Release Note. DESIGN OF General Structures. Release Date : Dec Product Ver. : Gen 2017 (v2.1) and Design (v2.1)

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Release Note Release Date : Dec. 2016 Product Ver.

1 Release Note Release Date : Dec Product Ver. : Gen 2017 (v2.1) and Design (v2.1) DESIGN OF General Structures I n t e g r a t e d D e s i g n S y s t e m f o r B u i l d i n g and G e n e r a l S t r u c t u r e s

Enhancements midas Gen 3 (1) Imperfection Loads as per EN1992-1-1 & EN1993-1-1 (2) Beam/Column/Wall Design as per ACI318-14 / ACI318M-14 (3) RC Torsion Design as per EN1992-1-1 2004 (4) Steel Torsion

2 Enhancements midas Gen 3 (1) Imperfection Loads as per EN & EN (2) Beam/Column/Wall Design as per ACI / ACI318M-14 (3) RC Torsion Design as per EN (4) Steel Torsion Design as per EN (5) Inelastic Time History Analysis for Plate Element (6) Revit 2017 Interface (7) Select Members by the Range of Analysis Result midas Design+ (1) Beam/Column/Wall Design as per ACI / ACI318M-14 18

1. Imperfection Loads as per EN1992-1-1 & EN1993-1-1 Equivalent Horizontal Loads Global initial sway imperfection is determined as coefficient, Ф, which is multiplied by vertical loads of structure.

3 1. Imperfection Loads as per EN & EN Equivalent Horizontal Loads Global initial sway imperfection is determined as coefficient, Ф, which is multiplied by vertical loads of structure. Clause 5.3.2(4)B in EN states that where the overall applied lateral loads are more than 15% of the vertical loads in a member then the notional horizontal loads can be ignored. This is expressed as HEd 0.15 VEd. Example of Equivalent Horizontal Load 3 /20

1. Imperfection Load as per EN1992-1-1 & EN1993-1-1 (continued) Calculate the coefficient, Ф Load > Settlement/Etc.

of columns and user defining feature of user coefficient.

possible to obtain the no. of columns automatically. Calculate Imperfection Load Load > Settlement/Etc.

4 1. Imperfection Load as per EN & EN (continued) Calculate the coefficient, Ф Load > Settlement/Etc. > Imperfection > Imperfection Data It provides both automatic calculation of coefficient considering story height and no. of columns and user defining feature of user coefficient. However if the column is slanted or if it does not contain the nodes from either corresponding story or upper story, it is not possible to obtain the no. of columns automatically. Calculate Imperfection Load Load > Settlement/Etc. > Imperfection > Create Imperfection Load Create Load Case and Nodal Load for Imperfection automatically. Equivalent load of Local Imperfection is not supported and Nodal Load should be defined by user for wall or slanted column. 4 /20

1. Imperfection Load as per EN1992-1-1 & EN1993-1-1 (continued) Nodal Load generation for Imperfection Load Roof 454.3*0.001 = 0.454 kn 5F 0.454 kn 1.769 kn Ф 1 * P 1 Ф 1 * P 1 1.769 kn P 1 4F 5.

5 1. Imperfection Load as per EN & EN (continued) Nodal Load generation for Imperfection Load Roof 454.3*0.001 = kn 5F kn kn Ф 1 * P 1 Ф 1 * P kn P 1 4F kn Ф 1 * P 1 Ф 2 * P 2 (Ф 2 * P 2 ) (Ф 1 * P 1 ) 3F kn kn P 2 Ф 2 * P 2 (Ф 3 * P 3 ) (Ф 2 * P 2 ) kn = 5.26 kn = 5260 N P 3 Ф 3 * P 3 2F kn Ф 3 * P 3 Ф 3 * P 3 1F kn Imperfection Load Input Nodal Load Axial Force(kN) Imperfection Load Input Nodal Load (N) Imperfection Load Generation Method Imperfection Load Generation in midas Gen 5 /20

1. Imperfection Load as per EN1992-1-1 & EN1993-1-1 (continued) Create Load

all Imperfection Load Case in Load Combination.

in the same direction as lateral load will only be considered.

Load and Seismic Load for Load Combination.

Check Table to show how factored load is applied to Imperfection Load.

