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PROJECT NAME: INFRASTRUCTURE WORK FOR VIKRAM UDYOGPURI
NEAR UJJAIN, MADHYA PRADESH
EMPLOYER: VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA
PRADESH
EMPLOYERS CONSULTANT:
AECOM ASIA COMPANY LTD.
EPC CONTRACTOR:
SPML-OM METALS (JV)
CONSULTANT:
SANGUINE INFRA TECH PVT. LTD.
38 Mezzanine Floor, Kuber Complex, Opposite Laxmi Industrial Estate, Lind Road, Andheri (West), Mumbai 400053Mobile : 9820349717 Ph: 91-22-26743321 Email:[email protected] Website : www.sanguineinfra.com
TITLE: APPROVAL STAMP:
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ONT NT
Cl. Description Page
No. No.
1 Scope of the Report 2
2 Design Methodology 3
3 Design Data 5
4 Design Assumptions 6
5 References 7
6 List of Drawings 8
7 Calculations 9
8 Substructure Analysis 12
9 Design of Footing 15
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1.0) SCOPE OF THE REPORT :
1.1 This submission contains the design of Prestressed Precast Boundary Wall with Precast
Open Isolated footing at Development of Vikram Udyogpuri Near Ujjain. The column are
spaced at 2.25m centre of centre.
The report presents the design of Precast footing, Prestressed Precast Column andPrestressed Precast Plank .
Footing is RCC Precast Concrete
Column is Prestressed Precast Concrete
Plank is Prestressed Precast Concrete
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2.0) DESIGN METHODOLOGY :
2.1 ) The design has been carried generally in accordance with the design loadings as per
IS 875 Part-1 and Part-3.
2.2 ) The design approach is to consider structure subjected to both static loading ( due to dead
loads, variable load due to wind.)
2.3 ) SBC considered is 7.5 t/m2
at 1.0m below GL. However footing depth required is 0.4m and
soil cover of 0.60m is considered. Hence footing bottom below GL kept as 1.00m.
2.4 ) The allowable bearing pressure is restricted to 75kN/m2in normal case and for Wind case
this is restricted to 93.75 kN/m2. In the Wind case, allowable bearing pressure is
increased by 25% as per (IS 875 Part-5, Cl 8.1, Note 6).
2.5) The Column is checked for conditions of stability against overturning and sliding for all load
case as per IS 456:2000 Cl. 20.1 & 20.2 as follows :
overturning sliding
Factor of safety
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2.10 Prestressing Wire Layout :
The cable Layout is symmetrical about midspan. The cables are stressed from one end only
2.11 Losses due to elastic shortening, Creep, Shrinkage and Relaxaxtion :
This is calculated as per IS 1343 as presented in Cl 10 & 11 for Column & Plank design.
2.12 Bending stress check at Initial and Final condition :
Bending stresses are checked after prestressing and loading at service condition after
taking into account appropriate losses.
2.13 Check at Ultimate Load Condition :
This is checked at as per IS 1343, Appendix A
2.14 Prestressing steel :
Prestressing steel shall be Wires, low relaxation, uncoated stress relieved strands with anominal diameter of 3mm & 4mm confirming to the requirements of IS: 6003-2010.
E = 210000 Mpa
2.15 Grade of concrete = M30 For Column & Plank
M20 For Footing
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3.0) DESIGN DATA
3.1) H = 2.00 m Height of Wall above Ground level
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4.0) DESIGN ASSUMPTIONS
Following assumption are made here:
4.1) The SBC of the Founding strata considered is 75 KN/m2
4.2) Risk factor k1 for Wind Load calculation considered is 0.76 as per IS875-Part 3, Table-1
4.3) Soil cover over footing minimum should be 0.60 m.
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
5.0) REFERENCES
5.1) IS-875:1987 (Part-1)
Code of practice for design Loads - Dead Loads for buildings and structures.
5.2) IS-875:1987 (Part-3)
Code of practice for design Loads - Wind Loads for buildings and structures.
5.3) IS-456:2000
Standard specification and code of practice for Plain & Reinforced Concrete
structures.
5.4) IS-1343:1980
Standard specification and code of practice for Prestressed Concrete
structures.
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
6.0) LIST OF DRAWINGS
6.1) VUL-MS-CWALL-C-GA-3702-R1 Concrete Profile of Prestressed Precast
Boundary wall.
6.2) VUL-MS-CWALL-C-REINF-3703-R1 Reinforcement/Prestressing detail of
Prestressed Precast Boundary wall.
