A REPORT ON CONCEPT AND STRUCTURAL DESIGN DETAILS OF RAILWAY PLATFORM SHED WITH TRUSSLESS ROOF

TABLE OF CONTENTS
1. REPORT SUMMARY (ABSTRACT)
2. DETAILED REPORT

2.1. INTRODUCTION
2.2. METHODOLOGY
2.3. DESIGN RAILWAY PLATFORM SHED WITH TRUSSLESS ROOF
2.4. COMPONENTS OF SHED
3. STRUCTURAL DESIGN METHOD AND ANALYSIS

2 2 2 2
3
4 6

LIST OF FIGURES
Figure 4: Figure 5: Figure 6: Figure 7:
Figure 1: Plan at girder level Figure 2: Elevations (Section A-A & Section B-B) Figure 3A: plan showing foundation and plinth beam Figure 3B: RCC Details (footing & Column) Figure 3C: Column and beam schedule
Details of tapered section with downtake pipe.
Bracing details
Gutter arrangement and Runner Beam
Base plate and Insert plate

railway platform shed

2. DETAILED REPORT
2.1 INTRODUCTION
Investigator Mr. Satish N.Mowade, M.Tech (str) tried 'N' nos of sections to enhance the look of railway platform and also to minimize the execution and maintenance cost. Structural stability is the main challenge to withstand the structure against various loads. Design calculations shown below prove its stability.
2.2 METHODOLOGY
• Estimation of platform length with consideration of non disturbed train movement.
• Soil exploration to find out the bearing capacity of strata.

• Loadings calculations like static loads (self weight, live load wind load etc.) and dynamic loadings like impact due to train speed and seismic effects.
• Loading Analysis-It is checked with the help of worldwide approved structural design software. STAAD-PRO.
• Taking approval from competent authority.
2.3 DESIGN RAILWAY PLATFORM SHED WITH TRUSSLESS ROOF Specifications-
• There will be central RCC/steel column to take care of all kind of loading of whole structure (spacing between two column is 8-10 m).
• A girder is supported at center with the central column and other two edges of it are cantilevered. Total girder length is 10.6 m including gutters on both sides whereas the cantilever part will be 5.0 m on each side.
• Truss less and without purlin roof i.e. Galvalume sheet will rest on a runner beam which is fixed at the cantilevered edge of girder.
Inventor's role-
• Designed the Conceptual drawing.
• Proved the structural stability.
• Got approval from competent authority.

• Tried for proper execution Significance-
• Economical.
• Truss less girder & roof with no purlins
• Installation time very less than that for conventional structures.

• Due to truss less roof area will be bird free and spider's web free which maintain cleanliness.
• Applicable for any size/ length and anywhere.
• Hidden drainage system
• Eco friendly as it requires lesser steel as compared to conventional platform shed.

• Resistant to wind load and seismic loading.
• Spacious for easy movement.
• Proper fixing of lighting and advertising elements.
• Attractive aesthetic look.
2.4 COMPONENTS OF SHED
A. Foundation-
As per the bearing capacity of soil in specified area foundation are to be designed. Foundation contains footing, Column pedestal below plinth and plinth beam. In this model isolated pad footing is used. Alteration - Depending upon soil conditions we can also provide
a. Isolated foundation
b. Pile foundation
B. Centre Column
o RCC column exerts biaxial loading. Its safe designed size is 400 mm x 750 mm without any corbel. We can reduce the size of column by providing corbel at the end of column. In our case spacing between two columns is 8 m which is satisfying deflection criteria. Spacing can extend upto 12 m.
o Alteration- As per the availability, economy and skill we can also adopt
o Steel column
o Pre-engineering sections (PEB)
C. Girder beam.
Here in our model we have used a built up section for the girder beam. Four 10 mm thick M.S. plates are welded (8 mm thick) and formed a box. This box length is 10m as railway standards required, (it can extend upto 13 m) An 8 mm thick M.S. plate is also added at the centre part to withstand the connection shear. This beam is connected with the central column at its mid span & the other two edges are acted as cantilever. Area of this girder at center is 250mm x 750 mm whereas at cantilever edge its 250mm x 450mm. This beam will play a crucial part to support the whole superstructure. Alteration for girder beam-
a. Tapered RCC Beam.
b. Pre engineering building concept beam.

