muck bin frameme

LARSEN & TOUBRO LIMITEDECC Division – EDRC

PROJECT:DOCUMENT No. DATE

TITLE :DESIGNED CHECKED PAGE

7 Connection Designs:

7.1

Length of the member L = 4 M

Self wt of the member (MC150) w = 0.165 KN/M

Shear force on erection bolts (F) = w x L / 2 = 0.330 KN

i) Design of erection bolts: (M16 bolts)

Thickness of plate (min) t = 5.7 mm thk. of web

= 16 mm

= 300

= 27.36 KN

= 100

= 20.106 KN

20.11 KN

No. of erection bolts provided = 2

Strength of connection 2 x 20.106 = 40.212 KN

> 0.33 KN Hence Safe

Weld size (Ws) = 5 mm

Allowable stress in weld (Ss) = 108

multiplication factor for site weld = 0.8 IS:816(1969)

Strength of weld Sw = Ws . Ss . 0.7 = 302 N/mm

Governing Load : Load comb 6 - member 1001 - Joint 1084

Axial Force P = 16.4 kN

Shear Force Fy = 4.39 kN

Length of welding required for axial force

(considering the weld parallel to force only)

= P / Sw = 16400/302 = 54.3 mm

Provided 280 mm Hence Safe

Design of connection between Main rafter and Central Ring

Strenght of bolts in bearing Sb = t x db x s pt

Diameter of the bolt db

Allowable stress in bearing s pt N/mm2

Strength of bolts in bearing Sb

Strength of bolts in shear Ss = p /4 x db2 x tvf

Allowable shear stress tvf N/mm2

Strength of bolts in shear Ss

Hence strength of bolt(min of Sb & Ss) =

ii) Design of weld between Main Rafter and cleat:

N/mm2 Ref Cl. 7.1.2 of




Length of welding required for Shear force


= Fy / Sw = 4390/302 = 14.5 mm


iii) Design of cleat: depth of the cleat (Dc) = 152 mm

Thickness of cleat (tc) = 8 mm

Length of the cleat (Lc) = 200 mm

Axial stress in cleat =P / (Dc. tc)

= 16400/(152 x 8) = 13.49

Allowable axial stress = 0.6fy = 150 >Actual Stress hence safe

Shear stress in cleat =Fy / (Dc. tc)

= 4390/(152 x 8) = 3.61019737


length of weld provided Lw = 300 mm

stress in weld due to axial force in member

f = P / (Lw x 0.7 x 5) = 15.6

stress in weld due to shear force in member

q = Fy / (Lw x 0.7 x 5) = 4.2

= 16.6

Allowable stress in weld = 108 x 0.8 = 86.4

>combined stress, hence safe

7.2



multiplication factor for site weld = 0.8

N/mm2

N/mm2

N/mm2

N/mm2

ii) Design of weld between cleat and Central Ring

N/mm2

N/mm2

combined stress =Ö f2 + 1.8q2 N/mm2 Ref Cl. 7.5.1. of

N/mm2 IS:816(1969)

Design of connection between RBr1 to Rbr12 and Main rafter / Cross Girder

i) Design of weld between Rbr and gusset:

N/mm2




Strength of weld Sw = Ws . Ss . 0.7 = 302 N/mm

Governing Case : Load comb 6 - member 1092



(considering the weld parallel to force only) = 2 x P x (B-Cy) / (B.Sw)

= 2 x 29190 x 35.5/ (50 x 302 ) = 137.3 mm


ii) Design of Gusset: width of gusset (Dc) = 100 mm

Thickness of gusset (tc) = 8 mm

Length of gusset (Lc) = 150 mm

Angle of inclination = 28.3 deg.

