dos design of multistorey building

8/7/2019 Dos Design of Multistorey Building

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DOS DESIGN OF MULTI-STOREY BUILDING

M. Rehan2007-Civil-56

Adil Javed2007-Civil-73

Submitted to: Engr. Irfan ul Hassan

Design of Structures

8th

Semester


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2007-Civil-73, 2007-Civil56 Design of Structures

Design of Multi-Storey Building

1

Chapter I


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2Design of Multi-Storey Building

2

Units:N-m

S T O R Y D A T A

STORY SIMILAR TO HEIGHT ELEVATION

STORY4 None 3.500 15.500

STORY3 STORY4 3.500 12.000

STORY2 STORY4 3.500 8.500


BASE None 0.000

S T A T I C L O A D C A S E S

STATIC CASE AUTO LAT SELF WT NOTIONAL NOTIONAL

CASE TYPE LOAD MULTIPLIER FACTOR DIRECTION

DEAD DEAD N/A 1.0000

LIVE LIVE N/A 0.0000

SDEAD SUPER DEAD N/A 0.0000

M A S S S O U R C E D A T A

MASS LATERAL LUMP MASS

FROM MASS ONLY AT STORIES

Loads Yes Yes

M A S S S O U R C E L O A D S

LOAD MULTIPLIER

DEAD 1.0000

SDEAD 1.0000


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3

C E N T E R S O F C U M U L A T I V E M A S S & C E N T E R S O F

R I G I D I T Y

STORY DIAPHRAGM /----------CENTER OF MASS----------//--CENTER OF RIGIDITY--/LEVEL NAME MASS ORDINATE-X ORDINATE-Y ORDINATE-X ORDINATE-Y

STORY4 D1 5.744E+05 11.264 9.368 16.690 8.866

STORY3 D1 1.186E+06 11.346 9.333 16.951 8.657

STORY2 D1 1.797E+06 11.372 9.322 17.201 8.295

STORY1 D1 2.423E+06 11.401 9.309 17.095 7.271

M O D A L P E R I O D S A N D F R E Q U E N C I E S

MODE PERIOD FREQUENCY CIRCULAR FREQ

NUMBER (TIME) (CYCLES/TIME) (RADIANS/TIME)

