SeismoBuild Verification Report (KANEPE) For version 2018

Transcription

1 SeismoBuild Verification Report (KANEPE) 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 KANEPE... 9 Capacity Models for Assessment and Checks... 9 Shear Capacity Joints Diagonal Tension Joints Diagonal Compression 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 EXAMPLES SET 2: L-Shaped Column Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 3: T-Shaped Column Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE

4 4 SeismoBuild Verification Report EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 4: Circular Column Section 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 EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 7:Jacketed Rectangular Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE

5 Table of Contents 5 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 EXAMPLES SET 9: Jacketed T-Shaped Column Section EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLE EXAMPLES SET 10: Circular Jacketed Column section 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

6 6 SeismoBuild Verification Report 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 KANEPE 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 KANEPE 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. types of analyses, 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 KANEPE In this chapter the Capacity Models for Assessment and Checks according to KANEPEarepresented. 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 7.2.2, and Appendix 7C of KANEPE, considering the members as primary or secondary seismic elements, designated in accordance with the definitions ofsection of KANEPE. Moreover, beam-column joints checks can be employed in order to check (i) the joint s diagonal tension and (ii) the joint s diagonal compression. The deformation capacity of beams, columns and walls 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 s =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 and columns is highly influenced by the lack of appropriate seismic resistant detailing in longitudinal reinforcement, as well as whether there are smooth bars and the accessibility of area of intervention. 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 value for the chord rotation capacity for the performance level of immediate occupancy (A) is the value of the chord rotation capacity at flexural yield, θ y, which is calculated from the equations (S.2a) and (S.2b) of KANEPE: For beams and columns: θ y = 1 r y L s +α V z 3 For walls: + 0, ,5 h L s + 1 r y d b f y 8 f c (S.2a) KANEPE θ y = 1 r y L s +α V z 3 + 0, r y d b f y 8 f c (S.2b) KANEPE Where L s is the ratio between bending moment, M, and shear force, V; and a V is equal to 1,0 if the value of the shear force V R1, which causes diagonal cracking of the element, is less than the value of the shear force during flexural yielding V Mu =M y /L s, or 0 otherwise. The value for the chord rotation capacity for the performance level of life safety (B) is calculated from the following equation, according to section of KANEPE. θ d = 0,5 θ y + θ um γ Rd Where θ y is calculated according to (S.2a) and (S.2b) equations and θ um according to (S.11a) and (S.11b) equations of KANEPE. The value for the chord rotation capacity for the performance level of collapse prevention (C) is the mean value of the chord rotation capacity at failure, which is calculated according to equation S.11a of KANEPE, from the following expressions:

10 10 SeismoBuild Verification Report For beams and columns designed and constructed based on post-1985 provisions on seismic design, from: θ um = 0,016 (0,3 ν ) max 0,01;ω f 0,225 max 0,01;ω ω c 0,35 αs 25 αρ fyw s fc (1,25 100ρ d ) (S.11a) KANEPE For walls with rectangular section, designed and constructed based on post-1985 provisions on seismic design, taking into consideration the paragraph ii) of the commentary of section b, from: θ um = 0,01 (0,3 ν ) max 0,01;ω f 0,225 max 0,01;ω ω c 0,35 αs 25 αρ fyw sx fc (1,25 100ρ d ) (S.11a) KANEPE The values above are divided by the γ Rd factor, according to section of KANEPE. The total chord rotation capacity at ultimate of concrete members under cyclic loading may be also calculated as the sum of the chord rotation at yielding and the plastic part of the chord rotation capacity calculated from the following expression: For beams and columns designed and constructed based on post-1985 provisions on seismic design, from: pl θ um = θ u θ y = 0,0145 (0,25 ν ) max 0,01;ω max 0,01;ω ω 0,3 fc 0,2 α s 0,35 25 αρ s fyw fc (1, ρ d ) (S.11b) KANEPE For walls with rectangular section designed and constructed based on post-1985 provisions on seismic design, taking into consideration the paragraph ii) of the commentary of section b, from: pl θ um = θ u θ y = 0,0087 (0,25 ν ) max 0,01;ω max 0,01;ω ω 0,3 fc 0,2 α s 0,35 25 αρ s fyw fc (1, ρ d ) (S.11b) KANEPE For elements with deformed bars designed and constructed according the pre-1985 rules applying in Greece, the values calculated based on equations S.11a and S.11b above need to be divided by 1.2. The yield curvature of the end section is calculated according to the following equation (Appendix 7A of KANEPE), for the sections whose compressive zone is of constant width and for the case that the section s yielding is due to steel yielding. φ y = 1 r y = f y E s 1 ξ y d (A.1) KANEPE If the section yields due to the deformation non-linearities of the concrete in compression, that is for deformation of the edge compressive fibre larger than ε c 1.8 f c E c, then the yield curvature is calculated according to the following expression, of Appendix 7A of KANEPE: φ y = 1 r y = ε c ξ y d 1.8f c E c ξ y d (A.2) KANEPE The lower from the two values above is used for the calculation of the chord rotation capacity. According to section of KANEPE the chord rotation capacity is highly influenced by several factors such as the year of construction. If the structure has been constructed with Regulations before 1985 then the mean values of chord rotation capacity and the plastic part of the mean chord rotation are divided by 1.2. Moreover, if the deformed longitudinal bars have straight ends lapped starting at the end section of the member, the plastic part of chord rotation is calculated with the value of the compression reinforcement ratio, ω, doubled over the value applying outside the lap splice. In addition, in sections where the reinforcement lap length l b is less than the minimum lap length for ultimate deformation l bu,min, the plastic part of the chord rotation capacity is multiplied by the ratio l b /l bu,min (information about the calculation of l bu,min can be found in section of KANEPE, while the value for chord rotation at yielding, θ y accounts for the effect of the lapping in accordance with section

11 CHAPTER 2. Capacity Models for Assessment of KANEPE). Finally, if smooth (plain) longitudinal bars are applied, the values obtained for ribbed bars are multiplied with a factor equal to 95% and in case of having elements with reinforcement lap length l b less than 15db, the mean value of the chord rotation at failure is multiplied by a factor available in section of KANEPE. In the case of circular column sections, the equations above cannot be employed for the calculation of the elements chord rotation capacity. In SeismoBuild the equations below suggested by D. Biskinis and M. N. Fardis [2013] are employed for θ y and θ u. L V + α V z θ y = φ y min 1; 2 L s 3 15 D + α sl φ y d bl f y 8 f c Where f y and f c values are in MPa, α V =1 if V Rc <V My, V Rc is calculated according to Eurocode 2 (CEN 2004), otherwise α V =0, and α sl =0 if pull-out of the tension bars from their anchorage zone beyond the yielding end is physically impossible, otherwise α sl =1. θ u = θ y + φ u φ y L pl L pl L s + α sl Δθ u,slip γ el Where γ el is equal to 2.0 for elements designed with the pre-1985 provisions about seismic design and to 1.0 for elements designed and constructed according to the post-1985 rules applying in Greece, Δθ u,slip and L pl are calculated according to the following equations: Δθ u,slip = 10d bl φ u + φ y 2 L pl = 0.6D min 9; L s D Users are advised to refer to the relevant publications for the definition of the other parameters and further details on the expression. Concrete Jacketing The values of the jacketed members for M y, θ y and θ u that are adopted in the capacity verifications depend on the corresponding values calculated under the requirements of section of KANEPE, according to the following equations of section (η) of KANEPE: The yield moment: M y = 0.90M y The chord rotation at yield: θ y = 1.25θ y The ultimate chord rotation: θ u = 0.80θ u FRP wrapping The contribution of the FRP wrapping to members capacity is taken into account,according to Annex A of EN1998-3:2005, as described below: The effect of FRP wrapping on the members' flexural resistance at yielding,computed in accordance with section 7.2.2, is neglected. The total chord rotation capacity and its plastic part for the members of rectangular sections with rounded corners is calculated through the expressions (S.11a) and (S.11b), respectively, with the exponent of the term due to confinement increased by αρ f f f,e, where α is the confinement effectiveness factor, ρ f the FRP ratio parallel to the loading direction and f f,e the effectiveness stress given from the (A.35) equation of EC8: Part 3.

12 12 SeismoBuild Verification Report Shear Capacity Shear capacity is calculated through the following expression according to Annex 7C of KANEPE, as controlled by the stirrups, accounting also for the reduction due to the plastic part of ductility demand. V R = h x 2L s min N; 0,55A c f c + 1 0,05 min 5; μ θ pl 0,16 max 0,5; 100ρ tot 1 0,16 min 5; α s f c A c + V w (C.1) KANEPE The shear strength of a shear wall may not be taken greater than the value corresponding to failure by web crushing, V R,max, which under cyclic loading is calculated according to Annex 7C of KANEPE. from the following expression: V R,max = 0,85 1 0,06min 5; μ θ pl 1 + 1,8min 0,15; N A c f c 1 + 0,25max 1,75; 100ρ tot 1 0,2min 2; α s f c b w z (C.4) KANEPE The shear strength, V R, of columns with shear ratio α s 2.0 may not be taken greater than the value corresponding to failure by web crushing along the diagonal of the column after flexural yielding, V R,max, which under cyclic loading is calculated according to Annex 7C of KANEPE from the following expression: V R,max = ,02min 5; μ pl θ 1 + 1,35 N A c f c 1 + 0,45 100ρ tot min 40; f c b w z sin 2δ Where δ is the angle between the diagonal and the axis of the column (tan δ = h 2L s = 0.5 α s ). (C.5) KANEPE The possibility of sliding at the base or at any part of the section where the longitudinal reinforcement might yield should be examined in walls. The sliding resistance should not be checked in walls that shear failure happens before flexural yielding. The sliding resistance may be calculated from the following equation of Appendix 7C of KANEPE: V R,SLS = V i + V f + V d (C.6) KANEPE with V i = A si f yi cos φ (C.7) KANEPE V f = min μ A sv f yv + N ξ + M y z ; 0.3f c A compr (C.8) KANEPE where ξ is calculated according to equations C.10-C13 of Appendix 7C of KANEPE, and V d = 1.6 A sv f c f yv A sv f yv 3 (C.9) KANEPE Users are advised to refer to the relevant publication for the definition of the parameters and further details on the above expressions. Alternatively, the sliding resistance may be calculated from the following equation of Appendix 7C of KANEPE: 0,5 A s f y 0,6sin φ + cos φ + 0,6N + 1,1 A s f c f y sin φ ; V R,SLS = 1 0,025μ θ pl min 0,2min 0,55; 0,55 30 f c 1 3 f c A c (C.14) KANEPE Users are advised to refer to the relevant publication for the definition of the parameters and further details on the expression.

