Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 1

Masonry construction - Masonry construction - ExerciseExercise

cross section

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 2

ground plan upper floor

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 3

ground planGround floor

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ground planBasement

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 5

ground planBasement

basement-high precision bricks 6/lmd = 300 mmfk = 2,2 N/mm2

he=2,41 mhs = 2,5 me = 19 kN/m3

qk = 5 kN/m2

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 6

DesignDesign

M

load eccentricity: e = M/N

d

N

exist

e c

N

1.

2.

e d/3

σexist σpermissable

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 7

Design Design methodmethod

Boundary conditions forsimplifiedmethod ot a basement wall

d ≥ 240 mmhs ≤ 2,6mqk ≤ 5,0 kN/m2

he ≤ hs

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 8

Verification of conditions Verification of conditions

• Wall thickness d = 300 > 240 mm

• Max. floor height hs = 2,5 < 2,6 m

• Max live load qk = 5 ≤ 5 kN/m2

• he = 2,41 ≤ hk = 2,50 m

Use of the simplified method

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 9

Proof at half height of the fill

mit

N1,Rd,d = upper limit of the wall normal forceN1,lim,d = lower limit of the wall normal forceN1,Ed= Design value of the wall normal force from the load

case Nmax and Nmind = Wall thickness fd = Design value of the masonry compressive strength e = Weights of the fill

dEdd

Rd NNfd

N lim,,1,1,1 3

d

hhN ese

d

20

2

lim,,1

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 10

Verification on the top of the wall

N0,lim,d = lower limit of the wall normal force (s. table)

N1,Ed= Design value of the wall normal force from the load case Nmax and Nmin

dEdd

Rd NNfd

N lim,,0,0,0 3

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 11

load collectionload collection

dead weight Gk Roof (from auxiliary

calculation)2,52 kN/m

Wall dead load (Vertical perforated brick HLz 6-0,8/lm

10·(0,3 + 0,035 3,35kN/m2

jamb wall 3,35·0,5 1,68 kN/m

Wall on the upper floor + ground floor

3,35·2,5·2 16,75

kN/m

Ceiling load from upper floor

(0,18·25 + 1,6)·3,79/2

11,56

kN/m

Ceiling load from ground floor

(0,18·25 + 1,6)·2,40/2

7,32 kN/m

Ceiling load from Basement

(0,16·25 + 1,6)·2,40/2

6,72 kN/m

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 12

live load Qk live load

1,5kN/m2

Partition wall surcharge

1,2kN/m2

slab over first floor (1,5+1,2)·(3,79/2) 5,12 kN/m

slab over ground (1,5+1,2)·(2,4/2) 3,24 kN/m

slab over basement (1,5+1,2)·(2,4/2) 3,24 kN/m

snow from auxiliary calculation for zone I, 0,75 kN/m²

1,98 kN/m

wind (from auxiliary calculation )

1,24 kN/m

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Action– for cases with only one live load Qk,1

– for cases with more than one live load Qk,i

1,1

, 5,135,1 kj

jkkid QGEEi

1,,1,

1, 5,135,1

iikiOk

jjkkid QQGEE

i

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• partial safety factors of actions

Action permanent load variable load

favourable 1,0 0

unfavourable 1.35 1.5

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• for unusual effects special rules

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Minimum normal force at the top of the wall (only dead load without increasing by PSF)

Minimum normal force in half storey height

kN/m 55,4672,632,756,1175,1668,152,200,1 dE

kN/m 94,50)2/5,2(35,300,175,46 dE

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Maximum normal force at the top of the wall

Maximum normal force in half storey height

kN/m 92,7998,15,024,16,07,0224,312,55,155,4635,1 dE

kN/m 58,85)2/5,2(35,335,192,79 dE

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 18

lower limits N1,lim,d for basement walls

upper limit due to load bearing capacity kN/m 67,124

5,13

220085,03,0

33,1,0

M

kdRdRd

fdfdNN

kN/m 98,453,020

41,25,219

20

22

lim,,1

d

hhN ese

d

Prof. Dr.-Ing. Wolfram Jäger - LS Tragwerksplanung - Fakultät Architektur 19

VerificationE1,lim,d = 45,98 kN/m < R1,Rd,min =

50,94 kN/md·fd/3 = 124,67 kN/m > R0,Rd,max =

85,58 kN/mOK!