Axial stress in gusset =P . Sin 28.3 / (Dc. tc)

= 29190. Sin 28.3 /(100 x 8) = 17.3


Shear stress in gusset =P . Cos 28.3 / (Dc. tc)

= 29190. Cos 28.3 /(100 x 8) = 32.13


length of 5 thk weld provided Lw = 200 mm

axial stress in weld

f = P.Sin 28.3 / (Lw x 0.7 x 5) = 19.8

shear stress in weld

q = P.Cos 28.3 / (Lw x 0.7 x 5) = 36.7

= 53.1



N/mm2

N/mm2

N/mm2

N/mm2

iii) Design of weld between gusset and MainRafter

N/mm2

N/mm2

combined stress = Ö f2 + 1.8q2 N/mm2

N/mm2




7.3

Length of the member L = 1.7 M

Self wt of the member (MC150 - Max section) w = 165 N/M

Shear force on erection bolts (F) = w x L / 2 = 140 N

Strength of connection(1-nos M16 bolts) = 20106 N

> 140.25 kN Hence Safe




Strength of weld = Ws . Ss . 0.7 = 302 N/mm





= P / Sw = 102330/302 = 338.8 mm




= Fy / Sw = 6270/302 = 20.8 mm






= 102330/(125 x 8) = 102.33



= 6270/(125 x 8) = 6.27

Design of connection between Cross Girder and Main Rafter

ii) Design of weld between Cr.Gr. and cleat:

N/mm2

N/mm2

N/mm2

N/mm2





length of weld provided Lw = 250 mm


f = P / (Lw x 0.7 x 5) = 116.9


q = Fy / (Lw x 0.7 x 5) = 7.2

= 117.3


<combined stress, Unsafe

7.4

Length of the member L = 2.1 M

Self wt of the member (MC100) w = 95 N/M

Shear force on erection bolts (F) = w x L / 2 = 99.750 N

Strength of connection(1-no M16 bolts) = 20106 N

> 99.75 N Hence Safe




Strength of weld = Ws . Ss . 0.7 = 302 N/mm






= P / Sw = 28320/302 = 93.8 mm



N/mm2

ii) Design of weld between cleat and Main Rafter

N/mm2

N/mm2

combined stress =Ö f2 + 1.8q2 N/mm2

N/mm2

Design of connection between Secondary Rafter and Cross Girder

ii) Design of weld between SR1 and cleat:

N/mm2





= Fy / Sw = 3700/302 = 12.3 mm






= 28320/(100 x 8) = 35.4



= 3700/(100 x 8) = 4.63


length of 5 thk weld provided Lw = 200 mm


f = P / (Lw x 0.7 x 5) = 40.5


q = Fy / (Lw x 0.7 x 5) = 5.3

= 41.1



7.7

Maximum span of roof plate (at the shell)

= 1073 mm

Pressure for LL+DL+SL Case (p) = 4.4

Load on the weld = p . L / 2 = 2.3606 kN/m

thk of weld at 100 spacing = 5 mm

strength of weld per m (tack weld)

= 500 . 0.7 . 5 . 108 . 0.8 /1000 = 151.2 kN/m

> 2.3606 kN/m Hence Safe

N/mm2

N/mm2

N/mm2

N/mm2

ii) Design of weld between cleat and Cross Girder

N/mm2

N/mm2

combined stress =Ö f2 + 1.8q2 N/mm2

N/mm2

Design of weld between Roof Plate Main Rafter

=p . 8200 . 15/ 360 = L

kN/m2

INTERNATIONAL METRO CIVIL CONTRACTORSIMCC

PROJECT: Metro corridor contract MC1BDOCUMENT No. DATE

TITLE : Temporary site structure : Mucking gantry supporting structureDESIGNED CHECKED PAGE

VVR IHU 1

1 INTRODUCTION

This document presents the analysis and design of Gantry

frame which supports a travelling crab. Wt. Of the crab is 7tons and and

contents wt. Is 25tons. The crab lifts the muck container from the

tunneling trolley at bottom of the launching chamber to the surface and

further to the skip empty device, where the muck inside the container

will be dumped into the mucking pit.

The travelling crab can move in both the directions in horizontal plane.

To ensure that the muck container does not bump against bracings of the

gantry frame limit stoppers in both the directions must be provided. This

stops again limit the area within the load can move. The skip empty

device has a self weight of 3 tons.

The design is carried out in accordance with IS-800 - 1984.