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7.0 ) LOADING DETAILS
7.1 ) Load Calcuation for Compound Wall Column
DL & WL Calculation for Compound Wall
7.1.1) General Details :
Span 1 C1 Span 2
C/C distance of column = 2.250 - 2.250 m
Column Top level = 2.000 m
Ht. of Wall above Ground Lvl. = 2.00 m
Footing top below GL = 0.600 m
Ground level = 0 m
Footing top lvl. = -0.600 m
Ht. of Column above Footing top = 2.6 m
Footing bottom below GL = 1.00 m
Footing depth = 0.400 m
, Footing Size 1.275 m 0.900 m
Prestressed Concrete density (IS 875, P-1, Table-1,21) = 23.5 kN/m3
Reinforced Concrete density = 25 kN/m
3
Soil density = 18 kN/m3
Concrete Grade Column & Plank fck = 30 Mpa
Footing fck = 20 Mpa
Reinforcement fy = 500 Mpa
Prestressing Steel = 1865 Mpa
7.1.2) Load calculation
7.1.2.1) Dead Loads
A) Precast Col mn
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Wt. of Slab Plank = 2.17 x 2.10 x 0.06 x 23.5 = 6.43 kN
C) Footing
Wt. of Footing +soil after column is placed = 1.275 x 0.900 x 0.400 x 25 = 24 kN
+ 1.275 x 0.900 x 0.600 x 18
7.1.2.2) Wind loads :
Wind pressure is calculated as per IS:875 ( Part 3 ) -1987
Wind speed Vb = ( Ref . IS 875 ( part 3) -1987 / Figure - 1 ) = 39 m/sK1 = 0.76 K2 = 1.05 K3 = 1
( Ref . IS 875 ( part 3) -1987 / Tab 1 & 2 )
Note : For K1; Risk factor for boundary wall is considered (Ref . IS 875 ( part 3) / Cl. 5.3.2.1 & 5.3.2.2)
Note : For K2; Category 1 and class A is considered
Design Speed Vz = Vb * K1 * K2* K3 = 31 m/s
Wind pressure = 0.6 * Vz ^2 = 0.58 kN/m2
Wind Load on Structure is given by CfpdAe ( Ref . IS 875 ( part 3) -1987 Cl 6.3)
From IS875, P-3, Table 24, For Wall on ground, B>1000m & H=2.10m , B/H = 1000/2.1 = 476.19 > 160
Drag Coefficient Cf = 2.0
Wind Load on column per metre 2.0 x 0.58 x 2.25 x 1.00 = 2.610 kN/m
Wind Load on one plank per met 2.0 x 0.58 x 0.30 x 1.00 = 0.348 kN/m
Wind Load on Razor Wire :
Assume solidity ration of wire fencing and angles = 0.10
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0.149
Wind 0.3
C/s area of column
=0.033 m2
2.0 W1
2.610 kN/m
W3 0.600
1.0
W2
0.400
0.90 1.275 A 8.10
Active EP Passive EP
(Figure - 1)
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
8.0) Substructure Analysis :
8.1.1) Stability Calculation for Boundary wall design : (Ref. Figure -1 )
8.1.1.1) Design parameters :
Grade of concrete = 30 N/mm2
Height of wall above ground = 2.000 m
Depth of foundation below ground H1 = 1.000 m
Total height of wall H = 2.6 m
Angle of internal friction ' phi' = 30 Degree
Coeff. Of friction m = 0.5 (IRC 78:2014, Cl 706.3.
Backfill Earth density = 18 kN/m2
Prestressed Concrete density = 23.5 kN/m3
Ce-efficient of Active Earth Pressure = (1-Sin/1+Sin) = 0.333
Ce-efficient of Passive Earth Pressure = (1+Sin/1-Sin) = 3.000
Earth Pressure will be exerted on column width only
Column Width = 0.150 m
Earth pressure at Base = Ka * g * H1 * B
= (0.333 x 18 x 1 * 0.15) = 0.90 kN/mPassive pressure at Base = Kp * g * H1 * B
= (3 x 18 x 1 * 0.15) = 8.10 kN/mra
8.1.1.2) Summary of forces :
Load Load in kN L.A @ A Moment
(kN) (kN-m)
Vertical Force due to Dead Weight of each member
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8.1.2 ) Substructure Load summary for Column & Footing Design :
8.1.2.1 Load summary at Footing top level: (Fixed support for column @ Footing top)
( Ref. Cl. 8.1.1.2 )
Sr L.A.(m) ML L.A.(m MT
No. Vertical HL ( KN) HT ( KN for ML (kN-m) for MT (kN-m)
1) Dead loads
Precast Column 2.077
Precast Plank 6.425
Total D. L . 8.503
2) Wind Load : 5.220 1.6 8.35
0.149 2.90 0.43
8.1.2.2) SLS FORCE SUMMARY AT FOOTING TOP LEVEL
Com Load Combination max HL HT ML MT
No. kN kN kN kNm kNm
101 DL 8.503
Wind load combination
102 DL+WL 8.503 5.369 8.78
Load in KN
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
8.2.1 ) Substructure Load summary for Footing Design at change of Alignment:
Total Number of Columns at this location is 2 Nos.
Wind Load on each column will be half from both sides
8.2.1.1 Load summary at Footing top level: (Fixed support for column @ Footing top)
Sr L.A.(m) ML L.A.(m MT
No. Vertical HL ( KN) HT ( KN for ML (kN-m) for MT (kN-m)
1) Dead loads
Precast Column 4.155
Precast Plank 6.425
Total D. L . 10.58
2) Wind Load : 2.61 2.610 1.6 4.18 1.6 4.18
0.075 0.075 2.9 0.22 2.90 0.22
8.2.1.2 SLS FORCE SUMMARY AT FOOTING TOP LEVEL (FOR FOOTING DESIGN)
Com Load Combination max HL HT ML MT
No. kN kN kN kNm kNm
101 DL 10.580
Wi d l d bi ti
Load in KN
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9.0 DESIGN OF FOOTING :
9.1 Explanation of footing design :
The forces used for analysis of footing is summarised in Cl 8.1.2.2 & 8.2.1.2.
The SLS loadcase forces are used to find the size of the footing.
The SBC for footing design considered is 7.5 ton/m2.
