Oberoi Nallah Design Report

8/18/2019 Oberoi Nallah Design Report

1/22

Rev. - R0

Mumbai - 400 055.

Legend, Block D, St. Anthony Road, Vakola, Santacruz East

AT BORIVILI EAST

April-16

Submitted by

Amiand

DESIGN OF BOX DRAIN - 1.9M X 2.0M

CONSTRUCTION OF RESIDENTIAL COMPLEX SKYCITY

ON PLOT BEARING CTS NO. 107/E

INCLINE RE LITY


2/22

Sr.No. DESCRIPTION

1 Introduction

2 Codes & Refernces

3 Data

4 Analysis & Design Philosophy of Box

5 Load calculation

6 Check for Bearing Pressure

7 Design of Box Culvert

8 Staad Output

CONTENTS


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Incilne Reality

Skycity Residential Project

MumbaiDESIGN OF 1.9m x 2m BOX DRAIN

Cal. by VVP; Chk. by :AMS

Date : March 2016

Rev. R0

1.0 INTRODUCTION

2.500 M

Haunch of 250 Horz. x 250 Vert. ] 0.00

250

1900

250 250 2500

2000

0.00 0 0.25 M 0

G.L. G.L.0.00

250

0 2400 0

2400

Figure : Cross Sectional Dimensions of Box Drain

2.0 CODES & REFERENCES

(a) IRC:6-2000 : Code of Practise for Conrete Road Bridges - Loads & Stresses

(b) IRC:21 : 2000 Code of Practise for Plain & Reinforced Conrete

The following document presents the calculations corresponding to a RCC box drain of span 1.90m & vertical

clearance of 2.0m, proposed as an realigned SWD for proposed construction of Residential building by Oberoi

Reality on plot bearing CTS No. 107/E at Borivali East. The structure is basically a RCC box carrying drain water

from the adjoining slums. As the existing SWD is in the center of the plot & fouls with the proposed building

structures, existing SWD has been realigned near the boundary of the plot. Proposed cross-section of the SWD

matches with the existing nalla cross-section

FND.

LVL

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Date : March 2016

Rev. R0

3.0 DATA

(a) Materials, Permissible Stresses & Design constants :

Grade of Concrete = M 40

Density of concrete = 2.5 t/m3

Permissible flexural compressive stress in concrete, scbc = 133 Kg/cm2

Grade of Reinforcing steel = Fe 500

Permissible tensile stress for flexure, sst = 2400 Kg/cm

Permissible tensile stress for shear = 2000 Kg/cm

Wearing coat -

Density of wearing coat = 0 T/m3

Thk. of wearing coat on top slab including future overlay = 0 mm

Design Constants -Modular ratio = 10

Neutral axis constant, n : {1 / [1+(sst / m.scbc )]} = 0.357

Lever arm constant : j = [ 1- ( n/3 ) ] = 0.881

Moment of resistance constant : Q = ( n x j x scbc / 2 ) = 20.975

(b) Properties of Backfill Soil :

Saturated Density of soil, gsat = 2.0 T/m

Angle of repose, f = 30 DegreeCoefficient of At-Rest earth pressure = 0.5

Max. permissible safe bearing capacity (assumed) = 15 T/m2

Permissible settlement (assumed) = 25 mm

Hence, Modulus of subgrade reaction for supports below box = 15 = 600 T/m2/m

0.025

(c) Physical Features of Box Culvert

Ground Level over Culvert = 2.500 m

Invert level of Culvert = 0.250 m

Thickness of walls = 250 mm

Thickness of top slab = 250 mm

Thickness of bottom slab = 250 mm

Thk. Of earth cushion on box = 0.000 m

(d) Loads Considered

(a) Dead loads - Self weight of box

(b) Water load - Weight of water inside Nalla(c) Earth Pressure including horz. Pressure due to live load surcharge

(d) Vehicular live load with impact - Class " A "

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Date : March 2016

Rev. R0

4.0 ANALYSIS & DESIGN PHILOSOPHY OF BOX

Rendered model in STAAD software

Idealised STAAD geomerty of box with Node numbers, is shown below.

STAAD Model showing Node Numbers

The box is modelled in STAAD software along centrelines of top, bottom slabs & walls and all the loads worked outbelow are input in the model. The design is done for a unitary strip of the box and the same is applied for the

entire length of the box. The support below the box raft is modelled as springs of stiffness proportionate to the

SBC & permissible settlement.

The design of the RCC box confirms to working stress design as stipulated in IRC-21:2000. Basically, all the walls

& slabs are checked against wokring loads to ascertain that the stresses in the materials, concrete & rebars do

not exceed the permissible limits as specified in above code. The box drain is checked for empty condition which is

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Date : March 2016

Rev. R0

STAAD Model showing Member Numbers

Mem er num ers an t eir engt s are ta u ate on o owing pages.

