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2024-02-28

VE 1025 | Reinforced Concrete Design of a Two-span Continuous Beam with Tapered Cantilever

Description

A reinforced concrete beam is designed as a two-span beam with a cantilever. The cross-section varies along the length of the cantilever (tapered cross-section). The internal forces, the required longitudinal and shear reinforcement for the ultimate limit state are calculated and compared to the results in [1].

Verification Example 1025 | System

Material	Concrete C25/30	Modulus of Elasticity	E	31000	N/mm²
	Concrete C25/30	Design value of concrete compressive strength	f_cd	14.167	N/mm²
	Reinforcing Steel B500S(B)	Characteristic yield strength	f_yk	500.000	N/mm²
	Reinforcing Steel B500S(B)	Design yield strength	f_yd	434.783	N/mm²
Geometry	Structure	Cantilever length	l_{eff,cantilever}	4.000	m
		Span 1 length	l_eff,1	8.000	m
		Span 2 length	l_eff,2	8.000	m
	Cross-section	Height	h	1500	mm
		Width	b	2620	mm
		Flange height	h_f	150	mm
		Web width	b_w	380	mm
		Concrete cover	c_nom	35	mm
Loads	Permanant loads	LC1	g_k,1	10.500 - 90.000 (trapezoidal)	kN/m
		LC2	G_k,2	216.000	kN
		LC3	G_k,3	416.000	kN
	Imposed loads	LC4	q_k,1,1	40.000	kN/m
		LC5	q_k,1,2	40.000	kN/m
		LC6	q_k,1,3	30.000	kN/m
		LC7	Q_k,2	284.000	kN

Verification Example 1025 | Permanent and Variable Loads

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VE 1025 | Two-Span Concrete Beam with Cantilever

RFEM Settings

Consideration of limited moment redistribution of the supporting moment acc. to 5.5
Reduction of the moments or dimensioning for the momentsat the face of a monolithic support acc. to 5.3.2.2
Reduction of shear forces in the support face and distance d acc. to 6.2.1(8)
The distribution type of the section used is tapered at start of member, to consider the height change of the cross-section.

Results

Bending Moment and Shear force from Permanant and Imposed Loads

Bending Moment and Shear Force due to g_k,1
Inner Force	Unit	RFEM / Analytical Solution	Span 1	Span 2	Axis A	Axis B	Axis C
Bending Moment	[kNm]	RFEM	248.890	432.840	-296.460	-645.760	0
Bending Moment	[kNm]	Analytical Solution	249.000	433.000	-296.000	-646.000	0
Shear Force	[kN]	RFEM	-43.330	80.830	-201.000/316.340	-403.660/440.720	-279.280
Shear Force	[kN]	Analytical Solution	-44.000	81.000	-201.000/316.000	-404.000/441.000	-279.000

Verification Example 1025 | Bending Moment and Shear Force due to the load case LC1

Bending Moment and Shear Force due to G_k,2
Inner Force	Unit	RFEM / Analytical Solution	Span 1	Span 2	Axis A	Axis B	Axis C
Bending Moment	[kNm]	RFEM	-305.850	101.850	-815.400	203.720	0
Bending Moment	[kNm]	Analytical Solution	-306.000	102.000	-815.000	204.000	0
Shear Force	[kN]	RFEM	127.390	-25.460	-215.670/127.390	-127.390/-25.460	-25.460
Shear Force	[kN]	Analytical Solution	127.000	-25.500	-216.000/127.000	-127.000/-25.500	-25.500

Verification Example 1025 | Bending Moment and Shear Force due to the load case LC2

Bending Moment and Shear Force due to G_k,3
Inner Force	Unit	RFEM / Analytical Solution	Span 1	Span 2	Axis A	Axis B	Axis C
Bending Moment	[kNm]	RFEM	676.040	-155.960	0	-311.920	0
Bending Moment	[kNm]	Analytical Solution	676.000	156.000	0	-312.000	0
Shear Force	[kN]	RFEM	169.010/-246.990	-38.990	169.010	-246.990/38.990	38.990
Shear Force	[kN]	Analytical Solution	169.000/247.000	39.000	169.000	-247.000/39.000	39.000

Verification Example 1025 | Bending Moment and Shear Force due to the load case LC3

