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Modeling seismic analysis_and_design_of_rc_building_10_story
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- 2. 2 B Table of Content Objective3 Problem 3 Step by Step 9 1. Start Model with Template 9 2. Define Material Properties 11 3. Define Member Sections 12 4. Draw the Members 17 5. Define Load Cases and Assign Loads 30 6. Define Mass Source 39 7. Define the Design Codes 39 8. Assign Rigid Diaphragm and Mesh the Frame 41 9. Add Load Combinations 42 10. Set Analysis Options 44 11. Run Analysis 45 12. Run Concrete Frame Design and View the Results 48 13. Run Shear Wall Design and View the Results 48
- 3. Objec Prob ctive blem 3D View To demon analysisa force proce Carry out shown in procedure. 3 nstrate and nd design edure. analysis, following d practice s of 10 story and desig details usin step-by-ste y RC build n of 10 st ng UBC-97 ep on the m ding by sta ory RC bu 7 static late modeling, atic lateral uilding as eral force
- 4. Plan View w (Unitin m) S 4 BASE - STO STORY 5 - ST ORY 4 TORY 8
- 5. Elevat tion View o ofElevator r Shaft ST 5 TORY 9 - STO Ele ORY 10 vation View
- 6. Bea Bea Materia Section P Memb am -B1 (wid am - B2 (wid Column Column Sla Shear al Properties Properties ber dth x heigh dth x heigh - C1 - C2 b wall 6 s for Concr t) t) rete (Unit in Dime 30 x 40 x 40 x 50 x Thicknes Thicknes kg and cm) ension 60 cm 80 cm 40 cm 50 cm ss = 15 cm ss = 20 cm )
- 7. 7 story Height Data StoryHeight Typical Story 3.00 m Static Load Cases Load Name Load Type Details Value DEAD Dead Load Self Weight of Structural Members Calculate automatically using Self Weight Multiplier in ETABS - Uniform Load on Slabs: (Finishing + Partition Load) 0.20 t/m2 LIVE Reducible Live Load Uniform Load on Slabs: (Use Tributary Area: UBC97) 0.25 t/m2 Wind Load Cases (UBC97) Parameter Load Case WINDX WINDY Wind Direction X Y Wind Speed 70 mph Exposure Type B (Suburban area) Importance Factor 1 (Building normal importance)
- 8. 8 tatic Lateral ForceParameters (UBC-97) Parameter Values Remark Seismic Zone 2A Seismic Zone Factor 0.15 Table 16-I (UBC-97) Soil Profile Type SD Overstrength Factor 6.5 Dual Systems Concrete Shear Walls with Concrete IMRF Table 16-N (UBC-97) Importance Factor 1 Table 16-K (UBC-97) Ct 0.02 Section 1630.2.2 (UBC-97) Eccentricity Ratio 0.05 Section 1630.6 (UBC-97) Static Lateral Force Case Load Case Name Direction and Eccentricity % Eccentricity EQX X Dir + Eccen. Y 0.05 EQNX X Dir - Eccen. Y 0.05 EQY Y Dir + Eccen. X 0.05 EQNY Y Dir - Eccen. X 0.05
- 9. Step Step 1- Start up thebott using te Note prefe in the this d defau You butto In so file fr certa certa spec all m prefe Click by Step 1. S -1: Select W p screen of E tom-right of s emplate e: Click t erences will e same direc directory the ults. should crea on. ome cases y rom which th ain client or ain way that ific .edb file models for th erences. the No butto Start Mode Working Unit ETABS, selec screen and c he Default be initialized ctory as you n the definit ate your De you may wan he definition project may t is different set up for th he client or on if you just 9 el with Tem t and Start N ct working un click on New t.edb butto d (get their i r ETABS.ex ions and pre efault.edb fil nt to click th ns and prefe y require ce t from your his client or project. Th t want to use mplate New Model u nit to be “ton w Model butto n. This me nitial values xe file. If the eferences ar e such that e Choose.ed erences are ertain things typical offic project whic is will allow the built-in E using Templ n-m” at drop-d on to start eans that ) from the D Default.edb re initialized t you most db button an to be initiali s in your mo ce standards ch could then w setting of t ETABS defa late down menu new model the definitio Default.edb f file does no using ETAB commonly nd specify a ized. For ex odel to be d s. You could n be used to the repeate ults. on ons and ile that is ot exist in BS built-in click this a different xample, a done in a d have a o initialize dly used
- 10. Step 1 Specify Only” o Step1-3 The grid File >> -2: Specify y grid dimen option to add 3: Save the M d system has Save, and s Grid and St sion and sto d the structur Model s been creat save the file. 10 tory Dimens ory dimensio ral objects lat ed as param sion n as shown ter. meters specifi in figure bel ed from prev ow. Select “ vious steps. G “Grid Go to
- 11. Step 2- Chang Materia Note: Youm Step 2- Specify 2. D -1: Change W e working u al” button to a may select “N -2: Specify t y material pro Define Mat Working Un unit to “kg-c add the new N-mm” or “K the Material operties of co 11 terial Prop nit m” and go t concrete ma Kip-in” or wha Properties oncrete (fc’ = erties to Define > aterial. atever unit to = 240 ksc) as >> Material. o input mate s shown in th . Click “Add rial propertie he figure belo New es. ow.