13 CHAPTER 2. Capacity Models for Assessment 13 The equations (C.1)-(C.3) and (C.4) may be used for walls with shear ratio α s 1.0. For walls with low shear ratio α s 1.2, the shear capacity should be calculated from the following equation of Appendix 7C of KANEPE: V R,squat = V si + V c (C.15) KANEPE with V s = min and ρ h b w min d x tan θ cr, L s f yh ρ v b w min L s tan θ cr, d x f yv + A s f y tan θ cr (C.16) KANEPE V c = ρ α s 2 3 A cf ct 1 + N A c f ct (C.17) KANEPE Users are advised to refer to the relevant publication for the definition of the parameters and further details on the expressions. Concrete Jacketing The value (of) the shear capacity, V R, of the jacketed members that is adopted in the capacity verifications, depend on the corresponding value calculated under the requirements of section of KANEPE, according to the following equation of section (η) of KANEPE: V R = 0.9V R FRP wrapping The cyclic resistance V R, may be calculated from expression (C.1)of KANEPE adding in V w, the contribution of the FRP jacket to the shear resistance. The contribution of the FRP jacket to V jd is computed through the following expression: V jd = σ jd ρ j b w h j,ef cotθ + cotα sin 2 α (8.13)KANEPE Whereρ f is the geometric ratio of the FRP, calculated according to (S8.8) equation of KANEPE. Joints Diagonal Tension According to section of KANEPE, diagonal tension cracking of the core of joints reinforcedwith horizontal stirrups, occurs when the principle tensilestress, i.e. the combination of (i) the mean shear stress τ j, (ii) the mean vertical normal compressive stress in the joint,σ c =ν top f c, and (iii) the meanhorizontal compressive stress that develops in the core of thejoint as a result of the confinement provided by the horizontalstirrups, exceeds the compressive strength of concrete, f ct, i.e.: τ j τ c = f ct 1 + ρ jh f yw f ct 1 + ν top f c f ct (4)KANEPE where ρ jh = A sh /b j h jb i.e. the total cross section A sh of the horizontalstirrup legs parallel to the vertical plane of the stress τ j,normalised to the area of the vertical cross section of the joint,b j z b.formore information you may refer to section of KANEPE. Joints Diagonal Compression According to section of KANEPE, failure of the core due to diagonal compression occurs if theprinciple compressive stress exceeds the compressive stress(as reduced by possible transverse tensile deformations) ofthe concrete. If the mean shear stress in the joint, τ j, exceedsthe value of τ c given by Eq. (4), then it may be assumed that failure of the joint due to diagonal compression occurswhen the value of τ j exceeds the value: τ j τ ju = nf c 1 ν top n (5)KANEPE

14 14 SeismoBuild Verification Report Where n=0.6(1-f c (MPa)/250)the reduction factor of the uniaxial compressive strength dueto transverse tensile deformations.if, on the other hand, τ j is less than τ c given by expression (4),then it may be assumed that failure of the joint due todiagonal compression occurs when τ j exceeds the valuederived from expression (5) for n=1.

15 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 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES

16 16 SeismoBuild Verification Report Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γ m = 20.00/1.10 = fs = fsm/γ m = /1.10 = fc = (fcm-σ)/γ m = 16.00/1.50 = fs = (fsm-σ)/γ m = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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:

17 CHAPTER 3. Member Checks 17 Table 3.1. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.1 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_rcrs1.bpf Report_KANEPE_rcrs1.pdf EXAMPLE 1.2 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES

18 18 SeismoBuild Verification Report Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γ m = 20.00/1.10 = fs = fsm/γ m = /1.10 = fc = (fcm-σ)/γ m = 16.00/1.50 = fs = (fsm-σ)/γ m = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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:

19 CHAPTER 3. Member Checks 19 Table 3.2. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.2 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Immediate Occupancy Start COMPUTER FILES KANEPE_rcrs2.bpf Report_KANEPE_rcrs2.pdf EXAMPLE 1.3 SUCCINCT DATA Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.30 Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES

20 20 SeismoBuild Verification Report Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γ m = 20.00/1.10 = fs = fsm/γ m = /1.10 = fc = (fcm-σ)/γ m = 16.00/1.50 = fs = (fsm-σ)/γ m = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.30 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:

21 CHAPTER 3. Member Checks 21 Table 3.3. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.3 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy End COMPUTER FILES KANEPE_rcrs3.bpf Report_KANEPE_rcrs3.pdf EXAMPLE 1.4 SUCCINCT DATA Primary Member Ribbed Bars 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 = 0.50 Not The Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES

22 22 SeismoBuild Verification Report Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = For Life Safety Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = Member s Properties fc = fcκ/γm" = 25.00/1.80 = fs = fsκ/γm = /1.38 = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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 = 0.50 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:

23 CHAPTER 3. Member Checks 23 Table 3.4. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.4 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety Start COMPUTER FILES KANEPE_rcrs4.bpf Report_KANEPE_rcrs4.pdf EXAMPLE 1.5 SUCCINCT DATA Secondary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES

24 24 SeismoBuild Verification Report Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = Member s Properties fc = fcm = fs = fsm = Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = SecondaryMember Ribbed Bars 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) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention Start Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rcrs5.bpf Report_KANEPE_rcrs5.pdf

25 CHAPTER 3. Member Checks 25 EXAMPLE 1.6 SUCCINCT DATA Primary Member Smooth Bars Without 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 =

26 26 SeismoBuild Verification Report For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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) 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 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy Start Shear Capacity [kn] 10% Life Safety End % Immediate Occupancy End COMPUTER FILES KANEPE_rcrs6.bpf Report_KANEPE_rcrs6.pdf

27 CHAPTER 3. Member Checks 27 EXAMPLE 1.7 SUCCINCT DATA Primary Member Ribbed Bars Without 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) Program s Default Safety/Confidence Factors New Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 33.00/1.15 = fs = fsm/γm = /1.15 = fc = fcκ/γm" = 25.00/1.575 = fs = fsκ/γm = / =

28 28 SeismoBuild Verification Report Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = PrimaryMember Ribbed Bars 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) 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 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety End % Collapse Prevention End Shear Capacity [kn] 50% Collapse Prevention Start COMPUTER FILES KANEPE_rcrs7.bpf Report_KANEPE_rcrs7.pdf EXAMPLE 1.8 SUCCINCT DATA Secondary Member Smooth Bars 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) Not The Program s Default Safety/Confidence Factors

29 CHAPTER 3. Member Checks 29 Existing Material Sets type Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.20 = fs = fsm/γm = /1.20 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.20 = fs = fsm/γm = /1.20 = fc = fcm = fs = fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = SecondaryMember SmoothBars

30 30 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) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy End % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention End COMPUTER FILES KANEPE_rcrs8.bpf Report_KANEPE_rcrs8.pdf EXAMPLE 1.9 SUCCINCT DATA Primary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

31 CHAPTER 3. Member Checks 31 The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = PrimaryMember Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo =

32 32 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 3.9. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.9 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention End COMPUTER FILES KANEPE_rcrs9.bpf Report_KANEPE_rcrs9.pdf EXAMPLE 1.10 SUCCINCT DATA Primary Member Smooth Bars 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 = 0.50 Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

33 CHAPTER 3. Member Checks 33 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 15.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 15.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 12.00/1.50 = 8.00 fs = (fsm-σ)/γm = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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 = 0.50 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.

34 34 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 1.10 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy End COMPUTER FILES KANEPE_rcrs10.bpf Report_KANEPE_rcrs10.pdf EXAMPLE 1.11 SUCCINCT DATA Secondary Member Smooth Bars 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 = 0.50 Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

35 CHAPTER 3. Member Checks 35 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = For Life Safety Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = SecondaryMember Smooth Bars 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 = 0.50 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.

36 36 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 1.11 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Life Safety End COMPUTER FILES KANEPE_rcrs11.bpf Report_KANEPE_rcrs11.pdf EXAMPLE 1.12 SUCCINCT DATA Secondary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

37 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = fcm = fs = fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = SecondaryMember Smooth Bars With Detailing for Earthquake Resistance (including stirrups 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 37

38 38 SeismoBuild Verification Report 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 1.12 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy Start COMPUTER FILES KANEPE_rcrs12.bpf Report_KANEPE_rcrs12.pdf EXAMPLE 1.13 SUCCINCT DATA Secondary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.50 FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors New Material Sets type Member with normal accessibility 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.

39 CHAPTER 3. Member Checks 39 The employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.15 = fs = fsm/γm = /1.15 = For Life Safety Performance Objective fc = fcm/γm = 33.00/1.15 = fs = fsm/γm = /1.15 = fc = fcm = fs = fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = SecondaryMember Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.50 FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = Tensile Strength, ffu =

40 40 SeismoBuild Verification Report Tensile Modulus, Ef = Elongation, efu = 0.01 Number of directions, NoDir = 1 Fiber orientations, bi: 0.00 Number of layers, NL = 2 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 1.13 Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy Start Check COMPUTER FILES KANEPE_rcrs13.bpf Report_KANEPE_rcrs13.pdf EXAMPLE 1.14 SUCCINCT DATA Primary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors Existing Material Sets type Member with reduced accessibility DESCRIPTION A rectangular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

41 CHAPTER 3. Member Checks 41 The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo =

42 42 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 1.14 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention Start COMPUTER FILES KANEPE_rcrs14.bpf Report_KANEPE_rcrs14.pdf EXAMPLE 1.15 SUCCINCT DATA Primary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

43 CHAPTER 3. Member Checks 43 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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.

44 44 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 1.15 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy Start COMPUTER FILES KANEPE_rcrs15.bpf Report_KANEPE_rcrs15.pdf EXAMPLES SET 2: L-SHAPED COLUMN SECTION EXAMPLE 2.1 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

45 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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) 45

46 46 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 2.1 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Immediate Occupancy Start COMPUTER FILES KANEPE_rclcs1.bpf Report_KANEPE_rclcs1.pdf EXAMPLE 2.2 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

47 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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) 47

48 48 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 2.2 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Life Safety End COMPUTER FILES KANEPE_rclcs2.bpf Report_KANEPE_rclcs2.pdf EXAMPLE 2.3 SUCCINCT DATA Primary Member Smooth Bars 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 = 0.50 Program s Default Safety/Confidence Factors Existing Material Sets type Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

49 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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 =

50 50 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 2.3 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Immediate Occupancy End COMPUTER FILES KANEPE_rclcs3.bpf Report_KANEPE_rclcs3.pdf EXAMPLE 2.4 SUCCINCT DATA Primary Member Ribbed Bars 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 Program s Default Safety/Confidence Factors Existing Material Sets type Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

51 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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 =

52 52 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 2.4 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety Start COMPUTER FILES KANEPE_rclcs4.bpf Report_KANEPE_rclcs4.pdf EXAMPLE 2.5 SUCCINCT DATA Primary Member Smooth Bars 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 = 0.50 Not The Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

53 CHAPTER 3. Member Checks 53 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 25.00/1.25 = fs = fsm/γm = /1.25 = fc = fcκ/γm" = 20.00/1.80 = fs = fsκ/γm = /1.38 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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 = 0.50 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.

54 54 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 2.5 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rclcs5.bpf Report_KANEPE_rclcs5.pdf EXAMPLE 2.6 SUCCINCT DATA Secondary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

55 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = For Life Safety Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = 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 Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo =

56 56 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 2.6 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Immediate Occupancy End COMPUTER FILES KANEPE_rclcs6.bpf Report_KANEPE_rclcs6.pdf EXAMPLE 2.7 SUCCINCT DATA Primary Member Ribbed Bars 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) Not The Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

57 CHAPTER 3. Member Checks 57 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 20.00/1.20 = fs = fsm/γm = /1.20 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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) 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.

58 58 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 2.7 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety End % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rclcs7.bpf Report_KANEPE_rclcs7.pdf EXAMPLE 2.8 SUCCINCT DATA Primary Member Smooth Bars 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 = 0.50 Not The Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

59 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.20 = fs = fsm/γm = /1.20 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.20 = fs = fsm/γm = /1.20 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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 =

60 60 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 2.8 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention End COMPUTER FILES KANEPE_rclcs8.bpf Report_KANEPE_rclcs8.pdf EXAMPLE 2.9 SUCCINCT DATA Primary Member Ribbed Bars 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 (Type: Carbon) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

61 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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 =

62 62 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 2.9 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention Start Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rclcs9.bpf Report_KANEPE_rclcs9.pdf EXAMPLE 2.10 SUCCINCT DATA Primary Member Ribbed Bars With 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 (Type: Carbon) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

63 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 With Detailing for Earthquake Resistance (including stirrups 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 = 0.34 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 =

64 64 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 2.10 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention End COMPUTER FILES KANEPE_rclcs10.bpf Report_KANEPE_rclcs10.pdf EXAMPLE 2.11 SUCCINCT DATA Primary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

65 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.15 = fs = fsm/γm = /1.15 = For Life Safety Performance Objective fc = fcm/γm = 33.00/1.15 = fs = fsm/γm = /1.15 = fc = fcκ/γm" = 25.00/1.575 = fs = fsκ/γm = / = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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) 65

66 66 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 2.11 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy Start COMPUTER FILES KANEPE_rclcs11.bpf Report_KANEPE_rclcs11.pdf EXAMPLE 2.12 SUCCINCT DATA Primary Member Smooth Bars 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) Not The Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

67 CHAPTER 3. Member Checks 67 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 15.00/1.30 = fs = fsm/γm = /1.30 = fc = (fcm-σ)/γm = 12.00/1.50 = 8.00 fs = (fsm-σ)/γm = /1.15 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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) 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.