Bending Moment and Shear Force due to q_k,1,1
Inner Force	Unit	RFEM / Analytical Solution	Span 1	Span 2	Axis A	Axis B	Axis C
Bending Moment	[kNm]	RFEM	-120.100	40.000	-320.200	79.950	0
Bending Moment	[kNm]	Analytical Solution	-120.220	40.030	-320.490	80.060	0
Shear Force	[kN]	RFEM	50.070	-10.000	-160.000/50.020	50.020/-10.000	-10.000
Shear Force	[kN]	Analytical Solution	50.000	-10.010	-160.000/50.070	50.070/-10.010	-10.010

Verification Example 1025 | Bending Moment and Shear Force due to the load case LC4

Bending Moment and Shear Force due to q_k,1,2
Inner Force	Unit	RFEM / Analytical Solution	Span 1	Span 2	Axis A	Axis B	Axis C
Bending Moment	[kNm]	RFEM	240.020	-79.980	0	-159.960	0
Bending Moment	[kNm]	Analytical Solution	240.000	-80.000	0	-160.000	0
Shear Force	[kN]	RFEM	-19.990	19.990	140.010	-179.990/19.999	19.999
Shear Force	[kN]	Analytical Solution	-20.000	20.000	140.000	-180.000/20.000	20.000

Verification Example 1025 | Bending Moment and Shear Force due to the load case LC5

Bending Moment and Shear Force due to q_k,1,3
Inner Force	Unit	RFEM / Analytical Solution	Span 1	Span 2	Axis A	Axis B	Axis C
Bending Moment	[kNm]	RFEM	-59.980	180.010	0	-119.970	0
Bending Moment	[kNm]	Analytical Solution	-60.000	184.000	0	-120.000	0
Shear Force	[kN]	RFEM	-15.000	15.000	-15.000	-15.000/135.000	-105.000
Shear Force	[kN]	Analytical Solution	-15.000	15.000	-15.000	-15.000/135.000	-105.000

Verification Example 1025 | Bending Moment and Shear Force due to the load case LC6

Bending Moment and Shear Force due to Q_k,2
Inner Force	Unit	RFEM / Analytical Solution	Span 1	Span 2	Axis A	Axis B	Axis C
Bending Moment	[kNm]	RFEM	461.530	-106.470	0	-212.950	0
Bending Moment	[kNm]	Analytical Solution	462.000	-106.500	0	-213.000	0
Shear Force	[kN]	RFEM	115.380/-168.620	26.620	115.380	-168.620/26.620	26.620
Shear Force	[kN]	Analytical Solution	-169.000/115.000	26.600	115.000	-15.000/135.000	-169.000/26.600

Verification Example 1025 | Bending Moment and Shear Force due to the load case LC7

Internal Forces
The table below contains all the load combinations of the ultimate limit state:

Load Comibation	Assigned Load Cases
CO1	1.00·LC1 + 1.00·LC2 + 1.00·LC3
CO2	1.35·LC1 + 1.35·LC2 + 1.35·LC3 + 1.50·LC4 + 1.50·LC5 + 1.50·LC6 + (1.50·0.80)·LC7
CO3	1.35·LC1 + 1.35·LC2 + 1.35·LC3 + (1.50·0.70)·LC4 + (1.50·0.70)·LC5 + (1.50·0.70)·LC6 + 1.50·LC7
CO4	1.35·LC1 + 1.00·LC2 + 1.35·LC3 + 1.50·LC5 + 1.50·LC6 + (1.50·0.80)·LC7
CO5	1.35·LC1 + 1.00·LC2 + 1.35·LC3 + (1.50·0.70)·LC5 + 1.50·LC7
CO6	1.00·LC1 + 1.35·LC2 + 1.35·LC3 + (1.50·0.70)·LC4 + 1.50·LC7
CO7	1.35·LC1 + 1.00·LC2 + 1.35·LC3 + (1.50·0.70)·LC5 + (1.50·0.70)·LC6+ 1.50·LC7
CO8	1.35·LC1 + 1.35·LC2 + 1.00·LC3 + 1.50·LC4 + 1.50·LC6
CO9	1.35·LC1 + 1.35·LC2 + 1.35·LC3 + 1.50·LC4 + 1.50·LC5 + (1.50·0.80)·LC7