- 12. Step 3- Go toD drop-do 3. D -1: Define Fr Define >> F own menu. E Define Mem rame Sectio Frame Sect Enter beam s 12 mber Secti on for Beam tions and se section prope ions (30 cm x 60 elect on “Ad erties for B1 0 cm) dd Rectangu as shown in ular” from se figure below econd w.
- 13. Step 3- Select propert -2: DefineFr on “Add Re ties for B2 as rame Sectio ectangular” f s shown in fig 13 on for Beam from second gure below. (40 cm x 80 d drop-down 0 cm) n menu. Enter beam se ection
- 14. Step 3- Select propert -3: DefineFr on “Add Re ties for C1 as rame Sectio ectangular” f s shown in fig 14 on for Colum from second gure below. mn (40 cm x drop-down 40 cm) menu. Ente er column se ection
- 15. Step 3- Select propert -4: DefineFr on “Add Re ties for C2 as rame Sectio ectangular” f s shown in fig 15 on for Colum from second gure below. mn (50 cm x drop-down 50 cm) menu. Ente er column se ection
- 16. Step 3- Go to drop-do Step3- Select shown -5: Define A Define >> W own menu. E -6: Define A on “Add Ne in figure belo Area Section Wall/Slab/D Enter slab se Area Section ew Wall” from ow. 16 for Slab (15 Deck Sectio ction propert for Wall (20 m drop-down 5 cm thk.) ons and sele ties as show 0 cm thk.) n menu. Ent ect on “Add wn in figure be ter wall sect d New Slab” elow. tion properti ” from es as
- 17. Step 4- Activat and Step 4-2 Clickon Window 4. D -1: Change V e left window d select “STO : Draw Colu n button, w the grid int Draw the M View to Plan w by clicking ORY1”. Chan umns at Stor select the p ersections fr 17 Members n View and C g on left wind nge working ry 1 property of c rom Grid A4 Change Wo dow area, cl unit to “Ton- column in “P to H1. orking Unit t ick on Set P m” Properties of o “Ton-m” Plan View bu Object” dial utton ogue.
- 18. Step 4- Click on Window -3:Draw Be n button w the grid int ams at Stor n, select the ersections fr 18 ry 1 property of rom Grid A4 beam in “P to H1. Properties of Object” dialogue.
- 19. Step 4- Click o Window -4:Draw Sla n button w the grid int abs at Story n, select the ersections fr 19 1 e property o rom Grid A4 f slab in “Pr to H1. roperties of Object” dialogue.
- 20. Step 4- Click on -5:Set Build n button, s ding View O set the buildin 20 Options ng as shown n in the figure e below.
- 21. Step 4- Select Section -6: Assignth the beams n, and assign he Beam Se along Y-di n “B40x80” s 21 ection (B2) rection. Go section as sh o to Assign hown in the fi >> Frame igure below. /Line >> Frame
- 22. Step 4- Click on beams Step4- Select Proper below. -10: Draw th n butto connecting t -11: Change the beams c rty Modifie he Beams Co on and selec the columns e the Stiffne connecting t rs, and cha 22 onnecting to t “B40x80” in and the wall ss Modifiers to the wall. G ange the tor o the Wall n “Properties ls. s Go to Assig rsional stiffn s of Object” d gn >> Frame ness as sho dialogue. dra e/Line >> F own in the f aw the Frame figure
- 23. Step 4- Select t intersec Step4- Select the flo -12: Mesh th the floor betw ction with wa -13: Delete t oor inside th he Floor bet ween the core all segments the Floor ins e core walls 23 tween the Co e walls. Go to as shown in side the Cor and delete t ore Walls o Edit >> Me the figure b re Walls hem as show sh Areas, me elow. wn in the figu esh the floor ure below at the
- 24. Select t STORY the members Y2 to STORY s by window Y 10 in “Stor 24 ing and go to ry” tab and re o Edit >> Re eplicate as s eplicate. Sele hown in the f ect from figure below.
