Y3special Cals.xlsm

Screenwall calculation series1 22/08/15 [email protected]

-‐ 1 -‐

@ Structure Geometry:Length, b= 10.000mHeight, c= 1.800m

End Restraint 1

Pier located 1b/c= 5.56c/h= 1.00

Values of Cp,n:2.40

If > 3.6 m and < 7.2 m from end 1.200.60

Cp,n = 2.40Solidity ratio, δ = 1.00

Kp = 1.00Cfig = Cp,n x kp = 2.40

Wind Class 1 0.83

@ Pressure, [p]=1.2x0.5x(41x0.83)^2x2.4 <=> [pz] = 1.668kPa

Design for a pier with 1000 x 190 mm,

L[mm] t[mm] e[mm] Df [mm]1000 190 200 300

@ Strength moment, M*= qL x 1.0 x [h/2 + e] = 1.668 x 1.8 x 1 x (1.8/2 + 0.2) = 3.30kNm

For the pier size 1000 x190 with 3R10 OR 2L10 (3.33 kNm)rods: R10 @ 400 max c/c OR L10 @ 800 max c/c ~ (3.33kNm) 3.33

@ Overturn moment , M*= qL x 1.0x[h/2+e+Df]=1.668x1.8x1x(1.8/2+0.2+0.3) = 4.20kNm

For resisting of overturn moment is needed to provide a strip footing with 900 wide strip footing x 300 deep ~ (4.59kNm).

SCREEN WALL TYPE -1 (STRIP FOOTING)

from end of wall

If < 3.6 m from end

If > 7.2 m from end

Free$End

<"2c

N1


-‐ 1 -‐


End Restraint 2


Values of Cp,n:1.20

If > 2.4 m and < 4.8 m from end 1.200.60


Kp = 1.00Cfig = Cp,n x kp = 1.20

Wind Class 2 0.91


Design for a pier with 1000 x 190 mm,so [mm] t[mm] Df [mm] E+Df [mm]

1000 190 300 986Soil Data

Efooting[mm] F.O.S K Surcharge686 1.5 0.33 0

@ Strength moment, M*2.00kNm

For the pier size 1000 x190 with 2R10 OR 1L10 (2.09 kNm)rods: R10 @ 650 max c/c OR L10 @ 1350 max c/c ~ (2.01kNm)@ Overturn moment, M*

3.27kNm


SCREEN WALL WITH RETAINING, V8spec, Jspec (STRIP FOOTING)

from end of wall

If < 2.4 m from end

If > 4.8 m from end

Corner

<"2c

N2

Movertun = pz × s0 ×Hpier"# $%×

Hpier

2+Efooting +Df

"

#&

$

%'+1.5Kaγ Efooting +Df( )

3

6s0 +

1.5Kaγ Efooting +Df( )2

2s0 =

Movertun = pz × s0 ×Hpier"# $%×

Hpier

2+Efooting

"

#&

$

%'+1.5Kaγ Efooting( )

3

6s0 +

1.5Kaγ Efooting( )2

2s0 =


-‐ 1 -‐


End Restraint 2


Values of Cp,n:1.21

If > 3.6 m and < 7.2 m from end 1.200.60


Kp = 1.00Cfig = Cp,n x kp = 1.21

Wind Class 1 0.83


Design for a pier with 300 x 300 mm,

B[mm] D[mm] s[mm] e[mm] Df [mm]300 300 1200 200 300

@ Strength moment, M*= qLs x [ h/2 + e] = 0.841 x 1.8 x 1.2 x (1.8/2 + 0.2) = 2.00kNm

For the pier size 300 x 300 with 1R10 OR 1L10 (2.12 kNm) Ok!!! 7.65

@ Overturn moment, M*= qLs [h/2+e+Df]= 0.841 x 1.8 x 1.2x(1.8/2+ 0.2+0.3)= 2.54kNm

For resisting of overturn moment is needed to provide a pad footing with 700 SQ pad footing x 300 deep ~ (2.71kNm).