Action	Unit	Load Combination	RFEM Result	Reference Result	Ratio
M_Ed,A	kNm	CO8	-1981.830	-1980.000	1.00
M_Ed,B	kNm	CO4	-1764.600	-1765.000	0.99
M_Ed,1	kNm	CO5	1887.120	1887.000	1.00
M_Ed,2	kNm	CO8	885.540	895.000	0.99
V_Ed,A,li	kN	CO2	-802.500	-803.000	0.99
V_Ed,A,re	kN	CO9	1250.770	1250.000	1.00
V_Ed,1,li	kN	CO6	582.090	581.000	1.00
V_Ed,1,re	kN	CO7	-554.660	-555.000	0.99
V_Ed,B,li	kN	CO4	-1245.820	-1246.000	0.99
V_Ed,B,re	kN	CO4	-886.580	-887.000	0.99
V_Ed,C	kN	CO8	-544.930	-545.000	0.99

Required Longitudinal Reinforcement
In the literature, a 15% moment redistribution was considered at support B within load combinations 4, and a 12% moment redistribution was considered within load combination 7. In contrast, RFEM applies the same moment redistribution across all load combinations. To facilitate a meaningful comparison with the literature, adjustments will be made to the RFEM model. Subsequently, the actual solution provided by RFEM will be presented.
Comparing RFEM results to literature results:
Support A:
The beam is monolithically connected to the support, and therefore, the critical design moment is at the face of the support. However, the literature neglects the influence of the load when calculating the moment at the face of the support. To enable a meaningful comparison with the results in RFEM, it is necessary to recalculate it while considering the influence of the load. The design moment at the face of the support without load influence consideration, M_Ed, is -1819.0 kNm. Considering the effect of the loads, M_Ed increases to -1823.0 kNm.

	RFEM		Analytical Solution		Ratio
Load Case	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot	M_Ed	A_s,stat,tot
	[kNm]	[cm²]	[kNm]	[cm²]	[kNm]	[cm²]
CO8	-1824.790	32.50	-1823.000	31.60	1.00	1.02

In the literature, it is assumed that the cross-section height at the edge of the support is equal to the cross-section height at the middle of the support. However, in RFEM, the actual cross-section height is considered due to the tapered cross-section. As a result, this leads to higher reinforcement requirements in RFEM.
Support B:
The critical load combination in this case is the load combination 4. To match the literature, the ratio of moment redistribution in the support B is set to 0.850.

Support B
	RFEM		Analytical Solution		Ratio
Load Case	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot	M_Ed	A_s,stat,tot
	[kNm]	[cm²]	[kNm]	[cm²]	[kNm]	[cm²]
CO4	-1345.870	22.40	-1360.000	22.80	0.99	0.98

When calculating the design moment, the literature takes into consideration that the moment at the face of the support should not be less than 0.65 of the full fixed end moment (DIN EN 1992-1-1, 5.3.2.2). This condition is not implemented in RFEM. This explains the difference in the design moment.

Span 1:
Since the beam is defined as a continuous member in RFEM, it is not possible to set an effective width b_eff to each span. The smallest value from the two effective widths from span 1 and 2 is used for simplification. b_eff is than set to 2.620 m. The literature considers a 12% moment redistrubiton for the load combination 7, the moment redistribution ratio in the middle support is therefore now set to 0.880.

Span 1
	RFEM		Analytical Solution		Ratio
Load Case	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot	M_Ed	A_s,stat,tot
	[kNm]	[cm²]	[kNm]	[cm²]	[kNm]	[cm²]
CO7	1926.280	30.13	1927.000	33.10	0.99	0.91

Span 2:
In this case, no moment redistribution is considered. The ratio of moment redistribution is set to 1.000.

Span 2
	RFEM		Analytical Solution		Ratio
Load Case	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot	M_Ed	A_s,stat,tot
	[kNm]	[cm²]	[kNm]	[cm²]	[kNm]	[cm²]
CO8	885.520	13.79	895.000	15.10	0.99	0.91

In the literature, the required longitudinal reinforcement is determined using approximation methods for T-beams according to DAstb-heft 425. Using this method, the compressive force in the flange is assumed to be in the center of the flange (h_f/2). in RFEM, the required reinforcement is determined with a cross-section analysis. This results in a required reinforcement lower than in the literature.
RFEM provided solution
Now, the moment redistribution in the middle support is set to 15% across all load combinations. The results are summarized in the tables below.
Support A:
Load case 8 delivers the highest bending moment, and is therefore decisive.

