StruBIM Design is a tool for the design, checking and editing of structural elements of reinforced concrete, steel, or composites of both steel and concrete based on a structural model and a calculated analytical model.
The structural model can be imported by using a file of XML format or IFC format, either generated from CYPE IFC Builder or other BIM modeling programs. The calculated analytical model is imported from StruBIM ANALYSIS or from an XML file, provided that it contains the necessary information.
StruBIM Design carries out the automatic design and checking of the structural elements, columns, beams, slabs, and walls, and obtains drawing plans according to the needs of the project (Record Engineer).
The program designs and checks the reinforcements of the following types of reinforced concrete elements, according to ACI 318-14, ACI 318-11 and ACI 318-08 code:
The program also designs and checks the following types of columns and beams, according to ANSI/AISC 360-10 code:
It checks the following types of composite columns, according to ANSI/AISC 360-10 code:
The program carries out checks of punching shear of slabs on columns without beams. It automatically generates the critical section for each column that transmits stresses to the slab. In this critical section, it verifies the resistance to tangential tension in slabs resisting flexure in both directions.
The results of the automatic design process can be edited and the checking process can be carried out after changes are made, both in reinforced concrete (sections and reinforcements) and in steel sections.
The results of the design can be directly translated into drawing plans of the different elements, columns, beams, slabs and walls, according to the representation needs and project contents (Record Engineer):
The following images show the sign convention used for each element, indicating the directions for positive values of each force.
For reinforced concrete elements, it is possible to choose between the following codes:
For steel columns and beams, ANSI/AISC 360-10 is used. For composite columns of concrete and steel, ANSI/AISC 360-10 is used in combination with versions 08, 11 and 14 of ACI 318.
For the automatic design and checking of slabs and walls, StruBIM Design processes the results from the analysis based on the finite element method. This analysis produces solutions in specific points of the 2D structure, according to the discretization established. Based on these solutions, necessary values are obtained for automatic design and reinforcement through the generation of integration strips in the 2D element and the calculation of the resultant in the corresponding design section.
The program offers the possibility of calculating the aforementioned resultant by applying either the method of “integration of internal forces” or the method of “integration of nodal forces”.
Commentary about the integration methods:
The first premise is to have available the internal forces and/or nodal forces in the 2D elements being considered for the application of one method or the other. Depending on the source of the analytical model (xml, sbar, etc.), the data available for calculation may vary. It is evident that when we only have one of the two data types available, only the corresponding method can be applied. In the case where both internal forces and nodal forces are available, the user may select which method is appropriate. For guidance, more information about both methods is provided below.
The method of integration of nodal forces provides very good results when the integration strip for the calculation of the resultant extends along the width of the 2D element, independent of the capacity of discretization utilized, as with the case of walls in StruBIM Design. When this method is utilized and the width of the strip is more limited, it is recommended to use a refined discretization of the 2D element.
The method of integration of internal forces provides very good results when the width of the integration strip is more limited, as is the case for the calculation of necessary areas for slabs in StruBIM Design.
To take into account the variability of live loading in the design of beams, the program creates automatic load combinations of Live loads and Dead loads. This is applied to factored live loads. For example, if we have defined a combination A (1’2 D + 1’6 L), the beams will be designed with the moments of combination A and an additional combination A’ (1’2 D + factor • 1’6 L). In this additional combination, the design moment of the live load is calculated as if all the beams were pinned.
Moments of the live loading with combination A
Moments of the live loading with automatic combination A’
This set of tools permits different types of columns to be designed and checked. The information is organized in a table of columns and floors referred to as the Column schedule. A summary check list can be generated of the checks that are carried out. The checks are carried out in each point of defined forces. In this list the resulting worst points are shown. The columns schedule and a drawing of the reference sections are presented in drawings, which can also be generated by the user.
The program designs and checks columns with rectangular or circular cross-sections. In rectangular columns, longitudinal and transverse reinforcement may be defined through stirrups. In circular columns, longitudinal and transverse reinforcement may be defined through stirrups/ties or through spirals.