6 1. Imperfection Load as per EN & EN (continued) Create Load Combination Results > Load Combination Dead Load and Live Load are applied to all Imperfection Load Case in Load Combination. For the Load Combination which contains lateral load, imperfection load case in the same direction as lateral load will only be considered. Below is the example of Imperfection Load Case for Dead Load, Live Load, Wind Load and Seismic Load for Load Combination. Table for Imperfection Check Results > Result Table > Imperfection It provides Check Table to show how factored load is applied to Imperfection Load. Table on the right shows that application of Imperfection Load is required if 15% of Axial Force is greater than Horizontal Force. Horizontal Force < 0.15*Axial Force 6 /20

7 2. Design as per ACI / ACI318M-14 Beam Design Define shear reinforcement spacing according to Vs value. ACI ACI ACI318M-14 Detail Result (midas Gen 2017 v2.1) Vs < 4*SQRT(fc)*bw*d Vs > 4*SQRT(fc)*bw*d 7 /20

2. Design as per ACI318-14 / ACI318M-14 (continued) Column Design Check the area of transverse reinforcement according to concrete strength(fc )

8 2. Design as per ACI / ACI318M-14 (continued) Column Design Check the area of transverse reinforcement according to concrete strength(fc ) and axial force(pu) in Special Moment Frames. ACI ACI ACI318M-14 Detail Result (midas Gen 2017 v2.1) Pu > 0.3Agfc or fc > 70MPa 8 /20

2. Design as per ACI318-14 / ACI318M-14 (continued) Wall Design Perform wall design taking into account area of transverse reinforcement and

9 2. Design as per ACI / ACI318M-14 (continued) Wall Design Perform wall design taking into account area of transverse reinforcement and enhanced thickness limitation of special boundary from Special Structural Wall ACI ACI ACI318M-14 Detail Result (midas Gen 2017 v2.1) 9 /20

3. RC Torsion Design as per EN1992-1-1:2004 Torsion design for circular or rectangular sections of RC members are as follows: 1) Design for Shear : Calculate Asw/s

4) Check only minimum reinforcement is required.[bs EN1992-1-1:2004, 6.3.2(4)]. 5) Calculate additional link reinforcement required to resist torsion.

10 3. RC Torsion Design as per EN :2004 Torsion design for circular or rectangular sections of RC members are as follows: 1) Design for Shear : Calculate Asw/s by Ved. 2) Convert the rectangular section to an equivalent hollow box section. 3) Check if concrete section is adequate [BS EN :2004, 6.3.2(4)]. 4) Check only minimum reinforcement is required.[bs EN :2004, 6.3.2(4)]. 5) Calculate additional link reinforcement required to resist torsion. 6) Calculate amount of total transverse reinforcement. 7) Calculate additional longitudinal reinforcement. Design Result (Gen 2017 v2.1) Design > Concrete Design Code (Gen 2017 v2.1) 10 /20

