SeismoBuild Verification Report (ASCE 41-17) For version 2018

Transcription

1 SeismoBuild Verification Report (ASCE 41-17) For version 2018

2 Copyright Copyright Seismosoft Ltd. All rights reserved. SeismoBuild is a registered trademark of Seismosoft Ltd. Copyright law protects the software and all associated documentation. No part of this report may be reproduced or distributed in any form or by any means, without the prior explicit written authorization from Seismosoft Ltd.: Seismosoft Ltd. Piazza Castello Pavia (PV) - Italy info@seismosoft.com website: Every effort has been made to ensure that the information contained in this report is accurate. Seismosoft is not responsible for printing or clerical errors. Mention of third-party products is for informational purposes only and constitutes neither an engagement nor a recommendation.

3 Table of Contents Chapter 1 INTRODUCTION... 7 Presentation of the analysis program...7 Structure of the report...7 Program features covered by the program...7 Chapter 2 Capacity Models for Assessment and Checks according to American Society of Civil Engineers (ASCE 41-17)... 9 Capacity Models for Assessment and Checks...9 Deformation Capacity... 9 Shear Capacity Joints Shear Force Chapter 3 COMPARISON WITH INDEPENDENT HAND-CALCULATIONS MEMBER CHECKS EXAMPLES SET 1: Rectangular Column Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 2: L-Shaped Column Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 3: T-Shaped Column Section EXAMPLE EXAMPLE EXAMPLE

4 4 SeismoBuild Verification Report EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 4: Circular Column Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 5: Wall Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 6: Beam Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE

5 Table of Contents 5 EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 7: Jacketed Rectangular Column Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 8: Jacketed L-Shaped Column Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 9: Jacketed T-Shaped Column Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 10: Jacketed Circular Column Section

6 6 SeismoBuild Verification Report EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 11: Jacketed Beam Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE Chapter 4 COMPARISON WITH INDEPENDENT HAND-CALCULATIONS BEAM-COLUMN JOINTS CHECKS EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE

7 Chapter 1 INTRODUCTION PRESENTATION OF THE ANALYSIS PROGRAM SeismoBuild is an innovative Finite Elements package wholly and exclusively dedicated to seismic assessment and strengthening of reinforced concrete framed structures. The program is capable of fully carrying out the Code defined assessment methodologies from the structural modelling, through to the required analyses, and the corresponding member checks. Currently six Codes are supported (Eurocodes, the American Code for Seismic Evaluation and retrofit of Existing Buildings, ASCE 41-17, Italian National Seismic Codes NTC-08 and NTC-18, Greek Seismic Interventions Code KANEPE and the Turkish Seismic Evaluation Building Code TBDY). Both metric and imperial units, as well as European and US reinforcing rebar types are supported. The rational and intuitive structure, as well as the simplicity of the package, which stem from the fact that it is the only software worldwide that is totally committed to seismic assessment, result in a very smooth learning curve, even for engineers that are not familiar with the Finite Elements method. The user-friendly, CAD-based, graphical interface increases the productivity significantly, to the point that the assessment of a multi-storey RC building may be completed within a few minutes, including the creation of the report and the CAD drawings to be submitted to the client. The nonlinear analysis solver of SeismoBuild, which features both geometric nonlinearities and material inelasticity, is based on the advanced solution algorithms of SeismoStruct, a package that has been extensively used and verified by thousands of users for more than ten years. The accuracy of the solver in nonlinear analysis of framed structures is well demonstrated by the successes in many Blind Test Prediction Exercises. The SeismoBuild results presented in this document were obtained using version 2018 of the program, running on an AMD Phenom II X4 3.40GHz machine with Windows bit. All model files are included in SeismoStruct s installation folder. STRUCTURE OF THE REPORT The present report consists of a comprehensive collection of examples, which have been selected to test the various features that affect the member s capacity. It is structured in two main sections, which are briefly described below: In the first section (Chapter 2), the main relationships used for the Chord Rotation, Shear capacity and Beam-Column Joint checks used in ASCE are summarized. In the second section (Chapter 3), the results for chord rotation and shear capacity produced by SeismoBuild are compared with the independent hand-calculations. The results are provided in tabular form; In the third section (Chapter 4), the results from checks for Beam-Column Joints capacity according to the ASCE produced by SeismoBuild are compared with independent hand calculations. The results are provided in tabular form; PROGRAM FEATURES COVERED BY THE PROGRAM The aim of this section is to illustrate, through the table provided below, which program features (i.e. Codes, equations, member s advanced properties) are addressed in each example of the present report.

8 8 SeismoBuild Verification Report As it is shown, in the above table, all the parameters that affect the chord rotation capacity and the shear capacity of all the section types have been examined.

9 Chapter 2 Capacity Models for Assessment and Checks according to American Society of Civil Engineers (ASCE 41-17) In this chapter the parameters used for the structures assessment according to ASCE are presented. CAPACITY MODELS FOR ASSESSMENT AND CHECKS All the member checks (chord rotation capacity and shear capacity) should be carried out for all the elements of every floor, according to sections 10 of ASCE 41-17, 11 of ACI and 11 of ACI 440, taking into account the Table 7-7 of ASCE Interstorey drift ratio should be checked for shear walls controlled by shear. Moreover, beam-column joints checks can be employed in order to check the joint s shear force. Deformation Capacity The deformation capacity of beams, columns and walls controlled by flexure is defined in terms of the chord rotation θ, that is the angle between the tangent to the axis at the yielding end and the chord connecting that end with the end of the shear span (L V=M/V=moment/shear at the end section). The chord rotation is also equal to the element drift ratio, which is the deflection at the end of the shear span with respect to the tangent to the axis at the yielding end divided by the shear span. Deformation capacity of beams, columns and walls controlled by flexure is highly influenced by the lack of appropriate seismic resistant detailing in longitudinal reinforcement, as well as whether there are smooth bars. Inadequate development of splicing along the span (beams) and height (columns); and inadequate embedment into beam-column joints can control the members response to seismic action, drastically limiting its capacity in respect to the situation in which the reinforcement is considered fully effective. The above limitations to the deformation capacity are taken into consideration. The total chord rotation capacity at ultimate of concrete members under cyclic loading is calculated as the sum of the chord rotation at yielding and the plastic part of the chord rotation capacity θ = θ y + θ p The chord rotation capacity at yield, θ y, is calculated as described below: For beams and columns from the equation (4.29) of D.Biskinis (2007): θ y = M yl s 3EI eff where the effective stiffness value, EI eff, is calculated according to Table 10-5 of ASCE For walls according to equation (10-5) of ASCE 41-17: θ y = M y E c I l p (10-5) ASCE The plastic part of the chord rotation capacity is calculated as indicated below: For beams according to Table 10-7 of ASCE For non-circular columns according to Table 10-8 of ASCE and for circular columns according to Table 10-9 of ASCE For walls controlled by flexure according to Table of ASCE The deformation capacity of walls controlled by shear is defined in terms of the interstorey drift ratio as indicated in Table of ASCE

10 10 SeismoBuild Verification Report The yield moment capacity is calculated according to the equations of Appendix 7A of KANEPE. Users are advised to refer to the relevant publications for the definition of the other parameters and further details on the expressions. FRP wrapping The contribution of the FRP wrapping to members capacity is taken into account in the calculation of the yield moment capacity. Shear Capacity The Shear capacity of columns is calculated through the following expression according to section of ASCE A v f y d V n = kv o = k α Col + λ 6 f c s M V d 1 + N u 6 f c A g 0.8A g (lb/in. 2 units) A v f y d V n = kv o = k α Col + λ 0.5 f c s M V d 1 + N u 0.5 f c A g 0.8A g (Mpa units) (10-3) ASCE The shear strength of a shear wall is calculated from the following expression: V n = V c + V s ( ) ACI Where the shear strength of a shear wall provided by concrete should be the lesser of the values computed from the equations below: V c = 3.3λ f c hd + N u d 4l W (Table (d)) ACI or l W 1.25λ f c +0.2 N u V c = 0.6λ f l W h c + M u V u l W 2 hd (Table (e)) ACI Equation (e) of Table is not applied when the (M u/v u-l W/2) is negative. The shear strength provided by the transverce reinforcement is computed from the following expression: V s = A v f y t d s ( ) ACI According to ASCE Unless otherwise noted, where the longitudinal spacing of transverse reinforcement exceeds half the component effective depth measured in the direction of shear, transverse reinforcement shall be assumed to have reduced effectiveness in resisting shear or torsion by a factor of 2(1 s/d). The value for V n at any horizontal section for shear in plane of wall shall not be taken greater than 10 f c hd according to section of ACI The shear capacity of beam sections is calculated from the equation ( ) of ACI , with the shear strength provided by the transverce reinforcement computed from equation ( ) of ACI and the shear strength provided by concrete computed by the detailed calculation of section of ACI , in particular as the least between the Vc values computed from the following equations. According to ASCE Unless otherwise noted, where the longitudinal spacing of transverse reinforcement exceeds half the component effective depth measured in the direction of shear, transverse reinforcement shall be assumed to have reduced effectiveness in resisting shear or torsion by a factor of 2(1 s/d).