The Load factor of 1.5 is considered for the design of footing at ultimate state.
Footing is designed by bending theory as per IS 456:2000.
The overburden pressure and the self weight of footing is considered in design in cl no. 9.2 and
hence the self wt of footing in Force Summary for footing design (CL 8.1.2.2) was not considered.
The tension is found on one side of footing due to pressure below footing, the contact length below
footing is kept upto 85% of length of footing.
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Cl 9.2
FOOTING DESIGN
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
Project Comments:
User ARIF Date Time 21:05
Footing Identifier =
Z-Axis
Safe Bearing Capacity of Soil = 7.5 T/m2
0.035
Depth of Founding Level below Gro (Df) = 1.0 m 0.15
m
Weight Density of Soil & Backfill tog = 1.8 T/m3
Load Factor for Limit State Method (LF) = 1.5 Factor
(For Wind Load case) (LF) = 1.5 Factor
Concrete Grade (Fck) = 20 N/mm2
X - Axis
Steel Grade (fy) = 500 N/mm2
0.49
Pedestal Dimensions: E_W (L1) = 0.15 m WidthPedestal Dimensions: N_S (B1) = 0.25 m Width
Crack width = 0.3 m 0.415
0.900 m
LOAD CASES
Case Load (T) Soil over
MZ( @Z )MX( @X ) Stress Actual /
P M_E-W M_N-S Factor Allowable (P-max (actual /
- Pob) allowable allowable)
I DL + LL 0.87 0 0 1 0.10 0.76 0.11 7.50 0.10
II DL + WL 0.87 0 0.90 1.25 0.53 5.02 9.38 0.53
III (2.08) 0.00IV (2.08) 0.00
V (2.08) 0.00
VI (2.08) 0.00
VII (2.08) 0.00
VIII (2.08) 0.00
0.87 0.11 0.53
L / B 1.42
Length - L 0.900 M E_W AREA 1.1475 m
Width - B 1.275 M N_S
Z NS 0 2m
Fdn Size OK
Stress (EW)
D th OK
D E S I G N O F I S O L A T E D F O O T I N G B Y L I M I T S T A T E M E T H O D
Moments (T.M)
30-Jan-16
COMPOUND WALL FOOTING
Trial Footing Size
Section Modulus Stress (NS) Depth OK
D th (b di )
Vikram UdhyogPuri
0.375
0.08
Depth OK
PRELIMINARY
0.5
9
1.2
75
0.2
5
Depth OKPunching Shear
Enter K-
For SBC
=
0.5
1
0
.17
Lf
Ld
Pedge
Pd
P-face Case I
No Tension
Tension AllowedCase II
Pedge
Pd
P-face
Ld DeBP/2
Lf =
L =
Xf =
Xd =
B
=E W
S
N
+-
++
-
-+
-
Lpu =
Bpu=
L1 =
B1=
Pedge
Pd
P-face
LdL
f
Pedge
P-face
Pd
TensionAllowed
CaseII
CaseI
NoTension
P-faceP-face
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
Overburden Pressure
Df - D = 0.60 IF (foundation depth-D) is 1, then triangular pressure(Be=3*(B/2-Eb) P-d =Ptot*(1+12*Eb/B^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)
If 6El/L>1, then triangular pressure(Le=3*(L/2-El) M-face = Lf 2*{P-edge/3+P-face/6-Pob/2}L TM
If both 6Eb/B &6El/L>1 Find pressure co-ef.from graph V-De = Ld*{(P-edge+P-d)*0.5-Pob}L T/m
Punching shear stress = ((A-Ap)*(Ptot-Pob)) /
(P.Perimeter*De)+((M_E-W*a*c_E-W) / p-edge=2*Ptot / {3*B*(0.5-Eb/B)/L p-edge=2*Ptot / {3*L*(0.5-El/L)/B
(0.85J_E-W))+((M_N-S*a*c_N-S) / =2*p-tot/(3*(0.5-Eb/B)) =2*p-tot/(3*(0.5-El/L))
(0.85*J_N-S)) p-face = p-edge*(1-Ld/(3*B(0.5-Eb/B)) p-face = p-edge*(1-Ld/(3*L(0.5-El/L))
Ptot El/L Eb/B
(P+Pob)/A M-(E-W)/ M-(N-S)/ p-max p-min P-edge P-face P-d M-face V@De Punch.sh P-edge P-face P-d M-face V@De
Ptot/L Ptot/B /m2 /m2 /m2 /m2 /m2 m strs t/m2 /m2 /m2 /m2 m
I 2.84 0.00 0.00 2.84 2.84 2.84 2.84 2.84 0.068 0.034 0.886 2.84 2.84 2.84 0.090 0.118
Lcontact 0.00K-: 0.00 0.00
II 2.84 0.00 0.2167 Enter K- 2.84 2.84 2.84 0.068 0.034 0.886
Lcontact 1.08 1.00 85% 6.68 3.52 5.62 0.419 0.632
K-: 2.5 0.00 1.30 7.10
III 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
IV 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
V 0.00 - - - - -
Lcontact 0.00 0.00%K-: 0.00 0.00
VI 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
VII 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
VIII 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
0.00 1.30 7.10 2.84 0.07 0.03 0.886 0.419 0.632
Limit state 0.102 0.05 1.33 0.629 0.947
D S Rt((M / K F k) * b) D ( ) 1 63 4 83
W I T H T E N S I O N
FOR - M_N-S only
Case
W I T H N O T E N S I O N
R = 0.138 or 0.15 * fck
FOR - M_E-W only
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
9.3 Design of Footing as beam for Lifting case:
0.10
0.5025 0.27 0.5025
Precast footing at the time of lifting will behave as simply supported beam subjected to its self weight.
