Blockwork Wall Rev Final

Project

BC15 Udyog Bhawan Station

Calculations for Design of Discipline DEI File No. 233063/02/53

Blockwork Walls and Lintel beamsCalc by Ravi Date 18/04/2023

Checked by RK Date 18/04/2023

Content pages

A) Block wall

Introduction 1

Dimensions 3

Windpost Design 4

Blockwork stress calculations for 200 thick wall 5

Windpost reinforcement calculations 6

Windpost reinforcement/wall sketch 7

Coefficients for bending 8

Coefficients for shear 9

Summary of Design 10

B) Lintel beams

Introduction 11

Design of lintel beams 12

Lintel Detail Sketch 15

Summary of Design 16

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Project


Calculations for Design of Discipline DEI File No. 233063/02/53

Blockwork Walls and Lintel beamsCalc by Ravi Date 18/04/2023


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Project


Calculations for Divn/Dept DEI File No. 233063/02/53

Blockwork Walls Calc by Ravi Date 03/03/2009 Sheet

Checked by RK Date 03/03/2009 1

IntroductionDesign of Blockwork Walls

Reference: Blockwork Specification (no reference number)

Section: F10 Brick/block Walling

Design Assumptions

Block Code To IS 2185 (Part 1) - 1979

Type of Block Specified designation - F10/250A - Solid / Semi Hollow

Min Crushing Strength ### N/mm²

Unit Sizes 400x200x150mm and 400x200x200mm

Mortar Code IS:2250 - 1981

Mortar Type MM7.5 (M1 to IS:1905 - 1987)

Cement:sand ratio 1:4

Load Factors

Lateral ###

Vertical ###

Design Method

Vertical Loads - Self Weight

E&M Equipment loads - 1.0 kN/m2 over total surface area of wall

Lateral Loads -

Design to IS 1905 - 1987

- Panels rely on lateral support at joints with all in-situ concrete beams/walls/slabs. Support will

be generated by the mortar bond or ties as required

- Therefore for panels with no openings, effective height and lengths equal clear values

- Minimum specified mean compressive strength of mortar from site tests shall be 7.5N/mm²

- The general wall calculation indicates that compressive stress at the base of the wall need not

be checked for walls of height equal to or less than 4.6m

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Lateral air pressures of 0.25, 0.50, 0.60 and 1.0 kN/m2

Project



Blockwork Walls Calc by Ravi Date 18/04/2023 Sheet


Permissible Tensile Stress

Grade MM 7.5 mortar to IS 2250 (Grade M1 to IS:1905-1987)

For bending in the horizontal direction, causing tension to be developed in the joints normal

to the bedding joints, limiting stress = 0.10 N/mm²

For bending in the vertical direction, causing tension to be developed parallel to bedding joints,

limiting stress = 0.10 N/mm²

(Refer IS:1905-1987, Cl. 5.4.2 and Note 2)

Permissible Shear Stress (refer IS:1905-1987 Cl. 5.4.3)

Permissible shear Stress = ### + N/mm²

If shear at panel sides is greater than 0.1N/mm² then ties will have to be provided

Wall Locations

200 thick walls: At Platform level - Trackside Back of House walls

At Concourse level - in Tunnel Ventilation Fan Room

and Plant Room areas

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fd/6

where fd = compressive stress due to dead loads in N/mm²

PM10 Jun 91

Project


Calculations for Discipline DEI File No. 233063/02/53

Dimensions (Typical)Calc by Ravi Date 18/04/2023 Sheet


reinforced concrete

intermediate windpost

h

h

L

Wall Dimensions

Length of wall between posts, L 3.00 m

Height of wall, h 2.80 m

Thickness of wall, t 0.20 m

Dimension CheckAssume panel supported at 3 edges

54.0

8.4 dimensions are adequate

Slenderness Check0.20 m

3.00 m

15.0

0.20 m

Thickness of wall, t 0.20 m

Ratio tp/tw 1.0

1.0 Table 6 IS1905

0.20 m

2.80 m

2.40 m

14.0

12.0

Limiting Slenderness ratio, lesser of the 2 above 12.0 <27, dimensions are adequate

Loading1.00 (maximum pressure)

