Design of Weir Type Radial Gates Project :- Six ( 6 ) Dispersal Struc Nari River ( Package - 1 ) Client :- Irrigation and Power Department of Balochistan Consultants :- CAMEOS Consultants. Consulting Engineers, Architects & Planners Islamabad. Contractor :- Design Criteria & Computation For Radial Gates 8.18 m. 5.08 m. ( Haji Shaher ) With Arm 6 m. DATE OF SUBMISSION : May., 2012 SUN ENGINEERS; Climax abad , G. T. Road Gujranwala.
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
Design of Weir Type Radial Gates
Project :-
Six ( 6 ) Dispersal Structure On Nari River( Package - 1 )
Client :- Irrigation and Power Department of Balochistan
SUN ENGINEERS;Climax abad , G. T. Road Gujranwala.
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
TABLE OF CONTENTS.Page No.
1 - Data 1
2 - Material Used & Stresses 2
3 - Computation of Hydraulic Forces 3
4 - Pin Friction 5
5 - Seal Friction 5
6 - Load on Stiffeners 7
7- Design of Vertical Beams ( Angle ) 8
8 - Design of Main Horizontal Girders 14
9 - Design of Struts ( Radial Arms ) 18
10 - Design of Trunnion Assembly 21
11 - Design of Trunnion Pin 22
12 - Design of Wire Rope 23
13 - Design of Rope Drum Axle 24
14 - Design of Cross Shaft 25
15 - Hoisting Effort 26
16 - Hoisting Bridge. 28
17 - Design of Trunnion Embedded Parts #REF!
18 - Design of Side Embedded Parts 33
19 - Weight of Gate 36
20 - Hoisting M / C
21 -
22 -
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Data
1 - Clear Span = 8.180 m. = 26.83 ft.
2 - Max. Water Level = 113.610 m. = 372.64 ft.
3 - 114.110 m. = 374.28 ft.
4 - Trunnion Height = 4.580 m. = 15.022 ft.
5 - Gate Sill Level = 109.530 m. = 359.26 ft.
6 - Gate Top Level = 114.610 m. = 375.92 ft.
7 - Gate Arm Radius = 6.00 m. = 19.680 ft.
8 - Hoist deck Level = 115.610 m. = 379.20 ft.
9 - Hoist deck Height = 6.080 m. = 19.94 ft.
10 - No. of Hoist = 2
Gate Parameters
1- Gate Height 5.08 m. = 16.66 ft.
2- Gate Width 8.16 m. = 26.75 ft.
3- Arc Length 4.71 m. = 15.45 ft.
4- No. of Gates = 11
Effective Head
Head on Upstream 4.08 = 13.38 ft.
Page : 1 of 42
Trunnion Center Level =
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Material Used & Stresses
Design criteria & computations for
Radial Gate With Arm - 19.68 ft
19.68 ft
Technical Specifications
1- Structural Steel.
a- For Skin plate, Beams & Stiffeners of Gate.steel".
b- For Embedded parts ( except Seal & track plates & ASTM-A 36 Specification for structural Side guides) steel".
2- ASTM - 276
Specification for stainless steel( bars, bolts, nuts & washer etc.)
3- ASTM - 276 Type 410
Specification for stainless steel( pins & rods)
4- Normal Nuts, Bolts And Washers. ASTM 307Grade A
ALLOWABLE STRESSESFy = 36,000 psi.
= 36 ksi.
Type of StressesLoad Case
Normal Occasional Exceptional a - bending Stress 0.6 0.8 0.95 b - Tension 0.45 0.5 0.6 c - Shear 0.4 0.5 0.6 d - Combined Stress 0.75 0.95 No e - For All Mech. & Electrical Components 0.33 Fy 0.67 Fy 0.90 Fy
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Computation of Hydraulic Forces
H = Head = EL = 372.64 - 359.26= 13.38 ft.
The Horizontal Components of the Water Thrust isW = ω x B x h ( H - h / 2 ) Ref :1 Eq 4.15 Page 103
The Vertical Components of the Water Thrust is
Ref. 1 Eq. 4.16 Page 103
Where ; Fig. 1
= 62.4= 26.83 ft.= 13.38 ft.= 13.38 ft.
Skin Plate radius ( Measured on the wet surface. )
Difference bettween the elevation of the water level and center of curvature of Skin Plate.
