STERA 3D ver.6.1
Contents
1. LLL data beam data bi data column data damper data spring data structure data wall max beam max bi max column max damper max spring max structure max wall response eccentriciby response eigen response energy response member 1 response member 2 response member03 response member 4 response node response structure data structural data of elements or structure max maximum response of elements or structure response eccentricity eccentricity and rigigity ratio response eigen natural periods and mode shapes response member01 02 member response response node nodal resposne response structure story response beam Beam column Column wall Wall damper Damper and Nonstructural wall spring Vertical spring bi Base Isolator structure Building 51 STERA 3D Manual 1 response eigen txt In this file the results of modal analysis including natural periods mode vectors stimulus functions are saved Natural Period mode t 1 0065 sec 0 000 Dod 0 000 a made bx by bz mt Mode Veetor ee 0 000 0 000 08 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 QOL 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 2 0 000 0 000 0 000 0 QOL RO 0 000 0 14 0 000 0 062 0 000 0 395 0 000 0 101 0 000 U 64 0 000 0 135 0 000 0 570 0 000 0 164 0 0002. inelastic properties member 1 type 1 steel reinforcement up 10 at 11 400 down dat 1400 shear reinforcement Z at 5 06 5 000 material strength Pee XO Sy 47 8 Sylshear 427 90 bending spring No Froperties Mc 21 142 832 My 6b1477 895 Rc O 58E 05 Ry 0 258E 09 bending spring No Mc FI 147 632 My bol4 895 Ro O00609 Ry B RE shear spring No Qe 1984 618 Oy 3969 236 Gu 3979 159 ke Es Ry A 61
3. 1 No of Maximum Segment The total number of segments in cyclic loading 2 No of Separation of Segment Number of calculation steps in one segment for static analysis to increase the accuracy of nonlinear analysis Loading program 1s defined by the target drift angle D1 D2 D150 at the top of a building in each loading segment To move to the next angle please click ADD button 1 No of Separation of Time Separating the original time interval of input earthquake into a smaller time interval will increase accuracy and stability in numerical integration however it also increase calculation time For example if the original time interval is 0 02sec and No of Separation of Time 5 then the time interval of numerical integration will be 0 004 sec 0 02 sec 5 The maximum data size multiplying number of input earthquake and separation number is 60 000 2 Damping Three types of damping matrix are avallable 1 C a K0 proportional to K0 2 C alKp proportional to Kp 3 C a KO b M Rayleigh damping The first mode damping factor hl is used for type 1 and 2 The second mode damping factor h2 is used for type 3 3 Numerical Integration Method You can select the method from the Average Acceleration Method and the Operetor Splitting Method STERA 3D Manual OPTION gt ANALYSIS gt OUTPUT Option for Response Output Create Files for Response Output e F
4. COLUMN OPTION 1 Amplification Factor for Steel Strength 0 10 1 1 18 Please input the section size where dl and d2 are the distances of X rebars and Y rebars respectively If rebars are arranged in two layers the distance 1s determined as the center of rebar area For the number of reinforcement bars and their size please select the values from the popup windows For the material strength SD and Fc you can input values by changing the default values To move to the next element type please click ADD button You can copy the previous element by COPY button Please click OK to finish The default steel strength used for the analysis is assumed to be 1 1 times larger than the nominal strength You can change the ratio in OPTION menu STERA 3D Manual Column Editor Size mm E 600 d1 40 D 600 d2 40 Set default values for all members Eu B JL 2 D13 f100 D SD 295 OPTION ao o Concrete N mm2 Fc 24 N 19 You can set default values for all members by selecting the last member type Cdef STERA 3D Manual BEAM LE Beam Editor Size mm B 300 d1 40 TT D 500 d2 40 S 150 Main Reinforcement Bar Wal Reie js N mm2 BOTTOM 2 v D20 SD 295 Shear Reinforcement Bar 2 sl p 3 s e 150 sp 295 Slab Reinforcement 1 v D10 200 SD 295 Concrete N mm2 Fc 24 OPTI
5. 39 STERA 3D Manual 5 4 Nonlinear Earthquake Response Analysis 1 On the RESPONSE SETTING DIALOG please set earthquake data File X Please select earthquake input file for X direction File Y Please select earthquake input file for Y direction File Z Please select earthquake input file for Z direction up down Power Set the value to amplify the original earthquake 2 Please select the response for the lower view window 3 On the 3D VIEW e starts i pauses and u stops the response In the lower view you can see the input earthquake wave and present status 4 will change the view from 2 screen to 1 screen and vise versa 5 ka will save the response animation as a movie file see 5 5 5 fib STERA 3D Stera7F stera FilefE PatterntP Member M Option Q View HelptH D c bd o Response Setting po EN ES Em aal es el Time Sec 1 lt U lt 5 5 lt U Amp 16 00 STATIC LOAD Direction Distribution Target Drift X sl tai ino v View 1 Drit Shear Relation EARTHQUAKE File Name Power Kobe EW 1 0 Kobe NS 1 0 vi Kobe UD 10 vw View 1 1 put Earthquake Ground Motion EN e Earthquake 40 STERA 3D Manual EE STERA 3D Stera7F stera FilefF Pattern P Member M Option O View HelpiH Dubh FAS Response Setting SC MODE ei E d Seele selen Tin STATIC LOAD Direction Distribution 5 64 sec
6. EE wv SUI IA Response Setting 3 T ma quem r ETTAN Tee e FSOLO F Elcentro40EW U nit mm 0 4 2 3 4 5 6 P 5 BEERS I Elcentro40NS F Elcentro40UD Wa EN m on Kobe EW Direction Distribution Target Drift MK be N 5 k e LI son I X tAi 17 50 Ra Kobe UD Gg 31739 i 1 Drift Shear Relation El e LINT B Saito EARTHQUAKE ll VP 9 VE File Name Power IP 4JL N Kobe NS e File 00 Kobe EWw 10 1 0 v 10 i sen Malet L RESPONSE 70 0 sec C Static e Earthquake Qx 00 t gt I E A ym o File 00 Select X direction earthquake data file For example Kobe EW 4 BEI select Y direction earthquake data file For example Kobe NS 6 File Select Z direction earthquake data file For example Kobe UD STERA 3D Manual La ka 1 E STERA 3D Stera7F stera File F Pattern P Member M Option O View V Help H Dea L PLAN Response Setting A NE MODE Ei We SO EN UE ER Time 4 36 sec ENEE S lt U Amp 8 00 Unit mm STATIC LOAD Direction Distribution Target Drift P sl tai 1 50 View 1 Drift Shear Relation DN EARTHQUAKE File Name Power File GO Kobe EW 1 0 File Y Kobe NS File Z Kobe UD View 1 Input Earthquake Ground Motion M I j LA nafn Are Anl e ens FRA d
7. Gx 900 000 Gy 1500 000 Eccentricity distance cm Ex 0 000 Ey 17 348 Radius of gyration cm rx 1455956 ry 3034 104 Eccentricity ratio Rx 0 017 Ry 0 000 amp F2 nd C OT Ee osha TT 54 STERA 3D Manual 4 response member txt 1 In case of Beam C3 c3 c3 c3 c3 c3 c3 cgocca End B 000 D 0 0 0 0 0 0 0 I 0 0 0 0 0 0 0 0 0 Ductility Factor Ductility Factor Usx Rpa Mpa Upa Rvb Heh 4177E U4 0 5209E 04 D 011 0 88340E 04 0 5497E 04 B844E 04 0 86533E 04 D 017 0 1924E 09 8843E 04 9510E 04 0 1186E 05 0 024 0 1814E 09 0 1219E 05 1918E 03 0 1518E 05 0 031 0 2904E 09 0 1554E 05 1491E 03 0 18596 05 0 038 0 28056 03 0 1897E 05 1757E U3 0 21256 05 0 044 0 3317E 03 0 2151E 05 28329E 03 0 2243E 05 0 059 0 38616 03 0 2916E 05 2821 E 03 0 2384E 05 0 074 0 4425E 03 2488E 05 3520E 03 0 2487E 05 0 089 0 4999E 03 0 27662E 05 4 85E 03 0 2606E 05 0 104 0 5569E 03 0 26833E 05 48BBE U3 0 2724E 05 0 118 0 8137E 03 0 3005E 05 Nonlinear Rotational Spring at End A Nonlinear Rotational Spring at End B Nonlinear Shear Spring Ryb Mvb Uvb Rxa Mxa G594E 05 0 65256E 03 0 000 0 5818E 07 0 27606 02 2078E 05 0 12426 04 0 000 0 6740E 07 0 8187E402 2424E 05 0 16516 04 0 000 O 7622E 07 0 5616E 02 G925E 05 0 20606 04 0 000 0 8504E 07 0 40356 02 1094E 04 0 24806 04 0 000 0 8