23.0

12.9 kN/m

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1350tef2

Width x length of panel < 1350tef2

Width of post, wp

Spacing of post, Sp

Ratio Sp/wp

Thickness of post, tp

Stiffening coefficient, Sc

Effective thickness, teff = Sc x t

Effective height, heff = 1.0h

Effective length, Leff = 0.8L

Height Slenderness ratio, heff/teff

Length Slenderness ratio, Leff/teff

Horizontal wind pressure/suction at/near station platform, ph kN/m2

Density of blockwork, d kN/m3

Vertical load due to blockwork selfweight, pv = dth

PM10 Jun 91

Project


Calculations for Discipline DEI File No. 233063/02/53

Dimensions (Typical)Calc by Ravi Date 18/04/2023 Sheet


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PM10 Jun 91

Project



Wind-Post for Blockwork WallsCalc by Ravi Date 18/04/2023 Sheet


Wind-Post - IS 456

Assume wind pressure/suction width per post , = L 3.00 m

24.0 (Dimensions

3.0 kN/m linked to previous

2.94 kNm spreadsheet)

4.5 kN

1.34 kN

Wind-Post design for various wind pressures

Wall Loadings - Air Pressures

Case 1:

Case 2:

Case 3:

Case 4:

Vert reinfm Shear links

0.00 0.20 9.60 5.60 4T10 R6@200

0.60 0.20 3.00 5.60 4T10 R6@200

1.00 0.20 2.20 5.60 4T12 R6@200

.

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Density of windpost, dw kN/m3

Horizontal wind pressure/suction, Ph = phL

Moment induced due to pressure/suction, M = PhH2/8

Shear induced due to pressure/suction, V = PhL/2

Vertical axial load at mid height, Pv = dwwptpH/2

0.25 kN/m2 - Generally everywhere except as below:

0.50 kN/m2 - Trackside Walls

0.60 kN/m2 - ECS Intake/Exhaust Walls

1.0 kN/m2 - TVS Walls

Wind pressure kN/m2Wall

thickness (m)

Windpost horiz

spacing (m)

Windpost height (m)

PM10 Jun 91

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document.xls

Project Calculations for Div/Dept DEI Job Nr 233063/02/53

Saket Station Blockwork Walls - 200 mm thick Calc. by Ravi Date 4/18/2023 Sheet

Check by RK Date 4/18/2023

Location Clear Clear Thk. Eff. Eff. Eff. Eff. H/L Sl/ness Sl/ness BM BM Shear Shear Support conditions Mod'n Factor Lateral Equip't Stress Max ULS Max ULS Actual Allow.

width Ht width Ht width Ht ratio ratio ratio coeff coeff coeff coeff Bot. Top LHS RHS Load Load Location/ Moment Force Stress Stress

(mm) (mm) (mm) factor factor (mm) (mm) (Vert) (Horiz) (Horiz) (Vert) (Horiz) (Vert) (kN/m²) (kN/m²) Type (kNm/m) (kN/m) (N/mm²) (N/mm²)

(1) 9600 5600 200 1 1 9600 5600 0.58 28.0 48.0 0.010 0.116 0.180 0.490 pin pin pin pin 0.46 1.00 1.10 0.00 1.0 Mid-long 0.00 - 0.00 0.10 OK

200 thk Wall Mid-vert 0.00 - -0.06 0.10 OK

No lateral load Top-shear - 0.00 0.000 0.10 OK

Side-shear - 0.00 0.000 0.10 OK

Bot-shear - 0.00 0.000 0.14 OK

Bot-comp - 43.90 0.22 0.37 OK

(2) 3000 5600 200 1 1 3000 5600 1.87 28.0 15.0 0.111 0.013 0.475 0.190 pin pin pin pin 0.46 1.00 1.10 0.60 1.0 Mid-long 0.66 - 0.099 0.10 OK modified


Top-shear - 0.70 0.004 0.10 OK

load Side-shear - 0.94 0.005 0.10 OK

Bot-shear - 0.70 0.004 0.14 OK

Bot-comp - 43.90 0.22 0.37 OK

(3) 2200 5600 200 1 1 2200 5600 2.55 28.0 11.0 0.122 0.005 0.510 0.160 pin pin pin pin 0.46 1.00 1.10 1.00 1.0 Mid-long 0.65 - 0.097 0.10 OK


Top-shear - 0.99 0.005 0.10 OK

load Side-shear - 1.23 0.006 0.10 OK

Bot-shear - 0.99 0.005 0.14 OK

Bot-comp - 43.90 0.22 0.37 OK

Notes :-

1. Coefficients for bending and shear are taken from attached graphs.

3. Limiting slenderness ratio is 27 if wall is subjected to lateral loading and 40 when when subjected no lateral loading.

4. Case (1) with no lateral load is included as a baseline case, but does not occur in practice.

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kg ka kp

0.6 kN/m2 lateral

1.0 kN/m2 lateral

2. Slenderness ratio of wall shall be taken as the lesser of the effective width divided by the effective thickness and the effective height divided by the effective thickness.

