= pound/inch30.04
2.40
9.779
32.08
3000
183.07
0.0088
ft cm
Fellenius Escade
1.98 0.065
max 1.98 0.065
0.28 0.01 0.24 0.0078 0.267511.8 50 0.625 0.010 0.319
Barenzki
m3/s ft cm ft cm ft cm ft
v USBR Kirschmer Q
12.70
0.51
0.96
0.0198
0.065
1.9818
0.0091
0.28
0.0078
0.24
0.8929
0.0088
0.267
PT. Bukaka Teknik Utama
0.625 2.05
2.93
0.010
m m/s cm
EL.
2100000
28448716.8
100.0
7850
0.283
9749.66
8
152
)).(sec(sin.
11.0
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Vthr
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btKh of
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Vh or
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Vbwfpkkh fdr
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wbbwbwf /4.2/3.28)/(
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.2
ftbvw )./(. '
)(12
1 3twI
).( twlV
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Job. No
Volume/Sheet No.
Client/Contract : PT. Poso Energy / Gate
Phase/Subject : Trash Rack
Design Topic : Design Spacing Bars, Head Loss, Vibration of Bars
Made by : Afmardi Date: 19/9/13 Check by : Date :
b , effective spacing between bars in cm
= cm
= inch
t , thickness of the bar in cm
= cm
= inch
w = Pounds
fn =
Forcing Frequency
ff
= S.Vo/t
S , Strouhal number
=
V , Approach velocity in inches per second
=
ff = /sec
ff/fn = < SAFE0.17 0.65
2.051
13.802
0.0394
10
3.94
1.2
0.47
106.73
PT. Bukaka Teknik Utama
82.6
0.265
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Job. No
Volume/Sheet No.
Client/Contract : PT. Poso Energy / Gate
Phase/Subject : Trash Rack
Design Topic : Design Load, Horizontal Beam and Bars
Made by : Afmardi Date: 19/9/13 Check by : Date :
Design Loads
Load at Abnormal
p1 = tf/m2
Load at Head Loss
p2 = tf/m
2
Load at Trash Rack
pt = tf/m2
Design Horizontal Beam
Material SM 50 A, Material SS 400 ,
y = kgf/cm2 y = kgf/cm
2
y' = kgf/cm2 y' = kgf/cm
2
Note : y' = 0,6 x yx c Note : y' = 0,6 x yx c
c = duty factor c = duty factor
= 0.9 = 0.9
Pitch of Beam = 2.5 m Pitch of Beam = 2.5 mLoad at Beam Load at Beam
P = tf P = tf
Bending Moment of Beam Bending Moment of Beam
M = P.L/8 M = P.L/8
= kgf.cm = kgf.cm
Section Modulus Section Modulus
z = M / y' z = M / y'
= cm3 = cm
3
Inertia Inertia
I = M.a/2.y' I = M.a/2.y'
= cm = cm
Property Application Property Application
a = 60 cm a = 60 cm
b = 58 cm b = 57 cm
c = 20 cm c = 20 cm
d = 1.2 cm d = 1.6 cm
e = 1.2 cm e = 1.2 cm
Inertia Beam Inertia Beam
IB = cm4 IB = cm
4
Section Modilus Beam Section Modilus Beam
zB = cm3 zB = cm
3
Where, Where,
I IB SAFE I IB SAFE
Z zB SAFE Z zB SAFE
3000000.0
PT. Bukaka Teknik Utama
21.3
19.8
1.5
3300
1683.5
60605
2020.2
50505
1782
30.0
2400
1296
30.0
3000000.0
2314.8
69444
72908
2430.3
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7/27/2019 Trask Rack Poso I (8x9)
16/19
Job. No
Volume/Sheet No.
Client/Contract : PT. Poso Energy / Gate
Phase/Subject : Trash Rack
Design Topic : Design Load, Horizontal Beam and Bars
Made by : Afmardi Date: 19/9/13 Check by : Date :
Deflection Deflection
E = Modulus Elasticity E = Modulus Elasticity
= kgf/cm2 = kgf/cm
2
= =
= FAULT Use Stiffener = FAULT Use Stiffener
Design Rack Bars
Sectional Force
Pitch of Rack Bars = 0.1 m
l = 2.5 m
Pr = tf
= kgf
Property of Rack Bars
Material SS 400,
y = kgf/cm2 Note : y' = 0,6 x yx c
y' = kgf/cm2 c = duty factor
= 0.9
Moment max.