Weight of box is considered in the form of command " Selfweight ". Earth pressure is applied as

" Trapezoidal load " while other loads such as superimposed dead load, vehicular

applied in the form of " Uniformaly distributed loads ".

STAAD Input inc u ing various oa com inations an Ana ysis output i.e maximum orce enve ope

are given in Appen ix.

em ers t e r engt s :

Top Slab - Bottom Slab -

Mem. No. From Node To Node Length Mem. No. From Node To Node Length

1 18 20 250 19 1 2 250

2 20 21 412.5 20 2 3 412.5

3 21 22 412.5 21 3 4 412.5

4 22 23 412.5 22 4 5 412.5

5 23 24 412.5 23 5 6 412.5

6 24 19 250 24 6 7 250

2150 2150

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Rev. R0

Left Wall - Right Wall -Mem. No.

From NodeTo Node Length Mem. No.

From NodeTo Node Length

13 18 16 250 7 19 17 250

14 16 14 425 8 17 15 425

15 14 12 425 9 15 13 425

16 12 10 425 10 13 11 425

17 10 8 425 11 11 9 425

18 8 1 250 12 9 7 250

2200 2200

Calculation of Spring Stiffness :

Modulus of subgrade reaction, ksf x

S ( Half the distance between adjacent springs and spring under consideration )

600 t/cu.m. Springstiffness

(t/m)

K2,K6 = ((250+412.5)/2000*600) 198.8

K3, K4, K5 ((412.5+412.5)/2000*600) 247.5

5.0 LOAD CALCULATION

self weight of top slab = (0.25*2.5) = 0.625 T/m2

self weight of bottom slab = (0.25*2.5) = 0.625 T/m2

self weight of single wall = 2 x 0.25 x 2.5 = 1.250 T

In STAAD, weight of box is applied as Selfweight.

(b) Water Load :

C/S area of box = 1.9 x 2 = 3.80 m2

Weight of water = 3.8 x 1 = 3.8 T/m

Coefficient of At-rest earth pressure, Ka = 0.500

Height of equivalent earth fill corresponding to live load surcharge= 1.20 m

Spring stiffness at support =

(c) Horizontal Earth Pressure :

Ksf =

(a) Weight of Box :

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Rev. R0

Calculation of Horizontal force on Wall due to Earth Pressure

EP1 =

0.000

2.250

EP2 = EP3 =

2.500 1.200

EP1 and EP3 are due to backfill and EP2 is due to live load surcharge.

EP1 = 0.500 x 2.00 x 0 = 0.000 t/sq.m.

EP2 = 0.500 x 2.00 x 2.500 = 2.500 t/sq.m.

EP3 = 0.500 x 2.00 x 1.20 = 1.200 t/sq.m.

NODES Intensity due toEarth Pressure

18,19 1.200 t/sq.m16,17 1.484 t/sq.m

14,15 1.967 t/sq.m

12,13 2.450 t/sq.m

10,11 2.933 t/sq.m

8,9 3.416 t/sq.m

1,7 3.7 t/sq.m

In STAAD, Earth pressure is applied on wall members as Trapezoidal loads.

Vehicles considered are - Single lane of Class " AA"

Impact factor as per clause 211.2 (b) of IRC:6-2000 -

Impact factor = 4.5 / ( 6 + L ) ; L = 2.15 m

Impact factor = 1.250 since span is less than 9.0m

(d) Vehicular Live Load :

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Rev. R0

NOTE - Vehicles are placed at locations so as to achieve maximum span moment

Intensity of design live load = [ ( Impact factor x Axle load/s ) / ( Effective width x Dispersion width ) ]

Effective width of each wheel load is calculated as per clause 305.16.2 of IRC:21-2000

It will be along traffic direction.

Effective Width , beff is given by

beff = { a. a . [ 1- ( a / lo ) ] } + b1

a = Dist.of c.g of concentrated load from nearer support

= 2.6

b1 = Breadth of concentration area of the load

= Tyre dimension over contact area perpendicular to span + ( 2 x Thk. Of surface finish )

Dispersion width -

Dispersion width in transverse direction as per IRC:21-2000, Clause 305.16.3

bds = Tyre dimension parallel to span + (2 x Thk. of slab inclusive of surface finish )

( I ) Class " AA "

2.2

Axle load Contact Area as per IRC:6 0.6m 1m 0.6m

Dimension parallel Dimension perpendicular

to movement " B " (m) to movement " W " (m)

6.25 0.150 0.300 3.75t 6.25t 6.25t 3.75t

3.75 0.150 0.300 Class AA Loads

Case ( A ) : Load placed near Midspan for Max. Span Moment

Traffic Direction

C/L of Span

0.60 0.60

0.475 0.475

Effective Span = lo = 2.150

" b1 " for axle 1 & 2 = 0.3 + ( 2 x 0.000 ) = 0.300 m

Dimension of tyre Thk. of wearing coat

perpendicular to span

Axle2

Axle1

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Date : March 2016

Rev. R0

Net effective width :(1) If effective width for single wheel of an axle under consideration is Distance between centres ofwheels of same axle then -