c. Conventional trusses of angle, pipes and tubes.
d. Indian standard section like channel, I-beam etc.
e. Framing a cable trussel. (for spans more than 12 m)
D. Runner beam-.
This beam is caring the sheeting load in the form of uniform distributed load (UDL) which is acting on the cantilevered edge as concentrated load. In our model we used an Indian standard channel ISMC250 box. A gutter is also fixed to carry out rainwater through down take pipe. This runner beam transfers all loads on the girder beam which further transfers the entire load on ground through columns. We can alter this beam with an ISMC beam section.
E. Bracings
For a railway platform shed wind is main factor of loading. To avoid sway due to wind forces for total structure, bracing are to be provide. In our model we used a box of ISMC150 as bracing. We have to provide these bracings after every four span.
F. Trussless Roof
This is a curved shape roof without trusses. It is wide corrugated profile sheeting designed in such a way so that it can acts as truss itself. Its sheeting material is galvalume steel and it is free of corrugation. Its edges are fixed with the runner beam with welds or high strength bolts.
G. Gutter
Provided 300 mm wide trapezoidal gutter is made up of 24 gauge P.P.G.I. precoated M.S. sheet. It is fixed with the runner beam by 25 mm wide and 10 mm thick M. S flat bent to shape of gutter. This flat is bolted/riveted/welded with the runner plate/beam and placed at an interval of 500 mm c/c. This gutter collects rainwater form half of the curved potion of trussless roof sheeting. H. Drainage System
For an aesthetic look and maintenance free shed, concealed drainage with proper cleaning arrangements shall be provided. In our model case drain pipes runs through the central column which collects water from pipes through box girder. These pipes collect rainwater from the gutter and carry it in the trench below platform or main drainage line.

3.0 STRUCTURAL DESIGN OF RAILWAY PLATFORM SHED. Basic Design Assumptions
Design Norms gives general guidance for preparing Civil Engineering/Structural design. Design norms are prepared for analysis & design of structures according to Indian Standards for proposed Railway platform shed. Also describes the basic design parameters. It must be stressed that this design norms has to be considered as a guideline only. All structures shall be designed in accordance with the standards listed under section 1.1 below in their entirety arid standard Civil engineering practices.
Standards and Specifications:
Civil and Structural Engineering works shall be in accordance with the following Standards Codes.

Sr.
No Description Reference Number
Reference of Indian Standard for Buildinq & Structure Load
i. Code of practice for Dead load IS 875:Part 1:1987
ii. Code of practice for Live load IS 875:Part2: 1987
Ml. Code of practice for Wind load IS 875:Part3: 1987
iv. Code of practice for Special Loads & Load Combinations IS 875:Part5: 1987
v. Criteria for Earthquake Resistance Design Structure
s IS 1893: Part 1:2002
vi. Criteria for Earthquake Resistance Design for Industrial & Stack like Structures IS 1893: Part 4:2005
vii. Plain & Reinforce Concrete Code of Practice IS 456 :2000
viii. Design Aid for Reinforce concrete to IS 456 :197S SP:16
ix. Explanatory hand book on concrete for earthquake engineering SP:22
X. Explanatory Handbook on Indian Standard Code of Practice for Plain & Reinforce Concrete SP:24
xi. Ductile detailing of Reinforced Concrete Structures subjected to Seismic Forces-Code of Practice IS 13920: 1993
xii. Hand Book on Concrete Reinforce & Detailing SP:34
xiii. Indian Standard Code of Practice for General Construction in Steel IS : 800-1984
xiv. Handbook for Structural Engineers (Structural Steel Sections) SP : 6, Part -1
XV. Handbook for Structural Engineers (Steel Beam & Plate Girders) SP : 6, Part -2
xvi. Handbook for Structural Engineers (Steel Column^ & Struts) SP : 6, Part -3

xvii. Handbook for Structural Engineers (Use of High Strength Friction Grip Bolt) SP : 6, Part -4
xviii. Handbook for Structural Engineers {Cold Form Light Gauge Steel) SP : 6, Part -5
xix. Handbook for Structural Engineers (Application of Plastic Theory in Design of Steel Structure) SP : 6, Part -6
XX. Handbook for Structural Engineers (Simple Welded Girders) SP : 6, Part -7
Units Calculations are made with Sl-units
In the following annexes, lengths, forces, pressures and moments are expressed in: Mm, N*mm, N/mm, N/mm2 when calculating load effects

Site data
Location
Topographical Features
Basic wind speed
Earthquake
Ground Water Table
Loads
Dead Loads
Density of Concrete, unreinforced Density of Concrete, reinforced Density of Soil, for soil pressure Density of Soil, for stability Deduction for soil below ground water table Density of Steel Loads from trussless roof sheeting

Nagpur Railway Station Generally Plain Land 44 m/sec Seismic zone II 1.5m from NGL
24 KN/m3
25 KN/m3 18 KN/m3 16 KN/m3 (-)10KN/m3 78.5 KN/m3

The Loads applied on Cooling Tower Equipments & Components are shown below. Loads from trussless roof sheeting
The loads applied on shed are taken as per trussless roof sheeting agency & components are shown below.