11 3. RC Torsion Design as per EN :2004 (continued) Detail Report (Gen 2017 v2.1) ================================================================= [[[*]]] ANALYZE SHEAR AND TORSION CAPACITY. ================================================================= ( ). Compute design parameters. -. Gamma_c = 1.50 (for Fundamental or Earthquakes). -. Alpha_cc= 1.00 (Default or User Defined). -. fcd = Alpha_cc * fck / Gamma_c = kn/mm^2. -. Gamma_s = 1.15 (for Fundamental or Earthquakes). -. fywd = fyw / Gamma_s = kn/mm^2. ( ). Calculate parameters of section for torsion. -. tef = A / U = B*H / [2*(B+H)] = mm. -. Ak = (B-tef) * (H-tef) = mm^2. -. Uk = 2*(B + H - 2*tef) = mm. ( ). Calculate the torsional cracking moment. -. Alpha_ct = fctm = 0.30 * fck^(2/3) = kn/mm^2. -. fctd = 0.7*fctm = 0.7*Alpha_ct*(0.7*fctm)/Gamma_c = kn/mm^2. -. T_Rdc = 2*Ak*fctd*tef = kn-mm. ( ). Calculate shear strength of concrete. -. bw = mm. -. k = MIN[ 1.0+sqrt(200/d), 2.0 ] = (by d unit is mm). -. Asl = mm^2. (Area of tensile reinforcement). -. Rhol = Asl/(bw*d) = C_Rdc = 0.18/Gamma_c = V_Rdc1 = [ C_Rdc*k*(100*Rhol*fck)^(1/3) ]*bw*d = kn. -. V_Rdc2 = [ 0.035*k^(3/2)*sqrt(fck) ]*bw*d = kn. -. V_Rdc = MAX[ V_Rdc1, V_Rdc2 ] = kn. ( ). Calculate limit for torsion check. -. TEd / TRd_c + VEd / VRd_c = > Reinforcement to resist torsion is required. ( ). Calculate design torsional resistance moment. -. Nu = Alphacw = Theta = (deg) -. T_RdMax = 2*Nu*Alphacw*fcd*Ak*tef*sin(Theta)*cos(Theta) = kn-mm. ( ). Calculate design value of the maximum shear force. -. Nu = (fck <= 70MPa) -. Nu1 = Nu = Alphacw = Theta = (deg) -. V_RdMax = Alphacw*bw*0.9*Nu1*fcd/{cot(Theta)+tan(Theta)}* = kn. ( ). Calculate crushing limit for combined shear and torsion. -. TEd / TRd_max + VEd / VRd_max = > O.K. ( ). Calculate required transverse reinforcement for torsion. ( Asw1 = mm^2. ) -. SreqT = Asw1*2*Ak*cot(Theta)*fyd / TEd = mm. -. Smax1 = duk / 8.0 = mm. -. Smax2 = 0.75 * d = mm. -. SmaxT = min [SreqT, Smax1, Smax2, B, H ] = mm. -. Asw,req/s = TEd / (2*Ak*cot(Theta)*fyd) = mm^2/m. -. Asw,use/s = mm^2/m. -. Asw,req/s < Asw,use/s ---> O.K. ( ). Calculate required longitudinal reinforcement for torsion. -. Asl,req = TEd*cot(Theta)*Uk / (2*Ak*fyd) = mm^2. -. Asl,use = e+003 mm^2. -. Asl,req < Asl,use ---> O.K. ( ). Calculate shear strength of concrete. -. V_Ed = kn. -. bw = mm. -. k = MIN[ 1.0+sqrt(200/d), 2.0 ] = (by d unit is mm). -. Asl = mm^2. (Area of tensile reinforcement). -. Rhol = Asl/(bw*d) = C_Rdc = 0.18/Gamma_c = V_Rdc1 = [ C_Rdc*k*(100*Rhol*fck)^(1/3) ]*bw*d = kn. -. V_Rdc2 = [ 0.035*k^(3/2)*sqrt(fck) ]*bw*d = kn. -. V_Rdc = MAX[ V_Rdc1, V_Rdc2 ] = kn. -. Vwd = 0.0 kn. (V_Rdc > V_Ed) ---> Shear reinforcement is not required. ( ). Calculate required shear reinforcement. ( Asw1 = mm^2. ) -. Asw/s1 = Vwd / (0.9*fywd*d) = mm^2/m. -. Calculate spacing s1 = Not Required. -. Rhow = (by concrete and steel classes). -. Smax1 = Asw / (bw*rhow) = mm. -. Smax2 = 0.75*d = mm. -. SmaxT = mm. -. Applied spacing s = MIN[ Smax1, Smax2, SmaxT ] = mm. -. N_leg = 2 -. Asw/s = N_leg*Asw1 / s = mm^2/m. -. Nu = (fck <= 70MPa) -. Nu1 = Nu = Aswmax/s = 0.5*1.0*Nu1*fcd*bw/fywd = mm^2/m. 11 /20

12 4. Steel Torsion Design as per EN :2004 Torsion design is performed automatically with member design and the procedure is as follows: 1) Calculate St Venant torsional constant, I_T. 2) Calculate Torsional section modulus, W_t. 3) Calculate Cross sectional Torsion and Shear resistance. 4) Check flexure by taking into account reduction factor due to torsion. 5) Calculate yield criterion for the elastic verification. Torsion Design is only applicable to rectangular or circular hollow box section. Design Result (Gen 2017 v2.1) 12 /20