Concrete grade of column = 20 Mpa
Consider the age of concrete at the time of lifting as = 7 Days
Consider Strength of concrete at 7 Days is 60% = 12 Mpa
Reinforcing steel grade = 500 Mpa
Width of Footing is = 900 mm
Depth of footing is middle portion = = 100 mm
Depth of footing at edge portion = = 400 mm
Udl (kN/m) 9 2.25 9.00
1.075
Reaction 4.83kN 4.83
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
9.5 Precast Column to foundation Socket connection:
In socket connection, the precast columns are fixed rigidly to the foundation and loads are
transmitted by skin friction in socket and by end bearing.
The design of socket connection may adopt the following steps:
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
Moment M = 13.170 kN m
If the height of socket is taken as h = 0.30 m i.e. h=1.20a and
For smooth surface, the coefficient of friction = 0.30 is used,
substituting the above values, equation obtained is:
HB= = 55.91 kN
HA= = -47.86 kN
Vertical reaction on base = R = N - HB = -4.02 kN
As the net vertical reaction at base is negative, the vertical reaction is
fully resisted by friction between column and socket foundation.
Contact Area of HBon socket footing/column = h/2 x Width of column
150 mm x 150 mm
Bearing stress on concrete of column/Socket footing due to HB= HB/ Contact Area
=55.91x 10^3 / (150 x 150) = 2.48 N/mm2
Bearing stress on concrete of column/Socket footing due to HA= HA/ Contact Area
=47.86x 10^3 / (150 x 150) = 2.13 N/mm2
Permissible Bearing strength of concrete = 0.45 fck (IS 456:2000, Cl 34.4) = 9.00 N/mm2
Safe
Strenght of filler material should also be greater than 2.48 N/mm2
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Cl 9.5
FOOTING DESIGN @ CHANGE OF ALIGNMENT
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Project Comments:
User ARIF Date Time 21:09
Footing Identifier =
Z-Axis
Safe Bearing Capacity of Soil = 7.5 T/m
2
0.085
Depth of Founding Level below Gro (Df) = 1.0 m 0.15
m
Weight Density of Soil & Backfill tog = 1.8 T/m3
Load Factor for Limit State Method (LF) = 1.5 Factor
(For Wind Load case) (LF) = 1.5 Factor
Concrete Grade (Fck) = 20 N/mm2
X - Axis
Steel Grade (fy) = 500 N/mm2
0.49
Pedestal Dimensions: E_W (L1) = 0.15 m WidthPedestal Dimensions: N_S (B1) = 0.25 m Width
Crack width = 0.3 m 0.415
1.000 m
LOAD CASES
Case Load (T) Soil over
MZ( @Z )MX( @X ) Stress Actual /
P M_E-W M_N-S Factor Allowable (P-max (actual /
- Pob) allowable allowable)
I DL + LL 1.08 0 0 1 0.14 1.08 - 7.50 0.14
II DL + WL 1.08 0.45 0.45 1.25 0.79 7.40 9.38 0.79
III (2.08) 0.00
IV (2.08) 0.00
V (2.08) 0.00
VI (2.08) 0.00
VII (2.08) 0.00
VIII (2.08) 0.00
1.08 - 0.79
L / B 1.00
Length - L 1.000 M E_W AREA 1 m
Width - B 1.000 M N_S
m
Fdn Size OK
Stress (EW)
D E S I G N O F I S O L A T E D F O O T I N G B Y L I M I T S T A T E M E T H O D
Moments (T.M)
30-Jan-16
COMPOUND WALL FOOTING
Trial Footing Size
Section Modulus Stress (NS) Depth OK
Vikram UdhyogPuri
0.425
0.08
Depth OK
PRELIMINARY
0.5
9
1.0
00
0.2
5
Depth OKPunching Shear
Enter K-
For SBC
=
0.38
0
.04
Lf
Ld
Pedge
Pd
P-face Case I
No Tension
Tension AllowedCase II
Pedge
Pd
P-face
Ld DeBP/2
Lf =
L =
Xf =
Xd =
B
=E W
S
N
+-
++
-
-+
-
Lpu =
Bpu=
L1 =
B1=
Pedge
Pd
P-face
LdL
f
Pedge
P-face
Pd
TensionAllowed
CaseII
CaseI
NoTension
P-faceP-face
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
Overburden Pressure
Df - D = 0.60 IF (foundation depth-D) is 1, then triangular pressure(Be=3*(B/2-Eb) P-d =Ptot*(1+12*Eb/B^2*Xd) P-d =Ptot*(1+12*El/L^2*Xd)