Mode 1 0.83418 1.19878 7.53217

Mode 2 0.51305 1.94914 12.24682

Mode 3 0.48626 2.05651 12.92140

Mode 4 0.20617 4.85047 30.47641

Mode 5 0.12322 8.11571 50.99248

Mode 6 0.10839 9.22591 57.96809

Mode 7 0.09237 10.82644 68.02455

Mode 8 0.06125 16.32579 102.57799

Mode 9 0.05692 17.56746 110.37959

Mode 10 0.04714 21.21161 133.27645

Mode 11 0.03835 26.07542 163.83667

Mode 12 0.03040 32.89798 206.70411


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4

TOTAL REACTIVE FORCES (RECOVERED LOADS) AT ORIGIN

LOAD FX FY FZ MX MY MZ

DEAD 2.861E-08 2.000E-05 1.809E+07 1.669E+08 -2.099E+08 -1.433E-04

LIVE 1.699E-08 4.226E-06 5.390E+06 5.104E+07 -5.942E+07 -1.154E-04

SDEAD 1.981E-08 4.930E-06 6.288E+06 5.954E+07 -6.932E+07 -1.346E-04

EQX -1.944E+06 7.413E-05 -7.107E-02 2.911E-04 -2.262E+07 1.813E+07

EQY -6.858E-07 -1.351E+06 1.714E-02 1.601E+07 -3.325E-01 -1.535E+07

WINDX -1.923E+05 1.792E-06 -5.294E-03 5.560E-05 -1.560E+06 1.835E+06

WINDY 9.118E-08 2.291E+05 -3.189E-03 -1.858E+06 6.187E-02 2.606E+06

S T O R Y F O R C E S

STORY LOAD P VX VY T MX MY

STORY4 EQX 7.851E-02 -7.048E+05 1.145E-05 6.602E+06 -1.985E-05 -2.467E+06

STORY3 EQX 2.608E-02 -1.285E+06 4.910E-05 1.200E+07 1.387E-04 -6.965E+06

STORY2 EQX 4.364E-03 -1.696E+06 7.913E-05 1.582E+07 1.569E-04 -1.290E+07

STORY1 EQX -7.107E-02 -1.944E+06 7.413E-05 1.813E+07 2.911E-04 -2.262E+07

STORY4 EQY 7.649E-03 5.030E-07 -5.378E+05 -6.057E+06 1.882E+06 -1.484E-01

STORY3 EQY 4.777E-03 -2.862E-07 -9.184E+05 -1.040E+07 5.096E+06 -9.262E-02

STORY2 EQY 5.479E-03 -8.098E-07 -1.188E+06 -1.348E+07 9.254E+06 -1.062E-01

STORY1 EQY 1.714E-02 -6.858E-07 -1.351E+06 -1.535E+07 1.601E+07 -3.325E-01

STORY4 WINDX 5.092E-03 -2.490E+04 1.553E-08 1.756E+05 1.146E-06 -8.716E+04



STORY1 WINDX -5.294E-03 -1.643E+05 1.792E-06 1.507E+06 5.560E-05 -1.560E+06


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5

STORY DRIFTS

STORY DIRECTION LOAD MAX DRIFT

STORY4 X EQX 1/1487

STORY3 X EQX 1/1431

STORY2 X EQX 1/1565

STORY1 X EQX 1/2586

STORY4 Y EQY 1/757

STORY3 Y EQY 1/687

STORY2 Y EQY 1/706

STORY1 Y EQY 1/1265

STORY4 X WINDX 1/24706




STORY4 Y WINDY 1/7558





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6

DISPLACEMENTS AT DIAPHRAGM CENTER OF MASS

STORY DIAPHRAGM LOAD UX UY RZ

STORY4 D1 EQX 0.0084 0.0003 -0.00006

STORY3 D1 EQX 0.0061 0.0003 -0.00005

STORY2 D1 EQX 0.0038 0.0003 -0.00004

STORY1 D1 EQX 0.0017 0.0002 -0.00003

STORY4 D1 EQY 0.0002 0.0137 -0.00042

STORY3 D1 EQY 0.0002 0.0101 -0.00033

STORY2 D1 EQY 0.0002 0.0064 -0.00021

STORY1 D1 EQY 0.0001 0.0028 -0.00010

STORY4 D1 WINDX 0.0005 0.0000 0.00000

STORY3 D1 WINDX 0.0004 0.0000 0.00000

STORY2 D1 WINDX 0.0003 0.0000 0.00000

STORY1 D1 WINDX 0.0001 0.0000 0.00000

STORY4 D1 WINDY 0.0000 -0.0015 0.00005

STORY3 D1 WINDY 0.0000 -0.0012 0.00004

STORY2 D1 WINDY 0.0000 -0.0008 0.00003

STORY1 D1 WINDY 0.0000 -0.0004 0.00001


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7

STORY MAXIMUM AND AVERAGE LATERAL DISPLACEMENTS

STORY LOAD DIR MAXIMUM AVERAGE RATIO

STORY4 EQX X 0.0090 0.0084 1.065

STORY3 EQX X 0.0066 0.0061 1.080

STORY2 EQX X 0.0042 0.0038 1.104

STORY1 EQX X 0.0019 0.0017 1.160

STORY4 EQY Y 0.0184 0.0137 1.346

STORY3 EQY Y 0.0139 0.0102 1.358

STORY2 EQY Y 0.0088 0.0064 1.372

STORY1 EQY Y 0.0040 0.0028 1.395

STORY4 WINDX X 0.0005 0.0005 1.002

STORY3 WINDX X 0.0004 0.0004 1.027

STORY2 WINDX X 0.0003 0.0003 1.065

STORY1 WINDX X 0.0001 0.0001 1.143

STORY4 WINDY Y 0.0021 0.0015 1.398

STORY3 WINDY Y 0.0016 0.0012 1.408

STORY2 WINDY Y 0.0011 0.0008 1.419

STORY1 WINDY Y 0.0005 0.0004 1.441


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C O O R D I N A T E S Y S T E M L O C A T I O N D A T A

NAME TYPE X Y ROTATION BUBBLESIZE VISIBLE

GLOBAL Cartesian 0.000 0.000 0.00000 1.250 Yes

S T O R Y D A T A

STORY SIMILAR TO HEIGHT ELEVATION

STORY4 None 3.500 15.500

STORY3 STORY4 3.500 12.000



BASE None 0.000

Units:KN-m

M A S S S O U R C E D A T A

MASS LATERAL LUMP MASS

FROM MASS ONLY AT STORIES

Loads Yes Yes

M A S S S O U R C E L O A D S

LOAD MULTIPLIER

DEAD 1.0000

SDEAD 1.0000


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9

M A T E R I A L L I S T B Y E L E M E N T T Y P E

ELEMENT TOTAL NUMBER NUMBER

TYPE MATERIAL MASS PIECES STUDSTons .