Arc Sine Ds / R
Difference between the elevations of Center of Curvature of the Skin Plate andthe Water Level ( for Weir Gates )
Difference between the elevations of Center of Curvature of the Skin Plate andthe sill.
Note ; - a ) refer to Difference of the elevations and may assume positive or Negative sign , depending on the gate arrangement.
b )positive or Negative sign.
c ) The Direction of the Vertical Components is given by its sign ;Positive : UpwardNegative: Down ward
EL =
Wv = ωB R [ Dm (Cos as - Cos ai + R (ai - as ) / 2 + R ( Sin as Cosas - Sinai Cosai ) / 2 ]
ω = specific weight of water lbs./ ft3.B = span of Side Seals H = Max. Head of Water on SillH = h = Gate Sealing HeightR =
Dm =
as =
a i = Arc Sine Di / R
Ds =
D i =
Dm , Ds , & Di
The angle as & ai are taken in radians and can also assume a
EL 114.11
6.08
EL 109.53
M.W.L.113.61
Gate Top Level =114.61
PIER TOP=115.61
5.08
4.084.58
RADIAL GATE (HAJ I SHAHER)
Page : 3 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
The Magnitude and Direction of the resultant Water Thrust are Calculated by
Ref. 1 Eq. 4.19 Page 103
Ref. 1 Eq. 4.20 Page 103In our case ;B = 26.83 ft. R = 19.680 ft.
372.64 ft. - 374.28 ft. = -1.64 ft. 372.64 ft. - 359.26 ft. = 13.38 ft. 372.64 ft. - 359.26 ft. = 13.38 ft.
374.28 ft. - 372.64 ft. = 1.64 ft.
374.28 ft. - 359.26 ft. = 15.02 ft.
Arc Sin Ds / R
= Arc Sin ( 1.64 ¤ 19.680 )== 0.0834 rad.
= Arc Sin ( 15.02 ¤ 19.680 )
0.8685 rad.
= 0.9965 = 0.0833
= 0.6460 = 0.7633Horizontal Component of W (Eq 4.15 ) Page 103
= 62.4 x 26.83 x 13.38 ( 13.38- 13.38 / 2 )
= 149916.61 lbs. = 149.92 KipsVertical Component of W ( Eq 4.16 )
= 62.4 x 26.83 x 19.680 [ -1.64 ( 0.9965- 0.6460 ) + 19.680 { 0.8685 0.0834 ) } / 2+ 19.680 ( 0.0833 x 0.9965 - 0.7633 x 0.646 ) / 2 ]
= 32948.590 [ -0.575 + 7.725 + -4.035 ]= 102624.90 lbs. = 102.625 KipsThe magnitude and direction of the resultant Water thrust are calculated by:
= √ 149.92 102.62 2
= 181.68 Kips
W = √ W2 h + W2
v
β = arc tan W v / W h
Dm =H = h =
Ds =
Di =
α s =
α i = Arc Sin Di / R
Cos as Sin as
Cos ai sin ai
W h
W v = ω B R [Dm (cos a s - cos a i ) + R (a i - a s) / 2 + R ( sin a s cos as - sin a I cos a i ) / 2]
- (
W = √ W2 h + W2
v
2 +
Page : 4 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Direction of W =Arc Tan ( 102.62 )
149.92
0.600 rad.= 34.39 degree
Pin Friction
Fig : 2The friction on supports and hinges is proportional to the water load on the gate and the coefficient of friction of the surface in contact. It is calculated by the equation.
Where Max . Horizontal thrust on each Trunnion pinCoefficient of friction
Let the pin diameter is equal to 6 in. and coefficient offriction between two metals as 0.30 for steel bronze understatic conditions (Table 9-1 Ref 1 page 226) the max horizantalthrust on the pin will be when the gate is fully closed and full head is acting.
Max.Thrust = 5.59 Kips/ft.Force for both Pins per gate = 5.59 x 26.83
= 149.92 KipsForce of Friction = 0.30 x149.92
= 44.97 Kips
Seal Friction
SIDE SEAL FRICTION 2" width of the seal , the water pressure
Total head = 13.38 ftAverage pressure at the bottom of seal / ft length of seal (maximum )
= 62.4 x 13.38 x 1 x 2 / 12 = 139.18 lb / ft. length
The friction factor between rubber and steel is 1.0 in the start
and 0.8 in running condition Ref. 1 Page 228Total seal friction = 1.0 x F x Sector lengthArc length or Sector length = 15.45 ft.Seal friction ( both sides) = 2 x 1 x 139.18 x 15.45 / 1000
4.301 kips
139.18
β =
Fa = µ Fh Eq. 9.1 Ref 1 Page 226
Fh =µ =
Fs =
WBO
W
Wh
Wv
Page : 5 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
App.Wt. of Gate =
= 76.58 KN
= 17.21 Kips.