Summary of reactions for component load cases
• Reactions are given as per unit m
• Positive forces on footing are down and to left
• Positive moments on footings are clockwise.
• Forces are in Kg and moments are m-kg. Component Load Cases Descriptions
No. Description
1 Structure load and Concentrated loads
2 Wind normal to ridge
3 Wind Parallel to Ridge
4 Wind Internal Pressure
5 Live load- Uniform
6 Live/1/2 snow- Middle half
7 Live/1/2 snow- Quarter- Quarters
8 Live on Left half
9 Live on Right half

CASE
No.
1 2 3
4 5 6 7 8 9

REACTION MAGNITUDES Left side
Vertical
47.36
-227.12
-134.03
-56.77
268.02
112.50
112.52
168.71
56.30
Horiz.
Moment
75.53
-320.28
-202.00
-85.55
368.10
258.66
109.44
184.01
184.08

Moment
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Right side
Horiz. Vertical
-75.53 47.36 0.00
320.28 -191.90 0.00
202.00 -134.03 0.00
85.55 -56.77 0.00
-368.10 225.02 0.00
-258.66 112.49 0.00
-109.44 112.53 0.00
-184.01 . 56.30 0.00
-184.08 168.78 0.00

Foundation condition
soil bearing capacity
Pile capacity is adopted by the clients. For pile bearing capacity consideration refer
drawing no. ES/PM/G11512-2/3
Ground water
Depth of ground water table is considered as 1.5 m below ground.

Ground water pressure acts only on the basin wail up to height = 1.5 m
Water stops shall be provided in construction joints in all water tight structures below ground.
Earth pressure

Density of soil 18KN/m2
Lateral earth pressure coefficient K Ko 0.45 (for back fill)
Lateral pressure at ground level 0
Lateral pressure at base of wall K. Ys.hs KN/m2
An at-rest earth pressure coefficient, kr = 0.3 shall in general be used. For an active earth pressure coefficient, Ka = (1 - sin 4) ) / (1 + sin 4> ), using the design value of 4> may be used to calculate the active earth pressure acting on retaining walls, pit walls etc.
Uplift
Uplift on pits, tunnels etc. can be countered by providing the bottom slab with a
cantilevered toe. The effective weight of soil on the toe can be taken into consideration within an inclination of 4:1 from the edge of the toe. Safety against uplift shall be at least 1.25.
Reinforced concrete General
The extent of the concrete structural design shall be:
- Static calculations.
- Concrete dimension drawings showing the location of the structures, and all the dimensions including cast-in items, holes, recesses, etc.
- Reinforcement drawings contain detailing of reinforcement in each member of the
structures.
4.0 Structural design method and analysis
STAAD INPUT FILE (AS IT IS)
STAAD SPACE
START JOB INFORMATION