11 CHAPTER 2. Capacity Models for Assessment 11 V c = 1.9λ f c ρ W V u d M u b w d (Table (a)) ACI V c = 1.9λ f c ρ W b w d (Table (b)) ACI V c = 3.5λ f c b w d. (Table (c)) ACI Users are advised to refer to the relevant publications for the definition of the other parameters and further details on the expressions. FRP wrapping The shear resistance V n, may be calculated from expression (10-3) of ASCE for columns or the equation (11-2) of ACI for beams and shear walls adding in V s the contribution of the FRP jacket to the shear resistance. The contribution of the FRP jacket to the shear resistance is computed through the following expression multiplied by a reduction factor ψ f, as described in section 11.3 of ACI 440: V f = A fv f fe sina +cosa d fv s f where (11-3) ACI 440 A fv = 2nt f w f (11-4) ACI 440 and f fe = ε fe E f (11-5) ACI 440 The total shear strength provided by the sum of the FRP shear reinforcement and the steel shear reinforcement should be limited as indicated in the equation below: V s + V f 8 f c b w d in in-lb units V s + V f 0.66 f c b w d in SI units (11-11) ACI 440 Users are advised to refer to the relevant publications for the definition of the other parameters and further details on the expressions. Joints Shear Force The design shear force of joints is calculated through the following expression according to TBDY: V e = 1.25 f yk A s1 + A s2 V kol (7.11) TBDY The equation of section of ASCE is employed for the calculation of the shear capacity of joints: V n = λγ f c Α j (lb/in. 2 units) V n = 0.083λγ f c Α j (MPa units) (10-4) ASCE The value for γ is defined in Table of ASCE Users are advised to refer to the relevant publications for the definition of the other parameters and further details on the expressions.

12 Chapter 3 COMPARISON WITH INDEPENDENT HAND- CALCULATIONS MEMBER CHECKS As noted above, this chapter makes use of examples, and their corresponding independent handcalculations. EXAMPLES SET 1: RECTANGULAR COLUMN SECTION EXAMPLE 1.1 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF= 1.00

13 CHAPTER 3. Member Checks 13 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 3.1. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.1 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start

14 14 SeismoBuild Verification Report COMPUTER FILES ASCE_rcrs1.bpf Report_ASCE_rcrs1.pdf EXAMPLE 1.2 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sect Inadequate Lap Length with lb/lb,min = 0.30 FRP Wrapping Existing Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=0.95 Materials Properties Concrete Elasticity, Ec =

15 CHAPTER 3. Member Checks 15 For Chord rotation Calculations Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

16 16 SeismoBuild Verification Report Table 3.2. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Collapse Prevention End ASCE_rcrs2.bpf Report_ASCE_rcrs2.pdf EXAMPLE 1.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Existing Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00

17 CHAPTER 3. Member Checks 17 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

18 18 SeismoBuild Verification Report Table 3.3. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.3 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start ASCE_rcrs3.bpf Report_ASCE_rcrs3.pdf EXAMPLE 1.4 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85

19 CHAPTER 3. Member Checks 19 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

20 20 SeismoBuild Verification Report Table 3.4. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start ASCE_rcrs4.bpf Report_ASCE_rcrs4.pdf EXAMPLE 1.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.95

21 CHAPTER 3. Member Checks 21 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 3.5. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Life Safety End

22 22 SeismoBuild Verification Report COMPUTER FILES ASCE_rcrs5.bpf Report_ASCE_rcrs5.pdf EXAMPLE 1.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 No FRP Wrapping New Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE 41-17

23 CHAPTER 3. Member Checks For Chord rotation Calculations Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 3.6. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.6 Local SeismoBuild Axis 2018 Hand calculations Check Limit State Edge Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start

24 24 SeismoBuild Verification Report COMPUTER FILES ASCE_rcrs6.bpf Report_ASCE_rcrs6.pdf EXAMPLE 1.7 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping Existing Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE

25 CHAPTER 3. Member Checks For Chord rotation Calculations Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 3.7. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.7 Edge Chord Rotation Capacity [rad] Life Safety End Operational Level Start Shear Capacity [kn] Operational Level Start ASCE_rcrs7.bpf Report_ASCE_rcrs7.pdf EXAMPLE 1.8 SUCCINCT DATA Hand calculations Limit State COMPUTER FILES Local SeismoBuild Axis 2018 Check Secondary Member

26 26 SeismoBuild Verification Report Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Existing Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Section Height, H = Section Width, W = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound =

27 CHAPTER 3. Member Checks 27 Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Dry properties (design values) Thickness, t = 1.00 Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 3.8. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start ASCE_rcrs8.bpf Report_ASCE_rcrs8.pdf EXAMPLE 1.9 SUCCINCT DATA Primary Member Smooth Bars

28 28 SeismoBuild Verification Report Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = lb = No FRP Wrapping New Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, κ = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

29 CHAPTER 3. Member Checks 29 Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = lb = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 3.9. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] OMPUTER FILES Operational Level End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start ASCE_rcrs9.bpf Report_ASCE_rcrs9.pdf EXAMPLE 1.10 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 No FRP Wrapping New Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

30 30 SeismoBuild Verification Report The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, κ = 0.80 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 No FRP Wrapping Data

31 CHAPTER 3. Member Checks 31 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.10 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Immediate Occupancy Start Life Safety End Shear Capacity [kn] Life Safety End ASCE_rcrs10.bpf Report_ASCE_rcrs10.pdf EXAMPLE 1.11 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 FRP Wrapping Existing Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

32 32 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = 40.00

33 CHAPTER 3. Member Checks 33 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.11 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End ASCE_rcrs11.bpf Report_ASCE_rcrs11.pdf EXAMPLE 1.12 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

34 34 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, κ = 0.85 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

35 CHAPTER 3. Member Checks 35 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.12 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End ASCE_rcrs12.bpf Report_ASCE_rcrs12.pdf EXAMPLE 1.13 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

36 36 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

37 CHAPTER 3. Member Checks 37 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.13 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety Start ASCE_rcrs13.bpf Report_ASCE_rcrs13.pdf EXAMPLE 1.14 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = lb = FRP Wrapping Existing Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

38 38 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, κ = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = lb = No FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = 40.00

39 CHAPTER 3. Member Checks 39 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.14 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention End Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rcrs14.bpf Report_ASCE_rcrs14.pdf EXAMPLE 1.15 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lb/ld>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

40 40 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, κ = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lb/ld>=1) No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

41 CHAPTER 3. Member Checks 41 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.15 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcrs15.bpf Report_ASCE_rcrs15.pdf EXAMPLE 1.16 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lb/ld>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

42 42 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, κ = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lb/ld>=1) No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

43 CHAPTER 3. Member Checks 43 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.16 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcrs16.bpf Report_ASCE_rcrs16.pdf EXAMPLES SET 2: L-SHAPED COLUMN SECTION EXAMPLE 2.1 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

44 44 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

45 CHAPTER 3. Member Checks 45 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.1 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rclcs1.bpf Report_ASCE_rclcs1.pdf EXAMPLE 2.2 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Existing Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

46 46 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE For Shear Capacity Calculations Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1

47 CHAPTER 3. Member Checks 47 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start ASCE_rclcs2.bpf Report_ASCE_rclcs2.pdf EXAMPLE 2.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Existing Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The

48 48 SeismoBuild Verification Report employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01

49 CHAPTER 3. Member Checks 49 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.3 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rclcs3.bpf Report_ASCE_rclcs3.pdf EXAMPLE 2.4 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The

50 50 SeismoBuild Verification Report employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01

51 CHAPTER 3. Member Checks 51 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rclcs4.bpf Report_ASCE_rclcs4.pdf EXAMPLE 2.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The

52 52 SeismoBuild Verification Report employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

53 CHAPTER 3. Member Checks 53 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rclcs5.bpf Report_ASCE_rclcs5.pdf EXAMPLE 2.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 FRP Wrapping New Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

54 54 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1

55 CHAPTER 3. Member Checks 55 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.6 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rclcs6.bpf Report_ASCE_rclcs6.pdf EXAMPLE 2.7 SUCCINCT DATA Secondary Member RibbedBars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 No FRP Wrapping Existing Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

56 56 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

57 CHAPTER 3. Member Checks 57 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.7 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Life Safety End COMPUTER FILES ASCE_rclcs7.bpf Report_ASCE_rclcs7.pdf EXAMPLE 2.8 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Existing Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

58 58 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.77 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1

59 CHAPTER 3. Member Checks 59 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Collapse Prevention End COMPUTER FILES ASCE_rclcs8.bpf Report_ASCE_rclcs8.pdf EXAMPLE 2.9 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

60 60 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

61 CHAPTER 3. Member Checks 61 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rclcs9.bpf Report_ASCE_rclcs9.pdf EXAMPLE 2.10 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

62 62 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.86 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

63 CHAPTER 3. Member Checks 63 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.10 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Life Safety End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rclcs10.bpf Report_ASCE_rclcs10.pdf EXAMPLE 2.11 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

64 64 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member SmoothBars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Dry properties (design values) Thickness, t = 1.00 Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = Number of directions, NoDir = 1 Fiber orientations, bi: 0.00

65 CHAPTER 3. Member Checks 65 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.11 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rclcs11.bpf Report_ASCE_rclcs11.pdf EXAMPLE 2.12 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

66 66 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.96 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member SmoothBars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

67 CHAPTER 3. Member Checks 67 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.12 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rclcs12.bpf Report_ASCE_rclcs12.pdf EXAMPLE 2.13 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

68 68 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member SmoothBars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

69 CHAPTER 3. Member Checks 69 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.13 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rclcs13.bpf Report_ASCE_rclcs13.pdf EXAMPLE 2.14 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Existing Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

70 70 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1

71 CHAPTER 3. Member Checks 71 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.14 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention End Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rclcs14.bpf Report_ASCE_rclcs14.pdf EXAMPLE 2.15 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

72 72 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations For Shear Capacity Calculations Existing material of Secondary Member: Member Shear Force is generally considered as Concrete Strength, fc = fcm = Force-Controlled Action according to Table C7Existing material of Secondary Member: Steel 1, ASCE Strength, fs = fsm = Lower-bound strengths are used for ForceNote: Especially for the calculation of moment Controlled Actions according to , ASCE strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material: Steel Strength, fs = fsm = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member SmoothBars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

73 CHAPTER 3. Member Checks 73 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.15 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Operational Level Start NOTE: The small difference in the Shear Capacity values is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rclcs15.bpf Report_ASCE_rclcs15.pdf EXAMPLE 2.16 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION An L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

74 74 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations For Shear Capacity Calculations Existing material of Secondary Member: Member Shear Force is generally considered as Concrete Strength, fc = fcm = Force-Controlled Action according to Table C7Existing material of Secondary Member: Steel 1, ASCE Strength, fs = fsm = Lower-bound strengths are used for ForceNote: Especially for the calculation of moment Controlled Actions according to , ASCE strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material: Steel Strength, fs = fsm = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member SmoothBars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

75 CHAPTER 3. Member Checks 75 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 2.16 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Operational Level Start NOTE: The small difference in the Shear Capacity values is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rclcs16.bpf Report_ASCE_rclcs16.pdf EXAMPLES SET 3: T-SHAPED COLUMN SECTION EXAMPLE 3.1 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

76 76 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

77 CHAPTER 3. Member Checks 77 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.1 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_rctcs1.bpf Report_ASCE_rctcs1.pdf EXAMPLE 3.2 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Existing Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

78 78 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1

79 CHAPTER 3. Member Checks 79 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rctcs2.bpf Report_ASCE_rctcs2.pdf EXAMPLE 3.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Existing Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The

80 80 SeismoBuild Verification Report employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef =

81 CHAPTER 3. Member Checks 81 Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.3 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_rctcs3.bpf Report_ASCE_rctcs3.pdf EXAMPLE 3.4 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations.