8. dy O000E 00 0000E 00 DET ET 0000E 00 0000E 00 0000E 00 0000E 00 ET 0000E 0 OO00E 00 0000E 00 saved for each story cc cc CH cc rz 0000E 00 0000E 00 0000E 00 QO00E 00 QOO0E 00 0000E 00 0000E 00 0000E 00 QO00E 00 QOO0E 00 QOO0E 00 0000E 00 sax DDODE 00 DDODE 00 DDODE 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 Im unn Aa 3 rm 3 ma a sdy QO00E 00 QOO00E 00 QOO0E 00 QO00E 00 QO00E 00 QO00E 00 QOO0E 00 QO00E 00 QOO0E 00 t OD 00000000 SSX UDUOE ADU UDUOE ADU UDUOE ADU QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 time step in dynamic analysis Im Im I amp I3 rm 3 rm a Soy QOO0E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QOO0E 00 QO00E 00 QO00E 00 Relative story displacement gt F story number story drift in X direction cm story drift in Y direction cm rotational angle around Z direction torsion angle Sdx sdy SIZ lt Story shear force gt sfx sfy 0 0 0 0 0 0 sfx JoRIE 12 A253E 13 a34E 11 BSE 11 DH E 11 JE T2E 11 1043E 10 1451E 10 1252E 10 EUM fO51E 12 967 7E 12 1215E 11 b385E 13 DODDE D 2 43E 12 0 sf 1 y 3BBE 12 483E 12 B34E 12 story shear force in X direction KN story shear force in Y direction kN Displacement fro
9. 10 000 D 1856E 03 0 20356 05 lt Moment gt Disp Force Rya Mya Uya Ryb Myb Uyb Rxa Mxa Uxa Rxb Mxb Uxb lt Shear Force gt Disp Force Rsx Qsx Rsy Qsy Usy lt Axial Force gt Disp Force Dz Nz Nz2 lt Multi spring gt Disp Force CiD a C1F a 1U a C2D a C2F a C2U a C3D a C3F a C3U a C4D a C4F a C4U a C5D a C5F a C5U a S1D a SiF a S1U a S2D a S2F a S2U a S3D a S3F a S3U a S4D a S4F a S4U a S5D a S5F a S5U a C1D b C1F b C1U b C2D b C2F b C2U b C3D b C3F b C3U b C4D b C4F b C4U b C5D b C5F b C5U b S1D b S1F b S1U b S2D b S2F b S2U b End End End End End End A End A End End A End A End End End End End End End DD B B B B B B B Concrete Spring 1 Concrete Spring 2 Concrete Spring 3 Concrete Spring 4 Concrete Spring 5 Steel Spring 1 Steel Spring 2 Steel Spring 3 Steel Spring 4 Steel Spring 5 Concrete Spring 1 Concrete Spring 2 Concrete Spring 3 Concrete Spring 4 Concrete Spring 5 Steel Spring 1 Steel Spring 2 D OT Im I3 3 SS 3 3 3 3 STERA 3D Manual 3 In case of Wall N No c coc J Oo 07 fe Co co Im Ia Ban Kan Be Bes 438 3 8 3 000 Iess c3 c3 c3 c3 c3 c3 c3 ccc Ductility Factor Ductility Factor Usx End B End B End B Ryb 2d 4E 18 0 1978E 05 0 595 7E 05 0
10. LU b 0 981E 01 VIER 0 45 y Sch 5b sDJSIE I 555E4 3 0 Et 7 BASEN VER qug ST 7 O 154E 00 O 8 3E 03 0 CO 8 O 109E 00 0 18982E 04 0 50 SI 8 0 109E 00 0 616E 03 0 CO H 0 165E 00 0 291E 04 0 46 ST 8 0 165E 00 0 934E 03 0 DO 10 0 132E 00 O 755E 0S 0 60 ST 10 0 000E 00 0 000E 00 DO 11 0 274E 00 0 18985E 03 1 26 7 ST 11 O 274E 00 0 113E 04 1 D 12 O 200E 00 0 176E 03 0 92 7 SI 12 0 200E 00 O 104E 04 D 13 O 126E 00 0 150E 03 0 58 SI 13 O 126E 00 0 657E 03 0 LU 14 SET 0 127E 03 90 294 y ST 14 5 12E 0 0 266E 03 0 CO 15 0 251E 0 0 843E403 0 20 7 of 15 VET SE lt 0 LU O 225E 08 O 576E 04 0 00 LU S IREN VEE 100 LU 3 0 151E 05 0 870E 01 0 00 N O 440E 01 0 716E 04 MY Moment at the wall panel MXA MAB Moment at the side columns A and B ST Steel CO Concrete Q1 Shear at the wall panel Q2 Q3 Shear at the side columns A and B N Axial force 59 P qm C5 O3 T STERA 3D Manual 4 max structure txt Floor response h scx sdy Sex SSy stx sty dx dy dz rz O 400E 03 0 730E 0 1 I O 658E 01 0 446E 03 O 854E 04 O 765E 02 O 560E 02 O 948E 02 O 000E 00 0 121E 06 O 400E 03 0 738E 0 4 O 6B6E 01 0 377EX03 O 189E 05 O 124E 0S O0 487E 0 830E 02 0 0006 00 0 0006 00 O 400E 03 0 746E 01 B I O 676E 01 0 309E 03 O 183E 05 0 164E 03 413E 02 0 711E 02 0 000E 00 0 0006 00 0 400E 03 0 813E 01 60E 01 O 74BE 0 0 240E 03 O 219E 0
11. Member OptionfQO View Help Do Ed A EL AN Response Setting MODE ol ES sl E El ho el 5 20 sec LEUS a i Amp 16 00 STATIC LOAD Direction Distribution Target Drift X sl t ino View 1 Drift Shear Relation EARTHQUAKE File Name Power File Q9 Kobe EW 1 0 D File Y Kobe NS File Z Kobe UD View 1 Input Earthquake Ground Motion EN MOVIE Movie01 bd RESPONSE C Static C Earthquake SAX L AN i 46 STERA 3D Manual 5 6 Change Analysis 1 On the RESPONSE SETTING DIALOG you can change the analysis Mode Modal Analysis otatic Nonlinear Static Push Over Analysis Earthquake Nonlinear Earthquake Response Analysis Movie Movie for Nonlinear Earthquake Response Analysis Fe papse s e STATIC LOAD Direction Distribution Target Drift P TAi 1 50 1 Drift Shear Relation EARTHQUAKE File Name Fleoo 4 Fiem e File Z 10 1 Input Earthquake Ground Motion MOVIE File RESPONSE Ce Mode Static Earthquake Movie 47 STERA 3D Manual 6 Save and Open Files 6 1 Save Building Data You can save the building data in a file and open it later The file has an extension stera NEW FILE OPEN FILE SAVE FILE SEINN Mterarkstera lees File F Pattern P Member M Option O View V Help H D c hl 3D Lo le Unit mm 6000 6000 wa Weight kN 72
12. cm The maximum data size multiplying number of input earthquake NDATA and separation number NDIV is 60 000 NDATA NDIV 60 000 Example 44 STERA 3D Manual 5 5 Save Nonlinear Earthquake Response as a Movie File Generally it takes long time to calculate earthquake response of a building You can save the response of the building in a movie file and later you can open the movie to see the response quickly 1 Record movie 1 On the RESPONSE SETTING DIALOG please select earthquake input files in the menu EARTHQUAKE 2 Please push the movie button a and write the file name such as Movie txt 3 a displays the response E stops the response 1 E STERA 3D Stera7F stera PET po a PLAN i OSX Gap Time 5 84 sec 1x U45 Bet H Amp 16 00 STATIC LOAD Distribution Target Drift CO DataWaves x Ef EF Ki Elcentro40EW fe Elcentro40NS Ki Elcentro40UD E Kobe EW E Kobe NS E Kobe UD 4 77412 Movied 2v MOTESRCD S Zei p fe A Tr ae A NE NE Eo IE VEE e Sp Mo File Y N N Mee gt AN RESPONSE VTIT WIN name how ASAP ur il 20 00 sec C Mode C Static e Earthquake Movie 45 STERA 3D Manual 2 Play movie 1 On the RESPONSE SETTING DIALOG please push File in the MOVIE menu to select a movie file 2 a displays I pauses and u stops the response fib STERA 3D Stera7F stera FilefF PatterntP