Total effective width = Restriction to effective width + [ 1.80 + ( beff /2 ) ]

Axle Wheel Distance b1 Net Load per Dispersion width

mark Load from " beff " meter parallel to span for

support single wheel, "bds"

( t ) ' a ' (m) (m) (m) (m) ( t/m ) (m)

A1 10.00 0.475 0.300 3.462 2.888

> 1 m

A2 10.00 0.475 0.300 3.462 2.888

> 1 m

Load per meter , given in above table :

(1) If effective width for single wheel of an axle under consideration is Distance between centres ofwheels of same axle then -

Load per meter = Axle load under consideration / Net " beff "

Total Equivalent Load per unit area with impact :

C/L of Span

0.60 0.60

0.475 0.475

Effective Span = lo = 2.150

p1 = ( 1.250 x ( 2.888 + 2.888 )] / 0.650/ 2 = 5.56 t/sqm

Impact

Load per Load per

meter for axle A1 meter for axle A2

In STAAD, live load is applied as uniformly distributed load on relevant top slab members.

1.262

1.262 0.650

0.650

beff

A210 T

A110 T

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Date : March 2016

Rev. R0

6.0 CHECK FOR BEARING PRESSURE

Bearing pressure = Total vertical load at founding level for 1m wide strip / ( Width of foundation x 1m )

Total weight of box for 1m strip along length of box :

Cross sectional area of box = 2.325 m2

Weight of box per meter = 2.325 x 2.5 = 5.8125 t

Total weight of water for 1m strip along length of box : = 3.8 t

Max. Live Load for 1m strip along length of box :

Therefore total load per meter of box = 5.777 t

Total vertical load at founding level = 5.8125 + 3.8 + 5.777 = 15.39 t

Width of base slab = 2.400 m

Max.Bearing pressure acting = 15.39 / 2.40 = 6.412 t/sqm

Max. permissible bearing pressure = 15.00 t/sqm

Bearing pressure acting is lesser than max. permissible value.

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Date : March 2016

Rev. R0

7.0 DESIGN OF BOX CULVERT

7.1 DESIGN FOR FLEXURE

Summary of Moments : ( Refer STAAD Output for maximum force envelope )

Member Section location Moment Member Load Remark

Max. (tm) & Node Comb.

Top Slab Midspan 2.40 Mem. 3, 22 102 Sagging moment

Face of wall 1.90 Mem. 6, 19 102 Hogging moment

Bottom Midspan 2.80 Mem. 21, 4 102 Hogging moment

slab Face of wall 2.20 Mem. 19, 1 102 Sagging moment

Wall Midsection 0.80 Mem. 9, 13 101 Tension- inner face

Face of top slab -1.90 Mem. 13, 18 102 Tension- outer face

Face of bot. slab -2.20 Mem. 12, 7 102 Tension- outer face

BMD Envelope

Calculation of Tension Reinforcement :

Permissible flexural compressive stress in concrete, scbc = 133.333 Kg/cm

2

Permissible tensile stress for flexure, sst = 2400 Kg/cm2

Design Constants -

Lever arm constant, j = 0.881

Moment of resistance constant, Q = 20.975

Clear cover to reinforcement = 30 mm

Minimum tension steel required = 0.12 of Gross cross sectional area

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Rev. R0

Member Section location Design Overall Effective Effective Tension Provided steel

Moment Depth Prov. Depth Depth Steel

Provd. Reqd. Reqd Bar Dia. Spacing Area

Tm cms cms cms cm2 / m mm mm cm

2 / m

Top Midspan 2.40 25.0 21.40 10.70 5.30 12 200 5.65

slab Sag. Safe (0.248%) 0 175 Safe

Top Face of wall 1.90 33.3 29.83 9.52 4.00 10 150 5.24

slab Hog. * Safe (0.134%) 0 250 Safe

Bot. Midspan 2.80 25.0 21.40 11.55 6.19 12 175 6.46

slab Hog. Safe (0.289%) 0 300 Safe

Bot. Face of wall 2.20 33.3 29.83 10.24 4.00 10 150 5.24slab Sag. * Safe (0.134%) 0 250 Safe

Wall Midsection 0.80 25.0 21.60 6.18 3.00 8 150 3.35

Inner ten. Safe (0.139%) 0 200 Safe

Wall Face of top slab 1.90 33.3 29.83 9.52 4.00 10 150 5.24

Outer te ** Safe (0.134%) 0 250 SafeWall Face of bot. slab 2.20 33.3 29.83 10.24 4.00 10 150 5.24

Outer te ** Safe (0.134%) 0 250 Safe

* 83.33

As per IRC : 21,

250 tan a = 1 / 3

a

**.

b

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STAAD REPORT


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Software licensed to

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

Oberoi Nallah

Incline Reality

30-Mar-16

31-Mar-2016 14:28Oberoi Nallah.std

Print Time/Date: 31/03/2016 14:29 Print Run 1 of 8STAAD.Pro V8i (SELECTseries 4) 20.07.09.31