68 68 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 2.12 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_rclcs12.bpf Report_KANEPE_rclcs12.pdf EXAMPLE 2.13 SUCCINCT DATA Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

69 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = For Collapse Prevention Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo =

70 70 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 2.13 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_rclcs13.bpf Report_KANEPE_rclcs13.pdf EXAMPLE 2.14 SUCCINCT DATA Secondary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

71 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = For Collapse Prevention Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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) 71

72 72 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 2.14 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 50% Immediate Occupancy End COMPUTER FILES KANEPE_rclcs14.bpf Report_KANEPE_rclcs14.pdf EXAMPLES SET 3: T-SHAPED COLUMN SECTION EXAMPLE 3.1 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

73 CHAPTER 3. Member Checks 73 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 Ribbed Bars 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) 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.

74 74 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 3.1 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy End COMPUTER FILES KANEPE_rctcs1.bpf Report_KANEPE_rctcs1.pdf EXAMPLE 3.2 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

75 CHAPTER 3. Member Checks 75 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 Ribbed Bars 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) 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.

76 76 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 3.2 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_rctcs2.bpf Report_KANEPE_rctcs2.pdf EXAMPLE 3.3 SUCCINCT DATA Primary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

77 CHAPTER 3. Member Checks 77 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 With 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.

78 78 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 3.3 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 50% Collapse Prevention Start COMPUTER FILES KANEPE_rctcs3.bpf Report_KANEPE_rctcs3.pdf EXAMPLE 3.4 SUCCINCT DATA Primary Member Smooth Bars 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 = 0.50 Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

79 CHAPTER 3. Member Checks 79 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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 = 0.50 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)

80 80 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 3.4 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rctcs4.bpf Report_KANEPE_rctcs4.pdf EXAMPLE 3.5 SUCCINCT DATA Secondary Member Ribbed Bars 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 = 0.50 Not The Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

81 CHAPTER 3. Member Checks 81 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 25.00/1.25 = Newmaterial: Steel Strength, fs = fsm/γm = /1.25 = For Collapse Prevention Performance Objective fc = fcm/γm = 25.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = SecondaryMember Ribbed Bars 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 = 0.50 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.

82 82 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 3.5 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 10% Collapse Prevention End COMPUTER FILES KANEPE_rctcs5.bpf Report_KANEPE_rctcs5.pdf EXAMPLE 3.6 SUCCINCT DATA Secondary Member Smooth Bars 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 = 0.50 Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

83 CHAPTER 3. Member Checks 83 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 20.00/1.00 = fs = fsm/γm = /1.00 = fc = fcm = fs = fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = SecondaryMember Smooth Bars 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 = 0.50 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)

84 84 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 3.6 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention End 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 KANEPE_rctcs6.bpf Report_KANEPE_rctcs6.pdf EXAMPLE 3.7 SUCCINCT DATA Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

85 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = fcm = fs = fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = SecondaryMember Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = 2.00 Tensile Strength, ffu =

86 86 SeismoBuild Verification Report 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 3.7 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rctcs7.bpf Report_KANEPE_rctcs7.pdf EXAMPLE 3.8 SUCCINCT DATA Primary Member Smooth Bars With 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 (Type: Carbon) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

87 CHAPTER 3. Member Checks 87 The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = PrimaryMember Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo =

88 88 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 Numberoflayers, 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_rctcs8.bpf Report_KANEPE_rctcs8.pdf EXAMPLE 3.9 SUCCINCT DATA Secondary Member Ribbed Bars 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 Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility

89 CHAPTER 3. Member Checks 89 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = fcm = fs = fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = SecondaryMember Ribbed Bars

90 90 SeismoBuild Verification Report 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 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 3.9 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_rctcs9.bpf Report_KANEPE_rctcs9.pdf EXAMPLE 3.10 SUCCINCT DATA Secondary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility DESCRIPTION A T-shaped column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

91 CHAPTER 3. Member Checks 91 The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = For Collapse Prevention Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = SecondaryMember Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions

92 92 SeismoBuild Verification Report 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 3.10 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention Start Shear Capacity [kn] 10% Immediate Occupancy End COMPUTER FILES KANEPE_rctcs10.bpf Report_KANEPE_rctcs10.pdf EXAMPLE 3.11 SUCCINCT DATA Primary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

93 CHAPTER 3. Member Checks 93 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 33.00/1.15 = fs = fsm/γm = /1.15 = fc = fcκ/γm" = 25.00/1.575 = Newmaterial: Steel Strength, fs = fsκ/γm = / = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = PrimaryMember Smooth Bars 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) 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)

94 94 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 3.11 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rctcs11.bpf Report_KANEPE_rctcs11.pdf EXAMPLE 3.12 SUCCINCT DATA Primary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

95 CHAPTER 3. Member Checks 95 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate OccupancyPerformance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = Newmaterial: Steel Strength, fs = fsm/γm = /1.25 = For Collapse Prevention Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcκ/γm" = 25.00/1.80 = fs = fsκ/γm = /1.38 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = PrimaryMember Smooth Bars 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) 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.

96 96 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 3.12 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_rctcs12.bpf Report_KANEPE_rctcs12.pdf EXAMPLE 3.13 SUCCINCT DATA Secondary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

97 CHAPTER 3. Member Checks 97 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Existingmaterial: Concrete Strength, fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = fcm = fs = fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = PrimaryMember Ribbed Bars 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) 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.

98 98 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 3.13 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rctcs13.bpf Report_KANEPE_rctcs13.pdf EXAMPLE 3.14 SUCCINCT DATA Primary Member Ribbed Bars 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) Not The Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

99 CHAPTER 3. Member Checks 99 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse PreventionPerformance Objectives fc = fcm/γm = 15.00/1.30 = fs = fsm/γm = /1.30 = fc = (fcm-σ)/γm = 12.00/1.50 = 8.00 fs = (fsm-σ)/γm = /1.15 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Cover Thickness, c = Element Length, L = PrimaryMember Ribbed Bars 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) 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)

100 100 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 3.14 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rctcs14.bpf Report_KANEPE_rctcs14.pdf EXAMPLES SET 4: CIRCULAR COLUMN SECTION EXAMPLE 4.1 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex7C of KANEPE are employed for Shear Capacity checks.

101 CHAPTER 3. Member Checks 101 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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.

102 102 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 4.1 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 50% Immediate Occupancy End % Life Safety Start % Immediate Occupancy End % Life Safety Start COMPUTER FILES KANEPE_rccs1.bpf Report_KANEPE_rccs1.pdf EXAMPLE 4.2 SUCCINCT DATA Secondary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Not the Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex7C of KANEPE are employed for Shear Capacity checks.

103 CHAPTER 3. Member Checks 103 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.40 = fs = fsm/γm = /1.40 = For Life Safety Performance Objective fc = fcm/γm = 33.00/1.40 = fs = fsm/γm = /1.40 = fc = fcm = fs = fsm = Member s Properties Diameter, D = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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.

104 104 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 4.2 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 10% Immediate Occupancy Start % Life Safety End % Immediate Occupancy Start % Life Safety End COMPUTER FILES KANEPE_rccs2.bpf Report_KANEPE_rccs2.pdf EXAMPLE 4.3 SUCCINCT DATA Secondary Member Smooth Bars 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 = 0.50 Not The Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex7C of KANEPE are employed for Shear Capacity checks.

105 CHAPTER 3. Member Checks 105 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 33.00/1.40 = fs = fsm/γm = /1.40 = fc = fcm = fs = fsm = Member s Properties Diameter, D = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars 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 = 0.50 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:

106 106 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.3 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 50% Life Safety Start % Collapse Prevention End % Life Safety Start % Collapse Prevention End COMPUTER FILES KANEPE_rccs3.bpf Report_KANEPE_rccs3.pdf EXAMPLE 4.4 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex7C of KANEPE are employed for Shear Capacity checks. GEOMETRY AND PROPERTIES

107 CHAPTER 3. Member Checks 107 Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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:

108 108 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.4 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 10% Immediate Occupancy Start % Collapse Prevention End % Immediate Occupancy Start % Collapse Prevention End COMPUTER FILES KANEPE_rccs4.bpf Report_KANEPE_rccs4.pdf EXAMPLE 4.5 SUCCINCT DATA Primary Member Ribbed Bars 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 = 0.10 FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex7C of KANEPE are employed for Shear Capacity checks. GEOMETRY AND PROPERTIES

109 CHAPTER 3. Member Checks 109 Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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 = 0.10 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)

110 110 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 4.5 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 50% Immediate Occupancy End % Collapse Prevention Start % Immediate Occupancy End % Collapse Prevention Start COMPUTER FILES KANEPE_rccs5.bpf Report_KANEPE_rccs5.pdf EXAMPLE 4.6 SUCCINCT DATA Primary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex7C of KANEPE are employed for Shear Capacity checks.

111 CHAPTER 3. Member Checks 111 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Diameter, D = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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:

112 112 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 4.6 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 10% Life Safety End % Collapse Prevention Start % Life Safety End % Collapse Prevention Start COMPUTER FILES KANEPE_rccs6.bpf Report_KANEPE_rccs6.pdf EXAMPLE 4.7 SUCCINCT DATA Secondary Member Smooth Bars 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: Glass) Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex7C of KANEPE are employed for Shear Capacity checks. GEOMETRY AND PROPERTIES

113 CHAPTER 3. Member Checks 113 Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = For Life Safety Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Diameter, D = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars 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: Glass Cured laminate properties (design values) Thickness, t = 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)

114 114 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 4.7 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 10% Immediate Occupancy End % Life Safety Start % Immediate Occupancy End % Life Safety Start COMPUTER FILES KANEPE_rccs7.bpf Report_KANEPE_rccs7.pdf EXAMPLES SET 5: WALL SECTION EXAMPLE 5.1 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A wall 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 employed equations are the (S.3) and (S.11a-S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.4) according to Annex 7C of KANEPE for Shear Capacity checks.

115 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 115

116 116 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 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy End COMPUTER FILES KANEPE_rcrws1.bpf Report_KANEPE_rcrws1.pdf EXAMPLE 5.2 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A wall 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

117 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 117

118 118 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 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 5.2 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_rcrws2.bpf Report_KANEPE_rcrws2.pdf EXAMPLE 5.3 SUCCINCT DATA Primary Member Smooth Bars 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 = 0.50 Not the Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A wall 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 employed equations are the (S.3) and (S.11a-S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.4) according to Annex 7C of KANEPE for Shear Capacity checks.

119 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.30 = fs = fsm/γm = /1.30 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.30 = fs = fsm/γm = /1.30 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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 =

120 120 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 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 5.3 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 50% Collapse Prevention Start COMPUTER FILES KANEPE_rcrws3.bpf Report_KANEPE_rcrws3.pdf EXAMPLE 5.4 SUCCINCT DATA Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A wall 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 employed equations are the (S.3) and (S.11a-S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.4) according to Annex 7C of KANEPE for Shear Capacity checks.

121 CHAPTER 3. Member Checks 121 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 37.50/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 30.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 wall member is modeled through an inelastic force-based frame element (infrmfb) fully restrained at its support.

122 122 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 5.4 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rcrws4.bpf Report_KANEPE_rcrws4.pdf EXAMPLE 5.5 SUCCINCT DATA Primary Member Smooth Bars 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 = 0.50 Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A wall 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

123 CHAPTER 3. Member Checks 123 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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 = 0.50 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.

124 124 SeismoBuild Verification Report 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 5.5 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 10% Collapse Prevention End COMPUTER FILES KANEPE_rcrws5.bpf Report_KANEPE_rcrws5.pdf EXAMPLE 5.6 SUCCINCT DATA Secondary Member Ribbed Bars 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 = 0.50 Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility DESCRIPTION A wall 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 employed equations are the (S.3) and (S.11a-S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.4) according to Annex 7C of KANEPE for Shear Capacity checks.

125 CHAPTER 3. Member Checks 125 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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 = 0.50 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.