Support A
Load Case	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot
	[kNm]	[cm²]
CO8	-1824.840	32.32

Support B:

Support B:
Load Case	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot
	[kNm]	[cm²]
CO4	-1345.890	22.40

Span 1:
When moment redistribution is taken into consideration in all load combinations, CO5 has the highest design bending moment in Span 1.

Span 1:
Load Case	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot
	[kNm]	[cm²]
CO5	2005.410	31.44

Span 2:
CO8 has a design moment after moment redistibution M_Ed of 940 kNm.

Span 2:
Load Case	Design Bending Moment M_Ed	Required Reinforcement A_s,stat,tot
	[kNm]	[cm²]
CO8	940.000	14.73

Verification Example 1025 | Provided and Required Longitudinal Reinforcement

Shear Reinforcement
Shear reinforcement in the cantilever:
To determine the required stirrups in the cantilever, 3 locations are examined. The results are summarized in the table below:

Cantilever
Location x	Parameter	Symbol	Unit	RFEM	Analytical Solution	Ratio
x = 0.45m	Effective depth	d	[m]	0.940	0.920	1.02
	Inner lever arm	z	[m]	0.848	0.828	1.02
	Shear force	V_Ed	[kN]	-327.190	-328.000	0.99
	Design bending moment	M_Ed	[kNm]	-73.320	-74.000	0.99
	Design shear component of the force in compression area	V_ccd	[kN]	12.550	13.000	0.99
	Design shear force	V_Ed,red	[kN]	314.640	314.000	1.0
	Shear capacity without reinforcement	V_rd,cc	[kN]	219.420	221.00	0.99
	Inclination of the compression strut	cot Θ	[-]	3.0	3.0	1.0
	Capacity of compression strut	V_rd,max	[kN]	996.230	1003.000	0.99
	Required reinforcement	a_sw,req	[cm²/m]	2.84	2.91	0.98
x = 1.37m	Effective depth	d	[m]	1.070	1.050	1.02
	Inner lever arm	z	[m]	0.965	0.945	1.02
	Shear force	V_Ed	[kN]	-417.720	-418.000	1.00
	Design bending moment	M_Ed	[kNm]	-414.250	-415.000	1.00
	Design shear component of the force in compression area	V_ccd	[kN]	62.210	66.000	0.94
	Design shear force	V_Ed,red	[kN]	355.510	353.000	1.01
	Shear capacity without reinforcement	V_rd,cc	[kN]	250.070	252.000	0.99
	Inclination of the compression strut	cot Θ	[-]	3.0	3.0	1.0
	Capacity of compression strut	V_rd,max	[kN]	1135.860	1144.000	0.99
	Required reinforcement	a_sw,req	[cm²/m]	2.83	2.86	0.99
x = 2.37m	Effective depth	d	[m]	1.210	1.190	1.02
	Inner lever arm	z	[m]	1.090	1.070	1.02
	Shear force	V_Ed	[kN]	-541.800	-543.000	1.0
	Design bending moment	M_Ed	[kNm]	-891.790	-893.00	1.00
	Design shear component of the force in compression area	V_ccd	[kN]	118.250	125.000	0.95
	Design shear force	V_Ed,red	[kN]	423.550	418.000	1.01
	Shear capacity without reinforcement	V_rd,cc	[kN]	283.220	285.000	0.99
	Inclination of the compression strut	cot Θ	[-]	3.0	3.0	1.0
	Capacity of compression strut	V_rd,max	[kN]	1286.410	1298.000	0.99
	Required reinforcement	a_sw,req	[cm²/m]	2.98	2.99	1.0

Span 1:
The decisive member location for the calculation of the stirrups in field 1 is at a distance d from the right edge of the support A.

Span 1
Parameter	Symbol	Unit	RFEM	Analytical Solution	Ratio
Effective depth	d	[m]	1.440	1.430	1.00
Shear force at the support A	V_Ed,A	[kN]	1250.770	1250.000	1.00
Design shear force	V_Ed,A,re	[kN]	952.430	954.000	1.00
Shear capacity without reinforcement	V_Rd,cc	[kN]	346.210	343.000	1.00
Inclination of compression strut	cot Θ	[-]	1.88	1.87	1.00
Required shear reinforcment	a_sw,req	[cm²/m]	8.95	9.11	0.98

Span 2:

The calculation of the stirrups is done analog to span 1.