If 6El/L>1, then triangular pressure(Le=3*(L/2-El) M-face = Lf 2*{P-edge/3+P-face/6-Pob/2}L TM
If both 6Eb/B &6El/L>1 Find pressure co-ef.from graph V-De = Ld*{(P-edge+P-d)*0.5-Pob}L T/m
Punching shear stress = ((A-Ap)*(Ptot-Pob)) /
(P.Perimeter*De)+((M_E-W*a*c_E-W) / p-edge=2*Ptot / {3*B*(0.5-Eb/B)/L p-edge=2*Ptot / {3*L*(0.5-El/L)/B
(0.85J_E-W))+((M_N-S*a*c_N-S) / =2*p-tot/(3*(0.5-Eb/B)) =2*p-tot/(3*(0.5-El/L))
(0.85*J_N-S)) p-face = p-edge*(1-Ld/(3*B(0.5-Eb/B)) p-face = p-edge*(1-Ld/(3*L(0.5-El/L))
Ptot El/L Eb/B
(P+Pob)/A M-(E-W)/ M-(N-S)/ p-max p-min P-edge P-face P-d M-face V@De Punch.sh P-edge P-face P-d M-face V@De
Ptot/L Ptot/B /m2 /m2 /m2 /m2 /m2 m strs t/m2 /m2 /m2 /m2 m
I 3.16 0.00 0.00 3.16 3.16 3.16 3.16 3.16 0.098 0.092 1.045 3.16 3.16 3.16 0.076 0.038
Lcontact 0.00K-: 0.00 0.00
II 3.16 0.14 0.1424 Enter K- 5.86 3.57 5.40 0.272 0.302 1.045 5.86 3.84 5.67 0.218 0.129
Lcontact 1.00 0%
K-: 3 0.85 0.85 9.48
III 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
IV 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
V 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
VI 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
VII 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
VIII 0.00 - - - - -
Lcontact 0.00 0.00%
K-: 0.00 0.00
0.85 1.00 9.48 3.16 0.27 0.30 1.045 0.218 0.129
Limit state 0.408 0.45 1.57 0.327 0.193
W I T H T E N S I O N
FOR - M_N-S only
Case
W I T H N O T E N S I O N
R = 0.138 or 0.15 * fck
FOR - M_E-W only
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
10.0) DESIGN OF Precast Concrete Plank as BEAM supported on column
10.1) The 50 mm thick precast Plank will be inserted in the 50mm wide spout in the column.
The column will be solid rectangular till ground level. The column above ground level will have 60/70mm thick x 35 mm deep groove for the Precast plank
insert. The bottom plank will be resting on the column having bearing of 30 mm on both side of column.
Total Number of Planks will be 7 of 300 mm depth.Bottom Plank will act as simply supported beam resting on column and other 6 planks will be resting on bottom plank.
Bottom Plank is designed as simply supported beam and same design will be applied to all planks.
2.25
Effective span of Plank = 2.16 - 0.035 = 2.125 m
Design of Bottom Plank supporting other Planks above
Plank Thickness = = 60 mm
Plank Depth = = 300 mm
Plank Length = = 2160 mm
Uniform Load over Bottom Plank = 0.060 x 2.10 x 23.5 = 2.961 kN/m
Maximum BM @ Midspan = 2.961 x 2.125 2 / 8 = 1.671 kNm
Ultimate Moment Mu = 1.50 x 1.671 = 2.507 kNm
Maximum Shear Force @ Support = 2.96 x 2.13 / 2 = 3.146 kN
Ultimate Shear Force Vu = 1.50 x 3.146 = 4.719 kN
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
Design of Individual Plank for its self weight while lifting
Also each Panel shall be designed for its self weight while lifting at both end.
Uniform Load of one Plank due to self weight 0.060 x 0.30 x 23.5 = 0.423 kN/m
Maximum BM @ Midspan = 0.423 x 2.16 2 / 8 = 0.247 kNm
Ultimate Moment Mu = 1.50 x 0.247 = 0.370 kNm
Maximum Shear Force @ Support = 0.42 x 2.16 / 2 = 0.457 kN
Ultimate Shear Force Vu = 1.50 x 0.457 = 0.685 kN
Design of Plank for Wind Load
Also each Panel shall be designed for wind load.
Uniform Load of one Plank due to wind = 0.348 kN/m (Ref Cl 7.1.2.2)
The uniform load on plank due to wind is less than the uniform load of plank for self weight.
The plank designed checked for self weight will satisfy design checks for for wind load also.
