masonry wall design ec 6

8/10/2019 Masonry Wall design EC 6

1/4

Jacobs Engineering

Mahape

400710 Navi Mumbai

Initials: MSM

Date: 10/22/2014

Time: 3:10 PM

Project: Worplesdon Primary School

Component: Combined wall#1

Number: B1727880

Module: Combined wall / EC6design v.7.02

Input

The calculation covers a part of a combined wall without openings.

The inner leaf is masonry and the combined wall has vertical supports.

Common dimensions for outer and inner leaf:

Height h = 2.800 m

Vertical distance between rows of wall-ties a = 300 mm

Horizontal distance in "normal" row of wall-ties banorm = 600 mm

Horizontal distance in top row of wall-ties batop = 300 mm

(along openings and the limitations of the wall an extra row of wall-ties should be inserted. Max distance: 400 mm)

Separate data for: Inner leaf Outer leaf

Thickness tI/tO = 140 mm 100 mm

Characteristic modules of elasticity E0k = 3000 MPa 3000 MPa

Vertical load LLoad = 30.0 kN/m

Topeccentricity e0 = 18 mm

Design horizontal load wI/wO = 0.20 kN/m 0.95 kN/m

(positive horizontal load is equivalent to excess pressure on the inner leaf and suction on t he outer leaf)


2/4

Jacobs Engineering

Mahape

400710 Navi Mumbai

Initials: MSM

Date: 10/22/2014

Time: 3:10 PM



Number: B1727880


General assumptions

Moments from wind and eccentricity in top are distributed according to the stiffness of the leafs.

The (wind)pressure in the cavity itself is assumed nil.


3/4

Jacobs Engineering

Mahape

400710 Navi Mumbai

Initials: MSM

Date: 10/22/2014

Time: 3:10 PM



Number: B1727880


Calculations

Results for each leaf: Inner leaf Outer leaf

Characteristic (Bending-)E-modules E0k,I/E0k,O = 1500 MPa 1500 MPa

Initial stifnessesSiI/SiO= (10 E I)/(hs) = 437.5 kN/m 159.4 kN/m

Relative st ifnesses: rI/rO = 0.73 0.27

Total horizontal load w =wI+ wO = 1.15 kN/m

Initial moment in middle M0= w h/8 + Mtop/2 = 1397 Nm/m

Corrected stiffness SkS= SiI+ SiO- LLoad = 566.9 kN/m

Deflection from moment and column effect u = 2.5 mm

(In the calculation it is presumed only support in horizontal lines)

Moments in the middle after redistribution MyI/MyO = 1078 Nm/m 393 Nm/m

Topmoments after redistribution Mtop,I/Mtop,O = 396 Nm/m 144 Nm/m

Equivalent horizontal load weqv,I/weqv,O = 0.90 kN/m 0.33 kN/m

Number of wall-tie rows n+1 = 9

Number of intervals between rows n = 8

Forces in wall-ties in t he top row BKn = 315 N/wall-tie

Forces in wall-ties in "second from the top" row BKn-1 = -176 N/wall-tie

Forces in wall-ties in a normal row BK1 = 112 N/wall-tie

Forces in wall-ties in "bottom" row BK0 = 413 N/wall-tie


4/4

Jacobs Engineering

Mahape

400710 Navi Mumbai

Initials: MSM

Date: 10/22/2014

Time: 3:10 PM



Number: B1727880


Result

Deflection from moment and column effect u = 2.5 mm

(In the calculation only support in horizontal lines is assumed )

The loads on t he inner leaf:

Vertical load Lload = 30.0 kN/m

Topmoment (edge moment, upper horizontal) Mtop,I = 396 Nm/m

=> Topeccentricity e0 = 13 mm

Horizontal load weqv,I = 0.90 kN/m

The loads on the outer leaf:

Topmoment Mtop,O = 144 Nm/m

Horizontal load weqv,O = 0.33 kN/m

Forces in wall-ties: tension compression

Upper row BKn = 315 N/wall-tie 0 N/wall-tie

If the upper row is the upper row of the veneer wall, the strength of anchorage should be reduced 50%

due to the reduced strength in the top courses.

"second from the top" row BKn-1 = 0 N/wall-tie 176 N/wall-tie

Normal row BK1 = 112 N/wall-tie 0 N/wall-tie

Bottom row BK0 = 413 N/wall-tie 0 N/wall-tie

masonry wall design ec 6

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