ENGINEER DATE 20-Oct-12
JOB NAME DESIGN OF RAILWAY PLATFORM SHED WITH TRUSSLESS ROOFOF TRUSSLESS ROOF SHEETING
JOB CLIENT CENTRAL RAILWAY
ENGINEER NAME SNM
CHECKER NAME VNIT
APPROVED NAME VNIT
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
4 6.00001 3.7000110; 6 11-25 3.7000110; 8 0.75 3.7000110; 21 6.00001 -1.8 2;
22 6.00001 -1.8 10; 23 6-00001 -1.8 18; 24 6.00001 -1.8 26;
25 6.00001 -1.8 34.0001; 26 6.000013.70001 2; 27 11.25 3.70001 2;
28 0.75 3.700012; 29 6.000013.7000118; 3011.25 3.7000118;
310.75 3.7000118; 32 6.00001 3.70001 26; 33 11.25 3.70001 26;
34 0.75 3-70001 26; 35 6.00001 3.7000134.0001; 36 11.25 3.70001 34.0001;
37 0.75 3.70001 34.0001; 38 6.00001 -1.8 42.0001; 39 6.00001 3.7000142.0001;
40 11.25 3.7000142.0001; 41 0.75 3.70001 42.0001; 42 6.00001 3.70001 50.0001;
43 11.25 3.7000150.0001; 44 0.75 3.7000150.0001; 45 6.00001 -1.8 50.0001;
MEMBER INCIDENCES
2 21 26; 3 22 4; 5 26 27; 6 4 6; 8 26 28; 9 4 8; 15 23 29; 16 29 30; 17 29 31;
22 24 32; 23 32 33; 24 32 34; 29 25 35; 30 35 36; 31 35 37; 32 28 8; 33 27 6;
34 8 31; 35 6 30; 36 31 34; 37 30 33; 38 34 37; 39 33 36; 40 26 4; 414 29;
42 29 32; 43 32 35; 44 38 39; 45 39 40; 46 39 41; 47 37 41; 48 36 40; 49 35 39;
50 28 4; 51 4 27; 52 26 6; 53 26 8; 58 42 43; 59 42 44; 60 4144; 61 40 43;
62 39 42; 63 41 42; 64 42 40; 65 39 43; 66 39 44; 67 45 42; 68 21 22; 69 22 23;
70 23 24; 71 24 25; 72 25 38; 73 38 45;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 1.99947e+008
POISSON 0.3
DENSITY 76.8191
ALPHA 6.5e-006
DAMP 0.03
ISOTROPIC CONCRETE
E2.17185e+007
POISSON 0.17
DENSITY 23.5616
ALPHA le-005
DAMP 0.05
END DEFINE MATERIAL
CONSTANTS

MATERIAL STEEL MEMB 5 6 8 9 16 17 23 24 30 TO 43 45 TO 53 58 TO 66
MATERIAL CONCRETE MEMB 2 3 15 22 29 44 67 TO 73
MEMBER PROPERTY INDIAN
32 TO 39 47 48 60 61 TABLE FR ISMC250
MEMBER PROPERTY INDIAN
2 3 15 22 29 44 67 PRIS YD 0.75 ZD 0.4
40 TO 43 49 TO 53 62 TO 66 TABLE FR ISMC150
MEMBER PROPERTY INDIAN
68 TO 73 PRIS YD 0.45 ZD 0.23
MEMBER PROPERTY INDIAN
5 6 8 9 16 17 23 24 30 31 45 46 58 -
59 TAPERED 0.75 0.016 0.45 0.25 0.008 0.25 0.008
SUPPORTS
21 TO 25 38 45 FIXED
********************************************
LOAD 1 DEAD LOAD SELFWEIGHTY-1 MEMBER LOAD
32 34 36 38 47 60 UNI GX -0.768
33 35 37 39 48 61 UNI GX 0.768
32 TO 39 47 48 60 61 UNI GY -0.483
*********************
LOAD 2 WL-1 MEMBER LOAD
32 34 36 38 47 60 UNI GX 3.265
33 35 37 39 48 61 UNI GX -3.265
32 TO 39 47 48 60 61 UNI GY 2.315
*********************************
LOAD 3 WL-2 MEMBER LOAD
32 34 36 38 47 60 UNI GX 2.059
33 35 37 39 48 61 UNI GX -2.059
32 TO 39 47 48 60 61 UNI GY 1.366
*********************************
LOAD 4 WL-3 MEMBER LOAD
32 34 36 38 47 60 UNI GX 0.872
33 35 37 39 48 61 UNI GX -0.872 32 TO 39 47 48 60 61 UNI GY 0.579

*********************************
LOAD 5 LL MEMBER LOAD
32 34 36 3847 60 UNI GX -3.752
33 35 37 39 48 61 UNI GX 3.752
32 TO 39 47 48 60 61 UNI GY -3.294
*********************************
LOAD 6 MH MEMBER LOAD
32 34 36 38 47 60 UNI GX-2.637
33 35 37 39 48 61 UNI GX 2.637
32 TO 39 47 48 60 61 UNI GY -1.147
*********************************
LOAD 7 QUARTER MEMBER LOAD
32 34 36 38 47 60 UNI GX-1.116
33 35 37 39 48 61 UNI GX 1.116
32 TO 39 47 48 60 61 UNI GY -1.416
*********************************
LOAD 8 LL LEFT MEMBER LOAD
32 34 36 38 47 60 UNI GX -1.876
33 35 37 39 48 61 UNI GX 1.876
32 TO 39 47 48 60 61 UNI GY-1.72
*********************************
LOAD 9 LL RIGHT MEMBER LOAD
32 34 36 38 47 60 UNI GX -1.876
33 35 37 39 48 61 UNI GX 1.876
32 TO 39 47 48 60 61 UNI GY -0.574
*********************************
LOAD COMB 101 DL+WL-1
11.0 21.0
LOAD COMB 102 DL+WL-2
11.0 31.0
LOAD COMB 103 DL+WL-3
11.0 41.0
LOAD COMB 104 DL+LL
11.0 5 1.0
LOAD COMB 105 DL+MH
11.0 61.0