Span 2
Parameter	Symbol	Unit	RFEM	Analytical Solution	Ratio
Effective depth	d	[m]	1.440	1.440	1.02
Shear force at the support B	V_Ed,B	[kN]	886.580	855.000	1.03
Design shear force	V_Ed,B,re	[kN]	613.100	584.000	1.05
Shear capacity without reinforcement	V_Rd,cc	[kN]	346.210	343.000	1.00
Inclination of compression strut	cot Θ	[-]	2.75	2.91	0.95
Required shear reinforcment	a_sw,req	[cm²/m]	3.94	3.58	1.10

The differences in the results for span 2 are due to the fact that the literature considered the shear force at support B after moment redistribution. However, moment redistribution does not influence the shear force design in RFEM.

Verification Example 1025 | Provided and Required Transverse Reinforcement

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VE 1025 | Two-Span Concrete Beam with Cantilever

References

German Concrete and Structural Engineering Association E. V, examples for design according to Eurocode 2. Volume 1: Building construction, Berlin: Ernst & Sohn 2012, 1st prize corrected reprint of 1. Edition, 978-3-433-01877-4

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Videos

Knowledge Base

KB 001838 | Design of Ribs, Folded Plate Structures, and Surfaces Using Result Members in RFEM 6

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Knowledge Base

KB 001838 | Design of Ribs, Folded Plate Structures, and Surfaces Using Result Members in RFEM 6

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Knowledge Base

KB 001838 | Design of Ribs, Folded Plate Structures, and Surfaces Using Result Members in RFEM 6

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Knowledge Base

KB 001838 | Design of Ribs, Folded Plate Structures, and Surfaces Using Result Members in RFEM 6

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Knowledge Base

KB 001838 | Design of Ribs, Folded Plate Structures, and Surfaces Using Result Members in RFEM 6

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Knowledge Base

KB 001838 | Design of Ribs, Folded Plate Structures, and Surfaces Using Result Members in RFEM 6

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General

Structural Analysis and Design Software for Concrete Structures | RFEM 6 & RSTAB 9 by Dlubal Software

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Product Feature

Punching Shear Design for All Section Shapes

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FAQ

FAQ 005472 | In the table of the objects to be designed in the Concrete Design add-on, punching nodes are...

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Knowledge Base Articles

KB 001838 | Design of Ribs, Folded Plate Structures, and Surfaces Using Result Members

If you want to use a pure surface model, for example, when determining the internal forces and moments, but the structural component is still designed on the member model, you can take advantage of a result beam.

According to EN 1992-1-1 [1], a beam is a member of which the span is no less than 3 times the overall section depth. Otherwise, the structural element should be considered as a deep beam. The behavior of deep beams (that is, beams with a span less than 3 times the section depth) is different from the behavior of normal beams (that is, beams with a span that is 3 times greater than the section depth). However, designing deep beams is often necessary when analyzing the structural components of reinforced concrete structures, since they are used for window and door lintels, upstand and downstand beams, the connection between split-level slabs, and frame systems.

Critical Perimeter Around Column Considering One Opening

The punching shear design, in line with EN 1992-1-1, should be performed for slabs with a concentrated load or reaction. The node where the design of punching shear resistance is performed (that is, where there is a punching problem) is called a node of punching shear. The concentrated load at these nodes can be introduced by columns, concentrated force, or nodal supports. The end of the linear load introduction on slabs is also regarded as a concentrated load and therefore, the shear resistance at wall ends, wall corners, and ends or corners of line loads and line supports should be controlled as well.

This article describes how a flat slab of a residential building is modeled in RFEM 6 and designed according to Eurocode 2. The plate is 24 cm thick and is supported by 45/45/300 cm columns at distances of 6.75 m in both the X and Y directions (Image 1). The columns are modeled as elastic nodal supports by determining the spring stiffness based on the boundary conditions (Image 2). C35/45 concrete and B 500 S (A) reinforcing steel are selected as the materials for the design.

Screenshots

VE 1025 | System

Distribution of Top Reinforcement in Walls and Slabs in LLC

KB 001838 | Design of Ribs, Folded Plate Structures, and Surfaces Using Result Members in RFEM 6

Reinforcement Description

Deformations of Production Unit Structure | © GH HERVOUET

Model of Pastry Production and Storage Unit | © GH HERVOUET

View of Internal Steel Structure of Pastry Production and Storage Unit | © GH HERVOUET

Exterior View of Pastry Production and Storage Unit | © GH HERVOUET

Product Features

Feature 002801 | Punching Shear Design for All Section Shapes

Do you have individual column sections and angled wall geometries, and need punching shear design for them?