VVR IHU 1

Design of columns:

Length of the member = 1.85 m

Forces: Axial force = 269.42 Kn

Mz (major axis) = 8.50 Kn-m

My (minor axis) = 181.80 Kn-m

Properties of the section:

Area = 257.00

Zx = 3538.00

Zy = 1264.00

= 9.60 cm

D = 374.60 mm

T = 27.00 mm

= 16.50 mm

= 19.27

D/T = 13.87

= 1.64

= 2.40

= 143.83

= 146.23

= 10.48

= 208.00

= 213.00

= 0.74 <1.0 safe

=(10.48 / 208 + 146.23 / 213)

Members 1 to 4 : UC356x368x202

cm2

cm3

cm3

rmin

tw

slenderness ratio = l / rmin

T/tw

Bending stress s bc-z-calN/mm2

Bending stress s bc-y-calN/mm2

Total Bending stress s bc-calN/mm2

Axial stress s ac-calN/mm2

Allowable axial stress s ac-allN/mm2

Allowable bending stress s bc-allN/mm2

Interaction check = s ac-cal /s ac-all + s bc-cal / sy bc-all < 1.0

s ac-cal /s ac-all + s bc-cal / sy bc-all =




VVR IHU 1

Design of columns:






Area = 201.00

Zx = 2369.00

Zy = 808.00

= 7.90 cm

D = 327.10 mm

T = 25.00 mm

= 15.80 mm

= 112.66

D/T = 13.08

= 1.58

= 0.44

= 86.76

= 87.20

= 13.40

= 78.00

= 213.00

= 0.58 <1.0 safe

=(13.4 / 78 + 87.2 / 213)


cm2

cm3

cm3

rmin

tw


T/tw












VVR IHU 1

Design of MainBeam:






Area = 248.40

Zx = 5390.00

Zy = 869.00

= 7.54 cm

D = 621.80 mm

T = 24.38 mm

= 15.37 mm

= 119.36

D/T = 25.50

= 1.59

= 37.53

= 49.83

= 87.36

= 4.57

= 70.00

fcb = X for symm I sections

X (from table 6.5 of IS 800) = 265.00

Hence fcb = X = 265.00

fy = 355.00 N/mm2

Members 81 to 94 : UB610x324x195

cm2

cm3

cm3

rmin

tw


T/tw






Allowable bending stress s bc-all = 0.66 x fy x fcb / (fcb1.4 + fy1.4)(1/1.4)

where fcb = k1 (X + k2 Y) x C2 /C1

N/mm2

N/mm2




VVR IHU 1

0.66 x 355x 265 = 121.56

(265 + 355 )

> 87.36 safe

= 0.78 <1.0 safe

(4.57 / 70 + 87.36 / 121.56)

Check for shear

Shear force = 184.00 Kn

= 19.25

< 0.4 fy safe

s bc-all = N/mm2


s ac-cal /s ac-all + s bc-cal / sy bc-all

shear stress tv N/mm2




VVR IHU 1

Design of Lat.beams:






Area = 257.00

Zx = 3538.00

Zy = 1264.00

= 9.60 cm

D = 374.60 mm

T = 27.00 mm

= 16.50 mm

= 53.44

D/T = 13.87

= 1.64

= 75.44

= 4.45

= 79.88

= 0.35

= 165.00


X (from table 6.5 of IS 800) = 945.00


fy = 355.00 N/mm2

Members 95 to100 : UC356x368x202

cm2

cm3

cm3

rmin

tw


T/tw








N/mm2

N/mm2




VVR IHU 1

0.66 x 355x 213 = 105.78

(213 + 355 )

> 79.88 safe

= 0.76 <1.0 safe

(0.35 / 165 + 79.88 / 105.78)

Check for shear


= 14.84

< 0.4 fy safe

s bc-all = N/mm2







VVR IHU 1

Design of Beams@ 211.45lvl:


Forces: Axial force = Kn

Mz (major axis) = Kn-m

My (minor axis) = Kn-m


Area = 201.00

Zx = 2369.00

Zy = 808.00

= 7.90 cm

D = 327.10 mm

T = 25.00 mm

= 15.80 mm

= 64.94

D/T = 13.08

= 1.58

= 0.00

= 0.00

= 0.00

= 0.00

= 165.00


X (from table 6.5 of IS 800) = 945.00


fy = 355.00 N/mm2

Mem. 37 to 42 : UC305x305x158

cm2

cm3

cm3

rmin

tw


T/tw








N/mm2

N/mm2




VVR IHU 1

0.66 x 355x 213 = 105.78

(213 + 355 )

> 0 safe

= 0.00 <1.0 safe

(0 / 165 + 0 / 105.78)

s bc-all = N/mm2






VVR IHU 1




VVR IHU 1

2

i) Inside diameter of silo, ( d ) = 8.20 m

= 250.00

= 177.00

iv) Density of plates = 78.50

v) Thickness of roof plate = 5.00 mm

vi) Slope of roof with horizontal = 15.00 degrees

LOADS:

i) Live Load (LL ) = 2.00

ii) Internal Pressure ( IP ) = 20.00

iii) Suction ( SL) = 2.00

iv) Wind load ( WL) = 2.05

Allowable stresses :

Allowable tensile stresses in roof plate :

= 0.6 fy = 106.20

Allowable bending stress in roof plate :

= 0.66 fy = 116.82

DESIGN DATA: (Refer doc. No. O1093-C-PV-11-DC-0001: design of silo)

ii) Yield stress of roof supporting beams, (fy) N/mm2

iii) Yield stress of roof plates, (fy) N/mm2

KN/m3

KN/ m2

KN/ m2

KN/ m2

KN/ m2

N/ m2

N/ m2




VVR IHU 1

4 LOAD CALCULATIONS

4.1 LOAD ON SECONDARY RAFTERS:

A

2200 mm B C

3100 mm 4100 mm

= 0.576 p

= 0.8116 p

= 1.0734 p

4.2 LOAD ON MAIN RAFTERS :

A B

300 mm C

1250mm D E

4100 mm

Loads on rafters due to pressure :ASSUMING Pressure p acting on plate

UDL ordinate at A = Pa = p x p x 4.4 x 15 / 360

UDL ordinate at B = Pb = p x p x 6.2 x 15 / 360

UDL ordinate at C = Pc = p x p x 8.2 x 15 / 360

UDL ordinate at A = Pa = p x p x 0.3 x q / 360

UDL ordinate at B = Pb = p x p x 2.5 x q / 360

UDL ordinate at C = Pcb = p x p x 4.4 x q / 360

Pa

PbPc

Pa PbPc




VVR IHU 1

= 0.576 p

= 0.8116 p

= 1.0734 p

4.3 LOADING ORDINATES in kN/m ON SECONDARY RAFTERS :

U.D. LOADINGS DUE TO SELF WEIGHT OF PLATE :

Vertical pressure due to self weight

p = 5 / cos 15 x 7850 x 9.81 /1.e6 =

PRESSURE = 0.4 kPa

Pa = 0.23 Pb = 0.325 Pc = 0.429

U.D. LOADINGS DUE TO LIVE LOAD / SUCTION OF PLATE :

PRESSURE = 2

Pa = 1.152 Pb = 1.623 Pc = 2.147

U.D. LOADINGS DUE TO INT. PRESSURE OF PLATE :

PRESSURE = 20 kPa

Pa = 11.52 Pb = 16.232 Pc = 21.468

U.D. LOADINGS DUE TO WIND PRESSURE OF PLATE :

PRESSURE = 2.05 kPa

Pa = 1.181 Pb = 1.664 Pc = 2.2

4.4 LOADING ORDINATES in kN/m ON MAIN RAFTERS:(MR1,MR1A TO MR1F)


PRESSURE = 0.4 kPa

Pcd= 0.23 Pd = 0.325 Pe = 0.429


PRESSURE = 2 kPa

Pcd = 1.152 Pd = 1.623 Pe = 2.147


UDL ordinate at A = Pcd = p x p x 4.4 x 15 / 360



where q is the effective loaded plate sector.