Job Information Engineer Checked Approved

Name:

Date: 30-Mar-16

Structure Type SPACE FRAME

Number of Nodes 24 Highest Node 24

Number of Elements 24 Highest Beam 24

Number of Basic Load Cases 3Number of Combination Load Cases 2

Included in this printout are data for:

All The Whole Structure

Included in this printout are results for load cases:

Type L/C Name

Primary 1 WEIGHT OF THE BOX

Primary 2 EARTH PRESSURE

Primary 3 CLASS "AA" FOR MAX BM AT MIDSPAN

Combination 101 DL + EP

Combination 102 (COMB FOR MAX BM)SELF + EP +LL[ C

NodesNode X

(m)

Y

(m)

Z

(m)

1 0.000 0.000 0.000

2 0.250 0.000 0.000

3 0.663 0.000 0.000

4 1.075 0.000 0.000

5 1.487 0.000 0.000

6 1.900 0.000 0.000

7 2.150 0.000 0.0008 0.000 0.250 0.000

9 2.150 0.250 0.000

10 0.000 0.675 0.000

11 2.150 0.675 0.000

12 0.000 1.100 0.000

13 2.150 1.100 0.000

14 0.000 1.525 0.000

15 2.150 1.525 0.000

16 0.000 1.950 0.000

17 2.150 1.950 0.000

18 0.000 2.200 0.000

19 2.150 2.200 0.000

20 0.250 2.200 0.000

21 0.663 2.200 0.000

22 1.075 2.200 0.000


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Oberoi Nallah

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Nodes Cont...Node X

(m)

Y

(m)

Z

(m)

23 1.487 2.200 0.000

24 1.900 2.200 0.000

BeamsBeam Node A Node B Length

(m)

Property

(degrees)

1 18 20 0.250 1 0

2 20 21 0.413 1 0

3 21 22 0.413 1 0

4 22 23 0.412 1 0

5 23 24 0.413 1 0

6 24 19 0.250 1 0

7 19 17 0.250 2 0

8 17 15 0.425 2 0

9 15 13 0.425 2 0

10 13 11 0.425 2 0

11 11 9 0.425 2 0

12 9 7 0.250 2 0

13 18 16 0.250 2 0

14 16 14 0.425 2 015 14 12 0.425 2 0

16 12 10 0.425 2 0

17 10 8 0.425 2 0

18 8 1 0.250 2 0

19 1 2 0.250 3 0

20 2 3 0.413 3 0

21 3 4 0.413 3 0

22 4 5 0.412 3 0

23 5 6 0.413 3 0

24 6 7 0.250 3 0

Section PropertiesProp Section Area

(cm2)

Iyy

(cm4)

Izz

(cm4)

J

(cm4)

Material

1 Rect 0.25x1.00 2.5E+3 2.08E+6 130E+3 439E+3 CONCRETE




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MaterialsMat Name E

(kN/mm2)

Density

(kg/m3)

(/°C)

1 STEEL 205.000 0.300 7.83E+3 12E -6

2 STAINLESSSTEEL 197.930 0.300 7.83E+3 18E -6

3 ALUMINUM 68.948 0.330 2.71E+3 23E -6

4 CONCRETE 21.718 0.170 2.4E+3 10E -6

SupportsNode X

(kN/mm)

Y

(kN/mm)

Z

(kN/mm)

rX

(kN-m/deg)

rY

(kN-m/deg)

rZ

(kN-m/deg)

1 - 0.750 - - - -

2 - 1.988 - - - -

3 - 2.475 - - - -

4 - 2.475 - - - -

5 - 2.475 - - - -

6 - 1.988 - - - -

7 - 0.750 - - - -

ReleasesThere is no data of this type.

Basic Load CasesNumber Name

1 WEIGHT OF THE BOX

2 EARTH PRESSURE

3 CLASS "AA" FOR MAX BM AT MIDSPAN

Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor

101 DL + EP 1 WEIGHT OF THE BOX 1.00

2 EARTH PRESSURE 1.00

102 (COMB FOR MAX BM)SELF + EP +LL[ C 1 WEIGHT OF THE BOX 1.00

2 EARTH PRESSURE 1.00

3 CLASS "AA" FOR MAX BM AT MIDSPAN 1.00

Load GeneratorsThere is no data of this type.


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Selfweight : 1 WEIGHT OF THE BOXDirection Factor

Y -1.000

Beam Loads : 2 EARTH PRESSUREBeam Type Direction Fa Da

(m)

Fb Db Ecc.