126 126 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 5.6 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention End COMPUTER FILES KANEPE_rcrws6.bpf Report_KANEPE_rcrws6.pdf EXAMPLE 5.7 SUCCINCT DATA Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.30 Not the Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility DESCRIPTION A wall 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

127 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 31.25/1.40 = fs = fsm/γm = /1.40 = For Life Safety Performance Objective fc = fcm/γm = 31.25/1.40 = fs = fsm/γm = /1.40 = fc = fcm = fs = fsm = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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 =

128 128 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 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 5.7 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Life Safety 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 KANEPE_rcrws7.bpf Report_KANEPE_rcrws7.pdf EXAMPLE 5.8 SUCCINCT DATA Primary Member Ribbed Bars Without 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A wall 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.

129 CHAPTER 3. Member Checks 129 The employed equations are the (S.3) and (S.11a-S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.4) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.00 = fs = fsm/γm = /1.00 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.00 = fs = fsm/γm = /1.00 = fc = (fcm-σ)/γm = 16.00/1.35 = fs = (fsm-σ)/γm = /1.05 = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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)

130 130 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 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End 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 KANEPE_rcrws8.bpf Report_KANEPE_rcrws8.pdf EXAMPLE 5.9 SUCCINCT DATA Primary Member Smooth Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A wall 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.

131 CHAPTER 3. Member Checks 131 The employed equations are the (S.3) and (S.11a-S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.4) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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

132 132 SeismoBuild Verification Report 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: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 5.9 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_rcrws9.bpf Report_KANEPE_rcrws9.pdf EXAMPLE 5.10 SUCCINCT DATA Primary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility

133 CHAPTER 3. Member Checks 133 DESCRIPTION A wall 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars

134 134 SeismoBuild Verification Report 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 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 Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention Start Shear Capacity [kn] 10% Immediate Occupancy End COMPUTER FILES KANEPE_rcrws10.bpf Report_KANEPE_rcrws10.pdf EXAMPLE 5.11 SUCCINCT DATA Secondary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo =

135 CHAPTER 3. Member Checks 135 Program s Default Safety/Confidence Factors Existing Material Sets type Member with reduced accessibility DESCRIPTION A wall 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 employed equations are the (S.3) and (S.11a-S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.4) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = fcm = fs = fsm = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars

136 136 SeismoBuild Verification Report Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rcrws11.bpf Report_KANEPE_rcrws11.pdf EXAMPLE 5.12 SUCCINCT DATA Secondary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

137 CHAPTER 3. Member Checks 137 The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = For Collapse Prevention Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars

138 138 SeismoBuild Verification Report With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Immediate Occupancy 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 KANEPE_rcrws12.bpf Report_KANEPE_rcrws12.pdf EXAMPLE 5.13 SUCCINCT DATA Primary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type Member with normal accessibility

139 CHAPTER 3. Member Checks 139 DESCRIPTION A wall 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.15 = fs = fsm/γm = /1.15 = For Collapse Prevention Performance Objective fc = fcm/γm = 33.00/1.15 = fs = fsm/γm = /1.15 = Member s Properties fc = fcκ/γm" = 25.00/1.575 = fs = fsκ/γm = / = Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L =

140 140 SeismoBuild Verification Report Primary Member Smooth Bars 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) 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 5.13 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rcrws13.bpf Report_KANEPE_rcrws13.pdf EXAMPLE 5.14 SUCCINCT DATA Secondary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with reduced accessibility DESCRIPTION A wall section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

141 CHAPTER 3. Member Checks 141 The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse PreventionPerformance Objectives Existingmaterial: Concrete Strength, fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = fcm = fs = fsm = Member s Properties Total Height, Htot = Edges Width, Wedg = Edges Height, Hedg = Web Width, Wweb = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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)

142 142 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 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rcrws14.bpf Report_KANEPE_rcrws14.pdf EXAMPLES SET 6: BEAM SECTION EXAMPLE 6.1 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

143 CHAPTER 3. Member Checks 143 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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.

144 144 SeismoBuild Verification Report MODELLING AND LOADING The beam 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 6.1 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy End COMPUTER FILES KANEPE_Beam1.bpf Report_KANEPE_Beam1.pdf EXAMPLE 6.2 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

145 CHAPTER 3. Member Checks 145 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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.

146 146 SeismoBuild Verification Report MODELLING AND LOADING The beam 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 6.2 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_Beam2.bpf Report_KANEPE_Beam2.pdf EXAMPLE 6.3 SUCCINCT DATA Primary Member Smooth Bars 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 = 0.50 Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

147 CHAPTER 3. Member Checks 147 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Collapse Prevention Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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 = 0.50 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.

148 148 SeismoBuild Verification Report MODELLING AND LOADING The beam 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 6.3 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 50% Collapse Prevention Start COMPUTER FILES KANEPE_Beam3.bpf Report_KANEPE_Beam3.pdf EXAMPLE 6.4 SUCCINCT DATA Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.50 Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility DESCRIPTION A 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

149 CHAPTER 3. Member Checks 149 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Members Ribbed Bars 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 = 0.50 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)fully restrained at its support. ANALYSIS TYPE Pushover analysis (Uniaxial without Eccentricity-Uniform +X)

150 150 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 6.4 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_Beam4.bpf Report_KANEPE_Beam4.pdf EXAMPLE 6.5 SUCCINCT DATA Primary Member Ribbed Bars 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 Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility DESCRIPTION A 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES

151 CHAPTER 3. Member Checks 151 Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 31.25/1.25 = fs = fsm/γm = /1.25 = For Collapse Prevention Performance Objective fc = fcm/γm = 31.25/1.25 = fs = fsm/γm = /1.25 = fc = fcκ/γm" = 25.00/1.80 = fs = fsκ/γm = /1.38 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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 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)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:

152 152 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.5 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 10% Collapse Prevention End COMPUTER FILES KANEPE_Beam5.bpf Report_KANEPE_Beam5.pdf EXAMPLE 6.6 SUCCINCT DATA Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Not the Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES

153 CHAPTER 3. Member Checks 153 Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 20.00/1.35 = fs = fsm/γm = /1.35 = fc = fcm = fs = fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 beam 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 6.6 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention End COMPUTER FILES KANEPE_Beam6.bpf Report_KANEPE_Beam6.pdf

154 154 SeismoBuild Verification Report EXAMPLE 6.7 SUCCINCT DATA Secondary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.50 Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 =

155 CHAPTER 3. Member Checks 155 For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = fcm = fs = fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars 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 = 0.50 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)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 6.7 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_Beam7.bpf Report_KANEPE_Beam7.pdf EXAMPLE 6.8 SUCCINCT DATA Secondary Member

156 156 SeismoBuild Verification Report Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type Member with normal accessibility DESCRIPTION A 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.15 = fs = fsm/γm = /1.15 = For Life Safety Performance Objective fc = fcm/γm = 33.00/1.15 = fs = fsm/γm = /1.15 = fc = fcm = fs = fsm =

157 CHAPTER 3. Member Checks 157 Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 beam 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 6.8 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_Beam8.bpf Report_KANEPE_Beam8.pdf EXAMPLE 6.9 SUCCINCT DATA Primary Member Smooth Bars 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) Program s Default Safety/Confidence Factors

158 158 SeismoBuild Verification Report Existing Material Sets type Member with normal accessibility DESCRIPTION A 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = For Life Safety Performance Objective fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars

159 CHAPTER 3. Member Checks 159 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) 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)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 6.9 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_Beam9.bpf Report_KANEPE_Beam9.pdf EXAMPLE 6.10 SUCCINCT DATA Primary Member Ribbed Bars Without 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) Not the Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A 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.

160 160 SeismoBuild Verification Report The employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 31.25/1.35 = fs = fsm/γm = /1.35 = For Life Safety Performance Objective fc = fcm/γm = 31.25/1.35 = fs = fsm/γm = /1.35 = fc = (fcm-σ)/γm = 25.00/1.60 = fs = (fsm-σ)/γm = /1.20 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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.

161 CHAPTER 3. Member Checks 161 MODELLING AND LOADING The beam 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 6.10 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention Start Shear Capacity [kn] 10% Immediate Occupancy End COMPUTER FILES KANEPE_Beam10.bpf Report_KANEPE_Beam10.pdf EXAMPLE 6.11 SUCCINCT DATA Primary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = Program s Default Safety/Confidence Factors Existing Material Sets type Member with normal accessibility DESCRIPTION A 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.

162 162 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 20.00/1.10 = fs = fsm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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 beam 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)

163 CHAPTER 3. Member Checks 163 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 Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_Beam11.bpf Report_KANEPE_Beam11.pdf EXAMPLE 6.12 SUCCINCT DATA Primary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility DESCRIPTION A 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES

164 164 SeismoBuild Verification Report Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = For Collapse Prevention Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcκ/γm" = 25.00/1.80 = fs = fsκ/γm = /1.38 = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 beam 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:

165 CHAPTER 3. Member Checks 165 Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.12 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_Beam12.bpf Report_KANEPE_Beam12.pdf EXAMPLE 6.13 SUCCINCT DATA Secondary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility DESCRIPTION A 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES

166 166 SeismoBuild Verification Report Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective fc = fcm = fs = fsm = fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = For Collapse Prevention Performance Objective fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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) 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)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:

167 CHAPTER 3. Member Checks 167 Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 6.13 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_Beam13.bpf Report_KANEPE_Beam13.pdf EXAMPLE 6.14 SUCCINCT DATA Secondary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type Member with reduced accessibility DESCRIPTION A 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. GEOMETRY AND PROPERTIES

168 168 SeismoBuild Verification Report Units in N, mm Material s Properties Concrete Elasticity, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives fc = fcm/γm = 33.00/1.25 = fs = fsm/γm = /1.25 = fc = fcm = fs = fsm = Member s Properties Section Height, H = Section Width, W = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars 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) 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)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 6.14 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_Beam14.bpf Report_KANEPE_Beam14.pdf

169 CHAPTER 3. Member Checks 169 EXAMPLES SET 7:JACKETED RECTANGULAR SECTION EXAMPLE 7.1 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec = Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es =

170 170 SeismoBuild Verification Report For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: Existingmaterial: Concrete Strength, fc = fcm = Existingmaterial: Steel Strength, fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = Existingmaterial: Steel Strength, fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: Existingmaterial: Concrete Strength, fc = fcm/γm = 20.00/1.10 = Existingmaterial: Steel Strength, fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: Existingmaterial: Concrete Strength, fc = (fcm-σ)/γm = 16.00/1.50 = Existingmaterial: Steel Strength, fs = (fsm-σ)/γm = /1.15 = 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 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) 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)

171 CHAPTER 3. Member Checks 171 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 Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy End COMPUTER FILES KANEPE_rcjrs1.bpf Report_KANEPE_rcjrs1.pdf EXAMPLE 7.2 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE.

172 172 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec = Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties External Height, H = External Width, W = Internal Height, H = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 =

173 CHAPTER 3. Member Checks 173 Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_rcjrs2.bpf Report_KANEPE_rcjrs2.pdf EXAMPLE 7.3 SUCCINCT DATA Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility

174 174 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 and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec = Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Collapse Prevention Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = Jacket: fc = fcκ/γm = 25.00/1.575 =

175 CHAPTER 3. Member Checks fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 7.3 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 50% Collapse Prevention Start COMPUTER FILES KANEPE_rcjrs3.bpf Report_KANEPE_rcjrs3.pdf

176 176 SeismoBuild Verification Report EXAMPLE 7.4 SUCCINCT DATA Primary Member Smooth Bars 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 = 0.50 Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec = Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket: fc = fcm/γm = 20.00/1.15 = Jacket: fc = fcκ/γm = 16.00/1.575 =

177 CHAPTER 3. Member Checks 177 fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 12.00/1.50 = 8.00 fs = (fsm-σ)/γm = /1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 15.00/1.10 = fs = fcm/γm = /1.10 = 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 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 = 0.50 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rcjrs4.bpf Report_KANEPE_rcjrs4.pdf

178 178 SeismoBuild Verification Report EXAMPLE 7.5 SUCCINCT DATA Secondary Member Smooth Bars 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 = 0.50 Not the Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column = Steel Elasticity, Es =

179 CHAPTER 3. Member Checks 179 For Immediate Occupancy Performance Objective Jacket and Existing Column: fc = fcm = fs = fcm = Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = For Collapse Prevention Performance Objective Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Jacket and Existing Column: fc = fcm = fs = fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = SecondaryMember SmoothBars 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 = 0.50 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:

180 180 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.5 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 10% Collapse Prevention End COMPUTER FILES KANEPE_rcjrs5.bpf Report_KANEPE_rcjrs5.pdf EXAMPLE 7.6 SUCCINCT DATA Secondary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.30 Not the Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE.