M = P.L/8
= kgf.cm
Section Modilus
Z = M / y'
= cm3
Inertia
I = M.a/2.y'
= cm
Property Application
Inertia Bars
IB = cm4
Section Modulus Bars
zB = cm3
Where,
I IB SAFE
Z zB SAFE
a = 1.2 cm
b = 10 cm
Deflection
E = Modulus Elasticity
= kgf/cm2
=
= FAULT Use Stiffener
Design Bolt & Nuts
Load at Plat = 15 tf
Bolt = 4 Units
Load at Bolt = = 3.8 ton
Property Material Bolt Grade F8T :
y = kgf/cm2 Note : y' = 0,6 x yx c
y' = kgf/cm2 c = duty factor = 0.9
Mechanical Properties of Bolt F8T
Used Bolt = M20 , Safety Factor : 4
since : Pbolt> Pactual safe
1.57
0.002 0.0013
PT. Bukaka Teknik Utama
0.375
375
11718.8
2100000
0.36
0.0015 0.0013
15/4
9.04
45.2
100
20
2400
1296
6400
3456
Bolt
M10
M12
M16
M20
M24
Proof Load (Kgf)
3380
4910
9140
14300
20500
2100000
1.31
0.0016 0.0013
2100000
IE
LP
..384
..5 3
800
11
L
IE
LP
..384
..5 3
800
11
L
IE
LP
..384
..5 3
800
11
L
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7/27/2019 Trask Rack Poso I (8x9)
17/19
Job. No
Volume/Sheet No.
Client/Contract : PT. Poso Energy / Gate
Phase/Subject : Radial Gate Design
Design Topic : Resume Design
Made by : Afmardi Date: Check by : Date :
1. Arrangement of Main Girders and Arms
1 =
2 =
= (Direction of water pressure except silt load)
2. Properties of Sringer
a = cm
b = cm
c = cm
d = cm
e = cm
f = cm
Pitch of Stringer = cm
Material = SM 50 A
ta = kgf/cm2
y= kgf/cm2
3. Skin Plate
Material = SM 50 A
ta = kgf/cm2
y= kgf/cm2
Thickness = 10 mm
12/9/2013
#REF!
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12.8o
35.1o
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122.5
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PT. Bukaka Teknik Utama
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7/27/2019 Trask Rack Poso I (8x9)
18/19
Job. No
Volume/Sheet No.
Client/Contract : PT. Poso Energy / Gate
Phase/Subject : Radial Gate Design
Design Topic : Resume Design
Made by : Afmardi Date: Check by : Date :
Auxiliary Stringer
a cm cm cm cm
b cm cm cm cm
c cm cm cm cm
d cm cm cm cm
e cm cm cm cm
f cm cm cm cm
g cm cm cm cm
Arrangement of Auxiliary Stringer of Skin Plate
12/9/2013
PT. Bukaka Teknik Utama
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
#REF!
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#REF!
#REF!
#REF!
Stringer nStringer a Stringer b Stringer c-m
Stringer a
Stringer b
Stringer c-m
Stringer n
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7/27/2019 Trask Rack Poso I (8x9)
19/19
Job. No
Volume/Sheet No.
Client/Contract : PT. Poso Energy / Gate
Phase/Subject : Radial Gate Design
Design Topic : Resume Design
Made by : Afmardi Date: Check by : Date :
4. Main Beam and Arms
Property of Section
a b c d e
Upper Beam 110 25 108 1.2 1.2
Lower Beam 110 25 108 1.2 1.2
Section of Arms at B & D Side 100 25 98 1.2 1.2
Section of Arms at A & F Side 35 25 33 1.2 1.2
5. Turnnion Shaft
PT. Bukaka Teknik Utama
Item
12/9/2013