(m)

7 TRAP kN/m GX -12.000 - -14.840 - -

8 TRAP kN/m GX -14.840 - -19.670 - -

9 TRAP kN/m GX -19.670 - -24.500 - -

10 TRAP kN/m GX -24.500 - -29.330 - -

11 TRAP kN/m GX -29.330 - -34.160 - -

12 TRAP kN/m GX -34.160 - -37.000 - -

13 TRAP kN/m GX 12.000 - 14.840 - -

14 TRAP kN/m GX 14.840 - 19.670 - -

15 TRAP kN/m GX 19.670 - 24.500 - -

16 TRAP kN/m GX 24.500 - 29.330 - -

17 TRAP kN/m GX 29.330 - 34.160 - -

18 TRAP kN/m GX 34.160 - 37.000 - -

Beam Loads : 3 CLASS "AA" FOR MAX BM AT MIDSPANBeam Type Direction Fa Da

(m)

Fb Db Ecc.

(m)

1 UNI kN/m GY -66.500 - - - -

2 UNI kN/m GY -66.500 - - - -

3 UNI kN/m GY -66.500 - - - -

4 UNI kN/m GY -66.500 - - - -

5 UNI kN/m GY -66.500 - - - -

6 UNI kN/m GY -66.500 - - - -

Node Displacement SummaryNode L/C X

(mm)

Y

(mm)

Z

(mm)

Resultant

(mm)

rX

(rad)

rY

(rad)

rZ

(rad)

Max X 13 3:CLASS "AA" 0.266 -11.342 0.000 11.345 0.000 0.000 -0.000

Min X 12 3:CLASS "AA" -0.266 -11.342 0.000 11.345 0.000 0.000 0.000

Max Y 22 2:EARTH PRE 0.002 0.166 0.000 0.166 0.000 0.000 0.000

Min Y 22 102:(COMB F 0.002 -15.687 0.000 15.687 0.000 0.000 0.000

Max Z 1 1:WEIGHT OF 0.000 -4.031 0.000 4.031 0.000 0.000 0.000

Min Z 1 1:WEIGHT OF 0.000 -4.031 0.000 4.031 0.000 0.000 0.000

Max rX 1 1:WEIGHT OF 0.000 -4.031 0.000 4.031 0.000 0.000 0.000

Min rX 1 1:WEIGHT OF 0.000 -4.031 0.000 4.031 0.000 0.000 0.000

Max rY 1 1:WEIGHT OF 0.000 -4.031 0.000 4.031 0.000 0.000 0.000

Min rY 1 1:WEIGHT OF 0.000 -4.031 0.000 4.031 0.000 0.000 0.000

Max rZ 24 3:CLASS "AA" -0.000 -11.495 0.000 11.495 0.000 0.000 0.001Min rZ 20 3:CLASS "AA" 0.000 -11.495 0.000 11.495 0.000 0.000 -0.001

Max Rst 22 102:(COMB F 0.002 -15.687 0.000 15.687 0.000 0.000 0.000


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Beam Displacement Detail SummaryDisplacements shown in italic indicate the presence of an offset

Beam L/C d

(m)

X

(mm)

Y

(mm)

Z

(mm)

Resultant

(mm)

Max X 9 3:CLASS "AA" 0.425 0.266 -11.342 0.000 11.345

Min X 15 3:CLASS "AA" 0.425 -0.266 -11.342 0.000 11.345

Max Y 3 2:EARTH PRE 0.413 0.002 0.166 0.000 0.166

Min Y 3 102:(COMB F 0.413 0.002 -15.687 0.000 15.687

Max Z 1 1:WEIGHT OF 0.000 -0.000 -4.036 0.000 4.036

Min Z 1 1:WEIGHT OF 0.000 -0.000 -4.036 0.000 4.036

Max Rst 3 102:(COMB F 0.413 0.002 -15.687 0.000 15.687

Beam End Displacement SummaryDisplacements shown in italic indicate the presence of an offset

Beam Node L/C X

(mm)

Y

(mm)

Z

(mm)

Resultant

(mm)

Max X 9 13 3:CLASS "AA" 0.266 -11.342 0.000 11.345

Min X 15 12 3:CLASS "AA" -0.266 -11.342 0.000 11.345

Max Y 3 22 2:EARTH PRE 0.002 0.166 0.000 0.166

Min Y 3 22 102:(COMB F 0.002 -15.687 0.000 15.687

Max Z 1 18 1:WEIGHT OF -0.000 -4.036 0.000 4.036

Min Z 1 18 1:WEIGHT OF -0.000 -4.036 0.000 4.036

Max Rst 3 22 102:(COMB F 0.002 -15.687 0.000 15.687

Beam End Force SummaryThe signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largesttension value for an beam.