The program allows properties of the following to be defined:
ACI318-08, ACI 318-11 and ACI 318-14 where: Cm: Moment coefficient. Pu: Applied axial force. K: Effective length factor lu: Unbraced length EIeff=0.25 Ec Ig Ec: Elastic modulus of concrete Ig: Moment of Inertia of the gross concrete section, disregarding reinforcement. It is not possible to determine a vale for δns when Pu ≥ 0.75 Pc , in these cases it is assumed that δns=106 |
ACI318-08, ACI 318-11 and ACI 318-14 Columns without applied transverse loading between supports: M1 y M2 are the moments at the ends of the column, M1 being the lesser moment. M1/M2 is negative if the column is in simple curvature and positive if it is in double curvature. For columns with applied transverse loading between supports: Cm=1 |
Concrete column checks | Chapter | ||
ACI 318-14 | ACI 318-11 | ACI 318-08 | |
Design strength ratio | |||
Flexural and axial strength | 22.4 | 10.3 | 10.3 |
Shear strength | 22.5 | 11.1 | 11.1 |
Reinforcement limits | |||
Minimum longitudinal reinforcement | 10.6.1.1 | 10.9.1 | 10.9.1 |
Maximum longitudinal reinforcement | 10.6.1.1 | 10.9.1 | 10.9.1 |
Minimum shear reinforcement | 10.6.2 | 11.4.6.3 | 11.4.6.3 |
Volumetric spiral reinforcement ratio | 25.7.3.3 | 10.9.3 | 10.9.3 |
Reinforcement detailing | |||
Minimum longitudinal reinforcement spacing | 25.2 | 7.6 | 7.6 |
Minimum spacing of transverse reinforcement | 25.2 | 7.6 | 7.6 |
Maximum spacing of transverse reinforcement | 25.7.2.1 | 7.10.4.3 | 7.10.4.3 |
Minimum diameter of tie bar | 25.7.2.2 | 7.10.5.1 | 7.10.5.1 |
Maximum shear reinforcement spacing | 10.7.6.5.2 | 11.4.5 | 11.4.5 |
The program designs and checks steel columns of the following types:
The program allows properties of the following to be defined:
Steel column checks | Chapter |
ANSI/AISC 360-10 | |
Design strength ratio | |
Tensile strength | Chapter D |
Compressive strength | Chapter E |
Flexural strength | Chapter F |
Shear strength | Chapter G |
Flexural and compressive strength | H1.1 |
Flexural and tensile strength | H1.2 |
Tubular HSS section subject to torsion | H3.1 |
Tubular HSS section subject to a combination of torsion, shear, flexure and axial loading | H3.2 |
Member slenderness | |
Slenderness ratio, L/r | D1 |
Effective slenderness ratio, KL/r | E2 |
The program checks the following types of composite columns:
The program allows properties of the following to be defined:
Checks for composite columns with encased sections | Chapter |
ANSI/AISC 360-10 | |
Design strength | |
Compressive strength | I2.1b |
Tensile strength | I2.1c |
Flexural strength | I3.3 |
Shear strength | I4.1 |
Flexural and compressive strength | H1.1 |
Flexural and tensile strength | H1.2 |
Material limitations | |
Minimum compressive strength of concrete | ANSI/AISC 360-10, I1.3(1) |
Reinforcement detailing | |
Free spacing between the steel core and longitudinal reinforcement | ANSI/AISC 360-10, I2.1e |
Minimum longitudinal reinforcement spacing |
ACI-11 & 08, 7.6.3 ACI-14, 25.2.3 |
Minimum spacing of the transverse reinforcement |
ACI-11 & 08, 7.6.1 ACI-14, 25.2.1 |
Minimum spacing of the transverse reinforcement |
ACI-11 & 08, 7.10.4.3 ACI-14, 25.7.3.1 |
Maximum spacing of the transverse reinforcement |
ACI-11 & 08, 7.10.5.2 ACI-14, 25.7.2.1 |
Maximum spacing of the transverse reinforcement |
ACI-11 & 08, 7.10.4.3 ACI-14, 25.7.3.1 |
Maximum spacing of the transverse reinforcement | ANSI/AISC 360-10, I2.1a(2) |
Minimum diameter of the sitrrups/ties |
ACI-11 & 08, 7.10.5.1 ACI-14, 25.7.2.2 |
Minimum diameter of spiral reinforcement |
ACI-11 & 08, 7.10.4.2 ACI-14, 25.7.3.2 |
Checks for composite columns, hollow sections filled with concrete | Chapter |
ANSI/AISC 360-10 | |
Strength of the section | |
Compressive strength | I2.2b |
Tensile strength | I2.2c |
Flexural strength | I3.4 |
Shear strength | I4.1 |
Flexural and compressive strength | H1.1 |
Flexural and tensile strength | H1.2 |
Tubular HSS section subject to torsion | H3.1 |
Tubular HSS section subject to a combination of torsion, shear, flexure and axial loading | H3.2 |
Material limitations | |
Minimum compressive strength of concrete | I1.3(1) |
Reinforcement limits | |
Minimum cross-sectional area of the steel core | I2.2a |
This set of tools permits walls of reinforced concrete to be designed and checked. The information is organized into a table of walls and floors. A summary check list can be generated of the checks that are carried out. The checks are carried out in the transverse section located at the beginning and ending level of each shell that make up the wall. The resulting worst points are shown in this list.
A table of the reinforcement of each wall along with the reference section can be seen in the drawings.