LOAD COMB 106 DL+QUARTER
11.0 71.0
LOAD COMB 107 DULL-LEFT
11.0 81.0
LOAD COMB 108 DL+LL-RIGHT
11.0 91.0
PERFORM ANALYSIS
*****************************
♦LOAD COMB 102 1.5(DL+WLX)
♦51.5 7 1.5
♦LOAD COMB 103 1.5(DL+WL-X)
♦51.5 81.5
♦LOAD COMB 104 1.5(DL+WLZ)
♦51.5 9 1.5
♦LOAD COMB 105 1.5(DL+WL-Z)
♦5 1.5 10 1.5
♦LOAD COMB 106 1.2(DL+LL+WLX)
♦51.2 61.2 71.2
♦LOAD COMB 107 1.2(DL+LL+WL-X)
♦51.2 61.2 81.2
♦LOAD COMB 108 1.2(DL+LL+WLZ)
♦51.261.291.2
♦LOAD COMB 109 1.2{DL+LL+WL-Z)
♦51.2 61.2101.2
♦LOAD COMB 110 1.5(DL+EQX)
♦11.5 5 1.5
♦LOAD COMB 111 1.5(DL+EQ-X)
♦21.551.5
♦LOAD COMB 112 1.5(DL+EQZ)
♦31.5 51.5
♦LOAD COMB 113 1.5(DL+EQ-Z)
♦41.5 51.5
♦LOAD COMB 114 1.2(DL+LL+EQX)
♦51.2 61.211.2
♦LOAD COMB 115 1.2(DL+LL+EQ-X)
♦51.2 61.2 2 1.2
♦LOAD COMB 116 1.2(DL+LL+EQZ)
♦51.2 61.2 31.2
♦LOAD COMB 117 1.2(DL+LL+EQ-Z)
♦51.2 61.2 41.2

LOAD LIST 101 TO 108
PRINT SUPPORT REACTION LIST 21 TO 25 38 45
♦FINISH
UNIT MMS NEWTON
PARAMETER 1
CODE INDIAN
FYLD 250 MEMB 5 6 8 9 16 17 23 24 30 TO 43 45 TO 53 58 TO 66
DFF 200 MEMB 5 6 8 9 16 17 23 24 30 TO 43 45 TO 53 58 TO 66
CHECK CODE MEMB 5 6 8 9 16 17 23 24 30TO 43 45 TO 53 58 TO 66
START CONCRETE DESIGN
CODE INDIAN
FYMAIN 415 MEMB 2 3 15 22 29 44 67 TO 73
FYSEC 415 MEMB 2 3 15 22 29 44 67 TO 73
MINMAIN 12 MEMB 2 3 15 22 29 44 67 TO 73
MINSEC 8 MEMB 2 3 15 22 29 44 67 TO 73
MAXMAIN 20 MEMB 2 3 15 22 29 44 67 TO 73
MAXSEC 8 MEMB 2 3 15 22 29 44 67 TO 73
TRACK 0 MEMB 2 3 15 22 29 44 67 TO 73
DESIGN BEAM 68 TO 73
DESIGN COLUMN 2 3 15 22 29 44 67
CONCRETE TAKE
END CONCRETE DESIGN
FINISH
************************************
STAAD REPORT

tngineer tnecKed Approved
Name: SNM VNIT
Date: 20-Oct-12
Structure Type SPACE FRAME
Number of Nodes 28 Highest Node
Number of Elements 53 Highest Beam
Included in this printout are results for load cases 45 73 VNIT
Section Properties
Prop Section Area
(cm2) (cm4) IK
(cm4) J
(cm4) Material
1 2
3 4 5 ISMC250 FR Rect 0.75x0.40 ISMC150FR Rect 0.45x0.23 Taper 77.340 3E3
41.760 1.04E3 133.440 2.78E 3 400E3 1.23E 3 45.6E 3 2.1E3 7.63E 3 1.41E6 1.56E 3 175E3 69.1 E 3 35.530
1.07E6
8.770
124E3
88.269 STEEL CONCRETE STEEL CONCRETE
STEEL
Basic Load Cases