13. response node txt Made number OF 1 2 3 4 5 B T 9 10 11 12 13 14 15 16 center of gravity 17 Node number in each floor IF dx dv dz rx ry ra fx fv fa 0 1 0 00006 00 0 00006 00 O0 0000E 00 0 00006 00 0 00006 00 0 00006 00 0 00006 00 O 0000E 00 0 00006 00 0 3 0 00006 00 0 00006 00 0 0000 00 0 00006 00 0 00006 00 0 00006 00 0 00006 00 0 00006 00 0 0000E 00 0 3 0 00006 00 0 00006 00 0 00006 00 0 00006 00 0 00006 00 0 00006 00 0 0000E 00 0 00006 00 0 0000E 00 O 4 0 00006 00 0 00006 00 0 0000E 00 0 0000E 00 O 0000E 00 0 0000E 00 0 0000E 00 0 00006 00 0 0000E 00 0 5 0 00006 00 O 0000E 00 0 0000E 00 O 0000E 00 0 00006 00 0 00006 00 O 0000E 00 O 0000E 00 0 00006 00 0 6 0 00006 00 O 0000E 00 O 0000E 00 O 0000E 00 O 0000E 00 O 0000E 00 O 0000E 00 O 0000E 00 0 0000E 00 0 7 0 00006 00 0 00006 00 0 0000E 00 0 00006 00 0 00006 00 O 0000E 00 0 0000E 00 O0 0000E 00 0 0000E 00 0 8 0 00006 00 0 00006 00 0 0000E 00 0 00006 00 0 00006 00 O 0000E 00 O0 0000E 00 0 00006 00 0 0000E 00 0 9 0 00006 00 0 00006 00 0 0000E 00 0 0000E 00 0 00006 00 O 0000E 00 0 0000E 00 0 00006 00 0 0000E 00 0 10 0 00006 00 O 0000E 00 0 0000E 00 O 0000E 00 O 0000E 00 0 00006 00 O 0000E 00 O 0000E 00 0 0000E 00 O 11 0 00006 00 O 0000E 00 O 0000E 00 O 0000E 00 0 00006 00 O 0000E 00 O 0000E 00 O 0000E 00 0 0000E 00 0 12 0 00006 00 0 00006 00 O0 0000E 00 0 00006 00 O 0000E 00 0 00006 00 0 00006 00 O 0000E 00 0 00006 00 0 13 0 00006 00 0 00006 00 0 0000E 00 0 00006 00 0 00006 00 0 00006 00 0
14. 00006 00 0 00006 00 0 0000E 00 0 14 0 00006 00 0 00006 00 0 00006 00 0 0000E 00 0 0000E 00 O 0000E 00 0 00006 00 0 00006 00 0 0000E 00 0 15 0 0000E 00 O 0000E 00 0 0000E 00 0 0000E 00 0 00006 00 0 0000E 00 0 0000E 00 0 00006 00 0 0000E 00 0 16 0 00006 00 O 0000E 00 0 0000E 00 O 0000E 00 0 00006 00 O 0000E 00 O 0000E 00 O 0000E 00 0 00006 00 0 17 0 00006 00 O 0000E 00 O 0000E 00 O 0000E 00 0 00006 00 O 0000E 00 O 0000E 00 O 0000E 00 0 00006 00 0 18 0 6370E 17 0 6150E 18 0 4916E 01 0 36206 06 0 56816 05 0 17906 20 0 5645E 07 0 3387E 07 0 4500E 03 0 19 0 8370E 17 0 1689E 17 0 2643E 01 0 31916 05 0 00006 00 0 17906 20 0 5645E 07 0 1178E 07 0 4500E 03 0 20 0 6370E 17 0 2783E 17 0 2843E 01 O 3191E 05 0 00006 00 0 1790E 20 0 5645E6 07 0 1128E 07 0 4500E 03 kstep calculation step in static analysis node node number Displacement gt dx displacement in X direction cm dy displacement in Y direction cm dz displacement in Z direction cm rx rotational angle around X direction ry rotational angle around Y direction rz rotational angle around Z direction lt Force gt fx force in X direction KN fy force in Y direction kN fz force in Z direction kN o1 STERA 3D Manual 6 max txt In this file the maximum stress and displacement of each member and the maximum story responses are saved Ductility factor 1 max baem txt EL NO 31 disp farce Mr 1 0 2045E 07 0 1K49E 06 BE 0 1440E 07 0 1649
15. 0b B564E 03 1 03 MXB 1 525E 0b O 664E 03 CO 1 D 991E 01 0 182E403 45 52 SI 1 0 381E 0 0 123E 04 45 5 CO 2 D 881E 01 0 166E 03 40 43 ST 2 Q0 881EXQ0 0 128E 04 40 CO 3 D 981E 01 0 57E 02 45 08 SI 0Q0 381EXQ0 0 129E 04 45 CO 4 D 872E 01 0 525E402 40 0b5 ST 4 O 872E 01 0 128E 04 40 CO 5 0 94931E 01 0 404E402 42 73 SI 5 OQ 000E 00 0 000E 00 CO 6 0 150E 00 0 27264E 04 0 69 SI 6 0 1H50E 00 0 847E 03 CO 7 0 124EX0 0 386E 04 6 71 ST 7 O 124E 01 0 124E 04 5 CO 8 0 144E 00 0 753E 04 0 66 SI 8 O 144E 00 0 812E 03 0 CO 8 0 124E 0 0 386E 04 45 68 SI 8 O 124E 01 0 124E 04 5 CO 10 0 693E 00 O 125E 04 3 19 7 ST 10 0 000E 00 0 000E 00 DO 11 0 720E 01 0 134E 03 33 08 SI 11 O 20E 01 0 117E 04 33 D 12 D 576E 0 0 146E403 256 44 ST 12 O 5 6E 01 0 116E 04 25 D 13 D 431E 01 0 171E 03 19 80 SI 13 Q0 431EXQ0 0 115E 04 13 LU 14 O 286E 01 0 137E 03 13 16 ST 14 O 286E 01 0 114E 04 13 CO 15 ld I R 6 52 y ST 15 dQ 142EXQ 014404 6 MY 2 0 902E 03 0 555E4 0 76 MXA 2 O 881E 02 0 307 E 05 7 47 MXB 2 0 37 9E 04 O 165E 05 CO 1 O 140E 00 0 882E 02 0 85 ST 1 O 140E 00 0 7 91E 03 CO 2 D 837E 01 0 857E 02 0 70 Sl 2 O 837E 01 0 4 4E 03 0 CO 3 D 682E 00 0 170E 03 3 13 7 SI 3 0 682E 00 0 123E 04 3 CO 4 625EHQU 0 164E 03 2 87 ST 4 0 66256E 00 0 123E 04 2 CO 5 D 383E 00 D 38 E402 1 76 SI 5 0 000E 00 O 000E 00
16. 58966 05 0 13646 05 0 G626E 05 0 4405E 05 D 4606E 05 0 4497E 05 0 B142E D5 0 b bhE D5 H End A End B End A End B Steel Spring 3 Steel Spring 4 Steel Spring 5 Nonlinear Shear Spring Total Force from Spring Ductility Factor EndA End A End A End A End A End A End A End A End A End A End B End B End B End B End B End B End B End B End B End B S3D b S3F b SS3U b S4D b S4F b S4U b S5D b S5F b S5U b Rya Hya 0 2914E 19 0 1455E 10 0 2021E 04 0 27835E 06 0 4037E 04 0 56653E 06 O 6052E 04 0 68491E 06 0 7957E 04 0 1107E 07 0 9870E 04 0 13268E 07 0 1180E 03 0 15686E 07 0 1374E 03 0 16808E 07 D 1565E 03 0 72011E 07 0 1745E 03 0 22713E 07 D 1818E U3 0 27356E 07 lt Moment gt Disp Force Rya Mya Uya Ryb Myb Uyb Rxa Mxa Uxa Rxb Mxb Uxb lt Shear Force gt Disp Force Rsx Qsx Axial Force Disp Force Dz 7 Nz2 lt Multi spring gt springs 11 15 in a wall panel Disp Force C11D a C11F a C11U a C12D a C12F a C12U a C13D a C13F a C13U a C14D a C14F a C14U a C15D a C15F a C15U a S11D a S11F a S11U a S12D a S12F a S12U a S13D a S13F a S13U a S14D a S14F a S14U a S15D a S15F a S15U a C11D b C11F b C11U b C12D b C12F b C12U b C13D b C13F b C13U b C14D b C14F b C14U b C15D b C15F b C15U b S11D b S11F b S11U b S12D b S12F b S12U b S13D b S13F b S13U b S14D b S14F
17. can input X and Y direction shear reinforcements respectively STERA 3D Ver 5 0 is uploaded The bug was fixed in case several walls are connected STERA 3D Ver 5 1 is uploaded The bug was fixed for yield rotation of nonlinear spring STERA 3D Ver 5 4 is uploaded You can neglect nonlinear shear spring by option menu You can set the value to amplify the original earthquake directly The maximum spans are 30 in X spans and 20 in Y spans STERA 3D Ver 5 5 is uploaded The bug for Ai distribution is fixed The definition of mass distribution 1s improved You can analyze L shape wall or sequence walls STERA 3D Ver 5 6 is uploaded The equation of shear capacity of wall 1s modified The number of input earthquake data 1s 1ncreased You can get the axial deformation and force of base isolators STERA 3D Ver 5 7 is uploaded Unbalance force correction 1s newly added STERA_3D Ver 5 8 is uploaded The bug in Masonry element is fixed The bug in Flexible floor is fixed STERA_3D Ver 5 9 is uploaded Modified bi linear model is added for Isolator Element STERA_3D Ver 6 0 is uploaded The list of the space of shear reinforcement was modified STERA_3D Ver 6 1 is uploaded The definition of effective slab width is modified Operator Splitting method is used instead of Force correction method for numerical integration STERA 3D Manual Quick User Manual STERA 3D Manual READ BUILDING DATA D Double Click D Fi
18. 0 kobe ns Orbit of the top displacement at the center of gravity File v Kobe EV Kobe UD 10 B View 3 Orbit of Top Displacement 1 Input Earthquake Ground Moy 2 Top Displacement Respome 3 Orbit of Top Displacement 4 Base Shear Top Drift 5 Energy Response B Member Response RESPONSE C Mode C Static e Earthquake C Movie fb STERA 3D Stera7F stera FiletF Pattern P Member M Option O View HelptH D c bd 7 PLAN _ Response Setting clt MODE 2 ka Unit mm In EN gal EM ps EN x Time 6 52 sec 1 lt U5 5 lt U Amp 1 00 STATIC LOAD Direction Distribution Target Drift X h 1 Ai v 1 50 vw View 1 Drift Shear Relation EN EaRTHQUAKE 4 Base Shear Top Drift File Name File 09 Koberns Top displacement and base shear force relationship File v Kobe Ew Kobe UD View 4 Base Shear Top Drift 1 Input Earthquake Ground Mo 2 Top Displacement Respo 3 Orbit of Top Displaceme 4 Base Shear Top Drift 5 Energy Response 6 Member Response RESPONSE C Mode Static e Earthquake C Movie 42 STERA 3D Manual f STERA 3D Stera7F stera File F Pattern P Member M OptiontO View HelptH D c El Response Setting Unit mm Direction Distribution K Kinematics Energy x ei tai View 1 Drift Shear Relatio N Energy dissipation by Nonlinear Dampers NAM F Energy dissipation by Frame membe