13 4. Steel Torsion Design as per EN :2004 (continued) Detail Report (Gen 2017 v2.1) ================================================================= [[[*]]] CHECK TORSIONAL RESISTANCE. ================================================================= ( ). Calculate parameters for torsional resistance. -. p = 2[(h-t) + (b-t)] - 2r(4-PI) = 1.52 m. -. Ap = (h-t)*(b-t) - r^2*(4-pi) = 0.15 m^2. 4*Ap^2*t/p + p*t^3/3 -. Wt = = 2.89e-003 m^3. t + 2*Ap/p ( ). Calculate torsional resistance (T_Rd). [ Eurocode3: ] -. T_Rd = Wt * fy / sqrt[3] / Gamma_M0 = kn-m. ( ). Check ratio of torsional resistance (T_Ed/T_Rd). T_Ed = = < > O.K. T_Rd ================================================================= [[[*]]] CHECK SHEAR RESISTANCE. ================================================================= ( ). Calculate shear area. [ Eurocode3: , EN : NOTE 2 ] -. Avy = Area * B/(B+h) = m^2. -. Avz = Area * h/(b+h) = m^2. ( ). Calculate plastic shear resistance in local-z direction (Vpl_T_Rdz). [ Eurocode3:05 6.1, ] -. Vpl_Rdz = [ Avy*fy/SQRT(3) ] / Gamma_M0 = kn. -. Taut_Ed = T_Ed / Wt = KPa. -. Vpl_T_Rdz = [ 1 - Taut_Ed/(fy/SQRT(3)/Gamma_M0) ]*Vpl_Rdz = kn. ( ). Check ratio of shear resistance (V_Edz/Vpl_T_Rdz). ( LCB = 2, POS = 1/4 ) -. Applied shear force : V_Edz = kn. V_Edz = = < > O.K. Vpl_T_Rdz ================================================================= [[[*]]] CHECK BENDING MOMENT RESISTANCE ABOUT MAJOR AXIS. ================================================================= ( ). Calculate elastic resistance moment about major axis. [ Eurocode3:05 6.1, ] -. Wely = m^3. -. Mc_Rdy = Wely * fy / Gamma_M0 = kn-m. ( ). Check ratio of moment resistance (M_Edy/Mc_Rdy). M_Edy = = < > O.K. Mc_Rdy ================================================================= [[[*]]] CHECK INTERACTION OF COMBINED RESISTANCE. ================================================================= ( ). Calculate Major reduced design resistance of bending and shear. [ Eurocode3: (6.30) ] -. In case of V_Edz / Vpl_Rdz < My_Rd = Mc_Rdy = kn-m. ( ). Calculate Minor reduced design resistance of bending and shear. [ Eurocode3: (6.30) ] -. In case of V_Edy / Vpl_Rdy < Mz_Rd = Mc_Rdz = kn-m. ( ). Check general interaction ratio. [ Eurocode3: (6.2) ] - Class3 N_Ed M_Edy M_Edz -. Rmax1 = A*fy/Gamma_M0 My_Rd Mz_Rd = < > O.K. ( ). Calculate yield criterion for the elastic verification. -. Sigx_Ed = KPa. -. Tau_Ed = KPa. [ Sigx_Ed ]^2 [ TauEd ]^2 -. Rmax6_1 = [ ] + 3 * [ ] [ fy/gamma_m0 ] [ fy/gamma_m0 ] = < > O.K. -. Rmax = MAX[ Rmax1, Rmax6_1 ] = < > O.K. 13 /20

5. Inelastic Time History Analysis for Plate Element In order

with plastic material properties can now be considered in

- Time History analysis : Nonlinear Analysis Type + Analysis

Case with Static or Construction Load Case - Pushover analysis

Static or Construction Load Case Following plastic material

Drucker-Pager Properties > Plastic > Plastic Material

model Material Nonlinear check option Plastic Material Model

(Only possible with Von Mises model) Create plastic material

14 5. Inelastic Time History Analysis for Plate Element In order to consider the nonlinear behavior of slabs, plate elements with plastic material properties can now be considered in Inelastic Time History and Pushover analysis. - Time History analysis : Nonlinear Analysis Type + Analysis Method by Direct Integration or Static + Subsequent to Load Case with Static or Construction Load Case - Pushover analysis : Initial Load by Import Static Analysis + Add Load Case by Static or Construction Load Case Following plastic material model can be applied: Tresca, Von Mises, Mohr-Coulomb, Drucker-Pager Properties > Plastic > Plastic Material Node/Element > Mesh > Define Sub-Domain Select plastic material model Material Nonlinear check option Plastic Material Model Nonlinear Analysis Control Assign plastic material of Rebar (Only possible with Von Mises model) Create plastic material Material Properties Static or Construction Load Case Rebar Definition in Sub-domain Time History Load Case Pushover Global Control 14 /20

analysis A GMNL GMNL(RB) MNL(RB) MNL Elastic 0.00-0.10 0 5 10 15 20-0.20-0.30-0.40-0.50-0.60-0.