Net Effective Force
Down ward forceWt. of Gate , D = 17.21 kips ( weight of gate )
= 4.301 kips
= 44.97 kips Buoyancy = 2.19 kips
Total = 64.293 kips
Net Effective Force
Down ward forceWt. of Gate , D = 17.21 kips ( weight of gate )
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Check for Flexure :-= #REF! kips.-in.
=
= 0.9 x 0.6 x 36 x 1= 23.65 kips.-in.
> Hence it is O.K
Check for Shear :-
= w L / 2= 0.91 x #REF! / 2= #REF! kips.
= 0.4 x 36 x 2= 34.5960692 kips.
>Hence it is O.K
Check for Deflection :-
Max. Deflection occures is given by =Total Live & Dead Load = 0.91 kips/in.
= 3.486 x 13 x 0.375
Max. Deflection :- = 0.91 x ( #REF!
3.48= #REF! in
Allowable Deflection = L / 750= #REF! / 750= #REF! in
Allowable Deflection > Actual Deflection
M U
j M n j x 0.6 F y x S
j M n
M n M U
VU
VC
VC VU
W L4 / 384 x E I
Value of I for T in.4
) 4
384 x 30 x 10 3 x
Page : 9 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
= V T / R Fig. 3
= 1.64 / 19.680 )== 0.08 rad
= Q S / R
= 15.0 / 19.680 )= 0.868 rad
= 0.868 - 0.08 = 0.785 rad
L = R x= 19.680 x 0.785= 15.449 ft.
= 0.1414 x L = 2.185 ft.
= 0.4734 x L = 7.314 ft.
= 0.3852 x L = 5.951 ft.
Total = 15.449 ft.
Sin b1
b 1 Sin - 1 (
Sin b 2
b2 Sin - 1 (
b
b
l 1
l 2
l 3
AV Q
S
T
C
l1
l2
l3
B1
B2
Page : 10 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Support of vertical Beams is made on the main horizontal girders, where the arms are also connected. In more recent designs ,the use of two pairs of arms per gate prevails,whichresults in vertical beams with two supports. The vertical beams may be dimensioned as straight ones , supported on the main H.girders and subjected to a triangular load (Weir gates)
For Weir Gates with two pairs of radial arms the load diagram is as follows
A B 3.89 D
2.185 7.314 5.951
Fig. 4
Fig. Loading on vertical beams of Weir segment gate Where : depth corresponding to lower seal =
= 372.64 ft.
= depth corresponding to support A
= L
373 ( 7.314 += 5.951 ) / 15.45= 319.95 ft.
= depth corresponding to support D
= L
= 372.64 x 5.951 / 15.45
= 143.54 ft.
g = specific weight of water = 62.4
The bending moments at the supports per unit width of span ,are
= g = 62.4
= 62.4 x 2.185 372.64 + 319.95 ) / 6= 52868.34 lbs. - ft. / ft.
ghi ghA
ghD
RA RD
l 1 = l 2 = l 3 =
hi
hA
g hi hA = hi ( l 2 + l 3 ) / L
g hA l 2 + l 3
hD
g hi hD = hi x l 3 / L
g hD l 3
lbs/ft.3
MA/ g l1
2 ( 2 hi + hA ) / 6 lbs. / ft. 3
2 ( 2 x
=
= 62.4 x 5.951 143.54 / 6= 52869.15 lbs. - ft. / ft.
Page : 11 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
The bending moment on any point B between the supports and at a distance x from the support D is ;
2 2 Page142
62.4 143.54 x ( X - 7.314 ) + ( 319.95 -2 6 x 7.314
143.54 7.314 52868.34 + 52869.15 ) ∕ 2
= 62.4 { 71.771 524.91 X + 4.02 215.03321 X }+ 52868.746
= 62.4 { 4.02 71.77 739.94 X } + 52868.746
= 250.85 4478.49 46172.45 X + 52868.75
= 250.85 4478.49 46172.45 X + 52868.75 ( A )Deriving the Eq. ( A ) w.r.to X and making it equal to zero
752.55 8956.97 X - 46172.45 = 0
a = 752.55 b = 8956.97c = - 46172.45
X = - 8956.973 ± Ö 8956.97 752.55 x ( - 46172.454 )2 x 752.55
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
CALCULATIONS FOR STEEL WIRE ROPE
( i ) Total Load = 64292.97 lbs.( ii ) Load on each rope Drum = 32146.49 lbs.( iii ) Load on each rope = 16073.24 lbs.( iv ) Factor of Safety = 5( v ) Total bearing strength of wire rope = 16073.24 x 5
= 80366.22 lbs.= 1.00 in.