181 CHAPTER 3. Member Checks 181 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for the Jacket and for the Existing Column, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket and Existing Column: fc = fcm/γm = 25.00/1.45 = fs = fcm/γm = /1.45 = Jacket and Existing Column: fc = fcm = fs = fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = SecondaryMember Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.30 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.

182 182 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 7.6 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention End COMPUTER FILES KANEPE_rcjrs6.bpf Report_KANEPE_rcjrs6.pdf EXAMPLE 7.7 SUCCINCT DATA Secondary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE.

183 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 20.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 25.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 20.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 25.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcm = fs = fsm = Existing Column: fc = fcm = fs = fsm = Member s Properties External Height, H = External Width, W = Internal Height, H =

184 184 SeismoBuild Verification Report Internal Width, W = Cover Thickness, c = Element Length, L = SecondaryMember SmoothBars 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) 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 7.7 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rcjrs7.bpf Report_KANEPE_rcjrs7.pdf EXAMPLE 7.8 SUCCINCT DATA Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.50 FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility

185 CHAPTER 3. Member Checks 185 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec = Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = Jacket: fc = fcκ/γm = 25.00/1.575 = ,

186 186 SeismoBuild Verification Report fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = New material: Steel Strength fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = PrimaryMember RibbedBars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.50 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:

187 CHAPTER 3. Member Checks 187 Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.8 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_rcjrs8.bpf Report_KANEPE_rcjrs8.pdf EXAMPLE 7.9 SUCCINCT DATA Primary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE.

188 188 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties External Height, H = External Width, W = Internal Height, H = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 =

189 CHAPTER 3. Member Checks 189 Internal Width, W = Cover Thickness, c = Element Length, L = PrimaryMember SmoothBars 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 7.9 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_rcjrs9.bpf Report_KANEPE_rcjrs9.pdf

190 190 SeismoBuild Verification Report EXAMPLE 7.10 SUCCINCT DATA Secondary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = Jacket: New material: Concrete Strength fc = fcm/γm = 33.00/1.25 = 26.40

191 CHAPTER 3. Member Checks fs = fcm = Existing Column: fc = fcm = fs = fcm = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Collapse Prevention Performance Objective Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcm = fs = fsm = Existing Column: fc = fcm = fs = fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = SecondaryMember SmoothBars 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:

192 192 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 7.10 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention Start Shear Capacity [kn] 10% Immediate Occupancy End COMPUTER FILES KANEPE_rcjrs10.bpf Report_KANEPE_rcjrs10.pdf EXAMPLE 7.11 SUCCINCT DATA Secondary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE.

193 CHAPTER 3. Member Checks 193 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for the Jacket and for the Existing Column, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Jacket and Existing Column: fc = fcm = fs = fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = SecondaryMember Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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.

194 194 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 7.11 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rcjrs11.bpf Report_KANEPE_rcjrs11.pdf EXAMPLE 7.12 SUCCINCT DATA Primary Member Ribbed Bars Without 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE.

195 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Collapse Prevention Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties External Height, H = External Width, W = Internal Height, H = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 =

196 196 SeismoBuild Verification Report Internal Width, W = Cover Thickness, c = Element Length, L = PrimaryMember RibbedBars 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) 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 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_rcjrs12.bpf Report_KANEPE_rcjrs12.pdf EXAMPLE 7.13 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with reduced accessibility

197 CHAPTER 3. Member Checks 197 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 =

198 198 SeismoBuild Verification Report For Collapse Prevention Performance Objective Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.80 = fs = fsk/γm = /1.38 = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = PrimaryMember RibbedBars 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) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start

199 CHAPTER 3. Member Checks 199 COMPUTER FILES KANEPE_rcjrs13.bpf Report_KANEPE_rcjrs13.pdf EXAMPLE 7.14 SUCCINCT DATA Secondary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for the Jacketand for the Existing Column, Ec = Steel Elasticity, Es =

200 200 SeismoBuild Verification Report For Life Safety and Collapse Prevention Performance Objectives Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Jacket and Existing Column: fc = fcm = fs = fsm = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = SecondaryMember SmoothBars 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) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety 10% Shear Capacity [kn] 50% COMPUTER FILES KANEPE_rcjrs14.bpf Report_KANEPE_rcjrs14.pdf Start Collapse Prevention End Life Safety Start

201 CHAPTER 3. Member Checks 201 EXAMPLES SET 8: JACKETED L-SHAPED COLUMN SECTION EXAMPLE 8.1 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es =

202 202 SeismoBuild Verification Report For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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) 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)

203 CHAPTER 3. Member Checks 203 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 Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy End COMPUTER FILES KANEPE_rcjlcs1.bpf Report_KANEPE_rcjlcs1.pdf EXAMPLE 8.2 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE.

204 204 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life SafetyPerformance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 =

205 CHAPTER 3. Member Checks 205 Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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 8.2 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_rcjlcs2.bpf Report_KANEPE_rcjlcs2.pdf EXAMPLE 8.3 SUCCINCT DATA Primary Member Smooth Bars 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 = 0.50 Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility

206 206 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 and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 20.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Collapse Prevention Performance Objective Jacket: fc = fcm/γm = 20.00/1.15 = fs = fcm/γm = /1.15 = Jacket: fc = fcκ/γm = 16.00/1.575 = fs = fsk/γm = / =

207 CHAPTER 3. Member Checks Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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 = 0.50 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 8.3 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy 50% Shear Capacity [kn] 50% COMPUTER FILES KANEPE_rcjlcs3.bpf Report_KANEPE_rcjlcs3.pdf Start Collapse Prevention End Collapse Prevention Start

208 208 SeismoBuild Verification Report EXAMPLE 8.4 SUCCINCT DATA Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket: fc = fcm/γm = 33.00/1.15 = Jacket: fc = fcκ/γm = 25.00/1.575 =

209 CHAPTER 3. Member Checks fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 8.4 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rcjlcs4.bpf Report_KANEPE_rcjlcs4.pdf

210 210 SeismoBuild Verification Report EXAMPLE 8.5 SUCCINCT DATA Primary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.50 Not the Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacketand for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Column: Jacket and Existing Column: New material: Concrete Strength

211 CHAPTER 3. Member Checks fc = fcm = fs = fcm = fc = fcm/γm = 33.00/1.30 = fs = fcm/γm = /1.30 = For Collapse Prevention Performance Objective Jacket and Existing Column: fc = fcm/γm = 33.00/1.30 = fs = fcm/γm = /1.30 = Jacket and Existing Column: fc = fcκ/γm = 25.00/1.65 = fs = fsk/γm = /1.265 = 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 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 = 0.50 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 10% Collapse Prevention End

212 212 SeismoBuild Verification Report COMPUTER FILES KANEPE_rcjlcs5.bpf Report_KANEPE_rcjlcs5.pdf EXAMPLE 8.6 SUCCINCT DATA Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.30 Not the Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column,Ec= Steel Elasticity, Es =

213 CHAPTER 3. Member Checks 213 For Life Safety and Collapse Prevention Performance Objectives Jacket and Existing Column: fc = fcm/γm = 25.00/1.40 = fs = fcm/γm = /1.40 = Jacket and Existing Column: fc = fcκ/γm = 20.00/1.875 = fs = fsk/γm = / = 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 With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.30 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 Probability Local SeismoBuild of Performance Objective Edge Axis 2018 Exceedance Hand calculations Chord Rotation Capacity [rad] 10% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention End COMPUTER FILES KANEPE_rcjlcs6.bpf Report_KANEPE_rcjlcs6.pdf

214 214 SeismoBuild Verification Report EXAMPLE 8.7 SUCCINCT DATA Primary Member Ribbed Bars Without 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es =

215 CHAPTER 3. Member Checks 215 For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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) 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)

216 216 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 8.7 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rcjlcs7.bpf Report_KANEPE_rcjlcs7.pdf EXAMPLE 8.8 SUCCINCT DATA Secondary Member Ribbed Bars 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 = 0.50 FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE.

217 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec for Existing Column = Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Jacket: fc = fcm = fs = fsm = Existing Column: fc = fcm = fs = fsm =

218 218 SeismoBuild Verification Report Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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 = 0.50 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 8.8 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End 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 KANEPE_rcjlcs8.bpf Report_KANEPE_rcjlcs8.pdf

219 CHAPTER 3. Member Checks 219 EXAMPLE 8.9 SUCCINCT DATA Primary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket for Existing Column, Ec = Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = Jacket: fc = fcm/γm = 33.00/1.25 = 26.40

220 220 SeismoBuild Verification Report fs = fcm = Existing Column: fc = fcm = fs = fcm = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.80 = fs = fsk/γm = /1.38 = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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.

221 CHAPTER 3. Member Checks 221 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 8.9 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_rcjlcs9.bpf Report_KANEPE_rcjlcs9.pdf EXAMPLE 8.10 SUCCINCT DATA Secondary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE.

222 222 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket for Existing Column, Ec = Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Collapse Prevention Performance Objective Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket: fc = fcm = fs = fsm = Existing Column: fc = fcm = fs = fcm =

223 CHAPTER 3. Member Checks 223 Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 8.10 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention Start Shear Capacity [kn] 10% Immediate Occupancy End COMPUTER FILES KANEPE_rcjlcs10.bpf Report_KANEPE_rcjlcs10.pdf EXAMPLE 8.11 SUCCINCT DATA Secondary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with reduced accessibility

224 224 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 and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity forexisting Column, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Jacket: fc = fcm = fs = fsm = Existing Column: fc = fcm = fs = fcm =

225 CHAPTER 3. Member Checks 225 Element Length, L = Secondary Member Smooth Bars 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 8.11 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rcjlcs11.bpf Report_KANEPE_rcjlcs11.pdf EXAMPLE 8.12 SUCCINCT DATA Secondary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility

226 226 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 and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Column: fc = fcm = fs = fcm = Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = For Collapse Prevention Performance Objective Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Jacket and Existing Column: fc = fcm = fs = fsm =

227 CHAPTER 3. Member Checks 227 Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars 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) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_rcjlcs12.bpf Report_KANEPE_rcjlcs12.pdf EXAMPLE 8.13 SUCCINCT DATA Secondary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with normal accessibility

228 228 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 and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Column: fc = fcm = fs = fcm = Jacket and Existing Column: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = For Collapse Prevention Performance Objective Jacket and Existing Column: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Jacket and Existing Column: fc = fcm = fs = fsm =

229 CHAPTER 3. Member Checks 229 Min Width, Wmin = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rcjlcs13.bpf Report_KANEPE_rcjlcs13.pdf EXAMPLE 8.14 SUCCINCT DATA Primary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility

230 230 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 and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to theequations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column, Ec= Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket and Existing Column: fc = fcm/γm = 25.00/1.25 = fs = fcm/γm = /1.25 = Jacket and Existing Column: fc = fcκ/γm = 20.00/1.80 = fs = fsk/γm = /1.38 = 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 With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions

231 CHAPTER 3. Member Checks 231 Adequate Lap Length (lo/lou,min>=1) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rcjlcs14.bpf Report_KANEPE_rcjlcs14.pdf EXAMPLES SET 9: JACKETED T-SHAPED COLUMN SECTION EXAMPLE 9.1 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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.