- 25. Step 4- Click on thefigu Repea -18: Delete t n button, ure below. at the above the Member select “STO e step for ST 25 rs ORY 5”. Sele TORY 6, 7 a ct and delete and 8. e the members as show wn in
- 26. Click on the figu Repeat nbutton, ure below. t the above s select “STO step for STO 26 ORY 9”. Sele RY 10. ct and delete e the members as show wn in
- 27. Step 4- Click on figureb -19: Assign n and se below. the Column elect “1” and 27 ns d click “OK”. Select the columns as s shown in the
- 28. Go to A “OK”. Repeat Assign>> F t the above s Frame Line > steps to assig 28 >> Frame S gn the colum Section, and mns in Elevat select C50x ions 2, 3 and x50 and click d 4. k
- 29. Step 4- Click on below. Goto A shown -20: Assign n button, Select the po Assign >> Jo in the figure the Suppor select “BAS oints by wind oint/Point >> below. 29 rts E” and chan dowing as sh > Restraints nge to plan v hown in the f (Supports) view as show figure below. , and restrain wn in the figu ned all DOFs ure s as
- 30. Step 5- Go toD Load as Add “SD 5. Defin -1: Define Lo Define >> S s shown in th DL” Load as ne Load C oad Cases Static Load he figure belo Superimpos 30 ases and A d Cases, mo ow. sed Dead Lo Assign Loa odify the “LI ad as shown ads IVE” Load a n in the figure as Reducible e below. e Live
- 31. Add “W Modify WX” Loadas W the “WX” Lo Wind Load a ad as shown 31 as shown in t n in the figure the figure be e below. low.
- 32. Add “W Modify WY” Loadas W the “WY” Lo Wind Load a ad as shown 32 as shown in t n in the figure the figure be e below. low.
- 33. Add “EQ Modify QX” Loadas the “EQX” L s Quake Load oad as show 33 d as shown i wn in the figu in the figure re below. below.
- 34. Add “EQ Modify QNX” Loada the “EQNX” as Quake Lo Load as sho 34 oad as shown own in the fig n in the figure gure below. e below.
- 35. Add “EQ Modify QY” Loadas the “EQY” L s Quake Load oad as show 35 d as shown i wn in the figu in the figure re below. below.
- 36. Add “EQ Modify QNY” Loada the “EQY” L as Quake Lo oad as show 36 oad as shown wn in the figu n in the figure re below. e below.
- 37. Step 5 Go to conside E= ρ Em = Ω E = th f v Eh = th S S Ev = th e t a I Ω0 = th f ρ = R ρ = 2 = 2 5-2: Define S Define >> S er in special ρ Eh + Ev (30 Ω0 Eh (30-2) he earthqua from the com vertical com he earthqua Section 163 Section 163 he load effe earthquake to the dead as zero for A n this case he seismic f for structura Reliability/R 2 - 20 / (rmax 2 - 6.1 / (rma Special Seis Special Se seismic desi 0-1) ) ake load on mbination o mponent Ev ake load du 30.2 or the d 32 ect resulting ground mot load effect, Allowable S Ca = 0.22, force ampli al overstreng edundancy x x sqrt(AB)) ax x sqrt(AB) 37 mic Load E eismic Load gn as shown an elemen of the horizo e to the bas design later g from the v tion and is e D, for Stren Stress Desig 0.5 Ca I = 0 fication fact gth, as set f Factor as g ) (30-3) )) (For SI ffects d Effects, a n in the figure nt of the stru ontal compo se shear, V ral force, Fp ertical com equal to an ngth Design gn 0.5 x 0.22 x tor that is re forth in Sec given by the and enter th e below. ucture resul onent, Eh, a V, as set fort , as set fort ponent of th addition of n, and may x 1 = 0.11 equired to a ction 1630.3 e following f he paramete ting nd the th in h in he 0.5 Ca ID be taken account 3.1 formula ers to
- 38. Step 5- Go toS Go to A shown Click o Uniform -3: Assign th Select >> by Assign >> Sh in the figure n to res m, and assig he Loads y Area Objec hell/Area Lo below. elect the flo gn “SDL” Loa 38 ct Type, sele oads >> Uni oor areas. G ad of 0.2 t/m2 ect “Floor” as form, and as Go to Assig 2 as shown in s shown in th ssign Live Lo gn >> Shell n the figure b he figure belo oad of 0.25 t/ l/Area Load below. ow. /m2 as ds >>
- 39. Step 6- Go toD below. 7 Step 7- Go to O Code 6. Defi -1: Define M Define >> M 7. Define th -1: Define D Options >> ne Mass S Mass Source ass Source, he Design esign Code Preference 39 Source e and add the Codes e for Concre es >> Conc e mass from te Frame De crete Frame m loads as sh esign e Design, ch hown in the hange the D figure Design
- 40. Step 7- Define n, chan -2: eDesign Co nge the Desig ode for Shea gn Code 40 ar Wall Desig gnGo to Opt tions >> Pre eferences >> > Shear Wall Desig
