The gravity loads on the structure were found to be directly in accordance with the Eurocodes. Lateral loads were calculated to be greater than those determined by design engineer and needs further review. Reasons for the discrepancies could be differences in design codes, reference location and assumptions as well as errors in manual calculation.

1. Design Report
Project : Building Modification
Description: New door openings on load bearing wall
Client: Dhr. M. Hooijmans, Franseweg 57, 4651GE, Steenbergen
Date: 2021.06.20

2. Existing Wall Specifications
Wall A – North Side
Wall thickness = 237 mm
Length = 3491 mm
Height = 2400mm
Wall B – South Side
Wall thickness = 237 mm
Length = 3891 mm
Height = 2400mm
Wall Type : Cavity Wall –2 number of 100mm Brick with air gap
Load Bearing Wall
Expected Door Operning
Length = 900 mm
Height = 2200mm

3. Loading
Impose Load Domestic : 1.5 kN/m2
Floors : 0.5 kN/m2
Total Load from Floor = 2 kN/m2
Roof : 1.2 kN/m2
Snow/People Accessing to Roof/Wind = 0.75 kN/m2
Total Load from Floor = 1.95 kN/m2
Wall Above = 20 kN/m3
x 0.237 = 4.74 kN/m2

4. LOADINGS SUMMERY
ROOF = 2 kN/m2
FLOOR = 1.95 kN/m2
WALL = 4.74 kN/m2
FLOOR = 2 kN/m2
x 2.785 m = 5.57 kN/m
ROOF = 1.95 kN/m2
x 2.785 m = 5.43 kN/m
WALL = 4.74 kN/m2
x 0.5 m = 2.37 kN/m
UDL ON BEAM = 5.57 kN/m + 5.43 kN/m + 2.37 kN/m
= 13.37 kN/m
F.O.S = 1.5
TOTAL UDL ON BEAM = 20.1 kN/m
POINT LOAD FROM ROOF = 5 kN
F.O.S = 1.5
TOTAL POINT LOAD = 5 kN x 1.5
= 7.5 kN

5. BEAM DESIGN
ASSUMED BEAM : HE160A
LENGTH : 1.2m
END CONDITIONS : PIN, ROLLER
LOADING DIAGRAME
SUPPORT REACTIONS : R1 AND R2
∑Fx=0
R1 + R2 = 20.1 kN/m x 1.2 m + 7.5 Kn _____ (1)
∑Mx=0
R2 x 1.2 m = 20.1 kN/m x 1.2 m x 0.6 m + 7.5 kN x 0.15 m _____ (2)
From (1) and (2) equations;
R1 = 18.623 kN
R2 = 12.998 kN

6. SUPPORT REACTION DIAGRAME
BENDING MOMENT DIAGRAME

7. SHEAR FORCE DIAGRAME
Result Max Min
Bending Moment MA 4.2 kNm 0 kNm
Shear VA 18.622 kN -12.998 kN
Displacement DA 0 mm -0.321 mm
Design properties of HE160A profiles for S355 steel class
Bending
Mc,y,Rd = 88.0
Buckling Resistance Moment Mb,Rd for 1.2m = 86.4 kNm > MA ______ OK
Design shear resistance Vc,Rd = 238 kN > VA ______ OK
Deflection Check = Span/360 = 0.9m /360 = 2.5mm > DA ______ OK
Ix,req = 2.24 x W x L3
= 2.24 x 13.37 x 1.23
= 51.75 cm4
Second Moment of Area Ix = 1670 cm4
> Ix,req ______ OK
HENCE, HE160A BEAM CAN BE USED FOR BOTH DOOR A AND B.