19. 00 Height mm 4000 e EL oi D i 48 STERA 3D Manual 6 2 Save Results of Analysis into Text Files To save the results of analysis in text files you must run another program 1 On the RESPONSE SETTING DIALOG please set the condition of analysis EN 2 Please push the Save Data button 3 Please select folder to save output files Bh STERA 3D Stera7F stera KS Ra ed 3 ey Se sec IXU T hx H Amp 1 00 STATIC LOAD Direction Distribution Target Drift x mee xus x 1 Drift Sh TT ares ters Select folder to save output files Full path File 00 D sAITOWV2007 SAITOWrogramiC 4M 70707 Stera Fi Display name File 0 OutFiles View 1 Input Earthquake Ground Motion v sd X E P Art et A ARCA A MOVIE i V eech u A iv M d VT EE rm RESPONSE di SH g F Kam AN INIT d i Mad 7 sg OE rn C Mode C Static Earthquake 49 STERA 3D Manual 4 When you push OK a window appears to start calculation and save output data to the designated folder yOu ready to start calculation T wlves N nino Start nonlinear static analvsis 1 finished 20 amp Hinis ec SO 40 amp finis Jer DU 3 tinis EC DU t fl t all f QU x f 100 f KANN a lc CL at Por corp 8 et e 5 press any key to continue 50 STERA 3D Manual In the designated folder the following files are automatically created
20. 1 053 0 000 0 187 0 000 1 203 0 000 0 203 0 000 I 306 0 QOL S QOL 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 52 kstep Ooo CO el T3 CH Pa co Dnm sch D CH HN CO CH CH CH CC sd 0000E 00 AED 1498E 00 24dkE 00 3191E 00 dd BE 00 AT 1E 00 Gu Et Ga79E 00 EEE F959E 00 Et corm oc co D Be e e en oo OO00 0200 0400 000 0800 1000 1200 1400 1600 re Im Im 83 3 rm 3 rm a STERA 3D Manual 2 response structure txt 1 In case of nonlinear static analysis za 0000E 00 IBB7 ET 9929E 02 4990E 02 H203E 02 GY7KE 02 OF BET 1040E 03 1164E 03 1278E 03 1296E 03 1997E 03 2 In case of earthquake response analysis the following data are Im I 4 9 ra I3 ma Ia TI Im Im 8 3 rm 3 ma a adx 0000E 00 0000E 00 0000E 00 QO00E 00 QO00E 00 OOO0E 00 0000E 00 0000E 00 DET QO00E 00 QOO0E 00 0000E 00 corm cco coco ecco So ady NEF DE DE nO EU DO ET 0000E 00 NEF 0000E 00 0000E 0 DET DO ETU 0000E 00 the following data are saved for each story EEX 0000E 00 DET UOOOETU QO00E 00 DUET DET 0000E 00 0000E 00 DEO QO00E 00 DET 0000E 00 orc co D Be e e en eo EE
21. 5 O 197E 03 0 339E 02 583E 02 O 000E 00 0 000E 00 O 400E 03 0 899E 0 0 1 0 86838E 01 0 171E 08 0 249E 05 0 22724E 03 0 257E 02 0 45bE 02 0 000QE 00 0 000QE 0 O 400E 03 0 947E 0 1 O 896E 01 0 103E 03 0 272E 05b 0 245E 03 0 167E 02 0 309E 02 O 000E 00 0 0006 00 0 400E 03 0 726E 0 O 704E 01 0 83843E 02 0 288E 05 0 26272E 03 0 728E 01 0 157E 0 0 0006 00 OQ OO0E O0 F story number h story height cm Maximum relative story displacement sax story drift in X direction cm sdy story drift in Y direction cm SSX Story drift in X direction cm shear component SSy story drift in Y direction cm shear component Maximum story shear forces sfx story shear force in X direction kN sfy story shear force in Y direction kN Maximum displacement from the ground at the center of gravity in each floor gt dx displacement in X direction cm dy displacement in Y direction cm 7 rotational angle around Z direction 60 STERA 3D Manual 7 data_ txt To know the member number and member properties please refer to data txt Member number for Beam total 178 OF Member number 0 0 7 0 3 0 4 0 5 0 B 0 7 Bec Dec 0 8 0 s 0 10 0 1 E 12 D 14 B DO 15 O 18 0 17 0 18 0 18 D 20 0 2 C D 2 23 O 24 0 IF D 5 0 0 D 26 0 27 0 28 0 29 0 20 0 2 H 292 D 33 0 34 H 36 0 36 0 37 0 38 0 38 0 40 0 4 0 42 O 43 D 44 0 45 0 0 46 0
22. 545E 07 0 4054E402 1562E 04 0 2891E 04 0 000 0 8354E 07 0 39653E 02 1763E 04 0 3507Et04 0 000 0 8772E 07 0 4162E 02 1957E 04 4218E 04 0 000 0 1075E 06 0 51016 02 2143E 04 0 49906 04 0 000 D 1032E 08 0 46896E 02 2882E 04 0 45664E 04 0 000 0 1010E 06 0 47981E 02 5687E 04 0 44717E 04 0 000 0 1037E B 0 48917E 02 End A Bottom Y direction End B Bottom Y direction End A Bottom X direction End B Bottom X direction Nonlinear Shear Spring X direction Nonlinear Shear Spring Y direction Total Force from Spring l Ductility Factor C BE No 47 Rva Mva 0 000 0 7209E 04 0 59096 04 1 000 0 12006 03 8533E 04 0 2 000 0 1679E 03 0 11866 05 0 3 000 0 2159E 03 0 1518E 05 0 4 000 0 26506 03 0 1858E 05 0 5 000 O 3118E 09 0 21256 05 D 6 000 0 3706E 03 0 2243E 05 0 7 000 0 4313E 03 0 2384E 05 0 8 000 0 4927E 09 0 2487E 05 0 9 000 0 55116 03 0 26066 05 0 10 000 O 6092E 09 0 2724E 05 0 lt Moment gt Disp Force Ductility Factor Rya Mya Uya End Hpa Mpa Upa Ryb Myb Uyb Rpb Mpb Upb Shear Force Disp Force Ductility Factor Rsx Qsx Usx 2 In case of Column CO Na Rva Wya 0 000 0 9190E 06 0 45852E 04 1 000 0 2073E 04 0 2518E 04 2 000 0 3949E 04 0 4597E 04 3 000 0 5875E 04 0 5677E 04 4 000 0 7703E 04 0 68663E 04 5 000 8534E 04 0 10627E 05 6 000 D 1142E 03 0 1277E 05 7 000 0 1333E 03 0 14496E 05 8 000 0 1572E 03 0 17126 05 9 000 D 1694E 03 0 16862E 05
23. Am p 16 00 Target Drift x 3 rw fr 3 mmm i 1 Input Earthquake Ground Motion mo Earthquake ground acceleration wave in horizontal Kobe EW File Kobes Kobe UD View 1 Input Earthquake Ground Motion vi direction X and Y and vertical direction Z j M Aaa ais fan E Ur Ww ois AMY Aar MOVIE File y M ni M AAA a AA yo NS RESPONSE 7 M MALLA EO gece C Mode Static e Earthquake E EU sec ku RH AY BR fh STERA 3D Stera7F stera File4F PatterntP MemberiM Option O View HelptH D c Hi 9 PLAN Response Setting EEK MODE ai ODO Unit mm o 1 2 3 4 5 6 STATIC LOAD Direction Distribution Target Drift IX el tai uso View 1 Drift Shear Relation Time 6 12 sec Amp 1 00 Kobe UD View El 2 Top Displacement Response 3 Orbit of Top Displacement uel 4 Base Shear Top Drift 5 Energy Response B Member Response RESPONSE C Mode C Static e Earthquake C Movie 41 STERA 3D Manual fib STERA 3D Stera7F stera FilefF PatterntP Memberi Option O View HelptH D c bd PLAN Response Setting MODE Unit mm Fada ER Sil al aal ei el Time 5 56 sec 1 lt U lt 5 5 lt Amp 1 00 STATIC LOAD Direction Distribution Target Drift X sl tai Juan sl View 1 Drift Shear Relation DN EARTHQUAKE 3 Orbit of Top Displacement File Name File 0
24. BER If you click this bottom you can designate the output member By one more click you can cancel it fib STERA 3D Stera7F stera FilefF Patternt P MemberiM OptiontO Vie D ck Be Unit mm 6000 6000 cl B3 Cl me Please chck the member you want The member you selected is marked to get response You can select up by a circle You can see the to 20 members i ETT force deformation curve for the member with a red circle By one more click the color of the circle will change to be red and 1ts force deformation curve will be displayed in 3D view By the right click you can cancel the selection 29 STERA 3D Manual 4 3 Option Menu You can change default values in the option menu Option O STERA 3D Stera7F stera File F Pattern P Member M Option O view V Help H D g W Structure Analysis Static Dynamic oe Output 6000 6000 6000 Unit mm Weight kN 7200 Height mm 4000 30 EI STERA 3D Manual OPTION STRUCTURE Option for Structure 1 Freedom Restrained freedom number 0 Example 2467 X direction only 1 Ux 2 Uvy 3 Uz lateral freedom 1568 Y direction only 4 Rx 5 Ry amp Rz rotation freedom 45678 no rotation freedom 7 Gx 8 Gy shear rotation freedom T8 rigid connection 2 Floor Assumption 6 Passive Damper Element Rigid Floor Flexible
