oberoi nallah design report
TRANSCRIPT
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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
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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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Incilne Reality
Skycity Residential Project
MumbaiDESIGN OF 1.9m x 2m BOX DRAIN
Cal. by VVP; Chk. by :AMS
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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Incilne Reality
Skycity Residential Project
MumbaiDESIGN OF 1.9m x 2m BOX DRAIN
Cal. by VVP; Chk. by :AMS
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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Incilne Reality
Skycity Residential Project
MumbaiDESIGN OF 1.9m x 2m BOX DRAIN
Cal. by VVP; Chk. by :AMS
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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MumbaiDESIGN OF 1.9m x 2m BOX DRAIN
Cal. by VVP; Chk. by :AMS
Date : March 2016
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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Skycity Residential Project
MumbaiDESIGN OF 1.9m x 2m BOX DRAIN
Cal. by VVP; Chk. by :AMS
Date : March 2016
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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Skycity Residential Project
MumbaiDESIGN OF 1.9m x 2m BOX DRAIN
Cal. by VVP; Chk. by :AMS
Date : March 2016
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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Skycity Residential Project
MumbaiDESIGN OF 1.9m x 2m BOX DRAIN
Cal. by VVP; Chk. by :AMS
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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Skycity Residential Project
MumbaiDESIGN OF 1.9m x 2m BOX DRAIN
Cal. by VVP; Chk. by :AMS
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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Skycity Residential Project
MumbaiDESIGN OF 1.9m x 2m BOX DRAIN
Cal. by VVP; Chk. by :AMS
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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Skycity Residential Project
MumbaiDESIGN OF 1.9m x 2m BOX DRAIN
Cal. by VVP; Chk. by :AMS
Date : March 2016
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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Job No Sheet No Rev
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By Date Chd
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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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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
2 Rect 0.25x1.00 2.5E+3 2.08E+6 130E+3 439E+3 CONCRETE
3 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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8/18/2019 Oberoi Nallah Design Report
20/22
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
6
Oberoi Nallah
Incline Reality
30-Mar-16
31-Mar-2016 14:28Oberoi Nallah.std
Print Time/Date: 31/03/2016 14:29 Print Run 6 of 8STAAD.Pro V8i (SELECTseries 4) 20.07.09.31
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
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Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
7
Oberoi Nallah
Incline Reality
30-Mar-16
31-Mar-2016 14:28Oberoi Nallah.std
Print Time/Date: 31/03/2016 14:29 Print Run 7 of 8STAAD.Pro V8i (SELECTseries 4) 20.07.09.31
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
-
8/18/2019 Oberoi Nallah Design Report
22/22
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
8
Oberoi Nallah
Incline Reality
30-Mar-16
31-Mar-2016 14:28Oberoi Nallah.std
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