VVR IHU 1

PRESSURE = 20 kPa

Pcd = 11.52 Pd = 16.232 Pe = 21.468


PRESSURE = 2.05 kPa

Pcd = 1.181 Pd = 1.664 Pe = 2.2

LOADING ORDINATES (kN/m) ON MAIN RAFTERS :

ON MR1C q = 47.5 DEG

ON MR1D,E q = 43 DEG

ON MR1F q = 51.5 DEG

ON MR1 q = 45 DEG

ON MR1A q = 38 DEG

ON MR1B q = 49 DEG


PRESSURE = 0.4 kPa

on MR1C pa= 0.05 ;Pb = 0.415 ;Pcb = 0.73

on MR1D,E pa 0.045 ;Pb = 0.375 ;Pcb = 0.66

on MR1F pa= 0.054 ;Pb = 0.449 ;Pcb = 0.791

on MR1 pa= 0.047 ;Pb = 0.393 ;Pcb = 0.691

on MR1A pa= 0.04 ;Pb = 0.332 ;Pcb = 0.584

on MR1B pa= 0.051 ;Pb = 0.428 ;Pcb = 0.753

U.D. LOADINGS DUE TO LIVE LOAD / SUCTION :

PRESSURE = 2 kPa

on MR1C pa= 0.249 ;Pb = 2.073 ;Pcb = 3.648

on MR1D,E pa 0.225 ;Pb = 1.876 ;Pcb = 3.302

on MR1F pa= 0.27 ;Pb = 2.247 ;Pcb = 3.955

on MR1 pa= 0.236 ;Pb = 1.963 ;Pcb = 3.456

INCLUDED ANGLES q




VVR IHU 1

on MR1A pa= 0.199 ;Pb = 1.658 ;Pcb = 2.918

on MR1B pa= 0.257 ;Pb = 2.138 ;Pcb = 3.763

4.5 LOADS FROM PLATFORM

SIZE OF PLATFORM = 3.60M X 3.70 M

DEAD LOAD DUE TO PLATFORM

(FROM DRG. O1093-C-PV-11-DD-0007) = 16 KN

ASSUME 25% FOR OTHER EQUIPMENTS = 4 KN

LOAD FROM EACH OF FOUR SUPPORTS ON ROOF

SUPPORTING STRUCTURE = 20 / 4 KN

= 5 KN

LIVE LOAD OVER PLATFORM = 3

TOTAL LIVE LOAD = 3 X 3.6 X 3.7 = 40.00 KN


SUPPORTING STRUCTURE = 40 / 4 = 10 KN

KN/M2




VVR IHU 1

Design Department

Temporary site structure : Mucking gantry supporting structure

1 INTRODUCTION

This document presents the analysis and design of Gantry

frame which supports a travelling crab. Wt. Of the crab is 7tons and and

contents wt. Is 25tons. The crab lifts the muck container from the

tunneling trolley at bottom of the launching chamber to the surface and

further to the skip empty device, where the muck inside the container

will be dumped into the mucking pit.

The travelling crab can move in both the directions in horizontal plane.

To ensure that the muck container does not bump against bracings of the

gantry frame limit stoppers in both the directions must be provided. This

stops again limit the area within the load can move. The skip empty

device has a self weight of 3 tons.

The design is carried out in accordance with IS-800 - 1984.

Design Department


Design of columns:






Area = 257.00

Zx = 3538.00

Zy = 1264.00

= 9.60 cm

D = 374.60 mm

T = 27.00 mm

= 16.50 mm

= 19.27

D/T = 13.87

= 1.64

= 2.40

= 143.83

= 146.23

= 10.48

= 208.00

= 213.00

= 0.74 <1.0 safe

=(10.48 / 208 + 146.23 / 213)


cm2

cm3

cm3

rmin

tw


T/tw









Design Department


Design of columns:






Area = 201.00

Zx = 2369.00

Zy = 808.00

= 7.90 cm

D = 327.10 mm

T = 25.00 mm

= 15.80 mm

= 112.66

D/T = 13.08

= 1.58

= 0.44

= 86.76

= 87.20

= 13.40

= 78.00

= 213.00

= 0.58 <1.0 safe

=(13.4 / 78 + 87.2 / 213)


cm2

cm3

cm3

rmin

tw


T/tw









Design Department


Design of MainBeam:






Area = 248.40

Zx = 5390.00

Zy = 869.00

= 7.54 cm

D = 621.80 mm

T = 24.38 mm

= 15.37 mm

= 119.36

D/T = 25.50

= 1.59

= 37.53

= 49.83

= 87.36

= 4.57

= 70.00

and fcb = X for symm. I sections

X (from table 6.5 of IS 800) = 265.00


fy = 355.00 N/mm2

0.66 x 355x 265 = 121.56

Members 81 to 94 : UB610x324x195

cm2

cm3

cm3

rmin

tw


T/tw








N/mm2

N/mm2

s bc-all = N/mm2

Design Department


(265 + 355 ) > 49.83 safe

= 0.78 <1.0 safe

(4.57 / 70 + 87.36 / 121.56)

Check for shear


= 19.25

< 0.4 fy safe




Design Department


Design of Lat.beams:






Area = 257.00

Zx = 3538.00

Zy = 1264.00

= 9.60 cm

D = 374.60 mm

T = 27.00 mm

= 16.50 mm

= 53.44

D/T = 13.87

= 1.64

= 75.44

= 4.45

= 79.88

= 0.35

= 165.00


X (from table 6.5 of IS 800) = 945.00


Members 95 to100 : UC356x368x202

cm2

cm3

cm3

rmin

tw


T/tw








N/mm2

N/mm2

Design Department


fy = 355.00 N/mm2

0.66 x 355x 234.3 = 112.61

(234.3 + 355 ) > 79.88 safe

= 0.71 <1.0 safe

(0.35 / 165 + 79.88 / 112.61)

Check for shear

Shear force = 91.72 KN

= 14.84

< 0.4 fy safe

s bc-all = N/mm2




Design Department


Design of Beams@ 211.45lvl:






Area = 257.00

Zx = 3538.00

Zy = 1264.00

= 9.60 cm

D = 374.60 mm

T = 27.00 mm

= 16.50 mm

= 53.44

D/T = 13.87

= 1.64

= 56.44

= 25.16

= 81.60

= 3.20

= 165.00


Mem. 37 to 42 : UC356x368x202

cm2

cm3

cm3

rmin

tw


T/tw








Design Department


X (from table 6.5 of IS 800) = 945.00


fy = 355.00 N/mm2

0.66 x 355x 213 = 105.78

(213 + 355 ) > 81.6 safe

= 0.79 <1.0 safe

(3.2 / 165 + 81.6 / 105.78)

N/mm2

N/mm2

s bc-all = N/mm2



Design Department


2 DESIGN DATA: (Refer doc. No. O1093-C-PV-11-DC-0001: design of silo)

Design Department


i) Inside diameter of silo, ( d ) = 8.20 m

= 250.00

= 177.00

iv) Density of plates = 78.50

v) Thickness of roof plate = 5.00 mm

vi) Slope of roof with horizontal = 15.00 degrees

LOADS:

i) Live Load (LL ) = 2.00

ii) Internal Pressure ( IP ) = 20.00

iii) Suction ( SL) = 2.00

iv) Wind load ( WL) = 2.05

Allowable stresses :

Allowable tensile stresses in roof plate :

= 0.6 fy = 106.20

Allowable bending stress in roof plate :