25. E 06 HY o 0 1900E 01 U 157BE4UB M at the end of flexural part B BE 2 1815E 01 0O 1578E 08 M at the nonlinear spring B 0 15 56 05 O 6242E 05 Q M at the end of flexural part A M at the nonlinear spring A Moment distribution d d d Elastic element Nonlinear bending spring Column disp farce disp farce duct 1 1 0 1 0 1 1 0 ll gl ll 1 1 1 1 1842E 0 9392E 00 BS4TE 2 13 E UL b148E 2 ABS BEL a 7E 02 4900E 02 l3zE U1 490 7E 02 FI3SE UT J 9bE TTTSE U3 15426 04 HTYTE 00 JIOZE 06 ad5bE 03 GOGGE 03 9d52E 03 F9d9E 03 445E 05 BUUZE 05 BUSSE 0S JA BE US BUBAE ts 9d2 9E 03 AYGE 03 00 ABE 03 GUY EU 29bJE 04 I 1 sf 1 0 1 0 t I D I 1 CTI p DO Po pr cT fe C 2307E 04 H352E 00 bif E 002 3 E UE 6149E 02 DO00DE 00 1666E 03 ABE D Blaz2E U1 A0 7E 02 FF3SE UT WOOUE 00 1 0 0 0 1 0 1 1 hdl Et 1245E 04 ADGE 03 12 4bE 04 1325E 03 DUDDE LL 15 5E 05 1085E 03 B rZBESHUS SBE 3 GAGTE 03 BUDE LL MX Moment in X direction MY Moment in Y direction CO Concrete ST Steel Q Shear N Axial force 0 Fs D f D 0 0 D IS D 0 0 STERA 3D Manual 3 max wall txt Wall EL NO 2 disp force duct disp force duct Mr 1 0 172E 01 0 714E 07 14 58 MEA 1 0 525E
26. Floor f Not considered C Considered 3 P Delta Effect 7 meas Notconsidered Considered Notconsidered Considered 4 Nonlinear Shear Spring 8 Masonry Wall s Not considered Considered Mot considered e Considered 5 Mass Distribution 9 Young s Modulus N mm2 Same for all nodes Staal 205 1000 f Proportion to occupied area OK 1 Restrained freedom number Please indicate the freedom numbers to restrain the freedoms 2 Floor Assumption Flexible Floor gt slab is modeled as a FEM model to consider in plane elastic deformation 3 P Delta Effect Considered P Delta effect is considered in element stiffness matrix of column and wall 4 Nonlinear Shear Spring If it is not considered shear spring is elastic 5 Mass distribution at nodes in a floor 6 Passive Damper Device 7 Isolator 8 Masonry Wall 9 Young s Modulus of Steel 31 STERA 3D Manual OPTION gt ANALYSIS gt STATIC Option for Static Analysis Mo af Maximum Segment Mo of Separation of Segment Cyclic Loading Segment CO Segment Number Target Drift Angle at Top f 110000 1 0000 1 0000 Dynamic Analysis Mo of Separation of Time Damping Damping Type 1 C a K0 Damping Factor h1 0 02 hz 0 02 Numerical Integration Method e Average Acceleration Operator Splitting 32 Cyclic loading is possible controlling with the drift of the top of a building
27. ON BE rd Beam Option Editor BEAM OPTION 1 Amplification Factor for Steel Strength 0 2 2 Rs Effective Slab Ratio 0 0 5 3 R1 Stiffness Degrading Ratio 0 1 4 R2 Slip Stiffness Ratio 0 1 179 5 R3 Strength Degrading Ratio 0 1 ce c na 6 Ru Ultimate Rotation Angle 0 1 ce E T Ku Ky Stifness Ratio over Ru 1 11000 20 Please input the section size where dl and d2 are the distances of upper rebars and bottom rebars respectively If rebars are arranged in two layers the distance should be the center of rebar area For the number of reinforcement bars and their size please select the values from the popup windows For the material strength SD and Fc you can input values by changing the default values To move to the next element type please click ADD button You can copy the previous element by COPY button You can set default values for all members by selecting the last member type Bdef Please click OK to finish The default steel strength used for the analysis 1s assumed to be 1 1 times larger than the nominal strength The effective slab width to contribute flexural behavior of beam is assumed to be 0 1 times beam length The parameters to control the shape of hysteresis model are defined as follows The default value of stiffness degrading ratio in the trilinear hysteresis is 0 5 0 no degradation The default value of sl
28. ONNECTION PANEL Type of Connection f Rigid Zone Panel Zone Reduction Ratio 0 1 1 OK Rigid Zone Panel Editor CONMECTION PANEL Type of Connection f Rigid Zone f Panel Zone Reduction Ratio 0 1 Panel Zone You can set the ratio of the length of rigid zone or panel zone inside connection area The default value is 1 0 to the member face 22 STERA 3D Manual NONSTRUCTURE NOTE only available when you select in Option menu Masonry Editor E3 Please input the size of brick unit and thickness of mortal and compression MASONRY WALL strength of these materials Size mim Upper Beam Type Hb brick nons E If there is a reinforcement concrete rm beam upper of Masonry Wall as shown th brick below please select the beam type th E i number from the pop up menu Hm mortal Tim NN m You can set default values for all upper beam Compression Strength kimm2 EM Feb brick I Fom imortal INN 1 OPTION Lao a members by selecting the last member type Mdef Masonry Option Editor If there is an opening in wall element you can reduce the stiffness and shear MASONRY WALL OPTION strength by multiplying reduction 1 Reduction Factor far Stifness 0 10 1 factors in OPTION menu The 2 Reduction Factor for Strength 0 10 1 default values are 1 0 23 STERA 3D Manual ISOLATOR NOTE only available when you select in Op
29. STERA 3D Manual STHRA 3D ver 6 1 STructural Earthquake Response Analysis 3D Time fi d H Ir M BAM p e fest WM Al jp uM fb JL zi arl sr te rar wi AN M Ay kal Wio n M n m Dr Taiki SAITO TOYOHASHI UNIVERSITY OF TECHNOLOGY TUT JAPAN STERA 3D Manual Preface This software is developed for the following analyses of reinforced concrete RC buildings 1 Linear modal analysis 2 Nonlinear static push over analysis 3 Nonlinear earthquake response analysis This software is distributed for free for the use of research and educational purpose Since this software is still under development the author can not take any responsibility for the results of this software It 1s greatly appreciated to have any opinions for future improvement 12 September 2005 Taiki SAITO E mail tsaito ace tut ac jp Professor Toyohashi University of Technology Japan STERA 3D Manual 2008 05 20 2008 07 10 2009 01 12 2009 10 22 2010 03 30 2010 05 06 2010 08 16 2010 09 02 2010 10 25 Update history STERA_3D Ver 3 9 is uploaded You can set isolation devices in the middle story STERA_3D Ver 4 2 is uploaded You can directly input material strength steel and concrete Masonry element is added In Masonry and Damper Edit Views you can set the upper beam types The maximum number of element type is increased to be 30 STERA_3D Ver 4 3 is uploaded You can change the defau
30. W where you input building plan data and the right view is 3D VIEW where you can see the building shape and its response after the analysis To open the building data already saved File Open and select the file STERA 3D Stera2 File F Pattern P Member M Option O View V Help H Dew Weight kN 0 Height mm 0 PLAN EDIT VIEW 3D VIEW 14 STERA 3D Manual 3 Setting Element Pattern SPAN mm fs PLAN Jes ET e C Unit mm I V amp F Z WeightkN 0 Height mm 0 1F STORY STORY CURRENT WEIGHT HEIGHT STORY PLAN EDIT VIEW starts from Let floor 1F of a building Please click the place you want to set Please click again to change the element It will be changed in the following order Column green gt Empty gt Column green Beam green gt Wall dark green gt Empty gt Beam green But in case of the basement floor BF the order is changed as Base Spring brown gt Empty gt Base Spring brown If you select Masonry element Damper element and Isolator element Column green gt Isolator brown gt Empty gt Column green Beam green gt Damper brown gt Masonry brown gt Wall dark green gt Empty gt Beam green By dragging your mouse in a region you can set all the elements in the region at once By clicking the right button of your mouse you can change the element type number for