82 82 SeismoBuild Verification Report The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.89 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values)

83 CHAPTER 3. Member Checks 83 Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rctcs4.bpf Report_ASCE_rctcs4.pdf EXAMPLE 3.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

84 84 SeismoBuild Verification Report The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = lb = No FRP Wrapping

85 CHAPTER 3. Member Checks 85 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Life Safety End COMPUTER FILES ASCE_rctcs5.bpf Report_ASCE_rctcs5.pdf EXAMPLE 3.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

86 86 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00

87 CHAPTER 3. Member Checks 87 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.6 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rctcs6.bpf Report_ASCE_rctcs6.pdf EXAMPLE 3.7 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping Existing Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

88 88 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

89 CHAPTER 3. Member Checks 89 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.7 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rctcs7.bpf Report_ASCE_rctcs7.pdf EXAMPLE 3.8 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Existing Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

90 90 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.93 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Dry properties (design values) Thickness, t = 1.00 Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = Number of directions, NoDir = 1 Fiber orientations, bi: 0.00

91 CHAPTER 3. Member Checks 91 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Collapse Prevention End COMPUTER FILES ASCE_rctcs8.bpf Report_ASCE_rctcs8.pdf EXAMPLE 3.9 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

92 92 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

93 CHAPTER 3. Member Checks 93 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Collapse Prevention Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_rctcs9.bpf Report_ASCE_rctcs9.pdf EXAMPLE 3.10 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

94 94 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

95 CHAPTER 3. Member Checks 95 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.10 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Life Safety End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rctcs10.bpf Report_ASCE_rctcs10.pdf EXAMPLE 3.11 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

96 96 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00

97 CHAPTER 3. Member Checks 97 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.11 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rctcs11.bpf Report_ASCE_rctcs11.pdf EXAMPLE 3.12 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

98 98 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

99 CHAPTER 3. Member Checks 99 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.12 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rctcs12.bpf Report_ASCE_rctcs12.pdf EXAMPLE 3.13 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping ExistingMaterial Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

100 100 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

101 CHAPTER 3. Member Checks 101 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.13 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rctcs13.bpf Report_ASCE_rctcs13.pdf EXAMPLE 3.14 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping ExistingMaterial Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

102 102 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00

103 CHAPTER 3. Member Checks 103 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.14 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention End Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rctcs14.bpf Report_ASCE_rctcs14.pdf EXAMPLE 3.15 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

104 104 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping

105 CHAPTER 3. Member Checks 105 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.15 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rctcs15.bpf Report_ASCE_rctcs15.pdf EXAMPLE 3.16 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

106 106 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = No FRP Wrapping Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

107 CHAPTER 3. Member Checks 107 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 3.16 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rctcs16.bpf Report_ASCE_rctcs16.pdf EXAMPLES SET 4: CIRCULAR COLUMN SECTION EXAMPLE 4.1 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

108 108 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

109 CHAPTER 3. Member Checks 109 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.1 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rccs1.bpf Report_ASCE_rccs1.pdf EXAMPLE 4.2 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Existing Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

110 110 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = 40.00

111 CHAPTER 3. Member Checks 111 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity COMPUTER FILES Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start ASCE_rccs2.bpf Report_ASCE_rccs2.pdf EXAMPLE 4.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Existing Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

112 112 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = 40.00

113 CHAPTER 3. Member Checks 113 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.3 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity COMPUTER FILES Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End ASCE_rccs3.bpf Report_ASCE_rccs3.pdf EXAMPLE 4.4 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

114 114 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = 40.00

115 CHAPTER 3. Member Checks 115 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rccs4.bpf Report_ASCE_rccs4.pdf EXAMPLE 4.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

116 116 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Diameter, D = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

117 CHAPTER 3. Member Checks 117 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Life Safety End COMPUTER FILES ASCE_rccs5.bpf Report_ASCE_rccs5.pdf EXAMPLE 4.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

118 118 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = 40.00

119 CHAPTER 3. Member Checks 119 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.6 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rccs6.bpf Report_ASCE_rccs6.pdf EXAMPLE 4.7 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping Existing Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

120 120 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

121 CHAPTER 3. Member Checks 121 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.7 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rccs7.bpf Report_ASCE_rccs7.pdf EXAMPLE 4.8 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Existing Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

122 122 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Dry properties (design values) Thickness, t = 1.00 Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = 40.00

123 CHAPTER 3. Member Checks 123 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rccs8.bpf Report_ASCE_rccs8.pdf EXAMPLE 4.9 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

124 124 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = lb = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

125 CHAPTER 3. Member Checks 125 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rccs9.bpf Report_ASCE_rccs9.pdf EXAMPLE 4.10 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

126 126 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.75 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

127 CHAPTER 3. Member Checks 127 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Life Safety End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rccs10.bpf Report_ASCE_rccs10.pdf EXAMPLE 4.11 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

128 128 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = 40.00

129 CHAPTER 3. Member Checks 129 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operationl Level End COMPUTER FILES ASCE_rccs11.bpf Report_ASCE_rccs11.pdf EXAMPLE 4.12 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Section Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

130 130 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

131 CHAPTER 3. Member Checks 131 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rccs12.bpf Report_ASCE_rccs12.pdf EXAMPLE 4.13 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

132 132 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.86 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Diameter, D = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Section Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

133 CHAPTER 3. Member Checks 133 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rccs13.bpf Report_ASCE_rccs13.pdf EXAMPLE 4.14 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Existing Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

134 134 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = 40.00

135 CHAPTER 3. Member Checks 135 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention End Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rccs14.bpf Report_ASCE_rccs14.pdf EXAMPLE 4.15 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

136 136 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 100 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Section Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X)

137 CHAPTER 3. Member Checks 137 RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Collapse Prevention Start Immediate Occupation End Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rccs15.bpf Report_ASCE_rccs15.pdf EXAMPLE 4.16 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type DESCRIPTION A circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES

138 138 SeismoBuild Verification Report Units in N, mm Knowledge Factor, KF = 100 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Section Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Collapse Prevention Start Immediate Occupation End Shear Capacity [kn] Collapse Prevention Start

139 CHAPTER 3. Member Checks 139 COMPUTER FILES ASCE_rccs16.bpf Report_ASCE_rccs16.pdf EXAMPLES SET 5: WALL SECTION EXAMPLE 5.1 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec =

140 140 SeismoBuild Verification Report For Chord rotation Calculations: New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.1 Check Chord Rotation Capacity [rad] Shear Capacity [kn] Local SeismoBuild Axis 2018 Hand calculations Limit State Edge Operational Level End Life Safety Considering wall controlled by Shear. Start Final interstorey drift Capacity: δu,r Life Safety Start

141 CHAPTER 3. Member Checks 141 COMPUTER FILES ASCE_rcrws1.bpf Report_ASCE_rcrws1.pdf EXAMPLE 5.2 SUCCINCT DATA Primary Member SmoothBars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Existing Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Concrete Elasticity, Ec =

142 142 SeismoBuild Verification Report For Chord rotation Calculations: New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

143 CHAPTER 3. Member Checks 143 Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcrws2.bpf Report_ASCE_rcrws2.pdf EXAMPLE 5.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Existing Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Confidence Factor, Cf = 1.00

144 144 SeismoBuild Verification Report Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

145 CHAPTER 3. Member Checks 145 Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.3 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Considering wall controlled by Shear. Final interstorey drift Capacity: δu,r End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcrws3.bpf Report_ASCE_rcrws3.pdf EXAMPLE 5.4 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES

146 146 SeismoBuild Verification Report Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Consequently: Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support.

147 CHAPTER 3. Member Checks 147 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rcrws4.bpf Report_ASCE_rcrws4.pdf EXAMPLE 5.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

148 148 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support.

149 CHAPTER 3. Member Checks 149 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rcrws5.bpf Report_ASCE_rcrws5.pdf EXAMPLE 5.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

150 150 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support.

151 CHAPTER 3. Member Checks 151 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.6 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rcrws6.bpf Report_ASCE_rcrws6.pdf EXAMPLE 5.7 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping Existing Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

152 152 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support.

153 CHAPTER 3. Member Checks 153 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.7 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Considering wall controlled by Shear. Final interstorey drift Capacity: δu,r End Shear Capacity [kn] Operational Level Start NOTE: The small difference between the Shear Capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcrws7.bpf Report_ASCE_rcrws7.pdf EXAMPLE 5.8 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Existing Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

154 154 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1

155 CHAPTER 3. Member Checks 155 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention Start Shear Capacity [kn] Collapse Prevention End COMPUTER FILES ASCE_rcrws8.bpf Report_ASCE_rcrws8.pdf EXAMPLE 5.9 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

156 156 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support.