PM10 Jun 91 document.xls

Project

Saket Station


BC15 Udyog Bhawan Station Calc by Ravi Date 18/04/2023 Sheet


Size of Column 200 mm by 200 mm (b x D)

Concrete Grade 35 Steel Grade 415

2800 mm

2240

SLS ULS

1.3 2.0

Moment in the direction of Larger dimension (Top) (kNm) 0.0 0.0

Moment in the direction of Larger dimension (Bott) (kNm) 0.0 0.0

Moment in the direction of Shorter dimension (Top) (kNm) 0.0 0.0

Moment in the direction of Shorter dimension (Bott) (kNm) 0.0 4.4

11 <12 - Short Column

11 <12 - Short Column Therefore the Column is Short

ex = lu / 500 + D / 30 = 12 mm < 20 0.0 kNm

ey = lu / 500 + b / 30 = 12 mm < 20 0.0 kNm

Provide 4 no. 12 mm dia. Bars with 40 mm cover and 6 mm links

452 1.1 %

0.001 0.032

40,000

623 + 141 = 764 kN

2 / 764 = 0.00 1.0

d' / D (about xx-axis) = 0.23

Hence Chart or Table for d' / D = 0.20 will be used (Chart Numbe 46 & 45 to extrapolate)

0.045

13 kNm 0.00

0.00 - including moment due to eccentricity

d' / b (about yy-axis) = 0.23

Hence Chart or Table for d' / D = 0.20 will be used (Chart Numbe 46 & 45 to extrapolate)

0.045

13 kNm 0.35

0.35 - including moment due to eccentricity

From IS 456:2000 Clause 39.6:

= 0.350 <1 therefore OK based on min. BM in long (x) direction

= 0.350 <1 therefore OK based on min. BM in short (y) direction

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N/mm2 N/mm2

Unsupported Length, lu =

Effective Length for Bending Parallel to Larger Dimensions, le = mm (based on 0.80 lu)

Axial Load, Pu (kN)

le / D =

le / b =

20mm therefore ex = mm, and Mex =

20mm therefore ey = mm, and Mey =

Therefore Area of Steel As = mm2, and p =

Pu / fck b D = and p / fck =

Ag = mm2

From 39.6, Puz = 0.45fck x Ac + 0.75fy x Asc =

and Pu / Puz = Therefore, an =

Mux1 / fck bD2 =

Hence, Mux1 = and Mux / Mux1 =

Muy1 / fck Db2 =

Hence, Muy1 = and Muy / Muy1 =

(Mux / Mux1)an + (Muy / Muy1)an

PM10 Jun 91

Project



WindPost & Beam DetailsCalc by Ravi Date 18/04/2023 Sheet


20mm gap with

intumescent sealant

and compressible filler

h

h

Elevation 4-T10

(n.t.s) 200

R6 Link @ 200

### Section C - CR6 Link @ 200 (n.t.s)

150/200

4T10 or 4T12

Section B - B

(n.t.s)

BS 6073-1 for precast masonary concrete block

BS 1289-1 for concrete flue block

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structural slab

structural slab

BB

C

PM10 Jun 91

Project



WindPost & Beam DetailsCalc by Ravi Date 18/04/2023 Sheet


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Project



Blockwork WallsCalc by Ravi Date 18/04/2023 Sheet

Checked by RK Date 18/04/2023 8 of 10

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Project



Blockwork WallsCalc by Ravi Date 18/04/2023 Sheet


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Project





Summary of Design

h

h

windposts L

0.00 0.20 9.60 5.60 4T10 R6@200

0.60 0.20 3.00 5.60 4T10 R6@200

1.00 0.20 2.20 5.60 4T12 R6@200

Notes

1 Blockwork compressive strength 7.5 N/mm2

2 Concrete compressive strength 35 N/mm2

3 Reinforcement yield stress 415 N/mm2

4 Mortar grade M2 to IS 2250

###

R6 Link @ 200

150/200

4T12/4T10

Section thro' Windpost

(n.t.s)

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Wind pressure kN/m2Wall

thickness (m)

Windpost horiz

spacing L(m)

Windpost height (m)

Windpost Vert reinfm

Windposts Shear links

slab

slab

blockwork wall

colu

mn

colu

mn

column

PM10 Jun 91

Project



Lintel DetailCalc by Ravi Date 18/04/2023 Sheet


opening

opening

h - dimension varies up to a maximum value of 4.0m to accommodate

openings and to satisfy the slenderness ratio requirement

b - bearing length shall not be less than 90 mm or one-tenth of the span whichever is greater

Depth R8 Link

Varies 4T10/4T12/4T16

for span up to max. of 4.0m

Section C - C

(n.t.s)

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structural slab

structural slab

b

C

C

0

0

PM10 Jun 91

Project



Lintel DetailCalc by Ravi Date 18/04/2023 Sheet


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Documents

Blockwork Wall Rev Final