31. Y 0000E 00 0000E 00 DET HDD OEADD 0000E 00 O000E 00 0000E 00 O000E 00 ET QO00E 00 OOO0E 00 O000E 00 calculation step in static analysis lt Equivalent 1DOF system gt displacement cm acceleration gal lt Relative an displacement gt story number story drift in X direction cm story drift in Y direction cm rotational angle around Z direction torsion angle story shear force in X direction KN story shear force in Y direction KN lt Displacement from the ground at the center of gravity in each floor gt displacement in X direction cm displacement in Y direction cm max drift F 0 00000 o d 0 00005 o 0 0 00010 8 0 0 00015 oO 0 0 00020 n 0 00024 0 0 0 00028 0 0 0 00034 oO 0 00038 0 0 0 00044 0 0 000483 0 0 00054 0 0 kstep sd sa sdx sdy SIZ lt Story shear force sfx sfy dx dy 7 rotational angle around Z direction CO CH CH CH CH OH CH CH CH CH af x 0561E 12 6131E 03 1224E 04 1835E 404 2904E 04 2500E n4 9207E 04 a808E 04 A2b53E 404 Af 74E 04 A 82bE 04 8038E 04 at y 1388E 1 aB84E 13 1 84E 1 e8b3E 12 133BE 12 437 4E 13 dF 20E 13 1421E 1 2192E 12 151 0E 12 2891E 12 1412E 1 D CH HN CO CH CH CH CC dx OOO0E 00 0000E 00 0000E 00 QO00E 00 0000E 00 0000E 00 OOO0E 00 0000E 00 QO00E 00 QO00E 00 DUET 0000E 00 rc co coco ec oc eo
32. ailable at the Basement Floor Default is PIN Spring Editor NONLINEAR SPRING You can set default values for all members by selecting the last member Type of Support 66 3 C Pin type Sdef tension D y Ky FY Nonlinear Properties Disp mm Strength kN Dy E Fy E Yielding Stiffness Ky Sy Fy Dy Sy DN 1 1000 x VERTICAL SPRING SLAB EN NOTE only available when you select in Option menu Floor Editor PEN In a default setting the slab 1s assumed to be rigid DILIGIT in plane You can consider elastic deformation in t mm the option menu You can set default values or all members by selecting the last member type Fdef 27 STERA 3D Manual MAX SIZE OF BUILDING FLOOR I SPAN Humber af Floors Humber of Spans A H Frame Editor FLOOR SPAN 8 Dialog Clear all building information Number of Spans X Cancel OK You use this button to change the maximum number of spans and stories of the building For the moment the maximum numbers you can select are Story up to 61 Span up to 30 in X direction up to 20 in X direction You can clear all building information by answering YES or you can keep the same building information after changing floor and span numbers by answering NO 28 STERA 3D Manual 4 2 Output Member You can obtain Force Displacement relationship of the designated member OUTPUT MEM
33. b S14U b S15D b S15F b S15U b 4 In case of Vertical Spring lt Axial Force gt 5 In case of Base Isolator lt Shear Force and Axial Force gt Disp Dz Disp Dx Dy Dv Force Z Force Qx Qy Fv Ductility Factor Z Ductility Factor Ux Uy Concrete Spring 11 Concrete Spring 12 Concrete Spring 13 Concrete Spring 14 Concrete Spring 15 Steel Spring 11 Steel Spring 12 Steel Spring 13 Steel Spring 14 Steel Spring 15 Concrete Spring 11 Concrete Spring 12 Concrete Spring 13 Concrete Spring 14 Concrete Spring 15 Steel Spring 11 Steel Spring 12 Steel Spring 13 Steel Spring 14 Steel Spring 15 X direction Shear Y direction Shear Z direction Axial 6 In case of Damper and Nonstructural Wall lt Shear Force gt Disp Dx Force Qx Ductility Factor Ux X direction 56 hb Usch Rsx GIS x TO7BE 10 0 000 0 2224E 19 0 5189E 12 2188E 06 0 000 O 1066E 04 0 27485E 03 4274E 06 0 000 D 2128E 04 0 4962E 03 B409E 06 0 000 0 8181E 04 0 7438E 03 8484E 0B 0 000 D 4177E 04 0 3735E403 1050E 07 0 000 D 5128E 04 O 1195E 04 i214E 07 0 000 D B023E 04 0 1404E 04 38BE 07 0 000 D B880E 04 0 1604E 04 1541E 07 0 000 0 7668E 04 0 17867E 04 1699E 07 0 000 0 9341E 04 0 1944 04 1847E 07 0 000 0 9958E 04 0 2088E 04 Bottom Y direction Bottom Y direction Bottom X direction Bottom X direction X direction D c3 c3 c3 c3 c3 c3 c3 c3 ccc STERA 3D Manual 7
34. bution please select a loading distribution along the height of the building The load 1s applied at the center of gravity 1n each floor 1 Ai 2 Triangular 3 Uniform 4 UBC 5 Mode Target Drift please set the target drift ratio which 1s defined by the ratio between the top displacement and the height of the building 1 1 50 2 1 100 3 1 200 4 Cyclic 2 Please select the response for the lower view window 3 On the 3D VIEW e starts i pauses and E stops the response In the upper view you can see an arrow under the building to indicate the loading direction also a progressing bar and colors of ductility factors U 4 will change the view from 2 screens to 1 screen and vise versa fib STERA 3D Stera7F stera FilefF Pattern P Member OptionfQO View Help Dubh PLAN Response Setting w DIS 3D MODE EA ert see ETE 5 lt U Amp 8 00 STATIC LOAD Direction Distribution Target Drift X sl tai ino v View 1 Drit Shear Relation EARTHQUAKE File Mama Power File 1 0 vi File ch 1 0 D File 1 0 View Input Earthquake Ground Motion vi MOVIE RESPONSE d Static C Barthquake 1100 31 STERA 3D Manual EE STERA 3D Stera7F stera FilefF Pattern P Member M Option O View HelpiH Dao Be g Sa WE A PLAN Response Setting EE woof 1 Drift Shear Relation n Relationship between Story Drift and Story Shear Coeffi
35. cient STATIC Diraction Story Shear Total Weight E 1 Drift Shear Relation 10000 EARTHQUAKE File Name Power File 00 1 0 D File 6 1 0 D File 1 0 el View 1 Input Earthquake Ground Motion EN MOVIE E RESPONSE Ri d C Mode Static 0 Earthquake 1 100 C Movie f STERA 3D Stera7F stera H File4F Pattern P MemberiM Option View HelpiH 2 Response Setting DES o ERI es Ps el 1 U Se Amp 1 00 STATIC LO Direction Distributio x 2 Capacity Curve Capacity curve for equivalent 1DOF system 2 Capacity Curve 1 Drit Shear Relation 2 2 Capacity Curve 3 Member Response File Name Power Fleoo fho vi File 10 a View 1 Input Earthquake Ground Motion EN MOVIE File 300 RESPONSE e Static C Earthquake 38 STERA 3D Manual Hs STERA 3D Stera7F stera H File4F Pattern P MemberiM Option View HelptH D Ge Ma A PLAN Response Setting Unit mm o 1 2 3 Member Response sw M 0 relationships of the designated member with O Direction Dist x both ends for Beam X and Y at bottom for Column 3 Member Responses 1 Drit Shear Relation 2 Capacity Curve 3 Member Response File Name Power neg fir Filet 10 el View 1 Input Earthquake Ground Motion w MOVIE File RESPONSE C Mode e Static C Earthquake C Movie
36. column C1 C100 for beam B1 B100 and for wall W1 W100 etc 15 STERA 3D Manual To move to another floor and copy or clear the member patterns you can use the following buttons arranged at the bottom of the PLAN EDIT VIEW i STERA 3D Stera7F stera File F Pattern P Member M Option O View V Help H D c bed El Unit mm 6000 w Weight kN 7200 CLEAR ALL PATTERN MOVE TO UPPER FLOOR P COPY LOWER PATTERN FIXE NEN Ia La COPY UPPER PATTERN MOVE TO LOWER FLOOR You can check the arrangement of members on the 3D VIEW 16 STERA 3D Manual 4 Input Building and Element Information COLUMN BEAM WALL CONNECTION PANEL NONSTRUCTURE option Em BASE SPRING only BF E m gs 4 x Wm Oz VS OUTPUT MEMBER BLACK AND WHITE MAX SIZE OF BUILDING SLAB option DAMPER option ISOLATOR option d EJ STERA 3D File F Patter Option O View V Help H DS NQ E PLAN Sr 30 DH Unit mm 6000 6000 Weight kN 7200 Height mm 4000 1F 17 STERA 3D Manual 4 1 Input Element Information COLUMN El Column Editor Size mm B 600 d1 40 i i D 500 d2 40 dari Main Reiforcement Bar corner 4 D25 e X side 2 DI D25 N mm2 Y side 2 v D25 sD 295 Shear Reinforcement Bar X side 2 D p13 D 100 D Y side 2 D p13 100 SD 295 Concrete N mm 2 Fc 4 OPTION Column Option Editor