= 0.66 fy = 116.82

4 LOAD CALCULATIONS

ii) Yield stress of roof supporting beams, (fy) N/mm2

iii) Yield stress of roof plates, (fy) N/mm2

KN/m3

KN/ m2

KN/ m2

KN/ m2

KN/ m2

N/ m2

N/ m2

Loads on rafters due to pressure :ASSUMING Pressure p acting on plate

Design Department


4.1 LOAD ON SECONDARY RAFTERS:

A

2200 mm B C

3100 mm 4100 mm

= 0.576 p

= 0.8116 p

= 1.0734 p

4.2 LOAD ON MAIN RAFTERS :

A B

300 mm C

1250mm D E

4100 mm

= 0.576 p

= 0.8116 p

= 1.0734 p

UDL ordinate at A = Pa = p x p x 4.4 x 15 / 360



UDL ordinate at A = Pa = p x p x 0.3 x q / 360

UDL ordinate at B = Pb = p x p x 2.5 x q / 360

UDL ordinate at C = Pcb = p x p x 4.4 x q / 360

UDL ordinate at A = Pcd = p x p x 4.4 x 15 / 360



Pa

PbPc

Pa PbPc

Design Department


4.3 LOADING ORDINATES in kN/m ON SECONDARY RAFTERS :


Vertical pressure due to self weight

p = 5 / cos 15 x 7850 x 9.81 /1.e6 =

PRESSURE = 0.4 kPa

Pa = 0.23 Pb = 0.325 Pc = 0.429


PRESSURE = 2

Pa = 1.152 Pb = 1.623 Pc = 2.147


PRESSURE = 20 kPa

Pa = 11.52 Pb = 16.232 Pc = 21.468


PRESSURE = 2.05 kPa

Pa = 1.181 Pb = 1.664 Pc = 2.2

4.4 LOADING ORDINATES in kN/m ON MAIN RAFTERS:(MR1,MR1A TO MR1F)


PRESSURE = 0.4 kPa

Pcd= 0.23 Pd = 0.325 Pe = 0.429


PRESSURE = 2 kPa

Pcd = 1.152 Pd = 1.623 Pe = 2.147


PRESSURE = 20 kPa

Pcd = 11.52 Pd = 16.232 Pe = 21.468


PRESSURE = 2.05 kPa

where q is the effective loaded plate sector.

Design Department


Pcd = 1.181 Pd = 1.664 Pe = 2.2

LOADING ORDINATES (kN/m) ON MAIN RAFTERS :

ON MR1C q = 47.5 DEG

ON MR1D,E q = 43 DEG

ON MR1F q = 51.5 DEG

ON MR1 q = 45 DEG

ON MR1A q = 38 DEG

ON MR1B q = 49 DEG


PRESSURE = 0.4 kPa

on MR1C pa= 0.05 ;Pb = 0.415 ;Pcb = 0.73

on MR1D,E pa 0.045 ;Pb = 0.375 ;Pcb = 0.66

on MR1F pa= 0.054 ;Pb = 0.449 ;Pcb = 0.791

on MR1 pa= 0.047 ;Pb = 0.393 ;Pcb = 0.691

on MR1A pa= 0.04 ;Pb = 0.332 ;Pcb = 0.584

on MR1B pa= 0.051 ;Pb = 0.428 ;Pcb = 0.753

U.D. LOADINGS DUE TO LIVE LOAD / SUCTION :

PRESSURE = 2 kPa

on MR1C pa= 0.249 ;Pb = 2.073 ;Pcb = 3.648

on MR1D,E pa 0.225 ;Pb = 1.876 ;Pcb = 3.302

on MR1F pa= 0.27 ;Pb = 2.247 ;Pcb = 3.955

on MR1 pa= 0.236 ;Pb = 1.963 ;Pcb = 3.456

on MR1A pa= 0.199 ;Pb = 1.658 ;Pcb = 2.918

on MR1B pa= 0.257 ;Pb = 2.138 ;Pcb = 3.763

4.5 LOADS FROM PLATFORM

INCLUDED ANGLES q

Design Department


SIZE OF PLATFORM = 3.60M X 3.70 M

DEAD LOAD DUE TO PLATFORM

(FROM DRG. O1093-C-PV-11-DD-0007) = 16 KN

ASSUME 25% FOR OTHER EQUIPMENTS = 4 KN


SUPPORTING STRUCTURE = 20 / 4 KN

= 5 KN

LIVE LOAD OVER PLATFORM = 3

TOTAL LIVE LOAD = 3 X 3.6 X 3.7 = 40.00 KN


SUPPORTING STRUCTURE = 40 / 4 = 10 KN

KN/M2

Design Department


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