The design report details modifications for new door openings on a load-bearing wall for client Dhr. M. Hooijmans, including existing wall specifications and expected loading conditions. It describes the calculated uniform and point loads on a proposed HE160A beam, along with support reactions, bending moments, and deflection checks. The report concludes that the HE160A beam meets design requirements for the door openings.

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.