Number Name
DEAD LOAD
WL-1
WL-2
WL-3
LL
MH
QUARTER
LL LEFT
LL RIGHT

Combination Load Cases
Combination L/C Name

Comb. Com
101 DL+WL-1
102 DL+WL-2
103 DL+WL-3
104 DL-< LL
105 DL+MH
106 DL+ QUARTER
107 DL+LL-LEFT
108 DL+LL-RIGHT
Load Generators

Primary
1 2 1 3 1 4 1 5 1 6 1 7 1 S 1
g

DEAD LOAD
WL-1
DEAD LOAD
WL-2
DEAD LOAD
WL-3
DEAD LOAD
LL
DEAD LOAD
MH
DEAD LOAD
QUARTER
DEAD LOAD
LLLEFT
DEAD LOAD
LL RIGHT

Primary L/C Name

There is no data ol this type.


-~t$-
E&l.^i"--. "32 '33'
E&2- 3'A .... 36~-
^fe*-., 35 .
41-. ^5 .. ".33"-"- -'40-.
X " - .
"v, " — -•■
■ ■'.:• x
-'■42 44 ^43
V Load 101 : Displscmi *SHt
IVhote Structure Displacements 1mm:lmm 101 DL+WL-1 (Input data was modified after picture taken)

Whole Structure Beam Stress 50000mm:mm 101 DL+WL-1
Beam Displacement Detail Summary
Displacements shown in italic indicate the presence of an offset

Beam

L/C

(mm)

(mm)

(mm)

(mm)

Resultant

MaxX 33 104:DL+LL
MinX 32 104:DL+LL
MaxY 32 2:WL-1
MinY 32 104:DL+LL
MaxZ 51 104:DL+LL
MinZ 65 104:DL+LL
Max Rst 33 104.-DL+LL

4E3 11.947 -13.627 -0.005 18.123
4E3 -11.947 -13.627 -0.005 18.123
4E3 8.629 8.289 0,005 11.965
4E3 -11.947 -13.627 -0.005 18.123
6.7E3 4.020 -8.124 2.620 9.436
6.7E3 4.020 -8.124 -2.620 9.436
4E3 11.947 -13.627 -0.005 18.123

Node Displacement Summary
Node L/C X Y Z Resultant rX rY rZ
(mm) (mm) (mm) (mm) (rad) (rad) (rad)
Max X 6 104:DL+LL 0.077 -9.957 -0.001 9.957 -0.001 -0.001 -0.003
Min X 8 104:DL+LL -0.077 -9.957 -0.001 9.957 -0.001 0.001 0.003
Max Y 8 2:WL-1 0.055 6.159 0.003 6.159 0.000 -0.000 -0.002
Min Y 8 104:DL+LL -0.077 -9.957 -0.001 9.957 -0.001 0.001 0.003
Max Z 26 104:DL+LL -0.000 -0.050 0.063 0.081 0.000 -0.000 0.000
Min Z 42 104:DL+LL -0.00D -0.050 -0.063 0.081 -0.000 0.000 0.000
Maxr X 28 104:DL+LL -0.029 -4.368 -0.009 4.369 0.004 -0.003 0.001
Minr X 44 104.-DL+LL -0.029 -4.368 0.009 4.369 -0.004 0.003 0.001
Maxr Y 44 104:DL+LL -0.029 -4.368 0.009 4.369 -0.004 0.003 0.001
MinrY 28 104:DL+LL -0.029 -4.368 -0.009 4.369 0.004 -0.003 0.001
MaxrZ 8 104:DL+LL -0.077 -9.957 -0.001 9.957 -0.001 0.001 0.003
MinrZ 6 104:DL+LL 0.077 -9.957 -0.001 9.957 -0.001 -0.001 -O.003
Max Rst 8 104:DL+LL -0.077 -9.957 -0.001 9.957 -0.001 0.001 0.003
Beam Combined Axial and Bending Stresses Summarv Max Tens
Max