Axial Shear Torsion Bending

Beam Node L/C Fx

(kN)

Fy

(kN)

Fz

(kN)

Mx

(kNm)

My

(kNm)

Mz

(kNm)

Max Fx 12 7 102:(COMB FO 90.779 -32.888 -0.000 -0.000 -0.000 21.111

Min Fx 1 18 1:WEIGHT OF -1.446 6.332 0.000 0.000 0.000 0.598

Max Fy 24 6 102:(COMB FO 32.888 80.784 0.000 0.000 0.000 -1.099

Min Fy 19 2 102:(COMB FO 32.888 -80.784 -0.000 -0.000 -0.000 -1.099

Max Fz 1 18 1:WEIGHT OF -1.446 6.332 0.000 0.000 0.000 0.598Min Fz 1 18 1:WEIGHT OF -1.446 6.332 0.000 0.000 0.000 0.598

Max Mx 1 18 1:WEIGHT OF -1.446 6.332 0.000 0.000 0.000 0.598

Min Mx 1 18 1:WEIGHT OF -1.446 6.332 0.000 0.000 0.000 0.598

Max My 1 18 1:WEIGHT OF -1.446 6.332 0.000 0.000 0.000 0.598

Min My 1 18 1:WEIGHT OF -1.446 6.332 0.000 0.000 0.000 0.598

Max Mz 21 4 102:(COMB FO 32.888 -18.433 -0.000 -0.000 -0.000 27.390

Min Mz 3 22 3:CLASS "AA" 0.320 0.000 -0.000 -0.000 -0.000 -25.648


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Beam Force Detail SummarySign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given frombeam end A.

Axial Shear Torsion Bending

Beam L/C d

(m)

Fx

(kN)

Fy

(kN)

Fz

(kN)

Mx

(kNm)

My

(kNm)

Mz

(kNm)

Max Fx 12 102:(COMB F 0.250 90.779 -32.888 -0.000 -0.000 -0.000 21.111

Min Fx 1 1:WEIGHT OF 0.000 -1.446 6.332 0.000 0.000 0.000 0.598

Max Fy 24 102:(COMB F 0.000 32.888 80.784 0.000 0.000 0.000 -1.099

Min Fy 19 102:(COMB F 0.250 32.888 -80.784 -0.000 -0.000 -0.000 -1.099

Max Fz 1 1:WEIGHT OF 0.000 -1.446 6.332 0.000 0.000 0.000 0.598

Min Fz 1 1:WEIGHT OF 0.000 -1.446 6.332 0.000 0.000 0.000 0.598

Max Mx 1 1:WEIGHT OF 0.000 -1.446 6.332 0.000 0.000 0.000 0.598

Min Mx 1 1:WEIGHT OF 0.000 -1.446 6.332 0.000 0.000 0.000 0.598

Max My 1 1:WEIGHT OF 0.000 -1.446 6.332 0.000 0.000 0.000 0.598

Min My 1 1:WEIGHT OF 0.000 -1.446 6.332 0.000 0.000 0.000 0.598

Max Mz 21 102:(COMB F 0.413 32.888 -18.433 -0.000 -0.000 -0.000 27.390

Min Mz 3 3:CLASS "AA" 0.413 0.320 0.000 -0.000 -0.000 -0.000 -25.648

Beam Combined Axial and Bending Stresses Summary

Max Comp Max Tens

Beam L/C Length

(m)

Stress

(kN/m2)

d

(m)

Corner Stress

(kN/m2)

d

(m)

