precast pretensioned c wall

7/25/2019 Precast Pretensioned c Wall

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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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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML - OM METALS (JV)

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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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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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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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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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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VIKRAM UDYOGPURI LIMITED, UJJAIN, MADHYA PRADESH SPML-OM METALS (JV)

-------------------------------------------------------------------------------------------------------------------------------------------------------

Cl 9.2

FOOTING DESIGN


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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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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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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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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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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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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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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

Sanguine Infra Tech Pvt.Ltd., Mumbai Page | 26


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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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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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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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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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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


33/38


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


34/38


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


35/38


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


36/38


-------------------------------------------------------------------------------------------------------------------------------------------------------

APPENDIX A

DRAWINGS


37/38

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


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


38/38

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


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

precast pretensioned c wall

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