Beam L/C Length Stress d Corner Stress d Corner
(mm) (N/mm*) (mm) (N/mm*) (mm)
2 1:DEADLOAD 5.5E3 0.407 5.5E3 2 -0.241 5.5E3 1
2-.WL-1 5.5E3 0.007 5.5E3 1 -0.107 5.5E3 2
3:WL-2 5.5E3 0.004 5.5E3 1 -0.063 5.5E3 2
4:WL-3 5.5E3 0.002 5.5E3 1 -0.027 5.5E3 2
5:LL 5.5E3 0.106 5.5E3 2 -0.007 5.5E3
6: MM 5.5E3 0.053 5.5E3 2 -0.003 5.5E3
7:CJARTER 5.5E3 0.066 5.5E3 2 -0.005 5.5E3
8:LL LEFT 5.5E3 0.080 5.5E3 2 -0.005 5.5E3
9:LL RIGHT 5.5E3 0.026 5.5E3 2 -0.001 5.5E3
101:DL+WL-1 5.5E3 0.304 0.000 1 -0.234 5.5E3
102:DL+WL-2 5.5E3 0.344 5.5E3 2 -0.237 5.5E3
103:DL+WL-3 5.5E3 0.380 5.5E3 2 -0.239 5.5E3
104;OL+LL 5.5E3 0.513 5.5E3 2 -0.248 5.5E3
105:DL+MH 5.5E3 0.459 5.5E3 2 -0.244 5.5E3
1;JU:0L+QUART 5.5E3 0.473 5.5E3 2 -0.246 5.5E3
1- ':OL-H_L- 5.5E3 0.487 5.5E3 2 -0.247 5.5E3
1U.-.:JL+LL- 5.5E3 0.433 5.5E3 2 -0.242 5.5E3
3 1:DE/OLOAD
2:WL-1
3:WL-2
5:1.
6 ,1
7 ..,ARTER
e .LEFT
L .i-IGHT 5.5E3 5.5E3 5.5E3 5.5E3 5.5E3 5.5E3 5.5E3 5.5E3 5.5E3 0,397
0.243 0.122 Q.150 0.182
0.061 5.5E3
5.5E3 5.5E3
5.5E3 5.5E3 5.5E3 1 -0.137 -0.245 -0.145 -0.061 5.5E3 5.5E3 5.5E3 5.5E3
1 LL+WL-1 5.5E3 0.201 0.000 -0.163 5.5E3 2
1 -. ..L+WL-2 5.5E3 0.279 0.000 -0.152 5.5E3 2
1', : X+WL-3 5.5E3 0.344 0.000 -0.143 5.5E3 2
1. ..L+LL 5.5E3 0.641 5.5E3 -0.110 5.5E3 2
1; .L+MH 5.5E3 0.519 5.5E3 -0.124 5.5E3 2
1 L+QUART 5.5E3 0.547 5.5E3 -0.120 5.5E3 2
1 ..L+LL- 5.5E3 0.579 5.5E3 -0.117 5.5E3 2
1 . L+LL- 5.5E3 0.458 5.5E3 -0.130 5.5E3 2
5 1 . IMJLOAD 5.25E 3 18.323 0.000 3 -18.650 0.000 1
'<- .-1 5.25E 3 48.278 5.25E 3 2 -46.351 5.25E 3 1
3 L-2 5.25E 3 30.408 5.25E 3 2 -29.193 5.25E 3 1
4 L-3 5.25E 3 12.878 5.25E 3 2 -12.364 5.25E 3 1
5. .. 5.25E 3 53.J19 5.25E 3 1 -55.331 5.25E 3 2