Corner

1 1:WEIGHT OF 0.250 71.101 0.250 1 -82.669 0.250 3

2:EARTH PRE 0.250 545.050 0.000 3 -367.952 0.000 1

3:CLASS "AA" 0.250 1.23E+3 0.000 3 -1.23E+3 0.000 1

101:DL + EP 0.250 596.682 0.000 3 -431.153 0.000 1

102:(COMB F 0.250 1.82E+3 0.000 3 -1.66E+3 0.000 1

2 1:WEIGHT OF 0.413 215.430 0.413 1 -226.998 0.413 3

2:EARTH PRE 0.413 545.050 0.000 3 -367.952 0.000 1

3:CLASS "AA" 0.413 1.92E+3 0.413 1 -1.92E+3 0.413 3

101:DL + EP 0.413 462.381 0.000 3 -296.851 0.000 1

102:(COMB F 0.413 1.77E+3 0.413 1 -1.6E+3 0.413 3

3 1:WEIGHT OF 0.413 263.540 0.413 1 -275.108 0.413 3

2:EARTH PRE 0.413 545.050 0.000 3 -367.952 0.000 1

3:CLASS "AA" 0.413 2.46E+3 0.413 1 -2.46E+3 0.413 3101:DL + EP 0.413 318.051 0.000 3 -152.522 0.000 1

102:(COMB F 0.413 2.36E+3 0.413 1 -2.19E+3 0.413 3

4 1:WEIGHT OF 0.412 263.540 0.000 1 -275.108 0.000 3

2:EARTH PRE 0.412 545.050 0.000 3 -367.952 0.000 1

3:CLASS "AA" 0.412 2.46E+3 0.000 1 -2.46E+3 0.000 3

101:DL + EP 0.412 318.051 0.412 3 -152.522 0.412 1

102:(COMB F 0.412 2.36E+3 0.000 1 -2.19E+3 0.000 3

5 1:WEIGHT OF 0.413 215.430 0.000 1 -226.998 0.000 3

2:EARTH PRE 0.413 545.050 0.000 3 -367.952 0.000 1

3:CLASS "AA" 0.413 1.92E+3 0.000 1 -1.92E+3 0.000 3

101:DL + EP 0.413 462.381 0.413 3 -296.851 0.413 1

102:(COMB F 0.413 1.77E+3 0.000 1 -1.6E+3 0.000 3

6 1:WEIGHT OF 0.250 71.101 0.000 1 -82.669 0.000 3

2:EARTH PRE 0.250 545.050 0.000 3 -367.952 0.000 1

3:CLASS "AA" 0.250 1.23E+3 0.250 3 -1.23E+3 0.250 1


21/22


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

7

Oberoi Nallah

Incline Reality

30-Mar-16



Beam Combined Axial and Bending Stresses Summary Cont...

Max Comp Max Tens

Beam L/C Length

(m)

Stress

(kN/m2)

d

(m)

Corner Stress

(kN/m2)

d

(m)

Corner

101:DL + EP 0.250 596.682 0.250 3 -431.153 0.250 1

102:(COMB F 0.250 1.82E+3 0.250 3 -1.66E+3 0.250 1

7 1:WEIGHT OF 0.250 123.340 0.250 3 -60.902 0.250 1

2:EARTH PRE 0.250 456.501 0.000 3 -456.501 0.000 1

3:CLASS "AA" 0.250 1.51E+3 0.000 3 -940.632 0.000 1

101:DL + EP 0.250 539.246 0.000 3 -488.589 0.000 1

102:(COMB F 0.250 2.05E+3 0.000 3 -1.43E+3 0.000 1

8 1:WEIGHT OF 0.425 192.352 0.425 3 -109.886 0.425 12:EARTH PRE 0.425 659.646 0.425 1 -659.646 0.425 3

3:CLASS "AA" 0.425 1.5E+3 0.000 3 -932.944 0.000 1

101:DL + EP 0.425 549.759 0.425 1 -467.294 0.425 3

102:(COMB F 0.425 1.59E+3 0.000 3 -957.894 0.000 1

9 1:WEIGHT OF 0.425 261.364 0.425 3 -158.871 0.425 1

2:EARTH PRE 0.425 942.261 0.425 1 -942.261 0.425 3

3:CLASS "AA" 0.425 1.49E+3 0.000 3 -919.875 0.000 1

101:DL + EP 0.425 783.391 0.425 1 -680.898 0.425 3

102:(COMB F 0.425 1.02E+3 0.000 3 -370.115 0.000 1

10 1:WEIGHT OF 0.425 330.375 0.425 3 -207.855 0.425 1

2:EARTH PRE 0.425 950.323 0.071 1 -950.323 0.071 3

3:CLASS "AA" 0.425 1.48E+3 0.000 3 -906.805 0.000 1

101:DL + EP 0.425 784.839 0.035 1 -680.898 0.000 3

102:(COMB F 0.425 995.964 0.425 3 -301.543 0.425 1

11 1:WEIGHT OF 0.425 399.387 0.425 3 -256.839 0.425 1

2:EARTH PRE 0.425 800.047 0.000 1 -800.047 0.000 3

3:CLASS "AA" 0.425 1.47E+3 0.000 3 -893.735 0.000 1

101:DL + EP 0.425 592.192 0.000 1 -469.671 0.000 3

102:(COMB F 0.425 1.7E+3 0.425 3 -988.255 0.425 1

12 1:WEIGHT OF 0.250 439.982 0.250 3 -285.654 0.250 1

2:EARTH PRE 0.250 504.897 0.250 3 -504.897 0.250 1

3:CLASS "AA" 0.250 1.45E+3 0.000 3 -880.665 0.000 1

101:DL + EP 0.250 944.879 0.250 3 -790.550 0.250 1

102:(COMB F 0.250 2.39E+3 0.250 3 -1.66E+3 0.250 1

13 1:WEIGHT OF 0.250 123.340 0.250 1 -60.902 0.250 32:EARTH PRE 0.250 456.501 0.000 1 -456.501 0.000 3

3:CLASS "AA" 0.250 1.51E+3 0.000 1 -940.633 0.000 3

101:DL + EP 0.250 539.246 0.000 1 -488.589 0.000 3

102:(COMB F 0.250 2.05E+3 0.000 1 -1.43E+3 0.000 3

14 1:WEIGHT OF 0.425 192.352 0.425 1 -109.886 0.425 3

2:EARTH PRE 0.425 659.646 0.425 3 -659.646 0.425 1

3:CLASS "AA" 0.425 1.5E+3 0.000 1 -932.944 0.000 3

101:DL + EP 0.425 549.759 0.425 3 -467.294 0.425 1

102:(COMB F 0.425 1.59E+3 0.000 1 -957.894 0.000 3

15 1:WEIGHT OF 0.425 261.364 0.425 1 -158.871 0.425 3

2:EARTH PRE 0.425 942.261 0.425 3 -942.261 0.425 1

3:CLASS "AA" 0.425 1.49E+3 0.000 1 -919.875 0.000 3

101:DL + EP 0.425 783.391 0.425 3 -680.898 0.425 1

102:(COMB F 0.425 1.02E+3 0.000 1 -370.115 0.000 3

16 1:WEIGHT OF 0.425 330.375 0.425 1 -207.855 0.425 3


22/22


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

8

Oberoi Nallah

Incline Reality

30-Mar-16


Beam Combined Axial and Bending Stresses Summary Cont...