157 CHAPTER 3. Member Checks 157 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rcrws9.bpf Report_ASCE_rcrws9.pdf EXAMPLE 5.10 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

158 158 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Dry properties (design values) Thickness, t = 1.00 Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1

159 CHAPTER 3. Member Checks 159 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.10 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Life Safety End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcrws10.bpf Report_ASCE_rcrws10.pdf EXAMPLE 5.11 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

160 160 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1

161 CHAPTER 3. Member Checks 161 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.11 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End NOTE: The small difference between the Shear Capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcrws11.bpf Report_ASCE_rcrws11.pdf EXAMPLE 5.12 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations.

162 162 SeismoBuild Verification Report The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Data

163 CHAPTER 3. Member Checks 163 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.12 Check Chord Rotation Capacity [rad] Shear Capacity [kn] Local SeismoBuild Axis 2018 Hand calculations Limit State Edge Immediate Occupancy Considering wall controlled by Shear. Final interstorey drift Capacity: δu,r End Collapse Prevetion Start Immediate Occupancy End COMPUTER FILES ASCE_rcrws12.bpf Report_ASCE_rcrws12.pdf EXAMPLE 5.13 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The

164 164 SeismoBuild Verification Report employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

165 CHAPTER 3. Member Checks 165 MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.13 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Considering wall controlled by Shear. Final interstorey drift Capacity: δu,r Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcrws13.bpf Report_ASCE_rcrws13.pdf EXAMPLE 5.14 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Existing Material Sets type DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

166 166 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C7-1, ASCE Lower-bound strengths are used for Force- Controlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1

167 CHAPTER 3. Member Checks 167 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.14 Check Edge Immediate Occupancy End End End Chord Rotation Capacity Collapse Prevention [rad] Considering wall controlled by Shear. Final interstorey drift Capacity: δu,r Shear Capacity [kn] Hand Local SeismoBuild Axis 2018 calculations Limit State Immediate Occupancy COMPUTER FILES ASCE_rcrws14.bpf Report_ASCE_rcrws14.pdf EXAMPLES SET 6: BEAM SECTION EXAMPLE 6.1 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With detailing for earthquake resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations.

168 168 SeismoBuild Verification Report The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

169 CHAPTER 3. Member Checks 169 MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.1 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_Beam1.bpf Report_ASCE_Beam1.pdf EXAMPLE 6.2 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping Existing Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

170 170 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

171 CHAPTER 3. Member Checks 171 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_Beam2.bpf Report_ASCE_Beam2.pdf EXAMPLE 6.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

172 172 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Primary Member: Concrete Strength, fc = fcm = Existing material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

173 CHAPTER 3. Member Checks 173 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.3 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_Beam3.bpf Report_ASCE_Beam3.pdf EXAMPLE 6.4 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

174 174 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

175 CHAPTER 3. Member Checks 175 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_Beam4.bpf Report_ASCE_Beam4.pdf EXAMPLE 6.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo= No FRP Wrapping New Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

176 176 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo= No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

177 CHAPTER 3. Member Checks 177 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Life Safety End COMPUTER FILES ASCE_Beam5.bpf Report_ASCE_Beam5.pdf EXAMPLE 6.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 No FRP Wrapping New Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

178 178 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: New material of Secondary Member: Concrete Strength, fc = fcm = New material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

179 CHAPTER 3. Member Checks 179 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.6 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_Beam6.bpf Report_ASCE_Beam6.pdf EXAMPLE 6.7 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 No FRP Wrapping Existing Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

180 180 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

181 CHAPTER 3. Member Checks 181 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.7 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_Beam7.bpf Report_ASCE_Beam7.pdf EXAMPLE 6.8 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping Existing Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

182 182 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.86 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

183 CHAPTER 3. Member Checks 183 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_Beam8.bpf Report_ASCE_Beam8.pdf EXAMPLE 6.9 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

184 184 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF =1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

185 CHAPTER 3. Member Checks 185 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_Beam9.bpf Report_ASCE_Beam9.pdf EXAMPLE 6.10 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 No FRP Wrapping New Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

186 186 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

187 CHAPTER 3. Member Checks 187 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.10 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Life Safety End Shear Capacity [kn] Life Safety End COMPUTER FILES ASCE_Beam10.bpf Report_ASCE_Beam10.pdf EXAMPLE 6.11 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

188 188 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

189 CHAPTER 3. Member Checks 189 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.11 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_Beam11.bpf Report_ASCE_Beam11.pdf EXAMPLE 6.12 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length(lo/lou,min>=1) No FRP Wrapping New Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

190 190 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: New material of Primary Member: Concrete Strength, fc = fcm = New material of Primary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

191 CHAPTER 3. Member Checks 191 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.12 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_Beam12.bpf Report_ASCE_Beam12.pdf EXAMPLE 6.13 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Existing Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

192 192 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.75 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

193 CHAPTER 3. Member Checks 193 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.13 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_Beam13.bpf Report_ASCE_Beam13.pdf EXAMPLE 6.14 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping Existing Material Sets type DESCRIPTION A beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

194 194 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material of Secondary Member: Concrete Strength, fc = fcm = Existing material of Secondary Member: Steel Strength, fs = fsm = Note: Especially for the calculation of moment strengths, the above steel re-bar strengths are multiplied by 1.25 according to R18.6.5, ACI Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Member Shear Force is generally considered as Force-Controlled Action according to Table C71, ASCE Lower-bound strengths are used for ForceControlled Actions according to , ASCE New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

195 CHAPTER 3. Member Checks 195 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.14 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention End Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_Beam14.bpf Report_ASCE_Beam14.pdf EXAMPLES SET 7: JACKETED RECTANGULAR COLUMN SECTION EXAMPLE 7.1 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Data New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

196 196 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound =

197 CHAPTER 3. Member Checks 197 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.1 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_rcjrs1.bpf Report_ASCE_rcjrs1.pdf EXAMPLE 7.2 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

198 198 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lb/lb,min = 0.30 FRP Wrapping Data For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound =

199 CHAPTER 3. Member Checks 199 Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcjrs2.bpf Report_ASCE_rcjrs2.pdf EXAMPLE 7.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1 FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column

200 200 SeismoBuild Verification Report DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound =

201 CHAPTER 3. Member Checks 201 Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.3 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_rcjrs3.bpf Report_ASCE_rcjrs3.pdf EXAMPLE 7.4 SUCCINCT DATA Secondary Member

202 202 SeismoBuild Verification Report Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

203 CHAPTER 3. Member Checks 203 For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start

204 204 SeismoBuild Verification Report Check Limit State Edge Shear Capacity [kn] Immediate Occupancy End Local SeismoBuild Axis Hand calculations COMPUTER FILES ASCE_rcjrs4.bpf Report_ASCE_rcjrs4.pdf EXAMPLE 7.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec =

205 CHAPTER 3. Member Checks 205 For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start

206 206 SeismoBuild Verification Report Check Limit State Edge Shear Capacity [kn] Operational Level Start Local SeismoBuild Axis Hand calculations COMPUTER FILES ASCE_rcjrs5.bpf Report_ASCE_rcjrs5.pdf EXAMPLE 7.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec =

207 CHAPTER 3. Member Checks 207 For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X)

208 208 SeismoBuild Verification Report RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.6 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rcjrs6.bpf Report_ASCE_rcjrs6.pdf EXAMPLE 7.7 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 13 Longitudinal Bars Straight Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES

209 CHAPTER 3. Member Checks 209 Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

210 210 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.7 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start ASCE_rcjrs7.bpf Report_ASCE_rcjrs7.pdf EXAMPLE 7.8 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80

211 CHAPTER 3. Member Checks 211 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

212 212 SeismoBuild Verification Report ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcjrs8.bpf Report_ASCE_rcjrs8.pdf EXAMPLE 7.9 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

213 CHAPTER 3. Member Checks 213 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

214 214 SeismoBuild Verification Report NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Collapse Prevention Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_rcjrs9.bpf Report_ASCE_rcjrs9.pdf EXAMPLE 7.10 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

215 CHAPTER 3. Member Checks 215 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Dry properties (design values)

216 216 SeismoBuild Verification Report Thickness, t = 1.00 Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.10 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] COMPUTER FILES Immediate Occupancy Start Life Safety End Shear Capacity [kn] Immediate Occupancy Start ASCE_rcjrs10.bpf Report_ASCE_rcjrs10.pdf EXAMPLE 7.11 SUCCINCT DATA Secondary Member SmoothBars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

217 CHAPTER 3. Member Checks 217 The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

218 218 SeismoBuild Verification Report Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.11 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_rcjrs11.bpf Report_ASCE_rcjrs11.pdf EXAMPLE 7.12 SUCCINCT DATA Primary Member SmoothBars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections

219 CHAPTER 3. Member Checks 219 Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

220 220 SeismoBuild Verification Report Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.12 Local SeismoBuild Axis 2018 Hand calculations Check Limit State Edge Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rcjrs12.bpf Report_ASCE_rcjrs12.pdf EXAMPLE 7.13 SUCCINCT DATA Secondary Member SmoothBars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping

221 CHAPTER 3. Member Checks 221 New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

222 222 SeismoBuild Verification Report Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.13 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcjrs13.bpf Report_ASCE_rcjrs13.pdf EXAMPLE 7.14 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column

223 CHAPTER 3. Member Checks 223 DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

224 224 SeismoBuild Verification Report Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.14 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention End Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rcjrs14.bpf Report_ASCE_rcjrs14.pdf

225 CHAPTER 3. Member Checks 225 EXAMPLE 7.15 SUCCINCT DATA Secondary Member SmoothBars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped in the Vicinity of the End Regions Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

226 226 SeismoBuild Verification Report For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = fsm = Member s Properties For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.15 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety End COMPUTER FILES ASCE_rcjrs15.bpf Report_ASCE_rcjrs15.pdf

227 CHAPTER 3. Member Checks 227 EXAMPLE 7.16 SUCCINCT DATA Secondary Member SmoothBars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped in the Vicinity of the End Regions Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