10.2) Prestressing detail & Check for section :
Use 4 Nos. of 3 mm of ultimate strength of 1865 Mpa
Allowable stress in Prestressing steel = 0.80 fy = 1492 Mpa
Total Prestressing steel area = 4 x / 4 x 3 ^ 2 = 28.27 mm2
Total Prestressing force = 28.270 x 1492 = 42.18 kN
10.2.1 ) Losses due to pretension :
( As per IS : 1343-1980, Cl 18.5) Grade of Concrete = 30 N/mm2
Stress in cable after prestress = 1492 N/mm2
Stress in concrete at CG of cable 42180 / ( 60 x 300 ) = 2.34 N/mm2
10.2.1.1) Loss due to elastic shortening : (IS 1343:1980, Cl 18.5.2.4 b)
= 1 x modular ratio x avg. stress in concrete at c.g. of cable
2
Grade of concrete at the time of stressing (Consider 50% strenght) = 15 N/mm2
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
Ec = 5700 x 15
= 22076 N/mm2
m = 210000 = 9.5
22076
Loss = 9.5 x 2.34 = 22.3 N/mm2
= 1.49 %
10.2.1.2) Due to creep of concrete : (IS 1343:1980, Cl 18.5.2.1)
Age of loading @ 28 days Take creep coefficient = 1.6
Loss = 1.6 x 2.3 x 9.5 = 35.6 N/mm2
= 2.39 %
10.2.1.3) Due to shrinkage of concrete : (IS 1343:1980, Cl 18.5.2.2)
Shrinkage strain = = 0.00030
Loss = 0.0003 x 210000 = 63.0 N/mm2
= 4.22 %
10.2.1.4) Loss due to relaxation of H.T. steel at first stage loss : (IS 1343:1980, Cl 18.5.2.3)
@ 0.800 UTS = = 90.0 N/mm2
= 6.03 %
Total loss due to elastic shortening, creep , shrinkage & relaxation :
= 22.3 + 35.6 + 63.0 + 90.0 = 211 N/mm2
= 14.13 %
10.2.2 ) Prestress after Losses :
Prestressing force after losses = 42.18 x 85.87 % = 36.22 kN
Stress due to prestressing force = 36.22 x 1000 / ( 60 x 300 ) = 2.01 MPa
Permissible Compressive stresses = 0.34 fck = 10.2 N/mm2
(Refer IS 1343, Cl. 22.7.1(b) & Fig 7)
Permissible Tensile stresses = = 0.0 N/mm2
(Refer IS 1343, Cl. 22.7.1 Type - 2)
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
10.2.3 ) Check of Section
A. Section Check for Stress
Section oment b D Moment Cg of NA Cg of NA Sect ModulusSect Modulus Bending stress M/Z Stress due to Resultant stress Rem-
(kN-m) of Inertia from Top from Bottom ZTOP ZBOTTOM @ Top @ Bottom Initial Prestress @ Top @ Bottom ark
(mm) (mm) (mm4) m m (m
3) (m
3) N/mm
2N/mm
2N/mm
2N/mm
2N/mm
2
Compressiv Tensile Compressive Compressive Compressive(i) (ii) (iii) (i) + (iii) (ii) + (iii)
Bottom Plank 1.67 60 300 0.000135 0.15 0.15 0.00090 0.00090 1.86 -1.86 2.01 3.87 0.16 Safe
Midspan
Individual Plan 0.25 300 60 0.000005 0.03 0.030 0.00018 0.00018 1.37 -1.37 2.01 3.38 0.64 Safe
Midspan
B. Section Check for Limit State of Collapse
The ultimate strenght of cross section is calculated according to the recommendattions of IS 1343, Appendix B
Section Bottom Plank Individual Plank
Mult. = 2.507 kN-m 0.370 kN-m
fck Concrete grade = 30 N/mm2
30 N/mm2
D Depth of Section = 0.300 m 0.060 m
B Width of Section = 0.060 m 0.300 m
c.g.st Depth of cg of prestressing steel from top of section = 0.150 m 0.030 m
As Area of Prestressing steel = 28.27 mm2 28.27 mm
2
fp Ultimate tensile strength of prestressing steel = 1865 N/mm2 1865 N/mm
2
(Ap fp) / (b d fck) (Ref IS 1343, T-11) = 0.098 0.098
fpu/(0.87fpu (Ref IS 1343, T-11) = 1.000 1.000
Xu/d (Ref IS 1343, T-11) = 0.217 0.217
fpu = 0.87 fp = 1623 1623
Xu = 0.033 m 0.007 m
Ast Non Prestressing steel = 0 mm2 0 mm
2
Mult. Due to yielding of steel = 6.253 kN-m 1.251 kN-m
Remark safe safe
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
C. Check for Limit State of Shear
Section Shear b D clear d Shear Ast prov. Pt % Shear Remark.
Force cover stress dia provided
capacity
of(kN) (mm) (mm) (mm) (mm) v(N/mm ) (mm) c(N/mm )
IS1343, T-6
Bottom Plank4.72 60 300 28.5 270 0.291 3 mm 4 Nos. 0.175 0.370
Shear Reinf
Not Required
Midspan
Individual Plan0.69 300 60 28.5 30 0.076 3 mm 4 Nos. 0.314 0.380
Shear Reinf
Not Required
Midspan
10.3) Check for Bearing strength on concrete column bearing area due to reaction from planks:
Reaction at one end of column 1.5 x 2.961 x 2.16 / 2 = 4.8 kNBearing Area = 30 x 60 = 1800 mm
2
Bearing Stress on column 4800 / 1800 = 2.67 N/mm2
Permissible bearing strength on concrete 0.45 fck = 6.75 Mpa (Ref IS 456:2000, Cl 34.4)
Safe
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
11.0 ) COLUMN DESIGN
11.1) At point of maximum moment :
Maximum moment will be at bottom of Column. This will be under Wind load condition LC 102
Hence design of column is governed by LC 102.