A shear wall can be composed of various sections of different thickness. Each part of the wall can be assigned a different reinforcement strip. In turn, reinforcement can be defined in each reinforcement strip by side or by reinforcement of the confinement (of the column type).
The program checks and designs the reinforcement according to the selected type.
StruBIM Design allows properties of the following to be defined:
ACI 318-08, ACI 318-11 y ACI 318-14 ρl,min=0.0012 for bars no greater than No. 5 with fy no less than 60,000 psi ρl,min=0.0015 for all other bars |
ACI 318-14: Ec. 11.6.2 ACI 318-11: Ec. 11-30 ACI 318-08: Ec. 11-30 ρl,min1=0.0025+0.5(2.5-hw/Iw)(ρt-0.0025) |
Checks for walls | Chapter | ||
ACI 318-14 | ACI 318-11 | ACI 318-08 | |
Design strength ratio | |||
Flexural and axial strength | 11.5.2 → 22.4 | 10.3 | 10.3 |
In-plain shear strength | 11.5.4 | 11.9.2 - 11.9.9 | 11.9.2 - 11.9.9 |
Out-of-plane shear strength | 11.5.5 → 22.5 | 11.11 | 11.11 |
Reinforcement limits | |||
Minimum longitudinal reinforcement | 11.6 | 11.9.8 | 11.9.8 |
Minimum transverse reinforcement | 11.6.2b | 11.9.9.2 | 11.9.9.2 |
Reinforcement detailing | |||
Number of layers | 11.7.2.3 | 14.3.4 | 14.3.4 |
Spacing of longitudinal reinforcement | 11.7.2 | 11.9.9.5 | 11.9.9.5 |
Maximum transverse reinforcement spacing | 11.7.3 | 11.9.9.3 | 11.9.9.3 |
StruBIM Design permits floor plan elements to be checked and designed, including concrete beams, steel beams, concrete slabs and reinforcements for punching shear in slabs. The beams in the floor plans are organized in the concrete or steel beam schedule
Concrete and steel beam design is carried out in the corresponding beam schedule. A summary check list can be generated of the checks that are carried out. The checks are carried out in each point of defined forces. The summary check list shows the resulting worst points. At a minimum, each section of the beam must have at least three points of forces for the checks to be carried out.
In addition to each floor plan, a concrete beams schedule and a steel beams schedule can be added to the drawings.
The reinforcement defined in the columns schedule refers to a previously defined detail type. The program allows the definition of a detail type with different arrangements of reinforcement, for the top reinforcement there is a choice between continuous without additional reinforcement and continuous with additional reinforcement in the supports. For the bottom reinforcement there is a choice between continuous without additional reinforcement, continuous with additional reinforcement at the supports and continuous with additional reinforcement at the mid-span. All beams in each project will contain reference to only one detail type.
The different beam sections arranged about the floor plans can combine to form continuous beams composed of various sections. The additional reinforcements in intermediate supports will pass from one section to another. The program also allows for the automatic generation of continuous beams.
StruBIM Design allows design properties of the following to be defined:
Checks | Chapter | ||
ACI 318-14 | ACI 318-11 | ACI 318-08 | |
Design strength ratio | |||
Flexural strength | 22.3 | 10.3 | 10.3 |
Shear strength | 22.5 | 11.1 | 11.1 |
Torsional strength | 22.7 | 11.5 | 11.5 |
Flexural strength | |||
Reinforcement limits | |||
Minimum flexural reinforcement | 9.6.1 | 10.5 | 10.5 |
Minimum shear reinforcement | 9.6.3 | 11.4.6.3 | 11.4.6.3 |
Minimum transverse torsional reinforcement | 9.6.4.2 | 11.5.5.2 | 11.5.5.2 |
Minimum longitudinal torsional reinforcement | 9.6.4.3 | 11.5.5.3 | 11.5.5.3 |
Reinforcement detailing | |||
Minimum longitudinal reinforcement spacing | 9.7.2.1 | 7.6.1 | 7.6.1 |
Maximum longitudinal reinforcement spacing | 9.7.2.2 | 10.6.4 | 10.6.4 |
Spacing of skin reinforcement | 9.7.2.3 | 10.6.7 | 10.6.7 |
Longitudinal torsional reinforcement spacing | 9.7.5.1 | 11.5.6.2 | 11.5.6.2 |
Minimum diameter of longitudinal torsional reinforcement | 9.7.5.1 | 11.5.6.2 | 11.5.6.2 |
Maximum spacing of shear reinforcement | 9.7.6.2.2 | 11.4.5 | 11.4.5 |
Maximum spacing of transverse torsional reinforcement | 9.7.6.3.3 | 11.5.6.1 | 11.5.6.1 |
Minimum size of transverse reinforcement | 9.7.6.4.2 | 7.10.5.7 | 7.10.5.7 |
Maximum spacing of transverse reinforcement | 9.7.6.4.3 | 9.7.7 | 9.7.7 |
Structural integrity | 9.7.7 | 7.13.2 | 7.13.2 |
The program designs and checks steel columns of the following types:
The program allows properties of the following to be defined:
Steel beam checks | Chapter |
ANSI/AISC 360-10 | |
Design strength | |
Tensile strength | Chapter D |
Compressive strength | Chapter E |
Flexural strength | Chapter F |
Shear strength | Chapter G |
Flexural and compressive strength | H1.1 |
Flexural and tensile strength | H1.2 |
Tubular HSS section subject to torsion | H3.1 |
Tubular HSS section subject to a combination of torsion, shear, flexure, and axial loading | H3.2 |
Member slenderness | |
Slenderness ratio, L/r | D1 |
Effective slenderness ratio, KL/r | E2 |
This toolset permits solid slabs of reinforced concrete to be designed and checked. The checks for strength and minimum longitudinal flexural reinforcement are carried out for each point of forces in the slab. The checks for maximum and minimum spacing are carried out in each group of defined reinforcement, either continuous reinforcement or additional reinforcements.