15 Displacement (m) midas Gen 5. Inelastic Time History Analysis for Plate element (continued) Slab deflection result of inelastic analysis A GMNL GMNL(RB) MNL(RB) MNL Elastic Load Step Displacement of node A GMNL : Geo & Material Nonlinear GMNL(RB) : Geo & Material Nonlinear + Re-Bar MNL : Material Nonlinear MNL(RB) : Material Nonlinear + Re-Bar 15 /20

6. Revit 2017 Interface Using Midas Link for Revit Structure, direct

Building Information Modeling (BIM) workflow.

model data to midas Gen, and deliver it back to the Revit model file.

text file (*.mgt) is used for the roundtrip.

Linear Elements Planar Elements Functions Revit <> Gen Structural

Foundation Slab <> Structural Floor <> Structural Wall <> Wall Opening

Cross-Section Rotation > End Release > Boundary Isolated Foundation

Parameters Point Boundary Condition > Line Boundary Condition > Wall

16 6. Revit 2017 Interface Using Midas Link for Revit Structure, direct data transfer between midas Gen and Revit 2017 is available for Building Information Modeling (BIM) workflow. Midas Link for Revit Structure enables us to directly transfer a Revit model data to midas Gen, and deliver it back to the Revit model file. It is provided as an Add-In module in Revit Structure and midas Gen text file (*.mgt) is used for the roundtrip. File > Import > midas Gen MGT File File > Export > midas Gen MGT File Linear Elements Planar Elements Functions Revit <> Gen Structural Column <> Beam <> Brace <> Curved Beam > Beam System > Truss > Foundation Slab <> Structural Floor <> Structural Wall <> Wall Opening & Window > Door > Vertical or Shaft Opening > Offset > Rigid Link > Cross-Section Rotation > End Release > Boundary Isolated Foundation Support > Send Model to midas Gen Revit 2017 Gen2017 Load Other Parameters Point Boundary Condition > Line Boundary Condition > Wall Foundation > Area Boundary Condition > Load Nature > Load Case > Load Combination > Hosted Point Load > Hosted Line Load > Hosted Area Load > Material <> Level > 16 /20

7. Select Members by the Range of Analysis Result User can select members

Select button is added and this can be accessed by clicking the contour of

If the range of contour is modified, members with the value within the

17 7. Select Members by the Range of Analysis Result User can select members which contain value within the specified contour range of Legend. Select button is added and this can be accessed by clicking the contour of Legend. If the range of contour is modified, members with the value within the modified range will be selected. Modify Maximum and Minimum Values Select elements within the range Range of Legend by Default Setting User Defined Range of Legend 17 /20

18 midas Design+ Design (v2.1) Release Note 1. Design as per ACI / ACI318M-14 Beam Design Define shear reinforcement spacing according to Vs value. ACI ACI ACI318M-14 Detail Result (Gen 2017 v2.1) 18 /20

midas Design+ Design+ 2017 (v2.1) Release Note 1.

shear force(pu) in Special Moment Frames.

19 midas Design+ Design (v2.1) Release Note 1. Design as per ACI / ACI318M-14 (continued) Column Design Check the area of transverse reinforcement according to concrete strength(fc ) and shear force(pu) in Special Moment Frames. ACI ACI ACI318M-14 Detail Result (Design v2.1) Pu > 0.3Agfc 19 /20

20 midas Design+ Design (v2.1) Release Note 1. Design as per ACI / ACI318M-14 (continued) Wall Design Perform wall design taking into account area of transverse reinforcement and enhanced thickness limitation of special boundary from Special Structural Wall ACI ACI ACI318M-14 Detail Result (Design v2.1) 20 /20

Midas Link for Revit Structure

Midas Gen Technical Paper Table of Contents Introduction Getting Started Send Model to midas Gen Update Model from midas Gen Applicable data for midas Link for Revit Structure What is Updated from midas