6 - H 5.25E 3 37.148 5.25E 3 1 -38-701 5.25E 3 2
JARfER 5.25E 3 16.092 5.25E 3 4 -16.754 5.25E 3 2
. LEFT 5.25E 3 26.788 5.25E 3 1 -27.897 5.25E 3 2
_ RIGHT 5.25E 3 26.331 5.25E 3 1 -27.435 5.25E 3 2
. DL+WL-1 5.25E 3 37.555 5.25E 3 2 -36.098 5.25E 3 1
DL+WL-2 5.25E 3 19.685 5.25E 3 2 -18.940 5.25E 3 1
OL+WL-3 5.25E 3 10.460 0.000 3 -10.429 0.000 1
V 3L+LL 5.25E 3 63.371 5.25E 3 1 -66.054 5.25E 3 2
1 DL+MH 5.25E 3 47.400 5.25E 3 1 -49423 5.25E 3 2
OL+QUART 5.25E 3 34.386 0.000 3 -35.173 0.000 1
DL+LL- 5.25E 3 41.327 0.000 3 -42.425 0.000 1
JL+LL- 5.25E 3 36.927 5.25E 3 1 -38.501 5.25E 3 2
:AD LOAD 5.25E 3 24.818 0.000 3 -25.674 0.000 1
■_-l 5.25E 3 41.697 0.000 1 -38.185 0.000 3
.-2 5.25E 3 24.812 0.000 1 -22.597 0.000 3
4 .-3 5.25E 3 10.516 0.000 1 -9.578 0.000 3
5 5.25E 3 38.095 0.000 3 -42.130 0.000
6 ! 5.25E 3 19.425 0.000 3 -22.260 0.000
7 ARTER 5.25E 3 22.920 0.000 3 -24.121 0.000
t LEFT 5.25E 3 28.098 0.000 3 -30.116 0.000
c RIGHT 5.25E 3 9.997 0.000 3 -12.014 0.000
1 ;i.+WL-1 5.25E 3 16.023 0.000 1 -13.367 0.000 3
'■ JL+WL-2 5.25E 3 4.908 0.000 3 -3.549 0.000
1 3L+WL-3 5.25E 3 15.483 0.000 3 -15.400 0.000
? )L+LL 5.25E 3 62.913 G.000 3 -67.804 0.000
1 )L+MH 5.25E 3 44.243 0.000 3 -47.934 0.000
1 !L+QUART 5.25E 3 47.738 0.000 3 -49.794 0.000
"t 1+LL- 5.25E 3 52.917 0.000 3 -55.790 0.000
1 ,^+LL- 5.25E 3 34.815 0.000 3 -37.687 0.000
-i ■\D LOAD 5.25E 3 18.323 0.000 3 -18.650 0.000
; -; 5.25E 3 48.278 5.25E 3 1 -46.351 5.25E 3 2
0 :>_ 5.25E 3 30.408 5.25E 3 1 -29.193 5.25E 3 2
£ _-3 5.25E 3 12.878 5.25E 3 1 -12.364 5.25E 3 2
,[ 5.25E 3 53.119 5.25E 3 2 -55.331 5.25E 3 1
e 5.25E 3 37.147 5.25E 3 2 -38.700 5.25E 3 1
7 ■\RTER
5.25E 3 16.092 5.25E 3 3 -16.754 5.25E 3 1
t EFT 5.25E 3 26.788 5.25E 3 2 -27.897 5.25E 3 1
«.. .1GHT 5.25E 3 26.331 5.25E 3 2 -27.434 5.25E 3 1
i -+WL-1 5.25E 3 37.555 5.25E 3 1 -36.098 5.25E 3 2
i ..+WL-2 5.25E 3 19.685 5.25E 3 1 -18.940 5.25E 3 2
i ...+WL-3 5.25E 3 10.460 0.000 3 -10.429 0.000 1
1 ..+LL 5.25E 3 63.371 5.25E 3 2 -66.054 5.25E 3 1
1 _ + MH 5.25E 3 47.400 5.25E 3 2 -49.423 5.25E 3 1
1 L +QUART 5.25E 3 34.386 0.000 3 -35.173 0.000 1
1 DL+LL- 5.25E 3 41.328 0.000 3 -42.425 0.000 1
1 ■DULL- 5.25E 3 36.927 5.25E 3 2 -38.501 5.25E 3 1
i ~At) LOAD 5.25E 3 24.818 0.000 3 -25.674 0.000 1
2. L-- 5.25E 3 41.697 0.000 1 -38.185 0.000 3
3 L-2 5.25E 3 24.812 0.000 1 -22.597 0.000 3
4 L-:s 5.25E 3 10.516 0.000 1 -9.578 0.000 3
5 5.25E 3 38.095 0.000 3 -42.130 0.000
6 1 5.25E 3 19.425 0.000 3 -22,260 0.000
7 jUARTER 5.25E 3 22.920 0.000 3 -24.121 0.000
e LLCFT 5.25E 3 28.098 0.000 3 -30.116 0.000
c^ L RiGHT 5.25E 3 9.997 0.000 3 -12.014 0.000
1 l:Dl 'WL-1 5.25E 3 16.023 0.000 1 -13.367 0.000 3
1 2:Ot 'WL-2 5.25E 3 4.908 0.000 3 -3.549 0.000
1. J:Dl_+WL-3 5.25E 3 15.483 0.000 3 -15.400 0.000
1 i:D: -ILL 5.25E 3 62.913 0.000 3 -67.804 0.000
1 ;:D,- + MH 5.25E 3 44.243 0.000 3 -47.934 0.000
1 ':DL+QUART 5.25E 3 47.738 0.000 3 -49.795 0.000

CLAIM
I claim to protect all the rights for complete designing and installation of trussless railway platform shed along with its variations/alterations mentioned in above report.
I claim to reserve the right to allot or depute agency for any scope of work. None of the work of this kind or alteration mention in this report shall proceed without my prior concern or service.