Max Comp Max Tens

Beam L/C Length

(m)

Stress

(kN/m2)

d

(m)

Corner Stress

(kN/m2)

d

(m)

Corner

2:EARTH PRE 0.425 950.323 0.071 3 -950.323 0.071 1

3:CLASS "AA" 0.425 1.48E+3 0.000 1 -906.805 0.000 3

101:DL + EP 0.425 784.839 0.035 3 -680.898 0.000 1

102:(COMB F 0.425 995.964 0.425 1 -301.544 0.425 3

17 1:WEIGHT OF 0.425 399.387 0.425 1 -256.839 0.425 3

2:EARTH PRE 0.425 800.047 0.000 3 -800.047 0.000 1

3:CLASS "AA" 0.425 1.47E+3 0.000 1 -893.735 0.000 3

101:DL + EP 0.425 592.192 0.000 3 -469.671 0.000 1102:(COMB F 0.425 1.7E+3 0.425 1 -988.255 0.425 3

18 1:WEIGHT OF 0.250 439.982 0.250 1 -285.654 0.250 3

2:EARTH PRE 0.250 504.897 0.250 1 -504.897 0.250 3

3:CLASS "AA" 0.250 1.45E+3 0.000 1 -880.666 0.000 3

101:DL + EP 0.250 944.879 0.250 1 -790.550 0.250 3

102:(COMB F 0.250 2.39E+3 0.250 1 -1.66E+3 0.250 3

19 1:WEIGHT OF 0.250 368.602 0.000 1 -357.034 0.000 3

2:EARTH PRE 0.250 631.948 0.000 1 -377.846 0.000 3

3:CLASS "AA" 0.250 1.16E+3 0.000 1 -1.16E+3 0.000 3

101:DL + EP 0.250 1E+3 0.000 1 -734.879 0.000 3

102:(COMB F 0.250 2.16E+3 0.000 1 -1.9E+3 0.000 3

20 1:WEIGHT OF 0.413 486.885 0.413 3 -475.317 0.413 1

2:EARTH PRE 0.413 630.711 0.000 1 -376.609 0.000 3

3:CLASS "AA" 0.413 1.96E+3 0.413 3 -1.97E+3 0.413 1

101:DL + EP 0.413 591.207 0.000 1 -325.537 0.000 3

102:(COMB F 0.413 2.08E+3 0.413 3 -1.82E+3 0.413 1

21 1:WEIGHT OF 0.413 631.548 0.413 3 -619.980 0.413 1

2:EARTH PRE 0.413 626.708 0.000 1 -372.606 0.000 3

3:CLASS "AA" 0.413 2.5E+3 0.413 3 -2.5E+3 0.413 1

101:DL + EP 0.413 260.786 0.413 3

102:(COMB F 0.413 2.76E+3 0.413 3 -2.5E+3 0.413 1

22 1:WEIGHT OF 0.412 631.548 0.000 3 -619.980 0.000 1

2:EARTH PRE 0.412 626.708 0.412 1 -372.606 0.412 3

3:CLASS "AA" 0.412 2.5E+3 0.000 3 -2.5E+3 0.000 1

101:DL + EP 0.412 260.786 0.000 1102:(COMB F 0.412 2.76E+3 0.000 3 -2.5E+3 0.000 1

23 1:WEIGHT OF 0.413 486.885 0.000 3 -475.317 0.000 1

2:EARTH PRE 0.413 630.711 0.413 1 -376.609 0.413 3

3:CLASS "AA" 0.413 1.96E+3 0.000 3 -1.97E+3 0.000 1

101:DL + EP 0.413 591.207 0.413 1 -325.536 0.413 3

102:(COMB F 0.413 2.08E+3 0.000 3 -1.82E+3 0.000 1

24 1:WEIGHT OF 0.250 368.602 0.250 1 -357.034 0.250 3

2:EARTH PRE 0.250 631.948 0.250 1 -377.846 0.250 3

3:CLASS "AA" 0.250 1.16E+3 0.250 1 -1.16E+3 0.250 3

101:DL + EP 0.250 1E+3 0.250 1 -734.879 0.250 3

102:(COMB F 0.250 2.16E+3 0.250 1 -1.9E+3 0.250 3

Documents

Oberoi Nallah Design Report