232 232 SeismoBuild Verification Report The employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: Existing material: Concrete Strength Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: Existing material: Concrete Strength

233 CHAPTER 3. Member Checks fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = PrimaryMember Ribbed Bars 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) 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 9.1 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End Shear Capacity [kn] 10% Life Safety Start % Immediate Occupancy End 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 KANEPE_rcjtcs1.bpf Report_KANEPE_rcjtcs1.pdf

234 234 SeismoBuild Verification Report EXAMPLE 9.2 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = Jacket: fc = fcm/γm = 33.00/1.15 =

235 CHAPTER 3. Member Checks fs = fcm = Existing Column: fc = fcm = fs = fcm = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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:

236 236 SeismoBuild Verification Report Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.2 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_rcjtcs2.bpf Report_KANEPE_rcjtcs2.pdf EXAMPLE 9.3 SUCCINCT DATA Secondary Member Smooth Bars 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 Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE.

237 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec = Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 31.25/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 25.00/1.10 = fs = fcm/γm = /1.10 = For Collapse Prevention Performance Objective Jacket: fc = fcm/γm = 31.25/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 25.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm =

238 238 SeismoBuild Verification Report Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars 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 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 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 50% 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 KANEPE_rcjtcs3.bpf Report_KANEPE_rcjtcs3.pdf EXAMPLE 9.4 SUCCINCT DATA Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions

239 CHAPTER 3. Member Checks 239 Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 =

240 240 SeismoBuild Verification Report Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 9.4 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rcjtcs4.bpf Report_KANEPE_rcjtcs4.pdf EXAMPLE 9.5 SUCCINCT DATA Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections

241 CHAPTER 3. Member Checks 241 Inadequate Lap Length with lo/lou,min = 0.30 Not the Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column, Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Column: fc = fcm = fs = fcm = Jacket and Existing Column: fc = fcm/γm = 33.00/1.40 = fs = fcm/γm = /1.40 =

242 242 SeismoBuild Verification Report For Collapse Prevention Performance Objective Jacket and Existing Column: fc = fcm/γm = 33.00/1.40 = fs = fcm/γm = /1.40 = Jacket and Existing Column: fc = fcm = fs = fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 10% Collapse Prevention End NOTE: The small difference in the Shear Capacity values is due to the rounding of the shear capacity value exported to the Report.

243 CHAPTER 3. Member Checks 243 COMPUTER FILES KANEPE_rcjtcs5.bpf Report_KANEPE_rcjtcs5.pdf EXAMPLE 9.6 SUCCINCT DATA Primary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.30 Not the Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column, Ec= Steel Elasticity, Es =

244 244 SeismoBuild Verification Report For Life Safety and Collapse Prevention Performance Objectives Jacket and Existing Column: fc = fcm/γm = 20.00/1.40 = fs = fcm/γm = /1.40 = Jacket and Existing Column: fc = fcκ/γm = 16.00/1.80 = fs = fsk/γm = /1.38 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention End COMPUTER FILES KANEPE_rcjtcs6.bpf Report_KANEPE_rcjtcs6.pdf

245 CHAPTER 3. Member Checks 245 EXAMPLE 9.7 SUCCINCT DATA Primary Member Ribbed Bars Without 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es =

246 246 SeismoBuild Verification Report For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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.

247 CHAPTER 3. Member Checks 247 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 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_rcjtcs7.bpf Report_KANEPE_rcjtcs7.pdf EXAMPLE 9.8 SUCCINCT DATA Primary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups 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 (Type: Carbon) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE.

248 248 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 =

249 CHAPTER 3. Member Checks 249 Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = PrimaryMember Smooth Bars With Detailing for Earthquake Resistance (including stirrups 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 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 9.8 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End 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 KANEPE_rcjtcs8.bpf

250 250 SeismoBuild Verification Report Report_KANEPE_rcjtcs8.pdf EXAMPLE 9.9 SUCCINCT DATA Primary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es =

251 CHAPTER 3. Member Checks 251 For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.80 = fs = fsk/γm = /1.38 = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = PrimaryMember Smooth Bars 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

252 252 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 9.9 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End 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 KANEPE_rcjtcs9.bpf Report_KANEPE_rcjtcs9.pdf EXAMPLE 9.10 SUCCINCT DATA Secondary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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.

253 CHAPTER 3. Member Checks 253 The employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacked and for Existing Column,Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Column: fc = fcm = fs = fcm = Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = For Collapse PreventionPerformance Objective Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars Jacket and Existing Column: fc = fcm = fs = fcm =

254 254 SeismoBuild Verification Report 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) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention Start Shear Capacity [kn] 10% Immediate Occupancy End 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 KANEPE_rcjtcs10.bpf Report_KANEPE_rcjtcs10.pdf EXAMPLE 9.11 SUCCINCT DATA Secondary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility

255 CHAPTER 3. Member Checks 255 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacked and for Existing Column, Ec= Concrete Elasticity for Existing Column, Ec= Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Jacket: fc = fcm = fs = fsm = Existing Column: fc = fcm = fs = fsm =

256 256 SeismoBuild Verification Report Element Length, L = Secondary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 9.11 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Life Safety 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 KANEPE_rcjtcs11.bpf Report_KANEPE_rcjtcs11.pdf EXAMPLE 9.12 SUCCINCT DATA Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = Program s Default Safety/Confidence Factors

257 CHAPTER 3. Member Checks 257 New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacked and for Existing Column, Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Column: fc = fcm = fs = fcm = Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = For Collapse Prevention Performance Objective Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Jacket and Existing Column: fc = fcm = fs = fcm =

258 258 SeismoBuild Verification Report Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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 9.12 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Immediate Occupancy 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 KANEPE_rcjtcs12.bpf Report_KANEPE_rcjtcs12.pdf

259 CHAPTER 3. Member Checks 259 EXAMPLE 9.13 SUCCINCT DATA Primary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacked and for Existing Column, Ec= Steel Elasticity, Es =

260 260 SeismoBuild Verification Report For Immediate Occupancy Performance Objective Jacket and Existing Column: fc = fcm = fs = fcm = Jacket and Existing Column: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = For Collapse Prevention Performance Objective Jacket and Existing Column: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Member s Properties Jacket and Existing Column: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = PrimaryMember Smooth Bars 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) 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:

261 CHAPTER 3. Member Checks 261 Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 9.13 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_rcjtcs13.bpf Report_KANEPE_rcjtcs13.pdf EXAMPLE 9.14 SUCCINCT DATA Secondary Member Ribbed Bars Without 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks.the final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE.

262 262 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacked and for Existing Column, Ec= Concrete Elasticity for Existing Column, Ec= Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcm = fs = fsm = Existing Column: fc = fcm = fs = fsm = Member s Properties Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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)

263 CHAPTER 3. Member Checks 263 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 50% Life Safety 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 KANEPE_rcjtcs14.bpf Report_KANEPE_rcjtcs14.pdf EXAMPLES SET 10: CIRCULAR JACKETED COLUMN SECTION EXAMPLE 10.1 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility DESCRIPTION A jacketed circular column section is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction.

264 264 SeismoBuild Verification Report The resulting chord rotation capacity and shear capacity with the FE analysis program SeismoBuild are compared with hand calculations. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex 7C of KANEPE are employed for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / =

265 CHAPTER 3. Member Checks 265 Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Primary Member Ribbed Bars 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) 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 Check Chord Rotation Capacity [rad] Shear Capacity [kn] Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance 50% Immediate Occupancy End % Life Safety Start % Immediate Occupancy End % Life Safety Start COMPUTER FILES KANEPE_rcjcs1.bpf Report_KANEPE_rcjcs1.pdf

266 266 SeismoBuild Verification Report EXAMPLE 10.2 SUCCINCT DATA Primary Member Smooth Bars 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 Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex 7C of KANEPE are employed for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es =

267 CHAPTER 3. Member Checks 267 For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Column: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 25.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 25.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 20.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = PrimaryMember Smooth Bars 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 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)

268 268 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 10.2 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 10% Immediate Occupancy Start % Life Safety End % Immediate Occupancy Start % Life Safety End COMPUTER FILES KANEPE_rcjcs2.bpf Report_KANEPE_rcjcs2.pdf EXAMPLE 10.3 SUCCINCT DATA Primary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Column Member with normal accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex 7C of KANEPE are employed for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE.

269 CHAPTER 3. Member Checks 269 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Column, Ec = Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Column: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Column: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = PrimaryMember Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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.

270 270 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 10.3 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 50% Life Safety Start % Collapse Prevention End % Life Safety Start % Collapse Prevention End COMPUTER FILES KANEPE_rcjcs3.bpf Report_KANEPE_rcjcs3.pdf EXAMPLE 10.4 SUCCINCT DATA Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.20 Not the Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex 7C of KANEPE are employed for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE.

271 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column,Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Column: fc = fcm = fs = fcm = Jacket and Existing Column: fc = fcm/γm = 33.00/1.45 = fs = fcm/γm = /1.45 = For Collapse Prevention Performance Objective Jacket and Existing Column: fc = fcm/γm = 33.00/1.45 = fs = fcm/γm = /1.45 = Jacket and Existing Column: fc = fcm = fs = fsm = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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 =

272 272 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 10.4 Check Chord Rotation Capacity [rad] Shear Capacity [kn] Probability Local SeismoBuild of Performance Objective Edge Axis 2018 Exceedance Hand calculations 10% Immediate Occupancy Start % Collapse Prevention End % Immediate Occupancy Start % Collapse Prevention End COMPUTER FILES KANEPE_rcjcs4.bpf Report_KANEPE_rcjcs4.pdf EXAMPLE 10.5 SUCCINCT DATA Primary Member Smooth Bars 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) Not the Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex 7C of

273 CHAPTER 3. Member Checks 273 KANEPE are employed for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column, Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Column: New material: Concrete Strength fc = fcm = fs = fcm = Jacket and Existing Column: fc = fcm/γm = 20.00/1.45 = fs = fcm/γm = /1.45 = For Collapse Prevention Performance Objective Jacket and Existing Column: fc = fcm/γm = 20.00/1.45 = fs = fcm/γm = /1.45 = Jacket and Existing Column: fc = fcκ/γm = 16.00/1.95 = fs = fsk/γm = /1.495 = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions

274 274 SeismoBuild Verification Report Adequate Lap Length (lo/lou,min>=1) 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 Chord Rotation Capacity [rad] Shear Capacity [kn] Probability Local SeismoBuild of Performance Objective Edge Axis 2018 Exceedance Hand calculations 50% Immediate Occupancy End % Collapse Prevention Start % Immediate Occupancy End % Collapse Prevention Start COMPUTER FILES KANEPE_rcjcs5.bpf Report_KANEPE_rcjcs5.pdf EXAMPLE 10.6 SUCCINCT DATA Secondary Member Ribbed Bars Without 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with normal accessibility 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.

275 CHAPTER 3. Member Checks 275 Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex 7C of KANEPE are employed for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column,Ec= Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket and Existing Column: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Jacket and Existing Column: fc = fcm = fs = fsm = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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) 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.

276 276 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 10.6 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 10% Life Safety End % Collapse Prevention Start % Life Safety End % 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 KANEPE_rcjcs6.bpf Report_KANEPE_rcjcs6.pdf EXAMPLE 10.7 SUCCINCT DATA Secondary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = FRP Wrapping (Type: Carbon) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Column Member with reduced accessibility 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. Equations (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks cannot be employed in the case of circular column sections. The employed equations in SeismoBuild are those suggested by D. Biskinis and M. N. Fardis [2013]. Equations (C.1) and (C.5) according to Annex 7C of

277 CHAPTER 3. Member Checks 277 KANEPE are employed for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Column, Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Column: fc = fcm = fs = fcm = Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = For Life Safety Performance Objective Jacket and Existing Column: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Jacket and Existing Column: fc = fcm = fs = fsm = Member s Properties External Diameter, Dext = Internal Diameter, Dint = Cover Thickness, c = Element Length, L = Secondary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo =

278 278 SeismoBuild Verification Report FRP Wrapping Data Type: Carbon Cured laminate properties (design values) Thickness, t = 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 10.7 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] Shear Capacity [kn] 10% Immediate Occupancy End % Life Safety Start % Immediate Occupancy End % Life Safety Start COMPUTER FILES KANEPE_rcjcs7.bpf Report_KANEPE_rcjcs7.pdf EXAMPLES SET 11: JACKETED BEAM SECTION EXAMPLE 11.1 SUCCINCT DATA Primary Member Ribbed Bars 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)

279 CHAPTER 3. Member Checks 279 Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Beam, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Beam: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 =

280 280 SeismoBuild Verification Report For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Beam: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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) 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 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 50% Immediate Occupancy End

281 CHAPTER 3. Member Checks 281 COMPUTER FILES KANEPE_JBeam1.bpf Report_KANEPE_JBeam1.pdf EXAMPLE 11.2 SUCCINCT DATA Primary Member Ribbed Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Beam, Ec = Steel Elasticity, Es =

282 282 SeismoBuild Verification Report For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Beam: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Beam: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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) 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)

283 CHAPTER 3. Member Checks 283 RESULTS COMPARISON The most significant results are compared in the table below: Table Comparison between SeismoBuild and hand-calculated results for EXAMPLE 11.2 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_JBeam2.bpf Report_KANEPE_JBeam2.pdf EXAMPLE 11.3 SUCCINCT DATA Primary Member Smooth Bars 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 Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE.