228 228 SeismoBuild Verification Report For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = fsm = Member s Properties For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.16 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety End COMPUTER FILES ASCE_rcjrs16.bpf Report_ASCE_rcjrs16.pdf

229 CHAPTER 3. Member Checks 229 EXAMPLES SET 8: JACKETED L-SHAPED COLUMN SECTION EXAMPLE 8.1 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

230 230 SeismoBuild Verification Report Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.1 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcjlcs1.bpf

231 CHAPTER 3. Member Checks 231 Report_ASCE_rcjlcs1.pdf EXAMPLE 8.2 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

232 232 SeismoBuild Verification Report Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

233 CHAPTER 3. Member Checks 233 Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcjlcs2.bpf Report_ASCE_rcjlcs2.pdf EXAMPLE 8.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00

234 234 SeismoBuild Verification Report Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

235 CHAPTER 3. Member Checks 235 MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.3 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_rcjlcs3.bpf Report_ASCE_rcjlcs3.pdf EXAMPLE 8.4 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

236 236 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon

237 CHAPTER 3. Member Checks 237 Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start NOTE: The small difference in the Shear Capacity values is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjlcs4.bpf Report_ASCE_rcjlcs4.pdf EXAMPLE 8.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping

238 238 SeismoBuild Verification Report New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

239 CHAPTER 3. Member Checks 239 Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rcjlcs5.bpf Report_ASCE_rcjlcs5.pdf EXAMPLE 8.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column

240 240 SeismoBuild Verification Report DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax =

241 CHAPTER 3. Member Checks 241 Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.6 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rcjlcs6.bpf Report_ASCE_rcjlcs6.pdf

242 242 SeismoBuild Verification Report EXAMPLE 8.7 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

243 CHAPTER 3. Member Checks 243 For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.7 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcjlcs7.bpf Report_ASCE_rcjlcs7.pdf

244 244 SeismoBuild Verification Report EXAMPLE 8.8 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

245 CHAPTER 3. Member Checks 245 For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

246 246 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rcjlcs8.bpf Report_ASCE_rcjlcs8.pdf EXAMPLE 8.9 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00

247 CHAPTER 3. Member Checks 247 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

248 248 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rcjlcs9.bpf Report_ASCE_rcjlcs9.pdf EXAMPLE 8.10 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0,87

249 CHAPTER 3. Member Checks 249 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Dry properties (design values) Thickness, t = 1.00 Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module.

250 250 SeismoBuild Verification Report MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.10 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Life Safety End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcjlcs10.bpf Report_ASCE_rcjlcs10.pdf EXAMPLE 8.11 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

251 CHAPTER 3. Member Checks 251 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon

252 252 SeismoBuild Verification Report Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.11 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcjlcs11.bpf Report_ASCE_rcjlcs11.pdf EXAMPLE 8.12 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

253 CHAPTER 3. Member Checks 253 The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

254 254 SeismoBuild Verification Report Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.12 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_rcjlcs12.bpf Report_ASCE_rcjlcs12.pdf EXAMPLE 8.13 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

255 CHAPTER 3. Member Checks 255 The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

256 256 SeismoBuild Verification Report Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.13 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcjlcs13.bpf Report_ASCE_rcjlcs13.pdf EXAMPLE 8.14 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

257 CHAPTER 3. Member Checks 257 The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

258 258 SeismoBuild Verification Report Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.14 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention End Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rcjlcs14.bpf Report_ASCE_rcjlcs14.pdf EXAMPLE 8.15 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel

259 CHAPTER 3. Member Checks 259 Without Detailing for Earthquake Resistance (including stirrups not closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

260 260 SeismoBuild Verification Report For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.15 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcjlcs15.bpf Report_ASCE_rcjlcs15.pdf

261 CHAPTER 3. Member Checks 261 EXAMPLE 8.16 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed L-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

262 262 SeismoBuild Verification Report For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 8.16 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety Start NOTE: The small difference between the Chord Rotation Capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report.

263 CHAPTER 3. Member Checks 263 COMPUTER FILES ASCE_rcjlcs16.bpf Report_ASCE_rcjlcs16.pdf EXAMPLES SET 9: JACKETED T-SHAPED COLUMN SECTION EXAMPLE 9.1 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec =

264 264 SeismoBuild Verification Report For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Width, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

265 CHAPTER 3. Member Checks 265 Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.1 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End NOTE: The small difference between the Shear Capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjtcs1.bpf Report_ ASCE_rcjtcs1.pdf EXAMPLE 9.2 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

266 266 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, H max = Min Width, H min = Max Width, W max = Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

267 CHAPTER 3. Member Checks 267 Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcjtcs2.bpf Report_ ASCE_rcjtcs2.pdf EXAMPLE 9.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length(lo/lou,min>=1) FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column

268 268 SeismoBuild Verification Report DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

269 CHAPTER 3. Member Checks 269 Member s Properties Max Height, Hmax = Min Width, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Adequate Lap Length (lo/lou,min>=1) FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.3 Local SeismoBuild Axis 2018 Hand calculations Check Limit State Edge Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcjtcs3.bpf Report_ ASCE_rcjtcs3.pdf EXAMPLE 9.4 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections

270 270 SeismoBuild Verification Report Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

271 CHAPTER 3. Member Checks 271 For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, H max = Min Width, H min = Max Width, W max = Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

272 272 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End NOTE: The small difference between the Shear capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjtcs4.bpf Report_ ASCE_rcjtcs4.pdf EXAMPLE 9.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

273 CHAPTER 3. Member Checks 273 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, H max = Min Width, H min = Max Width, W max = Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

274 274 SeismoBuild Verification Report Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start NOTE: The small difference between the Shear capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjtcs5.bpf Report_ ASCE_rcjtcs5.pdf EXAMPLE 9.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations.

275 CHAPTER 3. Member Checks 275 The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, H max = Min Width, H min = Max Width, W max = Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = Cover Thickness, c = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

276 276 SeismoBuild Verification Report Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.6 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Immediate Occuancy End Chord Rotation Capacity Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start NOTE: The small difference between the Shear capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjtcs6.bpf Report_ ASCE_rcjtcs6.pdf

277 CHAPTER 3. Member Checks 277 EXAMPLE 9.7 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 Νο FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

278 278 SeismoBuild Verification Report Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = 444,44 Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Width, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min= 0.30 Νο FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.7 Local SeismoBuild Axis 2018 Hand calculations Check Limit State Edge Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start

279 CHAPTER 3. Member Checks 279 NOTE: The small difference between the Shear capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjtcs7.bpf Report_ TBDY_rcjtcs7.pdf EXAMPLE 9.8 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec =

280 280 SeismoBuild Verification Report For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = 444,44 Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties Max Height, Hmax = Min Width, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Straight Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X)

281 CHAPTER 3. Member Checks 281 RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start NOTE: The small difference between the Shear capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjtcs8.bpf Report_ ASCE_rcjtcs8.pdf EXAMPLE 9.9 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End SectionsLap Length lo = No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

282 282 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, H max = Min Width, H min = Max Width, W max = Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

283 CHAPTER 3. Member Checks 283 Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start NOTE: The small difference between the Shear capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjtcs9.bpf Report_ ASCE_rcjtcs9.pdf EXAMPLE 9.10 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length withlo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

284 284 SeismoBuild Verification Report The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, H max = Min Width, H min = Max Width, W max = Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

285 CHAPTER 3. Member Checks 285 Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Type: Carbon Dry properties (design values) Thickness, t = 1.00 Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.10 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Life Safety End Shear Capacity [kn] Immediate Occupancy Start NOTE: The small difference between the Shear capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjtcs10.bpf Report_ ASCE_rcjtcs10.pdf

286 286 SeismoBuild Verification Report EXAMPLE 9.11 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

287 CHAPTER 3. Member Checks 287 Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Max Height, Hmax = Min Width, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

288 288 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.11 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Life Safety End NOTE: The small difference between the Shear capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjtcs11.bpf Report_ ASCE_rcjtcs11.pdf EXAMPLE 9.12 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

289 CHAPTER 3. Member Checks 289 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties Section Max Height, H max = Section Min Width, H min = Section Max Width, W max = Section Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

290 290 SeismoBuild Verification Report Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.12 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rcjtcs12.bpf Report_ ASCE_rcjtcs12.pdf EXAMPLE 9.13 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End SectionsAdequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

291 CHAPTER 3. Member Checks 291 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Max Height, H max = Section Min Width, H min = Section Max Width, W max = Section Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections

292 292 SeismoBuild Verification Report Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.13 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_rcjtcs13.bpf Report_ ASCE_rcjtcs13.pdf EXAMPLE 9.14 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing column DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

293 CHAPTER 3. Member Checks 293 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Section Max Height, H max = Section Min Width, H min = Section Max Width, W max = Section Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo =

294 294 SeismoBuild Verification Report FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.14 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention End Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rcjtcs14.bpf Report_ ASCE_rcjtcs14.pdf EXAMPLE 9.15 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping New Material Sets type for the Jacket and Exiting Material Sets type for the Existing column

295 CHAPTER 3. Member Checks 295 DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, H max = Min Width, H min = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = 8.00 New material of Primary Member: Steel Strength, fs = fs_lower_bound =

296 296 SeismoBuild Verification Report Max Width, W max = Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.15 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Life Safety Start Operational Level Start Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rcjtcs15.bpf Report_ ASCE_rcjtcs15.pdf EXAMPLE 9.16 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping New Material Sets type for the Jacket and Exiting Material Sets type for the Existing column

297 CHAPTER 3. Member Checks 297 DESCRIPTION A jacketed T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties Max Height, H max = Min Width, H min = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = 8.00 New material of Primary Member: Steel Strength, fs = fs_lower_bound =

