trask rack poso i (8x9)

7/27/2019 Trask Rack Poso I (8x9)

1/19

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

P

owBhhP .).(2

1 23

2

2

h1

h2

AbnormalElevation

NormalElevation

BottomElevation

Hs

h3

h0

IE

LP

..384

..5 3

800

11

L

8

152

)).(sec(sin.

11.0

d

Vthr

2

1

2

1.

1

.2

Kmg

Vh or

g

VbtKh o

f.2

.sin..2

33.1

g

V

bt

tKh o

r .2..

2

g

Vbwfpkkh fdr

2.sin)./(...

2

06.1 wbbwbwf /4.2/3.28)/( fk

rh

IE

LP

..384

..5 3

owHP .

owHP .

headlossesabnormal PPP

allow

PA

A

Pallow

yallow .37.0

2

1

3l.W

g.I.E

.2

ftbvw )./(. '

)(12

1 3twI

).(twlV

L=B

P

800

11

L

IE

LP

..384

..5 3

allow

PA

A

P

allow

yallow .37.0

L=B

P

IE

LP

..384

..5 3

3.

12

1tbImaterial

3.12

1tbI

material


2/19

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


3/19

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)


4/19

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


c. Moment


Section Modulus, Z = M / y' Note : ' = 0,6 x x c

y' = 1296 kgf/cm2


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


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


5/19


12

3


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


Note : allow= 0,6 x x c

allow= 1296 kgf/cm2


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


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

.


6/19

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


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


Section Modulus, Z = M / y' Note : ' = 0,6 x x c

y' = 1296 kgf/cm2



1

2

3


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


7/19

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


Bolt Proof Load (Kgf)M10 3380M12 4910M16 9140M20 14300M24 20500

Used Bolt = M20


5. Design of Girder End Plate

Load (P) = 38.3 tonL beam = 7.5 m

Load at late (P =P/2 : 19.2 ton


Note : allow= 0,6 x x c

allow= 1296 kgf/cm2


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


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


c. Moment



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


8/19

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



y' = 1296 k f/cm2

Moment Inertia, I = M.a / 2 ' c = dut factor = 0.9


A 10780.0B 12757.5C 11042.9D 8573.8


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)


9/19



10/19



11/19

Poso Hydropower Plant (3 X 65 MW)(cm)

1.907

1.907


12/19

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


13/19

Job. No

Volume/Sheet No.



Design Topic : Design Spacing Bars, Head Loss, Vibration of Bars


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


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

d

Vthr

g

V

btKh of

.2.sin..

233.1

g

V

bt

tKh or

.2..

2

2

1

2

1.

1

.2

Kmg

Vh or

g

Vbwfpkkh fdr

2.sin)./(...

2

06.1

wbbwbwf /4.2/3.28)/(

2

1

3l.Wg.I.E

.2

ftbvw )./(. '

)(12

1 3twI

).( twlV


14/19

Job. No

Volume/Sheet No.



Design Topic : Design Spacing Bars, Head Loss, Vibration of Bars


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


82.6

0.265


15/19

Job. No

Volume/Sheet No.



Design Topic : Design Load, Horizontal Beam and Bars


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


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


16/19

Job. No

Volume/Sheet No.



Design Topic : Design Load, Horizontal Beam and Bars


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


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


Used Bolt = M20 , Safety Factor : 4


1.57

0.002 0.0013


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


17/19

Job. No

Volume/Sheet No.


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!

#REF!

12.8o

35.1o

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

122.5

#REF!

#REF!

#REF!



18/19

Job. No

Volume/Sheet No.





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


#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

#REF!

Stringer nStringer a Stringer b Stringer c-m

Stringer a

Stringer b

Stringer c-m

Stringer n


19/19

Job. No

Volume/Sheet No.





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


Item

12/9/2013

trask rack poso i (8x9)

Documents