37. ei Or N NV v vc Msg Ann MOVIE Wi d A File V M i by Visa od RESPONSE RK i gt AN Oh n TUN ww PER 7 da M ENS C Mode C Static e Earthquake Start the response BH Stop the response Amplify the response gt Reduce the response Change the view from double screen to single screen 10 STERA 3D Manual User Manual 11 STERA 3D Manual 1 2 3 4 5 6 7 8 9 Basic Assumptions In a default setting the displacement freedom of a floor diaphragm is considered to be rigid for in plane displacement and free for out of plane displacement Elastic deformation of a floor diaphragm in plane can be considered by the option menu All structural elements are modeled by line elements with nonlinear springs except floor diaphragms which are modeled by FEM models Beam element is represented by a model with nonlinear flexural springs at the both ends and a nonlinear shear spring in the middle of the element Column element is represented by a MS multi spring model with nonlinear axial springs in the sections of the both ends and two directional nonlinear shear springs in the middle of the element Wall element is represented by a MS multi spring model with nonlinear axial springs in the sections of the both ends and nonlinear shear springs in the middle of the wall panel as well as in the two side columns Nonlinear springs a
38. ip stiffness ratio in the trilinear hysteresis is 0 0 0 no slip The default value of strength degrading ratio in the trilinear hysteresis is 0 0 The default value of Ultimate rotation angle Ru is 1 50 0 02 The default value of stiffness ratio over Ru is 0 001 could be negative STERA 3D Manual WALL e Wall Editor Shear Reinforcement Bar in a Panel SD N mm2 Concrete N mm2 OPTION Wall Option Editor WALL OPTION 1 Amplification Factor for Steel Strength 0 10 2 Reduction Factor for Stiffness 0 10 3 Reduction Factor for Strength 0 10 21 Please input the section size For the number of reinforcement bars and their size please select the values from the popup windows For the material strength SD and Fc you can input values by changing the default values To move to the next element type please click ADD button You can copy the previous element by COPY button You can set default values for all members by selecting the last member type Wdef Please click OK to finish The default steel strength used for the analysis is assumed to be 1 1 times larger than the nominal strength You can change the ratio in OPTION menu If there is an opening in wall element you can reduce the stiffness and shear strength by multiplying reduction factors in OPTION menu The default values are 1 0 STERA 3D Manual CONNECTION PANEL SE Panel Editor C
39. le gt Open Select an example building Structure7F stera i EJ STERA 3D Stera7F stera File F Pattern P Member M Option O View V Help H D c d El E 6000 6000 wl Weight kN 7200 Height mm 4000 STERA 3D Manual MOVE IHE BUILDING d EJ STERA 3D Stera7F stera File F Pattern P Member M Option O View V Help H 9 Unit mm 6000 6000 6000 B3 Weight kN 7200 Click f to be actual size 2 Drag the right mouse on the image to rotate the building 3 Drag the left mouse on the image to enlarge and reduce STERA 3D Manual EARTHQUAKE RESPONSE EJ STERA 3D Stera7F stera File F Pattern P Member M Option O View V Help H D c Hi Response Setting MODE Unit mm o 1 2 al 4 5 Ls n Time 0 00 sec STATIC LOAD Direction Distribution Target Drift X v 1 Ai v 150 v View 1 Drift Shear Relation EARTHQUAKE File Name Power File00 10 File Y 10 File Z 10 View 1 Input Earthquake Ground Motion vi MOVIE 57 RESPONSE C Static C Earthquake Amp 1 00 MK AN 7 Response Setting Dialog will appear STERA 3D Manual STERA 3D Stera7F stera CR mem File F Pattern P Member M Option O View V Help H a amp STERA 3D V5 0 DataWaves 64 DataWavesDi amp ol eg i 3 Datawavesc D z bd s PLAN
40. loor response atthe center of gravity Madal response for all nodes f Member response for selected ones 39 You can select response output to create files to save data 1 Floor response Output of story displacement and shear force at the center of gravity in each floor will be saved It is marked as a default setting 2 Nodal response Output of deformation and external force at all nodes will be saved Note that the file size will be quite large It 1s not marked as a default setting 9 Member response Response of the members marked by circles will be saved It is marked as a default setting STERA 3D Manual 5 3D View of Building 5 1 3D View of Building 1 Default T set the ratio between span and story height as 1 and 0 5 2 Actual 8 use the actual ratio between span and story height using input data KI MOVE ROTATION ACTUAL SIZE ENLARGE DEFAULT SIZE REDUCE 3 You can change the view by moving the mouse as follows Rotation Left click and dragging Enlargement and Reduction Right click and dragging 34 STERA 3D Manual If the Analyze is activated by clicking the button you can make an initial analysis for getting natural periods and mode shapes If the analysis 1s successfully done the following message will appear on the screen By click OK button RESPONSE SETTING DIALOG will also appear MODE Fe papae s e STATIC LOAD Di
41. lt values for Column Beam and Wall elements by Option Button in the Edit View You can select NRB or LRB for the Isolator element You can select Hysteresis Damper or Viscous Damper for the Damper element STERA_3D Ver 4 4 is uploaded You can get the energy response in the time history analysis You can set more detail dimension for Beam and Column elements STERA_3D Ver 4 5 is uploaded Formulation of P D effect is changed Slight change of output format STERA_3D Ver 4 6 is uploaded You can select 100 member types You can select 20 members for output of time history response STERA_3D Ver 4 7 is uploaded You can set default values for member type You can keep previous member settings after changing floor and span numbers You can select response output for floors nodes and members from Option Menu You can select 100 members for output of time history response STERA_3D Ver 4 8 is uploaded You can get the response of side columns of wall element When you select the folder of output files the previous path of the folder will be displayed STERA_3D Ver 4 9 is uploaded STERA 3D Manual 2010 11 07 2010 12 01 2011 01 17 2011 03 07 2011 09 26 2011 11 15 2012 02 27 2013 07 01 2014 04 03 2014 06 16 Shear deformation at the beam column connection 1s included For beam elements the shape of hysteresis model for nonlinear bending springs can be controlled by option parameters For column elements you