298 298 SeismoBuild Verification Report Max Width, W max = Min Width, W min = Eccentricity, E cc = Jacket Thickness, t j = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.16 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Life Safety Start Operational Level Start Shear Capacity [kn] Operational Level Start NOTE: The small difference between the Shear capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjtcs16.bpf Report_ ASCE_rcjtcs16.pdf EXAMPLES SET 10: JACKETED CIRCULAR COLUMN SECTION EXAMPLE 10.1 SUCCINCT DATA Primary Member Ribbed Bars

299 CHAPTER 3. Member Checks 299 Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length(lo/lou,min> = 1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

300 300 SeismoBuild Verification Report For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lb/lb,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 10.1 Edge Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End ASCE_rcjcs1.bpf Report_ASCE_rcjcs1.pdf EXAMPLE 10.2 SUCCINCT DATA Hand calculations Limit State COMPUTER FILES Local SeismoBuild Axis 2018 Check Primary Member Smooth Bars

301 CHAPTER 3. Member Checks 301 Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.5 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

302 302 SeismoBuild Verification Report For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 10.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Collapse Prevention End

303 CHAPTER 3. Member Checks 303 COMPUTER FILES ASCE_rcjcs2.bpf Report_ASCE_rcjcs2.pdf EXAMPLE 10.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type for the Jacket and Existing for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec =

304 304 SeismoBuild Verification Report For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

305 CHAPTER 3. Member Checks 305 Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 10.3 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rcjcs3.bpf Report_ASCE_rcjcs3.pdf EXAMPLE 10.4 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping New Material Sets type for the Jacket and New for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES

306 306 SeismoBuild Verification Report Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support.

307 CHAPTER 3. Member Checks 307 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 10.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_rcjcs4.bpf Report_ASCE_rcjcs4.pdf EXAMPLE 10.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type for the Jacket and New for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

308 308 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

309 CHAPTER 3. Member Checks 309 NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 10.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rcjcs5.bpf Report_ASCE_rcjcs5.pdf EXAMPLE 10.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and New for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

310 310 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Cured laminate properties (design values)

311 CHAPTER 3. Member Checks 311 Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 10.6 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcjcs6.bpf Report_ ASCE_rcjcs6.pdf EXAMPLE 10.7 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

312 312 SeismoBuild Verification Report The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

313 CHAPTER 3. Member Checks 313 Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping Data NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 10.7 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rcjcs7.bpf Report_ASCE_rcjcs7.pdf EXAMPLE 10.8 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping Data New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations.

314 314 SeismoBuild Verification Report The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections

315 CHAPTER 3. Member Checks 315 Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 10.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcjcs8.bpf Report_ASCE_rcjcs8.pdf EXAMPLE 10.9 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Column

316 316 SeismoBuild Verification Report DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF =1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties External Diameter, Dext = Internal Diameter, Dint = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

317 CHAPTER 3. Member Checks 317 Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 10.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Collapse Prevention Start Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rcjcs9.bpf Report_ASCE_rcjcs9.pdf EXAMPLE SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

318 318 SeismoBuild Verification Report The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.75 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

319 CHAPTER 3. Member Checks 319 Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End SectionsInadequate Lap Length with lo/lou,min = 0.30 FRP Wrapping Data Type: Carbon Dry properties (design values) Thickness, t = 1.00 Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Life Safety End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_rcjcs10.bpf Report_ASCE_rcjcs10.pdf EXAMPLE SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30

320 320 SeismoBuild Verification Report FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

321 CHAPTER 3. Member Checks 321 Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.3 FRP Wrapping Data Type: Carbon Dry properties (design values) Thickness, t = 1.00 Tensile Strength, ffu = Tensile Modulus, Ef = Elongation, efu = Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 1 Radius of rounding corners, R = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_rcjcs11.bpf Report_ASCE_rcjcs11.pdf

322 322 SeismoBuild Verification Report EXAMPLE SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

323 CHAPTER 3. Member Checks 323 Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Hand calculations Limit State Edge Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Operational Level Start COMPUTER FILES Local SeismoBuild Axis 2018 Check ASCE_rcjcs12.bpf Report_ASCE_rcjcs12.pdf

324 324 SeismoBuild Verification Report EXAMPLE SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

325 CHAPTER 3. Member Checks 325 Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Hand calculations Limit State Edge Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Operatioanal Level Start COMPUTER FILES Local SeismoBuild Axis 2018 Check ASCE_rcjcs13.bpf Report_ASCE_rcjcs13.pdf

326 326 SeismoBuild Verification Report EXAMPLE SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = lb = FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.80 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

327 CHAPTER 3. Member Checks 327 Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Hand calculations Limit State Edge Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention End Shear Capacity [kn] Operational Level Start COMPUTER FILES Local SeismoBuild Axis 2018 Check ASCE_rcjcs14.bpf Report_ASCE_rcjcs14.pdf

328 328 SeismoBuild Verification Report EXAMPLE SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping New Material Sets type for the Jacket and New for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound =

329 CHAPTER 3. Member Checks 329 Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Local SeismoBuild Axis 2018 Hand calculations Check Limit State Edge Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Operational Level Start NOTE: The small difference between the Chord Rotation Capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_rcjcs15.bpf

330 330 SeismoBuild Verification Report Report_ASCE_rcjcs15.pdf EXAMPLE SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping New Material Sets type for the Jacket and New for the Existing Column DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec =

331 CHAPTER 3. Member Checks For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min = lb/ld >=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The column member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph) fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Local SeismoBuild Axis 2018 Hand calculations Check Limit State Edge Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Operational Level Start

332 332 SeismoBuild Verification Report COMPUTER FILES ASCE_rcjcs16.bpf Report_ASCE_rcjcs16.pdf EXAMPLES SET 11: JACKETED BEAM SECTION EXAMPLE 11.1 SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length(lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec =

333 CHAPTER 3. Member Checks For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1)) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 11.1 Local SeismoBuild Axis 2018 Hand calculations Check Limit State Edge Chord Rotation Capacity [rad] Operational Level Start Life Safety Start

334 334 SeismoBuild Verification Report Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_JBeam1.bpf ASCE_ TBDY_JBeam1.pdf EXAMPLE 11.2 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85

335 CHAPTER 3. Member Checks 335 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

336 336 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 11.2 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_JBeam2.bpf Report_ASCE_JBeam2.pdf EXAMPLE 11.3 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES

337 CHAPTER 3. Member Checks 337 Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Primary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

338 338 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 11.3 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_JBeam3.bpf Report_ASCE_JBeam3.pdf EXAMPLE 11.4 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES

339 CHAPTER 3. Member Checks 339 Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: For Shear Capacity Calculations: New material: Concrete Strength, fc = fcm = New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material: Steel Strength, fs = fsm = New material of Secondary Member: Steel New material: Steel Strength, fs = 1.25*fsm = Strength, fs = fs_lower_bound = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below:

340 340 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 11.4 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End NOTE: The small difference between the Shear capacity obtained from the Hand Calculations and SeismoBuild is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_JBeam4.bpf Report_ASCE_JBeam4.pdf EXAMPLE 11.5 SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

341 CHAPTER 3. Member Checks 341 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping

342 342 SeismoBuild Verification Report NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 11.5 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Life Safety End COMPUTER FILES ASCE_JBeam5.bpf Report_ASCE_JBeam5.pdf EXAMPLE 11.6 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

343 CHAPTER 3. Member Checks 343 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = 3000 Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping

344 344 SeismoBuild Verification Report NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 11.6 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_JBeam6.bpf Report_ASCE_JBeam6.pdf EXAMPLE 11.7 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min=0.30 No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

345 CHAPTER 3. Member Checks 345 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound =

346 346 SeismoBuild Verification Report Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations (Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 11.7 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety End Shear Capacity [kn] Operational Level Start COMPUTER FILES ASCE_JBeam7.bpf Report_ASCE_JBeam7.pdf EXAMPLE 11.8 SUCCINCT DATA Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

347 CHAPTER 3. Member Checks 347 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: Existing material of Secondary Member: Concrete Strength, fc = fc_lower_bound = Existing material of Secondary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections

348 348 SeismoBuild Verification Report Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 11.8 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Collapse Prevention End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_JBeam8.bpf Reportt_ASCE_JBeam8.pdf EXAMPLE 11.9 SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

349 CHAPTER 3. Member Checks 349 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound =20.00 New material of Primary Member: Steel Strength, fs = fs_lower_bound =

350 350 SeismoBuild Verification Report Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 11.9 Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Collapse Prevention Start Shear Capacity [kn] Collapse Prevention Start COMPUTER FILES ASCE_JBeam9.bpf Report_ASCE_JBeam9.pdf EXAMPLE SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks.

351 CHAPTER 3. Member Checks 351 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.85 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound =25.00 New material of Primary Member: Steel Strength, fs = fs_lower_bound = External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections

352 352 SeismoBuild Verification Report Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy Start Life Safety End Shear Capacity [kn] Immediate Occupancy Start COMPUTER FILES ASCE_JBeam10.bpf Report_ASCE_JBeam10.pdf EXAMPLE SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The

353 CHAPTER 3. Member Checks 353 employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Ductile Steel For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound =25.00 New material of Secondary Member: Steel Strength, fs = fs_lower_bound =

354 354 SeismoBuild Verification Report Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Inadequate Lap Length with lo/lou,min = 0.30 No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level End Life Safety Start Shear Capacity [kn] Operational Level End COMPUTER FILES ASCE_JBeam11.bpf Report_ASCE_JBeam11.pdf EXAMPLE SUCCINCT DATA Primary Member Smooth Bars Ductile Steel With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and New Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity, strain and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The

355 CHAPTER 3. Member Checks 355 employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 1.00 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound = New material of Primary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars Ductile Steel For Shear Capacity Calculations: New material of Primary Member: Concrete Strength, fc = fc_lower_bound =25.00 New material of Primary Member: Steel Strength, fs = fs_lower_bound =

356 356 SeismoBuild Verification Report With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention Start Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_JBeam12.bpf Report_ASCE_JBeam12.pdf EXAMPLE SUCCINCT DATA Secondary Member Smooth Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lo/lou,min>=1) No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The

357 CHAPTER 3. Member Checks 357 employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.87 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm = New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Mean Confinement Factor overall section = 1.00 Element Length, L = Secondary Member Smooth Bars For Shear Capacity Calculations: Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound =16.00 Existing material of Primary Member: Steel Strength, fs = fs_lower_bound =

358 358 SeismoBuild Verification Report Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Adequate Lap Length (lb/lb,min>=1) No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Operational Level Start Life Safety Start Shear Capacity [kn] Life Safety Start COMPUTER FILES ASCE_JBeam13.bpf Report_ASCE_JBeam13.pdf EXAMPLE SUCCINCT DATA Primary Member Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam DESCRIPTION A jacketed beam section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations.