6 x 19 + IWRC construction, The breaking strength of wire rope = 45.70 Tons. ( 1 Ton = 2000 lbs. )
= 91400 lbs.
Hence our Design is safe.
ROPE DRUMS
1- Pitch dia of Rope Drum = 24 in.2- Dia. of Steel Wire Rope . = 1.00 in.3- Maximum travel of Gate = 16.66 ft.4- No. of turns required for Gate = 16.66 x 2 ∕ π x 2.00
= 5.30 ≡ 6.00
5- Total No.of turns ( min ) = 6 + 3 = 9.00 Adopted = 10 turns6- Min Rope Drum Length adopted = 12 in.
Wire Rope dia .
Page : 23 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Design For Rope Drum Axle
Maximum Vertical Load = 64,292.97 lbs.Load on each rope Drum = 32146.486Load on each rope = 16073.243Maximum Torque = 16,073.24 x 24 / 2
= 192878.92 lbs-in.Un-supported length of shaft = 20 in.Maximum Bending Moment = 16073.24 x 24 / 4
= 80366.22 lb-in.Reqd. Section Modulus of shaft = 80366.22 /( 0.6 x 45000)
= 2.977
Z for shaft dia , d = 2.977
d = ( 2.977 = 2.47 in.We are using Shaft of dia = 4 in.
Checking the shaft against combined bending and torsion.Considering Key Way Effect
Z == 12.57
= 12.57
Maximum Stress =
= √ ( 80366.22 192878.92 12.57 x 1.25
= 20784.86 psi.
Checking of the shaft against Torsion only.
t = T / Z x 1.25= 192878.92 12.57 x 1.25 = 19186.02 psi.
Allowable shear stress for SAE 1060 = 60,000 x 0.4 = 24000 psi.
in3
0.196 d3 in3
/ 0.196 )1/3
π d3 / 16
in3
t max = √ M 2 + t 2 / Z x 1.25
) 2 + ( ) 2 /
Torsional Stress = /
Page : 24 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Design of Cross Shaft
Maximum Load On each Rope Drum = 32146.49 lbs.Maximum Load On each Rope = 16073.24 lbs.
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Hoisting Efforts A - Gate Weight , W = 17,209 lbs.
B - Side Seal Friction = 4300.503 lbs.
C - Pin Friction = 44975 lbs.
Hoisting Load = 66,484 lbs.
Hoisting Efforts for lifting Gate. == 66,484 ¤ 2 x 24 ∕ 2= 398,907 lb - in.
=
= Torque on Rope Drum = 398,907 lb - in.
Torque on Hand Wheel (Handle ) ? lb - in.
n = Eff. Of Worm / Worm Gear = 65%
= 0.65
c = Gear Reduction Ratio = 20 / 52 x 1 / 60 x 19 / 47 x 19 / 100
= 0.000492
= 398,907 lb - in.
=
= = 398,907 x 0.000492 ∕ 0.65
= 302.16 lb - in.
P x rWhere
P = Pull Req. at the Hand Wheel.
r = Radius of the Handle = 15 in.T1 = P x 15 = 302.16 lb - in.
P = 20.14 lbsRPM = 30
Lifting Speed of Gate = 30 x 20 / 52 x 1 / 60 x 19 / 47 x 19 / 100 x π x 24 / 2
Manual = 4.496 in / minOpening Time of Gate = 18.00 x 12 / 4.496
= 48.05 Min.
The Eq. Will be T2 T1 x n / c
Where T2
T1 =
T 2
T 2 T1 x n / c
T1 T2 x c / n
T1 =
Page : 26 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Horse Power Required To Lift the Gate.
We have the general formula for H.P.
H.P =33000
H.P = Horse Power Required To Lift the Gate.N = Revolution of Rope Drum per minute = 12 x 2 = 0.318
π x 24
We Require to Lift the gate at a speed of 12 inches per minute So there are 0.315 revolutions of rope Drum in one minute
Where T = 398,907 lb - in.