284 284 SeismoBuild Verification Report GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Beam, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Beam: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Collapse Prevention Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Member s Properties External Height, H = External Width, W = Internal Height, H = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Beam: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 =

285 CHAPTER 3. Member Checks 285 Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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 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 11.3 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 50% Collapse Prevention Start COMPUTER FILES KANEPE_JBeam3.bpf Report_KANEPE_JBeam3.pdf EXAMPLE 11.4 SUCCINCT DATA Secondary Member Ribbed Bars 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 Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Beam Member with normal accessibility

286 286 SeismoBuild Verification Report 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for the Existing Beam, Ec= Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket and Existing Beam: fc = fcm/γm = 20.00/1.15 = fs = fcm/γm = /1.15 = Jacket and Existing Beam: fc = fcm = fs = 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 Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions

287 CHAPTER 3. Member Checks 287 Inadequate Lap Length with lo/lou,min = 0.30 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 11.4 Check Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_JBeam4.bpf Report_KANEPE_JBeam4.pdf EXAMPLE 11.5 SUCCINCT DATA Primary Member Ribbed Bars 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 Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Beam Member with reduced accessibility 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.

288 288 SeismoBuild Verification Report The employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Beam, Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Beam: fc = fcm = fs = fcm = Jacket and for Existing Beam: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = For Collapse Prevention Performance Objective Jacket and Existing Beam: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Jacket and Existing Beam: fc = fcκ/γm = 25.00/1.80 = fs = fsk/γm = /1.38 = 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

289 CHAPTER 3. Member Checks 289 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 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Collapse Prevention Start Shear Capacity [kn] 10% Collapse Prevention End COMPUTER FILES KANEPE_JBeam5.bpf Report_KANEPE_JBeam5.pdf EXAMPLE 11.6 SUCCINCT DATA Secondary Member Ribbed Bars Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo = Not the Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam Member with normal accessibility 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.

290 290 SeismoBuild Verification Report The employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for the Existing Beam, Ec= Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket: fc = fcm/γm = 33.00/1.30 = fs = fcm/γm = /1.30 = Existing Beam: fc = fcm/γm = 20.00/1.20 = fs = fcm/γm = /1.20 = Jacket: fc = fcm = fs = fsm = Existing Beam: fc = fcm = fs = 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 Without Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions

291 CHAPTER 3. Member Checks 291 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 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Collapse Prevention End COMPUTER FILES KANEPE_JBeam6.bpf Report_KANEPE_JBeam6.pdf EXAMPLE 11.7 SUCCINCT DATA Secondary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Inadequate Lap Length with lo/lou,min = 0.30 Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam Member with reduced accessibility 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.

292 292 SeismoBuild Verification Report The employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Beam, Ec = Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Beam: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: New material: Concrete Strength fc = fcm = fs = fcm = Existing Beam: fc = fcm = fs = fcm =

293 CHAPTER 3. Member Checks 293 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 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 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 Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Life Safety End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_JBeam7.bpf Report_KANEPE_JBeam7.pdf EXAMPLE 11.8 SUCCINCT DATA Secondary Member Ribbed Bars With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions Lap Length lo =

294 294 SeismoBuild Verification Report Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Beam Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Beam, Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Beam: fc = fcm = fs = fcm = Jacket and Existing Beam: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = For Life Safety Performance Objective Jacket and Existing Beam: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Jacket and Existing Beam: fc = fcm = fs = fcm =

295 CHAPTER 3. Member Checks 295 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 With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars Without Lapping in the Vicinity of the End Regions 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 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 Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End COMPUTER FILES KANEPE_JBeam8.bpf Report_KANEPE_JBeam8.pdf EXAMPLE 11.9 SUCCINCT DATA Primary Member Smooth Bars 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)

296 296 SeismoBuild Verification Report Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam Member with normal accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Beam, Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Beam: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 =

297 CHAPTER 3. Member Checks 297 For Life Safety Performance Objective Jacket: fc = fcm/γm = 33.00/1.15 = fs = fcm/γm = /1.15 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.575 = fs = fsk/γm = / = Existing Beam: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = 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 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) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy End % Life Safety Start Shear Capacity [kn] 10% Life Safety End

298 298 SeismoBuild Verification Report COMPUTER FILES KANEPE_JBeam9.bpf Report_KANEPE_JBeam9.pdf EXAMPLE SUCCINCT DATA Primary Member Ribbed Bars Without 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) Not τhe Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam Member with normal accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Beam, Ec= Steel Elasticity, Es =

299 CHAPTER 3. Member Checks 299 For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Beam: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 25.00/1.30 = fs = fcm/γm = /1.30 = Existing Beam: fc = fcm/γm = 20.00/1.25 = fs = fcm/γm = /1.25 = For Collapse Prevention Performance Objective Jacket: fc = fcm/γm = 25.00/1.30 = fs = fcm/γm = /1.30 = Existing Beam: fc = fcm/γm = 20.00/1.25 = fs = fcm/γm = /1.25 = Jacket: fc = fcκ/γm = 20.00/1.86 = fs = fsk/γm = /1.44 = Existing Beam: fc = (fcm-σ)/γm = 16.00/1.55 = fs = (fsm-σ)/γm = /1.20 = 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 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) 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)

300 300 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 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention Start Shear Capacity [kn] 10% Immediate Occupancy End COMPUTER FILES KANEPE_JBeam10.bpf Report_KANEPE_JBeam10.pdf EXAMPLE SUCCINCT DATA Primary Member Smooth Bars With Detailing for Earthquake Resistance (including stirrups not closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Beam Member with reduced accessibility 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE

301 CHAPTER 3. Member Checks 301 GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Beam, Ec= Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket and Existing Beam: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Jacket and Existing Beam: fc = fcκ/γm = 25.00/1.80 = fs = fsk/γm = /1.38 = Member s Properties External Height, H = External Width, W = Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = PrimaryMember Smooth Bars With Detailing for Earthquake Resistance (including stirrups 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 beam member is modeled through an inelastic plastic-hinge force-based frame element (infrmfbph).

302 302 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 Check Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety End % Collapse Prevention Start Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_JBeam11.bpf Report_KANEPE_JBeam11.pdf EXAMPLE SUCCINCT DATA Primary Member Smooth Bars Without Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections Lap Length lo = Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and Existing Material Sets type for the Existing Beam Member with reduced accessibility 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE.

303 CHAPTER 3. Member Checks GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket, Ec= Concrete Elasticity for Existing Beam, Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket: fc = fcm = fs = fcm = Existing Beam: fc = fcm = fs = fcm = Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = For Collapse Prevention Performance Objective Jacket: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Existing Beam: fc = fcm/γm = 20.00/1.10 = fs = fcm/γm = /1.10 = Jacket: fc = fcκ/γm = 25.00/1.80 = fs = fsk/γm = /1.38 = Existing Beam: fc = (fcm-σ)/γm = 16.00/1.50 = fs = (fsm-σ)/γm = /1.15 = Member s Properties External Height, H = External Width, W = Internal Height, H =

304 304 SeismoBuild Verification Report Internal Width, W = Cover Thickness, c = Element Length, L = Primary Member Smooth Bars 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 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 10% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Immediate Occupancy Start COMPUTER FILES KANEPE_JBeam12.bpf Report_KANEPE_JBeam12.pdf EXAMPLE SUCCINCT DATA Secondary Member Ribbed Bars Without 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket for the Existing Beam Member with reduced accessibility

305 CHAPTER 3. Member Checks 305 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 employed equations are the (S.2) and (S.11a) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Beam, Ec= Steel Elasticity, Es = For Immediate Occupancy Performance Objective Jacket and Existing Beam: fc = fcm = fs = fcm = Jacket and Existing Beam: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = For Collapse Prevention Performance Objective Jacket and Existing Beam: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Member s Properties External Height, H = External Width, W = Jacket and Existing Beam: fc = fcm = fs = fsm

306 306 SeismoBuild Verification Report Internal Height, H = Internal Width, W = Cover Thickness, c = Element Length, L = Secondary Member Ribbed Bars 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) 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 Probability Hand Local SeismoBuild of Performance Objective Edge Axis 2018 calculations Exceedance Chord Rotation Capacity [rad] 50% Immediate Occupancy Start % Collapse Prevention End Shear Capacity [kn] 10% Collapse Prevention Start COMPUTER FILES KANEPE_JBeam13.bpf Report_KANEPE_JBeam13.pdf EXAMPLE SUCCINCT DATA Secondary Member Smooth Bars 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) Program s Default Safety/Confidence Factors New Material Sets type for the Jacket and for the Existing Beam Member with reduced accessibility

307 CHAPTER 3. Member Checks 307 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 employed equations are the (S.2a) and (S.11a) or (S.11b) of KANEPE for Chord Rotation Capacity checks and (C.1) and (C.5) according to Annex 7C of KANEPE for Shear Capacity checks. The final chord rotation capacity and final shear capacity of the jacketed section, is calculated according to the equations of section (η) of KANEPE. GEOMETRY AND PROPERTIES Units in N, mm Material s Properties Concrete Elasticity for Jacket and for Existing Beam, Ec= Steel Elasticity, Es = For Life Safety and Collapse Prevention Performance Objectives Jacket and Existing Beam: fc = fcm/γm = 33.00/1.25 = fs = fcm/γm = /1.25 = Jacket and Existing Beam: fc = fcm = fs = 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 With Detailing for Earthquake Resistance (including stirrups closed at 135 ) Longitudinal Bars With Ends Lapped Starting at the End Sections

308 308 SeismoBuild Verification Report Adequate Lap Length (lo/lou,min>=1) 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 Probability of Exceedance Performance Objective Edge Local Axis SeismoBuild 2018 Hand calculations Chord Rotation Capacity [rad] 50% Life Safety Start % Collapse Prevention End Shear Capacity [kn] 50% Life Safety Start COMPUTER FILES KANEPE_JBeam14.bpf Report_KANEPE_JBeam14.pdf

309 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

310 310 SeismoBuild Verification Report 2 nd floor Plan view of the building

311 CHAPTER 4. Beam-Column Joints Checks 311 3D model of the building EXAMPLE 1 SUCCINCT DATA Interior Joint: Beam B1- Column C2-Beam B2 of Floor 1 Program s Default Safety/Confidence Factors 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 1 st and 2 nd floor plan views are the same with TBG

312 312 SeismoBuild Verification Report DESCRIPTION The 3D model is subjected to a Uniaxial without Eccentricity-Uniform Pushover Analysis in the +X direction. The resulting joints diagonal tension and compression of the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are: (4) of section of KANEPE for Joints Diagonal Tension checks and (5) of section of KANEPE for Joints Diagonal Compression checks. GEOMETRY AND PROPERTIES Units in N, mm Materials Properties for Immediate Occupancy Performance Objective Column Below: fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fsm/γm = /1.10 = Column Above: fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fsm/γm = /1.10 = Beam B1: fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fsm/γm = /1.10 = Beam B2: fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fsm/γm = /1.10 = Members Properties Column Below Column Above Section Height, H = Section Width, W = Section Height, H = Section Width, W = Beam B1 Beam B2 Section Height, H = Section Width, W = Section Height, H = Section Width, W =

313 CHAPTER 4. Beam-Column Joints Checks 313 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 4.1. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.1 Check Joints Diagonal Tension Joints Diagonal Compression Probability of Exceedance Performance Objective 50% Immediate Occupancy Capacity SeismoBuild Hand 2018 calculations COMPUTER FILES KANEPE_Joint1.bpf Report_KANEPE_Joint1.pdf EXAMPLE 2 SUCCINCT DATA Exterior Joint: Column C2-Beam B9 of Floor 1 Program s Default Safety/Confidence Factors Column Below: Rectangular Column section Primary Member Existing Material Sets type Column Above: Rectangular Column section Secondary Member Existing Material Sets type Beam B9: Beam section with effective width included Primary Member Existing Material Sets type 1st and 2nd 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 diagonal tension and compression of the FE analysis program SeismoBuild are compared with hand calculations.