359 CHAPTER 3. Member Checks 359 The Chord Rotation Capacity is checked according to the tables 10-7, 10-8 and 10-9 and of ASCE and according to the equations (10-5) of ASCE and (4.29) of D.Biskinis (2007). The employed equations are the (10-3) of ASCE 41-17, ( ), ( ), Table and Table of ACI for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF = 0.90 Materials Properties Jacket: Concrete Elasticity, Ec = For Chord rotation Calculations: New material: Concrete Strength, fc = fcm = New material: Steel Strength, fs = fsm New material: Steel Strength, fs = 1.25*fsm = For Shear Capacity Calculations: New material of Secondary Member: Concrete Strength, fc = fc_lower_bound = New material of Secondary Member: Steel Strength, fs = fs_lower_bound = Existing Column: Concrete Elasticity, Ec = For Chord rotation Calculations: Existing material: Concrete Strength, fc = fcm = Existing material: Steel Strength, fs = fsm = Existing material: Steel Strength, fs = 1.25*fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member For Shear Capacity Calculations: Existing material of Primary Member: Concrete Strength, fc = fc_lower_bound =16.00 Existing material of Primary Member: Steel Strength, fs = fs_lower_bound =

360 360 SeismoBuild Verification Report Ribbed Bars Ductile Steel Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = No FRP Wrapping NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING The beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE Check Limit State Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Immediate Occupancy End Collapse Prevention End Shear Capacity [kn] Immediate Occupancy End COMPUTER FILES ASCE_JBeam14.bpf Report_ASCE_JBeam14.pdf

361 Chapter 4 COMPARISON WITH INDEPENDENT HAND- CALCULATIONS BEAM-COLUMN JOINTS CHECKS As noted above, this chapter makes use of examples, and their corresponding independent handcalculations. A two storey 3D model with Typical Building Geometry (TBG) has been used for all the beam-columns joints examples. The plan views and the 3D model of the TBG are shown below: 1 st floor Plan view of the building

362 362 SeismoBuild Verification Report 2 nd floor Plan view of the building

363 CHAPTER 4. Beam-Column Joints Checks 363 3D model of the building EXAMPLE 1 SUCCINCT DATA Interior Joint: Beam B1- Column C2-Beam B2 of Floor 1 Column Below: Rectangular Column section Primary Member Existing Material Sets type Beam B1: Beam section with effective width included Primary Member Existing Material Sets type Beam B2: Beam section with effective width included Primary Member Existing Material Sets type 1 st and 2 nd floor plan views are the same with TBG DESCRIPTION The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

364 364 SeismoBuild Verification Report The resulting joints shear forces of the FE analysis program SeismoBuild are compared with hand calculations. The employed equation is: (10-4) of ASCE for Shear Capacity Checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=1.00 Materials Properties Column Below: Existing Material: fc_column = fc_lower_bound_column = 16,00 Beam B1: Existing Material: fc_column = fc_lower_bound_column = 16,00 Existing Material: fyd = fs_lower_bound = 400,00 Beam B2: Existing Material: fc_column = fc_lower_bound_column = 16,00 Existing Material: fyd = fs_lower_bound = 400,00 Members Properties Column Below Section Height, H = Section Width, W = Beam B1 Beam B2 Section Height, H = Section Width, W = Section Height, H = Section Width, W = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING Beam and column members are modeled through the inelastic plastic-hinge force-based frame element type (infrmfbph).

365 CHAPTER 4. Beam-Column Joints Checks 365 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 4.1. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.1 COMPUTER FILES ASCE_Joint1.bpf Report_ASCE_Joint1.pdf EXAMPLE 2 SUCCINCT DATA Check Limit State SeismoBuild 2018 Capacity Hand calculations Shear Forces [kn] Life Safety Exterior Joint: Column C2-Beam B9 of Floor 1 Column Below: Rectangular Column section Primary Member Existing Material Sets type Beam B9: Beam section with effective width included Primary Member Existing Material Sets type 1 st and 2 nd floor plan views are the same with TBG DESCRIPTION The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting joints shear forces of the FE analysis program SeismoBuild are compared with hand calculations. The employed equation is: (10-4) of ASCE for Shear Capacity Checks.

366 366 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=1.00 Materials Properties Column Below: Existing Material: fc_column = fc_lower_bound_column = 16,00 Beam B9: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 Existing Material: fyd = fs_lower_bound = 400,00 Members Properties Column Below Section Height, H = Section Width, W = Beam B9 Section Height, H = Section Width, W = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING Beam and column members are modeled through the inelastic plastic-hinge force-based frame element type (infrmfbph).

367 CHAPTER 4. Beam-Column Joints Checks 367 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 4.2. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.2 COMPUTER FILES ASCE_Joint2.bpf Report_ASCE_Joint2.pdf EXAMPLE 3 SUCCINCT DATA Check Limit State SeismoBuild 2018 Capacity Hand calculations Shear Forces [kn] Life Safety Interior Joint: Beam B1-Column C2-Beam B2 of Floor 1 Column Below: L-Shaped Column section Primary Member Existing Material Sets type Column Above: Rectangular Column section Primary Member Existing Material Sets type Beam B1: Beam section with effective width included Primary Member Existing Material Sets type Beam B2: Beam section with effective width included Primary Member New Material Sets type 2 nd floor plan view is the same with TBG

368 368 SeismoBuild Verification Report DESCRIPTION 1 st floor Plan view of the building The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting joints shear forces of the FE analysis program SeismoBuild are compared with hand calculations. The employed equation is: (10-4) of ASCE for Shear Capacity Checks.

369 CHAPTER 4. Beam-Column Joints Checks 369 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=1.00 Materials Properties Column Below: Existing Material: fc_column = fc_lower_bound_column = 16,00 Beam B1: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 Existing Material: fyd = fs_lower_bound = 400,00 Beam B2: New Material: fcd_beam = fc_lower_bound_beam= 25,00 New Material: fyd = fs_lower_bound = 500,00 Members Properties Column Below Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Beam B1 Beam B2 Section Height, H = Section Width, W = Section Height, H = Section Width, W = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING Beam and column members are modeled through the inelastic plastic-hinge force-based frame element type (infrmfbph).

370 370 SeismoBuild Verification Report ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 4.3. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.3 COMPUTER FILES Check ASCE_Joint3.bpf Report_ASCE_Joint3.pdf EXAMPLE 4 SUCCINCT DATA Limit State SeismoBuild 2018 Capacity Hand calculations Shear Forces [kn] Collapse Prevention Exterior Joint: Column C2-Beam B9 of Floor 1 Column Below: T-Shaped Column section Primary Member Existing Material Sets type Column Above: Rectangular Column section Primary Member Existing Material Sets type Beam B9: Beam section with effective width included Primary Member Existing Material Sets type 2 nd floor plan view is the same with TBG

371 CHAPTER 4. Beam-Column Joints Checks 371 DESCRIPTION 1 st floor Plan view of the building The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting joints shear forces of the FE analysis program SeismoBuild are compared with hand calculations. The employed equation is: (10-4) of ASCE for Shear Capacity Checks.

372 372 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=1.00 Materials Properties Column Below: Existing Material: fc_column = fc_lower_bound_column = 16,00 Beam B9: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 Existing Material: fyd = fs_lower_bound = 400,00 Members Properties Column Below Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Beam B9 Section Height, H = Section Width, W = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING Beam and column members are modeled through the inelastic plastic-hinge force-based frame element type (infrmfbph).

373 CHAPTER 4. Beam-Column Joints Checks 373 ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 4.4. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.4 COMPUTER FILES ASCE_Joint4.bpf Report_ASCE_Joint4.pdf EXAMPLE 5 SUCCINCT DATA Check Limit State SeismoBuild 2018 Capacity Hand calculations Shear Forces [kn] Life Safety Interior Joint: Beam B1-Column C2-Beam B2 of Floor 1 Column Below: Circular Column section Primary Member New Material Sets type Column Above: Rectangular Column section Primary Member Existing Material Sets type Beam B1: Beam section with effective width included Primary Member Existing Material Sets type Beam B2: Beam section with effective width included Primary Member New Material Sets type 2 nd floor plan view is the same with TBG

374 374 SeismoBuild Verification Report DESCRIPTION 1 st floor Plan view of the building The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting joints shear forces of the FE analysis program SeismoBuild are compared with hand calculations. The employed equation is: (10-4) of ASCE for Shear Capacity Checks.