= 33242.24 lb - ft.
33000
= 0.318 x 33242.2433000
= 2.015 h.p.
Lifting Speed of Gate = 1440 x 23 / 48 x 20 / 52 x 1 / 60 x 19 / 47 x 19 / 100 x π x 24 / 2
Motorized 12.808 in / minOpening Time of Gate = 18.00 x 12 / 12.808
16.87 Min.
2 π N T
Torque on Rope Drum =
H.P = 2 π N T
2 π x
Page : 27 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.G.T. Road Gujranwala Radial Gates Check. By: Engr. M. Usman
With Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Hoisting Bridge.
Width of the Platform should be sufficient to accommodate the gear box and enough space for manual operation and maintenance.
1 - Clear Span = 26.8 ft.2 - Let length of the bridge = 33.39 ft.3 - Weight of Gate = 17,208.99 lbs.4 - Width of the bridge = 6.5 ft.5 - Weight of Hoisting m / c. = 1,500 lbs.6 - Dead load i.e. Railing ,Girder ,Channel , = 6140.87 lbs.
Angles,Chequered Plate etc.7 - Width of Pier = 6.56 ft.
8 - = 20359.248 lbs.9 - C / C of foundation Plates = 29.83 ft.10 - Self Weight of Girder = 56.44 lbs./ ft.
Maximum Bending Moment due to UDL ;
= Live load + Dead load = 20359.248 + 6140.871= 26500.12
Load / Girder = 26500.119 ∕ 2 = 13250.06 lbs.Maximum Bending Moment due to UDL. = W L / 8
= 592881.8532 in. - lbs.
Value of S for Beam IPN - 380 = 76.89
= 13250.059294 / 76.88992 7710.79 psi.
Maximum Bending Moment due to Concentrated Load.Concentrated Load. = Weight of Hoisting m / c. + Weight of Gate
= 1,500 + 17,209= 18,709 lbs.
Load / Beam = 18,709 ∕ 2 = 9354.494 lbs.
Maximum Bending Moment due to Concentrated Load. = W L / 4= 9354.494 x 29.83 x 12 / 4
= 837144.9 lbs.- in.
M / S= 837144.9 / 76.89= 10887.58 psi.
B. Stress due to UDL. + B. Stress due to Conc. Load.= 7710.79 + 10887.58= 18598.37 psi.
Maximum Bending Stress is 18598.37 < 21,600 psi , Hence our design is safe.
Live loads @ 105lbs/ft 2
a)
in3
Bending Stress f due to UDL. = M / S
b)
Bending Stress f due to Concentrated Load. =
Total Stress =
Page : 28 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.
G.T. Road Gujranwala Radial Gates Check. By: Engr. M. UsmanWith Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Properties of Chosen Section of Beam .
IPN 380 x 84 Kg. / m
A = 16.59 5.87
= 576.84
= 76.89
d = 14.96 in = 380 mm.
= 5.87 in = 149 mm.
= 0.81 in = 20.5 mm.
= 0.54 in = 13.7 mm.
Wt. = 56.44 lbs. / ft. 0.54 14.96
Check For Flexure.
= 1430026.78 lbs. in.
= 0.81= 0.9 x 21600 x 76.88992= 1494740.00 lbs. - in
>Hence Our Design is Safe. Fig. #REF!
Check for Deflection.
Max. Deflection occures at the Centre of the Beam Which is =
=### x ( 29.8304 + 9354.494 x ( 29.8304
576.84256 576.8426
= 0.457 + 0.517= 0.974 in
Allowable Deflection = L / 350= 29.8304 x 12 / 350= 1.023 in
Allowable Deflection > Actual Deflection Hence Our Design is Safe.
in 2
Ix in 4
Sx in 3
bf
tf
tw
Mu
Mn 0.9 x Fy x Sx
Mn Mu
5 W L3 / 384xEI + P L 3 / 48E I
x 12 ) 3 x 12 )3
384 x 30 x 106 x 48 x 30 x 106 x
Page : 29 of 42
SUN Engineers Nari River Desig. By: Engr. Liaqat Ali.G.T. Road Gujranwala Radial Gates Check. By: Engr. M. Usman
With Arm 6 m. App. By: Capt.(R.) Engr. Nasir
Design of Supports
Max. Load on each side = (Wt. of Gate + seals Friction + Pin Friction +Dead Load + Live Load )/2