314 314 SeismoBuild Verification Report The employed equations are: (4) of section of KANEPE for Joints Diagonal Tension checks and (5) of section of KANEPE for Joints Diagonal Compression checks. GEOMETRY AND PROPERTIES Units in N, mm Materials Properties for Life Safety Performance Objective Column Below: fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Column Above: fc = fcm = Steel Strength, fs = fsm = Beam B9: fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Members Properties Column Below Column Above Section Height, H = Section Width, W = 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.

315 CHAPTER 4. Beam-Column Joints Checks 315 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 4.2. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.2 Check Probability of Exceedance Performance Objective SeismoBuild 2018 Capacity Hand calculations Joints Diagonal Tension % Life Safety Joints Diagonal Compression COMPUTER FILES KANEPE_Joint2.bpf Report_KANEPE_Joint2.pdf EXAMPLE 3 SUCCINCT DATA Interior Joint: Beam B1-Column C2-Beam B2 of Floor 1 Not the Program s Default Safety/Confidence Factors 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

316 316 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 diagonal tension and compression of the FE analysis program SeismoBuild are compared with hand calculations.

317 CHAPTER 4. Beam-Column Joints Checks 317 The employed equations are: (4) of section of KANEPE for Joints Diagonal Tension checks and (5) of section of KANEPE for Joints Diagonal Compression checks. GEOMETRY AND PROPERTIES Units in N, mm Materials Properties for Collapse Prevention Performance Objective Column Below: fc = (fcm-σ)/γm = 16.00/1.55 = Steel Strength, fs = (fsm-σ)/γm = /1.20 = Column Above: fc = (fcm-σ)/γm = 16.00/1.55 = Steel Strength, fs = (fsm-σ)/γm = /1.20 = Beam B1: fc = (fcm-σ)/γm = 16.00/1.55 = Steel Strength, fs = (fsm-σ)/γm = /1.20 = Beam B2: fc = fcκ/γm" = 25.00/ = Steel Strength, fs = fsκ/γm = /1.26 = Members Properties Column Below Column Above Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = 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.

318 318 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 4.3. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.3 Check Probability of Exceedance Performance Objective SeismoBuild 2018 Capacity Hand calculations Joints Diagonal Tension % Collapse Prevention Joints Diagonal Compression COMPUTER FILES KANEPE_Joint3.bpf Report_KANEPE_Joint3.pdf EXAMPLE 4 SUCCINCT DATA Exterior Joint: Column C2-Beam B9 of Floor 1 Program s Default Safety/Confidence Factors 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

319 CHAPTER 4. Beam-Column Joints Checks 319 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 diagonal tension and compression of the FE analysis program SeismoBuild are compared with hand calculations.

320 320 SeismoBuild Verification Report The employed equations are: (4) of section of KANEPE for Joints Diagonal Tension checks and (5) of section of KANEPE for Joints Diagonal Compression checks. GEOMETRY AND PROPERTIES Units in N, mm Materials Properties for Immediate Occupancy Performance Objective Column Below: fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fsm/γm = /1.10 = Column Above: fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fsm/γm = /1.10 = Beam B9: fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fsm/γm = /1.10 = Members Properties Column Below Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Beam B9 Column Above Section Height, H = Section Width, W = Section Height, H = Section Width, W =

321 CHAPTER 4. Beam-Column Joints Checks 321 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 4.4. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.4 Check Joints Diagonal Tension Joints Diagonal Compression Probability of Exceedance Performance Objective 10% Immediate Occupancy COMPUTER FILES KANEPE_Joint4.bpf Report_KANEPE_Joint4.pdf EXAMPLE 5 SUCCINCT DATA Interior Joint: Beam B1-Column C2-Beam B2 of Floor 1 Program s Default Safety/Confidence Factors 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 2nd floor plan view is the same with TBG Capacity SeismoBuild Hand 2018 calculations

322 322 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 diagonal tension and compression of the FE analysis program SeismoBuild are compared with hand calculations.

323 CHAPTER 4. Beam-Column Joints Checks 323 The employed equations are: (4) of section of KANEPE for Joints Diagonal Tension checks and (5) of section of KANEPE for Joints Diagonal Compression checks. GEOMETRY AND PROPERTIES Units in N, mm Materials Properties for Life Safety Performance Objective Column Below: fc = fcκ/γm" = 25.00/1.575 = Steel Strength, fs = fsκ/γm = / = Column Above: fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fsm/γm = /1.10 = Beam B1: fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fsm/γm = /1.10 = Beam B2: fc = fcκ/γm" = 25.00/1.575 = Steel Strength, fs = fsκ/γm = / = Members Properties Column Below Column Above Diameter, D = Beam B1 Section Height, H = Section Width, W = 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).

324 324 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 4.5. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.5 Check Probability of Exceedance Performance Objective SeismoBuild 2018 Capacity Hand calculations Joints Diagonal Tension % Life Safety Joints Diagonal Compression COMPUTER FILES KANEPE_Joint5.bpf Report_KANEPE_Joint5.pdf EXAMPLE 6 SUCCINCT DATA Interior Joint: Beam B1-Column C2-Beam B2 of Floor 1 Program s Default Safety/Confidence Factors 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

325 CHAPTER 4. Beam-Column Joints Checks 325 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 diagonal tension and compression of the FE analysis program SeismoBuild are compared with hand calculations.

326 326 SeismoBuild Verification Report The employed equations are: (4) of section of KANEPE for Joints Diagonal Tension checks and (5) of section of KANEPE for Joints Diagonal Compression checks. GEOMETRY AND PROPERTIES Units in N, mm Units in N, mm Materials Properties for Collapse Prevention Performance Objective Column Below: fc = fcκ/γm = 25.00/1.575 = Steel Strength, fs = fsκ/γm = / = fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Column Above: fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Beam B1: fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Beam B2: fc = fcκ/γm = 25.00/1.575 = Steel Strength, fs = fsκ/γm = / = fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Members Properties Column Below Column Above External Height, H = External Width, W = Internal Height, H = Internal Width, W = Section Height, H = Section Width, W = Beam B1 Beam B2 Section Height, H = Section Width, W = External Height, H = External Width, W = Internal Height, H = Internal Width, W =

327 CHAPTER 4. Beam-Column Joints Checks 327 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 4.6. Comparison between SeismoBuild and hand-calculated results for EXAMPLE 1.6 Check Joints Diagonal Tension Joints Diagonal Compression Probability of Exceedance Performance Objective 10% Collapse Prevention Capacity SeismoBuild Hand 2018 calculations COMPUTER FILES KANEPE_Joint6.bpf Report_KANEPE_Joint6.pdf EXAMPLE 7 SUCCINCT DATA Exterior Joint: Column C2-Beam B9 of Floor 1 Program s Default Safety/Confidence Factors 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 2nd floor plan view is the same with TBG

328 328 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 diagonal tension and compression of the FE analysis program SeismoBuild are compared with hand calculations. The employed equations are: (4) of section of KANEPE for Joints Diagonal Tension checks and (5) of section of KANEPE for Joints Diagonal Compression checks.

329 CHAPTER 4. Beam-Column Joints Checks GEOMETRY AND PROPERTIES Units in N, mm Materials Properties for Immediate Occupancy Performance Objective Column Below: fc = fcm/γm = 33.00/1.15 = Steel Strength, fs = fcm/γm = /1.15 = fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fcm/γm = /1.10 = Column Above: fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fcm/γm = /1.10 = Beam B9: fc = fcm/γm = 33.00/1.15 = Steel Strength, fs = fcm/γm = /1.15 = fc = fcm/γm = 20.00/1.10 = Steel Strength, fs = fcm/γm = /1.10 = Members Properties Column Below Column Above Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Jacket Thickness, tj = Beam B9 Section Height, H = Section Width, W = External Height, H = External Width, W = Internal Height, H = Internal Width, W =

330 330 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 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 Joints Diagonal Tension Joints Diagonal Compression Probability of Exceedance Performance Objective 50% Immediate Occupancy Capacity SeismoBuild Hand 2018 calculations COMPUTER FILES KANEPE_Joint7.bpf Report_KANEPE_Joint7.pdf EXAMPLE 8 SUCCINCT DATA Interior Joint: Beam B1-Column C2-Beam B2 of Floor 1 Program s Default Safety/Confidence Factors 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 2nd floor plan view is the same with TBG

331 CHAPTER 4. Beam-Column Joints Checks 331 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 diagonal tension and compression of the FE analysis program SeismoBuild are compared with hand calculations.

332 332 SeismoBuild Verification Report The employed equations are: (4) of section of KANEPE for Joints Diagonal Tension checks and (5) of section of KANEPE for Joints Diagonal Compression checks. GEOMETRY AND PROPERTIES Units in N, mm Materials Properties for Life Safety Performance Objective Column Below: fc = fcκ/γm = 25.00/1.575 = Steel Strength, fs = fsκ/γm = / = fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Column Above: fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Beam B1: fc = fcκ/γm = 25.00/1.575 = Steel Strength, fs = fsκ/γm = / = fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Beam B2: fc = fcκ/γm = 25.00/1.575 = Steel Strength, fs = fsκ/γm = / = fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Members Properties Column Below Column Above Max Height, Hmax = Min Height, Hmin = Max Width, Wmax = Min Width, Wmin = Eccentricity, Ecc = Jacket Thickness, tj = Section Height, H = Section Width, W =

333 CHAPTER 4. Beam-Column Joints Checks Beam B1 Beam B2 External Height, H = External Width, W = Internal Height, H = Internal 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. 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 Check Joints Diagonal Tension Joints Diagonal Compression Probability of Exceedance Performance Objective 10% Life Safety Capacity SeismoBuild Hand 2018 calculations COMPUTER FILES KANEPE_Joint8.bpf Report_KANEPE_Joint8.pdf EXAMPLE 9 SUCCINCT DATA Exterior Joint: Column C2-Beam B9 of Floor 1 Program s Default Safety/Confidence Factors 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 2nd floor plan view is the same with TBG

334 334 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 diagonal tension and compression of the FE analysis program SeismoBuild are compared with hand calculations.

335 CHAPTER 4. Beam-Column Joints Checks 335 The employed equations are: (4) of section of KANEPE for Joints Diagonal Tension checks and (5) of section of KANEPE for Joints Diagonal Compression checks. GEOMETRY AND PROPERTIES Units in N, mm Materials Properties for Collapse Prevention Performance Objective Column Below: fc = fcκ/γm = 25.00/1.575 = Steel Strength, fs = fsκ/γm = / = fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Column Above: fc = (fcm-σ)/γm = 16.00/1.50 = Steel Strength, fs = (fsm-σ)/γm = /1.15 = Beam B9: fc = fcκ/γm = 25.00/1.575 = Steel Strength, fs = fsκ/γm = / = fc = (fcm-σ)/γm = 16.00/1.50 = Members Properties Column Below Column Above External Diameter, D = Internal Diameter, D = Section Height, H = Section Width, W = Beam B9 External Height, H = External Width, W = Internal Height, H = Internal Width, W =