- 41. Step 8- Go toS Go to A Step 8- Click on but as shown in 8. A -1: Assign R Select >> by Assign >> S -2: Mesh the tton and go t the figure be Assign Rig Rigid Diaphr y Area Objec hell/Area >> e Frame o Assign >> elow 41 gid Diaphra ragm ct Type, and > Diaphragm > Frame/Line agm and M select “Floo ms, select “D e >> Automa Mesh the Fr or”. 1” and click atic Frame S rame “OK”. Subdivide, s select the se econd option
- 42. Step 9- Go toD shown Click on Overwr below. 9. A -1: Add Loa Define >> Ad in the figure n button a rites, change Add Load C d Combinat dd Default D below. and go to De e Element Ty 42 Combinati tions Design Com esign >> Co ype to Sway ions mbos, and ad ncrete Fram Intermediate dd the defaul me Design > e as shown i lt combinatio > View/Revi in the figure ons as ise
- 43. Step 9- Go toD Seismic -2: Special S Define >> S c Design Dat Seismic Dat Special Seis ta as shown 43 ta smic Load E in the figure Effects, and below. d select no t to include Sp pecial
- 44. Step 10 Go toA shown 10. 0-1: Set Ana Analyze >> in the figure Set Analys alysis Optio > Set Analy below. 44 sis Options ns ysis Option s ns, and set the Dynami ic Paramete ers as
- 45. Step 11 Go toA analysis ETABS Step 12 Go to D 11. Ru 1-1: Run An Analyze >> s. S will display 12. Run Co 2-1: Run Co Design >> C n Analysis nalysis Run Analy deformed sh oncrete Fra oncrete Fram oncrete Fra 45 s ysis or click hape of mode ame Desig me Design ame Design k on Run An el when anal n and View >> Start Des nalysis butto lysis complet w the Resu sign/Check on to te. lts Structure. start
- 46. Step 12 Click o figure. Activat working Design 2-2:View th n button, e the left win g unit to “kg n Info, select e Results and set up ndow and C g-cm”. Go to t design outp 46 the building lick on o Design >> put as shown g view optio button, sele > Concrete n in the follow ns as show ect “STORY e Frame De wing figure. n in the follo Y 1”. Chang sign >> Dis owing e the splay
- 47. Right c lick onthe m member to vie 47 ew the design details.
- 48. Step 13 Go toD 13. 3-1: Run Sh Design >> S Run Shear ear Wall De hear Wall D 48 r Wall Desi esign esign >> Sta ign and Vie art Design/C ew the Res Check Struc sults cture.
- 49. Step 13 Click o figure. 3-2:View th n button, e Results and set up 49 the building g view options as shown in the follo owing
- 50. Activate Zoom b pier tov e the left win button to view the des ndow, click o o zoom eleva sign details. 50 on button ation view at n and select t shear wall l “H1”. Click location. Rig on Rubber B ght click on t Band he
- 51. Go to D shown Design>> Sh in the followi hear Wall De ing figure. 51 esign >> Dis splay Design Info, selec ct design outp put as
- 52. 52 14. Check StoryDrift P-∆ Effects In general, P-∆ effects need not be considered when the stability coefficient (θ) defined as the ratio of secondary moments to primary moments, is less than or equal to 0.1. The stability coefficient (θ) for a given story can be computed from the following equation: θ = Px ∆ / (Vx hsx) Px = total unfactored gravity load at and above level x ∆ = seismic story drift Vx = seismic shear force between levels x and x-1 hsx = story height below level x From ETABS, ∆ / hsx is extracted from diaphragm drift of ETABS results. Px is extracted by section cut. V is extracted from story shear. Compute θ and if θ < 1, P-∆ effects needs not be considered. In Seismic Zones 3 and 4, P-∆ effects need not be considered when the story drift (∆) is less than or equal to 0.02hsx / R. Story Drift Limitations According to 1630.10, story drifts shall be computed using the maximum inelastic response displacement (∆M), which is an approximation of the displacement that occurs when the structure is subjected to the design basis ground motion: ∆M = 0.7 R ∆S ∆S is the design level response displacements. For structures with a fundamental period (T) less than 0.7 seconds, the calculated story drift using ∆M shall not be exceed 0.025 times the story height. For structures with T greater than or equal to 0.7 seconds, the story drift shall not exceed 0.020 times the story height
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