Initial forces in column under LC 102 : Pu = 8.503 kN
Mu = 8.780 kN m
For designing the Column in SLS load combinations,. The effect of slenderness is considered
in design by considering additional moment due to slenderess as per IS 456:2000, Cl 39.7.1
Distance of point of max BM from Column top to footing top = H1 = = 2.60 m
@ Transverse
Column Size 0.25 m
Effective Length factor 2.00
Effective Length 5.20
le/h 20.80
Eccentricitty due to slenderness
= (D / 2000) x (lex / D)^2
ecc1. 0.054
Additional Moment due to slenderness effect
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
11.2.1 ) Losses due to pretension :
( As per IS : 1343-1980, Cl 18.5) Grade of Concrete = 30 N/mm2
Stress in cable after prestress = 1492 N/mm2
Stress in concrete at CG of cable 131.24 / 0.033 = 3.980 N/mm2
11.2.1 Loss due to elastic shortening : (IS 1343:1980, Cl 18.5.2.4 b)
= 1 x modular ratio x avg. stress in concrete at c.g. of cable
2
Grade of concrete at the time of stressing (Consider 50% strength) = 15 N/mm2
Ec = 5700 x 15
= 22076 N/mm2
m = 210000 = 9.5
22076
Loss = 9.5 x 3.98 = 37.9 N/mm2
= 2.54 %
11.2.1 Due to creep of concrete : (IS 1343:1980, Cl 18.5.2.1)
Age of loading @ 28 days Take creep coefficient = 1.6
Loss = 1.6 x 4.0 x 9.5 = 60.6 N/mm2
= 4.1 %
11.2.1 Due to shrinkage of concrete : (IS 1343:1980, Cl 18.5.2.2)
Shrinkage strain = = 0.00030
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
11.3) Check for Limit State of Collapse
The ultimate strenght of cross section is calculated according to the recommendattions of IS 1343.
Mult. Req. 1.5 x 9.127 = 13.691 kN-m
fck Concrete grade = 30 N/mm2
D Depth of Section = 0.250 m
B Width of Section = 0.150 m
c.g.st Depth of cg of prestressing steel from top of secti = 0.125 m
As Area of Prestressing steel = 87.96 mm2
fp Ultimate tensile strength of prestressing ste = 1865 N/mm2
(Ap fp) / (b d fck) (Ref IS 1343, T-11) = 0.146
fpu/(0.87fpu (Ref IS 1343, T-11) = 1.000
Xu/d (Ref IS 1343, T-11) = 0.326
fpu = 1623 N/mm2
Xu = 0.041 m
Ast Non Prestressing steel = 0 mm2
Mult. Due to yielding of steel = 15.397 kN-m
Remark safe
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)
12.0 Summary :
12.1 Footing Design :
Footing design is presented in Cl 9.0
Concrete grade fck 20 Mpa
Reinforcement fy 500 Mpa
Clear cover to reinforcement 50 mm
Footing size = 0.900 m Width x 1.275 m Length x 0.400 m Depth
Bottom Rein Main reinf. Y 10 @ 200 c/c
Distribution Y 10 @ 200 c/c
Top Reinf. Main reinf. Y 8 @ 200 c/c
Distribution Y 8 @ 200 c/c
Ref:- DRG:VUL-MS-CWALL-C-REINF-3703-R1 Reinforcement/Prestressing detail of
Prestressed Precast Boundary wall.
12.2 Column Design :
Column design is governed by combination which are surmised in Cl.8.0
Concrete grade fck 30 Mpa
Reinforcement fy 1865 Mpa
Column Size 0.15 m x 0.25 m Upto Ground Level
0.15 m x 0.25 m With 35 x 60/70mm spout
on both side in column
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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML-OM METALS (JV)
-------------------------------------------------------------------------------------------------------------------------------------------------------
APPENDIX A
DRAWINGS
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R1
CONCRETE PROFILE OF PRESTRESSED
FOR APPROVAL
VUL-MS-CWALL-C-GA-3702
R3
R2
R0
1 OF 1
DHARMESH ARIF DIGVIJAY 1/10,1/25 A1
KEY PLAN
NOTES :
DRG. NO.: REVISIONSHEET NO
CHECKED BYDRAWN BY APPROVED BY S CA LE D WG S IZ E
TITLE:
CONSULTANT:
CONTRACTOR:
SPML - OM METALS (JV)
EPC
CONSULTANT:EMPLOYERS
SANGUINE INFRA TECH PVT. LTD.
AECOM ASIA COMPANY. LTD.
EMPLOYER:VIKRAM UDYOGPURI LIMITED
UJJAIN, MADHYA PRADESH.
PROJECTNAME:
INFRASTRUCTURE WORK FOR VIKRAM
MADHYA PRADESH.
UDYOGPURI NEAR UJJAIN,
STAMP:
REV. DATE DESCRIPTION APPD. BYDWG.
REFERENCE DRAWINGS :
APROVAL
PRECAST BOUNDARY WALL
DHARM ARIF09/11/2015
VUL-MS-CWALL-C-REINF-3703-R1 - REINFORCEMENT/PRESTRESSING
DETAIL OF PRESTRESSED PRECAST BOUNDARY WALL
1.ALL DIMENSION ARE IN MM, UNLESS STATED OTHERWISE.
2.ALL LEVELS ARE IN METERS.
3.NO DIMENSION SHALL BE SCALED FROM THIS DRAWING.
ONLY WRITTEN DIMENSION SHALL BE FOLLOWED.
4.ALL THE DIMENSION SHALL BE CHECKED AND VERIFIED AT SITE
7.STRUCTURAL CONCRETE GRADE : FOOTING - M20
6.USE HYSD BARS OF GRADE Fe 500 FOR RCC WORK.
5.IN CASE OF ANY DISCREPANCY IN THIS DRAWING, PLEASE STOP
THE WORK & CONSULT US.