No problem. In RFEM 6, you can perform punching shear design not only for rectangular and circular sections, but for any cross-section shape.

Feature 002691 | Simplified Fire Resistance Design for Columns and Beams According to EN 1992-1-2, Sections 5.3.2 and 5.6

The Concrete Design add-on provides you with the option to perform the simplified fire resistance design according to EN 1992‑1‑2 for columns (Section 5.3.2) and beams (Section 5.6).

The following design checks are available for the simplified fire resistance design:

Columns: Minimum cross-sectional dimensions for rectangular and circular sections according to Table 5.2a as well as Equation 5.7 for calculating time of fire exposure
Beams: Minimum dimensions and center distances according to Table 5.5 and Table 5.6

You can determine the internal forces for the fire resistance design according to two methods.

1 Here, the internal forces of the accidental design situation are included directly into the design.
2 The internal forces of the design at normal temperature are reduced by the factor Eta,fi (ηfi), then used in the fire resistance design.

Furthermore, it is possible to modify the axis distance according to Eq. 5.5.

Feature 002670 | Fatigue Design According to EN 1992-1-1, Chapter 6.8

With the Concrete Design add-on, you can perform the fatigue design of members and surfaces according to EN 1992‑1‑1, Chapter 6.8.

For the fatigue design, you can optionally select two methods or design levels in the design configurations:

Design Level 1: Simplified design according to 6.8.6 and 6.8.7(2): The simplified design is performed for frequent action combinations according to EN 1992‑1‑1, Chapter 6.8.6 (2), and EN 1990, Eq. (6.15b) with the traffic loads relevant in the serviceability state. A maximum stress range according to 6.8.6 is designed for the reinforcing steel. The concrete compressive stress is determined by means of the upper and lower allowable stress according to 6.8.7(2).
Design Level 2: Design of damage equivalent stress acc. to 6.8.5 and 6.8.7(1) (simplified fatigue design): The design using damage equivalent stress ranges is performed for the fatigue combination according to EN 1992‑1‑1, Chapter 6.8.3, Eq. (6.69) with the specifically defined cyclic action Q_fat.

Feature 002671 | Seismic Design of Reinforced Concrete Members According to EC 8

The Concrete Design add-on allows you to perform the seismic design of reinforced concrete members according to EC 8. This includes, among other things, the following functionalities:

Seismic design configurations
Differentiation of the ductility classes DCL, DCM, DCH
Option to transfer the behavior factor from a dynamic analysis
Check of the limit value for the behavior factor
Capacity design checks of "Strong column - weak beam"
Detailing and particular rules for curvature ductility factor
Detailing and particular rules for local ductility

Frequently Asked Questions (FAQ)

I would like to perform punching design of a floor slab. I have selected nodes for the design, but they are marked as invalid. Where did I make a mistake?

Which products do you recommend for the structural analysis and design of reinforced concrete structures?

In the table of the objects to be designed in the Concrete Design add-on, punching nodes are listed in the not valid/deactivated column, although I have defined them as punching nodes. How can I fix this?

How can I generate an area load on members via cells in RFEM 6 or RSTAB 9?

How can I use graphic templates for multi printing of a reinforcement?

How can I activate the design with steel fiber-reinforced concrete in the "Concrete Design" add-on for RFEM 6?

Customer Projects

Creation of a production and storage facility for pastries in Montbert, France

Pedestrian and Cyclist Bridge "Herzogsteg" in Eichstätt, Germany

Front View of Office Building with V-Shaped Steel Composite Columns | © Die Tragwerker GmbH

Office Building with Integrated Visitor Center and Parking Garage in Geiselbulach, Germany

Office Building of Stadtwerke Kirchheim unter Teck, Germany

Reinforced Concrete Elevator Shaft at Montluçon Station, France

New Concert Hall in La Roche-sur-Yon, France

Residential Buildings in Trieste, Italy

Deformations of Airedale Swing Bridge in RFEM

Airedale Swing Bridge in Rodley, United Kingdom

Deformations in RFEM | © Baumruck + Oswald

AQUAtherm Indoor/Outdoor Swimming Pool in Straubing, Germany

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