375 CHAPTER 4. Beam-Column Joints Checks 375 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=1.00 Materials Properties Column Below: New Material: fc_column = fc_lower_bound_column = 25,00 Beam B1: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 Existing Material: fyd = fs_lower_bound = 400,00 Beam B2: New Material: fc_column = fc_lower_bound_column = 25,00 New Material: fyd = fs_lower_bound = 500,00 Members Properties Column Below Diameter, D = Beam B1 Beam B2 Section Height, H = Section Width, W = Section Height, H = Section Width, W = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING Beam and column members are modeled through the inelastic plastic-hinge force-based frame element type (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X)

376 376 SeismoBuild Verification Report RESULTS COMPARISON The most significant results are compared in the table below: Table 4.5. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.5 COMPUTER FILES Check ASCE_Joint5.bpf Report_ASCE_Joint5.pdf EXAMPLE 6 SUCCINCT DATA Limit State SeismoBuild 2018 Capacity Hand calculations Shear Forces [kn] Immediate Occupancy Interior Joint: Beam B1-Column C2-Beam B2 of Floor 1 Column Below: Jacketed Rectangular Column section Primary Member New Material Sets type for the Jacket and Existing Material Sets type for the Existing column Column Above: Rectangular Column section Primary Member Existing Material Sets type Beam B1: Beam section with effective width included Primary Member Existing Material Sets type Beam B2: Jacketed Beam section with effective width included Primary Member New Material Sets type for the Jacket and Existing Material Sets type for the Existing beam 2 nd floor plan view is the same with TBG

377 CHAPTER 4. Beam-Column Joints Checks 377 DESCRIPTION 1 st floor Plan view of the building The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting joints shear forces of the FE analysis program SeismoBuild are compared with hand calculations. The employed equation is: (10-4) of ASCE for Shear Capacity Checks.

378 378 SeismoBuild Verification Report The employed equation is: (10-4) of ASCE for Shear Capacity Checks GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=1.00 Materials Properties Column Below: Existing Material: fc_column = fc_lower_bound_column = 16,00 New Material: fc_column = fc_lower_column_beam = 25,00 Beam B1: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 Existing Material: fyd = fs_lower_bound = 400,00 Beam B2: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 New Material: fc_beam = fc_lower_bound_beam = 25,00 New Material: fyd_jacket = fs_lower_bound_jacket = 500,00 Existing Material: fyd_core = fs_lower_bound_core = 400,00 Members Properties Column Below External Height, H = External Width, W = Internal Height, H = Internal Width, W = Beam B1 Beam B2 Section Height, H = Section Width, W = External Height, H = External Width, W = Internal Height, H = Internal Width, W = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module.

379 CHAPTER 4. Beam-Column Joints Checks 379 MODELLING AND LOADING Beam and column members are modeled through the inelastic plastic-hinge force-based frame element type (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 4.6. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.6 Check Limit State SeismoBuild 2018 Capacity Hand calculations Shear Forces [kn] Collapse Prevention NOTE: The small difference in the Shear Forces values is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_Joint6.bpf Report_ASCE_Joint6.pdf EXAMPLE 7 SUCCINCT DATA Exterior Joint: Column C2-Beam B9 of Floor 1 Column Below: Jacketed L-Shaped Column section Primary Member New Material Sets type for the Jacket and Existing Material Sets type for the Existing column Column Above: Rectangular Column section Primary Member Existing Material Sets type Beam B9: Jacketed Beam section with effective width included Primary Member New Material Sets type for the Jacket and Existing Material Sets type for the Existing beam 2 nd floor plan view is the same with TBG

380 380 SeismoBuild Verification Report DESCRIPTION 1 st floor Plan view of the building The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting joints shear forces of the FE analysis program SeismoBuild are compared with hand calculations. The employed equation is: (10-4) of ASCE for Shear Capacity Checks.

381 CHAPTER 4. Beam-Column Joints Checks 381 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=1.00 Materials Properties Column Below: Existing Material: fc_column = fc_lower_bound_column = 16,00 New Material: fc_column = fc_lower_bound_column = 25,00 Beam B9: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 New Material: fc_beam = fc_lower_bound_beam = 25,00 New Material: fyd_jacket = fs_lower_bound_jacket = 500,00 Existing Material: fyd_core = fs_lower_bound_core = 400,00 Members Properties Column Below Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Beam B9 External Height, H = External Width, W =

382 382 SeismoBuild Verification Report Internal Height, H = Internal Width, W = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING Beam and column members are modeled through the inelastic plastic-hinge force-based frame element type (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 4.7. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.7 Check Limit State SeismoBuild 2018 Capacity Hand calculations Shear Forces [kn] Operational Level NOTE: The small difference in the Shear Forces values is due to the rounding of the shear capacity value exported to the Report. COMPUTER FILES ASCE_Joint7.bpf Report_ASCE_Joint7.pdf EXAMPLE 8 SUCCINCT DATA Interior Joint: Beam B1-Column C2-Beam B2 of Floor 1 Column Below: Jacketed T-Shaped Column section Primary Member New Material Sets type for the Jacket and Existing Material Sets type for the Existing column Column Above: Rectangular Column section Primary Member Existing Material Sets type Beam B1: Jacketed Beam section with effective width included Primary Member New Material Sets type for the Jacket and Existing Material Sets type for the Existing beam Beam B2: Jacketed Beam section with effective width included Primary Member New Material Sets type for the Jacket and Existing Material Sets type for the Existing beam

383 CHAPTER 4. Beam-Column Joints Checks nd floor plan view is the same with TBG DESCRIPTION 1 st floor Plan view of the building The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

384 384 SeismoBuild Verification Report The resulting joints shear forces of the FE analysis program SeismoBuild are compared with hand calculations. The employed equation is: (10-4) of ASCE for Shear Capacity Checks. GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=1.00 Materials Properties Column Below: Existing Material: fc_column = fc_lower_bound_column = 16,00 New Material: fc_column = fc_lower_bound_column = 25,00 Beam B1: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 New Material: fc_beam = fc_lower_bound_beam = 25,00 New Material: fyd_jacket = fs_lower_bound_jacket = 500,00 Existing Material: fyd_core = fs_lower_bound_core = 400,00 Beam B2: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 New Material: fc_beam = fc_lower_bound_beam = 25,00 New Material: fyd_jacket = fs_lower_bound_jacket = 500,00 Existing Material: fyd_core = fs_lower_bound_core = 400,00 Members Properties Column Below Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc =

385 CHAPTER 4. Beam-Column Joints Checks 385 Beam B1 External Height, H = External Width, W = Internal Height, H = Internal Width, W = Beam B2 External Height, H = External Width, W = Internal Height, H = Internal Width, W = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING Beam and column members are modeled through the inelastic plastic-hinge force-based frame element type (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 4.8. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.8 COMPUTER FILES Check ASCE_Joint8.bpf Report_ASCE_Joint8.pdf EXAMPLE 9 SUCCINCT DATA Limit State SeismoBuild 2018 Capacity Hand calculations Shear Forces [kn] Life Safety Exterior Joint: Column C2-Beam B9 of Floor 1 Column Below: Jacketed Circular Column section Primary Member New Material Sets type for the Jacket and Existing Material Sets type for the Existing column Column Above: Rectangular Column section Primary Member Existing Material Sets type Beam B9: Jacketed Beam section with effective width included Primary Member New Material Sets type for the Jacket and Existing Material Sets type for the Existing beam 2 nd floor plan view is the same with TBG

386 386 SeismoBuild Verification Report DESCRIPTION 1 st floor Plan view of the building The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting joints shear forces of the FE analysis program SeismoBuild are compared with hand calculations. The employed equation is: (10-4) of ASCE for Shear Capacity Checks.

387 CHAPTER 4. Beam-Column Joints Checks 387 GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=0.75 Materials Properties Column Below: Existing Material: fc_column = fc_lower_bound_column = 16,00 New Material: fc_column = fc_lower_bound_column = 25,00 Beam B9: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 New Material: fc_beam = fc_lower_bound_beam = 25,00 New Material: fyd_jacket = fs_lower_bound_jacket = 500,00 Existing Material: fyd_core = fs_lower_bound_core = 400,00 Members Properties Column Below External Diameter, D = Internal Diameter, D = Beam B9 External Height, H = External Width, W = Internal Height, H = Internal Width, W = NOTE: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module.

388 388 SeismoBuild Verification Report MODELLING AND LOADING Beam and column members are modeled through the inelastic plastic-hinge force-based frame element type (infrmfbph). ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X) RESULTS COMPARISON The most significant results are compared in the table below: Table 4.9. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.9 COMPUTER FILES Check ASCE_Joint9.bpf Report_ASCE_Joint9.pdf EXAMPLE 10 SUCCINCT DATA Limit State SeismoBuild 2018 Capacity Hand calculations Shear Forces [kn] Life Safety Interior Joint: Beam B1- Column C2-Beam B2 of Floor 1 Column Below: Rectangular Column section Primary Member Existing Material Sets type Column Above: Rectangular Column section Secondary Member Existing Material Sets type Beam B1: Beam section with effective width included Primary Member Existing Material Sets type Beam B2: Beam section with effective width included Primary Member Existing Material Sets type 2 nd floor plan view is the same with TBG

389 CHAPTER 4. Beam-Column Joints Checks 389 DESCRIPTION 1 st floor Plan view of the building The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting joints shear forces of the FE analysis program SeismoBuild are compared with hand calculations. The employed equation is: (10-4) of ASCE for Shear Capacity Checks.

390 390 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Knowledge Factor, KF=0.90 Materials Properties Column Below: Existing Material: fc_column = fc_lower_bound_column = 16,00 Beam B1: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 Existing Material: fyd = fs_lower_bound = 400,00 Beam B2: Existing Material: fc_beam = fc_lower_bound_beam = 16,00 Existing Material: fyd = fs_lower_bound = 400,00 Members Properties Column Below Section Height, H = Section Width, W = Beam B1 Section Height, H = Section Width, W = Beam B2 Section Height, H = Section Width, W = NOTE 1: If the rotation angle between beam B2 and column C2(φ ) is less than 45 then the beam B2 is taken as horizontal. Else, if φ > 45 then the beam B2 is taken as vertical. NOTE 2: All the required values for hand calculations may be exported to the Report by selecting the member of interest in the Detailed Calculations(Annex) tab of the Print-out Options module. MODELLING AND LOADING Beam and column members are modeled through the inelastic plastic-hinge force-based frame element type (infrmfbph).