The top part of the slab is placed in the positive local Z axis. This consideration should be taken into account when defining the forces of the slab or importing them. When creating a Project from a BIM model it is important to ensure that the local Z axis of the sheet that defines the slab is vertical and with positive upward direction.
When the points that define the slab are arranged in a clockwise direction it is not possible to correctly determine the axes of the structural element; in this case, the program will generate advisement during the import process.
The program allows properties of the following to be defined:
Slab checks | Chapter | ||
ACI 318-14 | ACI 318-11 | ACI 318-08 | |
Design strength | |||
Flexural strength, X-dir | 8.5.2 → 22.3 | 10.3 | 10.3 |
Flexural strength, Y-dir | 8.5.2 → 22.3 | 10.3 | 10.3 |
Out-of-plane shear strength, X-dir | 8.5.3 → 22.5 | 11.11.2 | 11.11.2 |
Out-of-plane shear strength, Y-dir | 8.5.3 → 22.5 | 11.11.2 | 11.11.2 |
Reinforcement limits | |||
Minimum longitudinal reinforcement for flexure | 8.6.1 | 13.3.1 | 13.3.1 |
Continuous reinforcement | |||
Minimum longitudinal reinforcement spacing | 8.7.2.1 | 7.6.1 | 7.6.1 |
Maximum longitudinal reinforcement spacing | 8.7.2.2 | 13.3.2 | 13.3.2 |
StruBIM Design carries out checks for punching shear of slabs on columns without beams. The program automatically generates the critical section for each one of the columns that transfers stress to the slab. In this critical section, it verifies if the resistance is exceeded against tangential tensions for slabs resisting flexure in two directions.
The program allows the introduction of two types of reinforcements against punching shear: stirrups or headed studs. The strength in the inner and outer perimeters of such reinforcement is verified. As well, the program verifies the geometrical distributions and reinforcements according to the standards of calculation. It can modify the arrangement of the columns if they are interior, edge or on a corner. It can modify the effective slab depth, the maximum and minimum support width, the critical section of both the support and the reinforcement, taking into account gaps and edges, indicating the effective segments opposing punching shear. It can also modify the data for reinforcements such as stirrups/ties and studs.
On the other hand, the stresses of each support can be consulted at the head and base, whose difference provides the punching shear forces that are transmitted to the slab in the floor.
Slab punching shear checks | Chapter | ||
ACI 318-14 | ACI 318-11 | ACI 318-08 | |
Sections without punching shear reinforcement | |||
Sectional strength | 22.6.1.3 | 11.11.7.2 | 11.11.7.2 |
Minimum headed shear stud reinforcement | 22.6.8.3 | 11.11.5.1 | 11.11.5.1 |
Distance from the column face to the first peripheral line of shear studs | 8.7.7.1.2 | 11.11.5.2 | 11.11.5.2 |
Spacing between peripheral lines of shear studs | 8.7.7.1.2 | 11.11.5.2 | 11.11.5.2 |
Spacing between adjacent studs on the peripheral line nearest to the column face | 8.7.7.1.2 | 11.11.5.2 | 11.11.5.2 |
Section with punching shear reinforcement by means of stirrups | |||
Sectional strength | 22.6.1.3 | 11.11.7.2 | 11.11.7.2 |
Minimum effective depth | 22.6.7.1 | 22.6.7.1 | 22.6.7.1 |
Distance from column face to first stirrup | 8.7.6.3 | 11.11.3.3 | 11.11.3.3 |
Spacing between stirrups | 8.7.6.3 | 7.6 | 7.6 |
Spacing between vertical legs of stirrups | 8.7.6.3 | 11.11.3.3 | 11.11.3.3 |