42. m the ground at the center of gravity in each floor Im Ia Ia 3 rm 3 ma a dx 0000E 0 0000E 0 0000E 0 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 D Be Im I3 an n Ke Bes Bes d DODUE UU QO00E 00 QO00E 00 QO00E 00 DO00E 00 DO00E 00 DO00E 00 DO00E 00 QOO0E 00 Im Ia 3 3 3 35 34 rz DDOOEDO UDUOE ADU UDUOE ADU QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 Im Ia 34 I3 rm 3 ma a ax 0000E 0 0000E 0 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 QO00E 00 Im I I3a T3 ma I343 rm a av 0000E 0 0000E 0 0000E 0 QO00E 00 QO00E 00 QO00E 00 DO00E 00 QO00E 00 QO00E 00 dx dy rz displacement in X direction cm displacement in Y direction cm rotational angle around Z direction DS TI 1 STERA 3D Manual 3 response eccentricity txt This file includes the output of eccentricity ratio and rigidity ratio based on Japanese standards Output for rigidity ratio amp X di rect ion NF Ex z20E 01 0 TOBE 0 0 813E 00 Hee RT 0 FE HJ 0 81E 00 di rect ion M md C OT Fe oe ho Ey D SES J 4 7E 00 0 43E 00 0 85811E 00 0 92724E 00 0 1O3E 0 0 131E 0 Output for eccentricity ratio S 0 F basement floor Center of rigititv cm Cx 900 QU Cy 1517 95 Center of gravity cm
43. re introduced for base isolation elements or vertical elements at the basement Base isolation element is represented by the MSS multi shear spring model with nonlinear shear springs in X Y plane Hysteresis damper and nonstructural element are introduced as nonlinear shear models The shear deformation of connection panel between beam and column 1s considered to be rigid or elastic In a default setting structural damping 1s proportional damping to initial stiffness It can be changed to be proportional damping to instantaneous stiffness by the option menu Other assumptions and details are written in Technical Manual 12 STERA 3D Manual 1 File Arrangement Please check if you have the following files and folders in the folder STERA 3D V Stera 3D exe Main program response exe Sub program for response output Stera7F stera sample building Stera7F SI stera sample building with seismic isolation DataWaves Folder of earthquake files OutFiles Folder of output files empty If you change the places of these files please put save two executable files Stera 3D exe and response exe in a same folder stera 3D exe otera MFO Application Response exe Stera F stera Stera7FiSL stera STERA 774 STERA 774 L 152 KB 152 KB lata Wavez QutFilez 19 STERA 3D Manual 2 Initial View Please double crick Stera 3D exe Ely The left view 1s PLAN EDIT VIE
44. rection Distribution Target Dritt 1 Drift Shear Relation EARTHQUAKE File Name File 09 EE File Y NEN File 7 RS 1 Input Earthquake Ground Motion MOVIE File RESPONSE Ce Mode Static Earthquake Movie RESPONSE SETTING DIALOG 30 STERA 3D Manual 5 2 Modal Analysis 1 On the RESPONSE SETTING DIALOG please click the MODE number from 0 to 6 to see the view of mode shape and the value of natural period 2 On the 3D VIEW starts the vibration of each mode a stops the vibration and i pauses the vibration 4 Slider changes the speed of vibration 5 p will save the results into text files 6 changes the color of the view to be black and white 5 Save data 6 Black and White fb STERA 3D Stera7F stera SEE FilefF PatterntP MemberiM Option View Help H D GM L s Response Setting w olx 3D Sel MODE ml 2 3 4 5 B sec Period 1 00 sec Amp 6 00 STATIC LOAD Directidn Distribution Target Drift 1 Ai u50 EARTHQUAKE File Name RESPONSE Static C Earthquake 4 Speed 1 Response Setting l 3 Amplify Reduce 2 Play Stop 36 STERA 3D Manual 5 3 Nonlinear Static Push Over Analysis 1 Please set loading conditions for the STATIC LOAD Direction please select loading direction from the menu 1 X 2 X opposite to X 3 Y 4 Y opposite to Y Distri
45. rs File Name D Energy dissipation by Viscous Damper File 00 Kobe NS File Y Kobe EV Kobe UD kN cm view SR 1840 1 Input Earthquake Ground Moy 2 Top Displacement Respon 3 Orbit of Top Displacemen 4 Base Shear Top Drift 5 Energy Response 6 Member Response RESPONSE C Mode C Static e Earthquake C Movie fib STERA 3D Stera7F stera FilefF PatterntP Memberi Option O View HelptH D c NM PLAN T Response Setting MODE Unit mm In El gu EI T mal mes ime 9 73 sec 1 lt LES 5 lt U Amp 1 00 STATIC LOAD Direction Distribution Target Drift M 0 relationships of the designated member both ends for Beam X and Y at bottom for Column File Y Kobe UD 1 Input Earthquake Ground Mot 2 Top Displacement Respong 3 Orbit of Top Displacement 4 Base Shear Top Drift 5 Energy Response 6 Member Response RESPONSE C Mode C Static Earthquake C Movie 43 STERA 3D Manual Format of input earthquake data file When you prepare an input earthquake file by yourself please arrange the data format as follows 1st data INT Oor 1 0 Earthquake ground acceleration data only ID 1 Earthquake ground acceleration data and ground displacement data 2nd data INT Number of data If ID 1 the number of data for acceleration en LU esst 3rd data REAL Time interval sec DT 4th data REAL Acceleration NDATA cm sec2 and later 1 2 NDATA
46. s kM mm K2 Kr Kp 0 Kr stiffness of rubber Kp stiffness of lead plug Initial stifness K1 ratio K1 K2 0 Itercept force kN Oy 5y Ap E sy yield stress oflead p Area of lead plug Hight of rubber mm 25 STERA 3D Manual DAMPER DEVICE n NOTE only available when you select in Option menu Damper Editor SHEAR SPRING DEVICE Upper Beam Type none Type af Shear Spring e Elastic Viscous 1 Qil F KD F VA D PROPERTY E zs For Hysteresis Damper Type of Shear Spring t Elastic Elastic Dee 1 Bilinear 7 Hysteresis viscous H uil Viscous F KD EU For Viscous Damper Tvpe af Shear Spring Elastic Elastic Hysteresis 3 D Triliner Hysteresis 1 Oil Type of Shear Spring Type of Shear Spring H Bilinear 2 viscous Please select damper type from Elastic Hystersis and Viscous and its detail characteristics from the pull down menu If there is a reinforcement concrete beam upper of Damper please select the beam type number from the pop up menu You can set default values for all members by selecting the last member type Ddef You can input the detail characteristic of the Damper in PROPERTY view Type af Shear Spring Elastic 2 N Trilinear amp Hysteresis 3 D Triliner H Oil Viscous 1 Oi STERA 3D Manual BASE SPRING NOTE only av
47. tion menu You can select NRB Natural Rubber LRB L me Bearing or LRB Lead Rubber Bearing for Isolator element oed You can input the properties of isolator by PROPERTY view The default value of the ratio between Type of Isolator NRB Natural Rubber Bearing vertical stiffness Kv and the LRB Lead Rubber Bearing horizontal stiffness KO is 1000 1 Mormal Bilinear You can set default values for all members by selecting the last member type Idef Property Editor Elastic Spring Stifness khirmmm KO 0 for LRB Isolator For LRB there are two types of Isolator hysteresis model one is Normal Bilinear model and another one is Modified Bilinear model Type af Isolator C NRE Natural Rubber Bearing Ce LRB Lead Rubber Bearing 1 Normal Bilinear Property Editor Bilinear Hysteresis Stifness rkMImrn D D Vertical Stiffness atiffness ratia Force kh Ky KO 1000 Ki ED 0 Fy 0 24 STERA 3D Manual Isolator SAR Type of Isolator C NRE Natural Rubber Bearing LRE Lead Rubber Bearing Modified Bilinear 1 Mormal Bilinear Vertical Stiffness Kv KO 1000 Modified Bilinear model are determined from material Parameters for characteristics and the size of LRB For the detail STERA3D technical manual please refer to Property Editor Modified Bilinear Hysteresis for LRB Secondary stiffnes
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