SCREEN WALL TYPE -2 (PAD FOOTING)

from end of wall

If < 3.6 m from end

If > 7.2 m from end

Corner

<"2c

N1


-‐ 1 -‐


End Restraint 2


Values of Cp,n:1.22

If > 3 m and < 6 m from end 1.200.60


Kp = 1.00Cfig = Cp,n x kp = 1.22

Wind Class 2 0.91


Design for a pier with 1000 x 190 mm,B [mm] D [mm] sRight [mm] sLeft [mm] Df [mm] E+Df [mm]

340 350 2000 2300 300 1243Soil Data

Efooting[mm] F.O.S K Surcharge so [mm] t [mm]943 1.5 0.33 2.5 1000 190

@ Strength moment for a pier & 190 wall for retaining , M* 2490 14158.91kNm

2490mm 1415mm

For the pier size 340 x 350 with 4R10 OR 2L10 (9.01 kNm) Ok!!! 11.793870

2.01kNm

For the wall size 1150 x 190 with 2R10 OR 1L10 (2.7 kNm) Ok!!! 11.755643

6.73kNm


If > 6 m from end

SCREEN WALL WITH RETAINING, V8spec, Jspec (STRIP FOOTING)

from end of wall

If < 3 m from end

Corner

<"2c

N2

Mstrength for a retaining Wall =1.5K.γE3

6max 1

2sright,

12sleft

!

"#$

%&+1.5K.γE 2

2max 1

2sright,

12sleft

!

"#$

%&=

Mstrength for a pier = pz × s1 ×Hpier"# $%×

Hpier

2+Efooting

"

#&

$

%'+1.5KaγEfooting

3

6s2 +

1.5KaγEfooting2

2s2 =

s1 = 0.5× sright +Bpier + 0.5× sleft( ) = ∴ s2 = 0.25× sright +Bpier + 0.25× sleft( ) =

Moverturning = pz × s0 ×Hpier"# $%×

Hpier

2+Efooting +Df

"

#&

$

%'+1.5Kaγ Efooting +Df( )

3

6s0 +

1.5Kaγ Efooting +Df( )2

2s0 =


-‐ 1 -‐


-‐ 1 -‐

End Restraint:Free End 1 2 3 4Corner 2 0.990 0.910 0.830 0.750Pier Location: 3 0.990 0.910 0.830 0.750< 2c 4 1.020 0.910 0.830 0.750> 2c & < 4c 5 1.050 0.910 0.830 0.750> 4c 6 1.064 0.928 0.830 0.750N1 7 1.078 0.946 0.830 0.750N2 8 1.092 0.964 0.830 0.750

9 1.106 0.982 0.830 0.75010 1.120 1.000 0.830 0.750

b/c c/h Cp,n e0.2 to 5 0.2 to 1 1.1955 0

> 5 1.2001 0all < 0.2 1.6134 0

b/c c/h Cp,n e

0.2 to 1 1.1955 0< 0.2 1.6134 0

b/c c/hDist from windward

Cp,n

0 to 2c 3.002c to 4c 1.50

> 4c 0.750 to 2h 2.40

2h to 4h 1.20> 4h 0.60

0 to 2h 1.80

b/c c/h Cp,n e

0.2 to 5 0.2 to 1 1.2110 0> 5 1.2001 0all < 0.2 1.5669 0

0.2 to 5

Corners

> 5

≤ 0.7

> 0.7

Terrain CategoryHeight (z) m


-‐ 1 -‐

b/c c/h Cp,n e0.2 to 5 0.2 to 1 1.2029 0

> 5 1.2001 0all < 0.2 1.5914 0

b/c c/h Cp,n e0.2 to 5 0.2 to 1 1.2177 0

> 5 1.2001 0all < 0.2 1.5469 0

Y3special Cals.xlsm

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