8.COMPRESSIVE STRENGTH OF FILLER MATERIAL SHALL BECOLUMN & PLANK - M30
COMPLIED WITH COMMENTSDHARM ARIF30/01/2016R1 DATED 27/01/2016
GREATER THAN 20 MPa
250DEAD END
5
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FOOTING LAYOUTSCALE 1/25
300
900
1275
1000
350
350
1000
F1
F2
F1
900
1275
F1
900
1275
F1
2250 2250 2250
900
1275
F1
2250
900
1275
10# @ 200
10#@2
00
400
365 365170
300
75mm Thk M10 PCC
Firm Strata
SECTION CC 10# @ 20010# @ 200
FOOTING F2 REINF. DETAILSCALE 1/10
1000
1000
10#@2
00
C C
D D
10# @ 200
FOOTING F1 REINF. DETAILSCALE 1/10
170 x 270 x 300 mm Spoutfor Precast column Insert
SCALE 1/10
8# @ 200
8#@2
00
8#@2
00
Both Ways8# @ 200
300
100
POCKET FOR LIFTING HOOK 75 x 25 x 12
100
POCKET FOR LIFTING HOOK 75 x 25 x 12
8# @ 200
400
415 415170
300
75mm Thk M10 PCC
Firm Strata
SECTION CC 10# @ 20010# @ 200
170 x 270 x 300 mm Spoutfor Precast column Insert
SCALE 1/10
Both Ways8# @ 200
60
TYPICAL DETAIL OF RCC PLANKSCALE 1/10
B
B
SECTION B-B
4 Nos. - 3mm Wire
SCALE 1/10
DEAD END JACKING END
30
80
80
30
80
FPL
800
2100
Sectional Elevation A-ASCALE 1/10
100
JACKING END
7 Nos. - 4mm Wire
Column Reinf detailUpto Ground Lvl.
Column Reinf detailAbove Ground Lvl.
A
A
A
A
SCALE 1/10
SCALE 1/10
4545
95
95
FOUNDATION TYPE
FOUNDATION SIZE
D BOTTOM REINFORCEMENTSHORT DIR. LONG DIR. DIA SPACING
900 x 1275ISOLATED 400 Y10 200 200
L X B L X B
EXCAVATION SIZE
FOOTINGIDENTIFIER
F1
DIA SPACING
1050 x 1425
1000 x 1000ISOLATED 400 Y10 200 200F2 1150 x 1150 Y10
Y10
TOP REINFORCEMENTSHORT DIR. LONG DIR. DIA SPACING
Y8 200 200
DIA SPACING
Y8
Y8 200 200Y8
ITEM P ultimate
7 - 4mmCOLUMN
& Dia of Wire
No. of Wires
10.55 kN
in Each Wire
P jacking
8.44 kN
in Each Wire
Stressing
One End
4 3mmPLANK 10 55 kN 8 44 kN One End
SECTION THROUGH LIFTING HOOK
SCALE 1/5
12
7510mm Bar as Lifting HookTo be Lapped With Top Reinf.
After Footing is Placed,Hook shall be cut & Pocketshall be filled with Filler Material
50
75
55
OF FOOTING
REINFORCEMENT/PRESTRESSING DETAIL OF
FOR APPROVAL
R3
R2
R0
DHARMESH ARIF DIGVIJAY 1/5,1/10,1/25 A1
KEY PLAN
NOTES :
CHECKED BYDRAWN BY APPROVED BY S CA LE D WG S IZ E
TITLE:
CONSULTANT:
CONTRACTOR:
SPML - OM METALS (JV)
EPC
CONSULTANT:EMPLOYERS
SANGUINE INFRA TECH PVT. LTD.
AECOM ASIA COMPANY. LTD.
EMPLOYER:VIKRAM UDYOGPURI LIMITED
UJJAIN, MADHYA PRADESH.
PROJECTNAME:
INFRASTRUCTURE WORK FOR VIKRAM
MADHYA PRADESH.
UDYOGPURI NEAR UJJAIN,
STAMP:
REV. DATE DESCRIPTION APPD. BYDWG.
REFERENCE DRAWINGS :
APROVAL
PRESTRESSED PRECAST BOUNDARY WALL
DHARM ARIF09/11/2015
VUL-MS-CWALL-C-GA-3702-R1 - CONCRETE PROFILE OF PRESTRESSED
PRECAST BOUNDARY WALL
1.ALL DIMENSION ARE IN MM, UNLESS STATED OTHERWISE.
2.ALL LEVELS ARE IN METERS.
3.NO DIMENSION SHALL BE SCALED FROM THIS DRAWING.
ONLY WRITTEN DIMENSION SHALL BE FOLLOWED.
4.ALL THE DIMENSION SHALL BE CHECKED AND VERIFIED AT SITE
7.STRUCTURAL CONCRETE GRADE : FOOTING - M20
6.USE HYSD BARS OF GRADE Fe 500 FOR RCC WORK.
5.IN CASE OF ANY DISCREPANCY IN THIS DRAWING, PLEASE STOP
THE WORK & CONSULT US.
8.CLEAR COVER TO REINFORCEMENT SHALL BE AS FOLLOWS:
FOOTING (BOTTOM) = 50 mm
FOOTING (SIDES) = 50 mm
COLUMN = 30 mm
PLANK = 30 mm
9.'Y' INDICATES HYSD BAR
TO IS 6003:2010, OF MINIMUM TENSILE STRENGTH OF 1865 MPa
10.PRESTRESSING STEEL SHALL BE 3 mm & 4 mm DIA WIRE CONFIRMING
COLUMN & PLANK - M30
COMPLIED WITH COMMENTSDHARM ARIF30/01/2016 DATED 27/01/2016R1