Column CONC 188.52 100

Beam CONC 108.40 64 0

Wall CONC 136.20

Floor CONC 793.77

M A T E R I A L L I S T B Y S T O R Y

ELEMENT TOTAL FLOOR UNIT NUMBER NUMBER

STORY TYPE MATERIAL WEIGHT AREA WEIGHT PIECES STUDS

tons m2 kg/m2

STORY4 Column CONC 42.57 472.000 90.1874 25

STORY4 Beam CONC 27.10 472.000 57.4145 16 0

STORY4 Wall CONC 30.76 472.000 65.1594

STORY4 Floor CONC 198.44 472.000 420.4290


STORY3 Beam CONC 27.10 472.000 57.4145 16 0

STORY3 Wall CONC 30.76 472.000 65.1594

STORY3 Floor CONC 198.44 472.000 420.4290


STORY2 Beam CONC 27.10 472.000 57.4145 16 0

STORY2 Wall CONC 30.76 472.000 65.1594

STORY2 Floor CONC 198.44 472.000 420.4290


STORY1 Beam CONC 27.10 472.000 57.4145 16 0


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STORY1 Wall CONC 43.94 472.000 93.0848

STORY1 Floor CONC 198.44 472.000 420.4290

SUM Column CONC 188.52 1888.000 99.8503 100

SUM Beam CONC 108.40 1888.000 57.4145 64 0

SUM Wall CONC 136.20 1888.000 72.1407

SUM Floor CONC 793.77 1888.000 420.4290

TOTAL All All 1226.89 1888.000 649.8345 164 0

M A T E R I A L P R O P E R T Y M A S S A N D W E I G H T

MATERIAL MASS PER WEIGHT PER

NAME UNIT VOL UNIT VOL

STEEL 7.8271E+00 7.6820E+01

CONC 2.4010E+00 2.3560E+01

OTHER 7.8271E+00 7.6820E+01

M A T E R I A L D E S I G N D A T A F O R S T E E L M A T E R I A L S

MATERIAL STEEL STEEL STEEL

NAME FY FU COST ($)STEEL 344737.894 448159.263271447161.00

M A T E R I A L D E S I G N D A T A F O R C O N C R E T E M A T E R I A L S

MATERIAL LIGHTWEIGHT CONCRETE REBAR REBAR LIGHTWT

NAME CONCRETE FC FY FYS REDUC FACT

CONC No 20000.000 420000.000 420000.000 N/A

F R A M E S E C T I O N W E I G H T S A N D M A S S E S

TOTAL TOTALFRAME SECTION NAME WEIGHT MASS

COL450X450 1848.7238 188.4035

B300X500 1063.0272 108.3331


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C O N C R E T E C O L U M N D A T A

REINF CONFIGURATION REINF NUM BARS NUM BARS BAR

FRAME SECTION NAME LONGIT LATERAL SIZE/TYPE 3DIR/2DIR CIRCULAR COVER

COL450X450 Rectangular Ties #9/Design 3/3 N/A 0.0600

C O N C R E T E B E A M D A T A

TOP BOT TOP LEFT TOP RIGHT BOT LEFT BOT RIGHT

FRAME SECTION NAME COVER COVER AREA AREA AREA AREA

B300X500 0.0600 0.0600 0.000 0.000 0.000 0.000

S T A T I C L O A D C A S E S

STATIC CASE AUTO LAT SELF WT NOTIONAL NOTIONAL

CASE TYPE LOAD MULTIPLIER FACTOR DIRECTION

DEAD DEAD N/A 1.0000

LIVE LIVE N/A 0.0000

SDEAD SUPER DEAD N/A 0.0000

U N I F O R M L O A D A S S I G N M E N T S T O A R E A O B J E C T S

CASE STORY AREA AREATYPE DIRECTION LOAD

LIVE STORY4 F1 Floor Gravity 2.9420




SDEAD STORY4 F1 Floor Gravity 3.4323





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Chapter II


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ETABS v9.6.0 File:ADIL Units:N-m

L O A D I N G C O M B I N A T I O N S

COMBO CASE SCALE

COMBO TYPE CASE TYPE FACTOR

SERVICE ADD DEAD Static 1.0000

SDEAD Static 1.0000

LIVE Static 1.0000

F E W P O I N T D I S P L A C E M E N T S

STORY POINT LOAD UX UY UZ RX RY RZ

STORY4 (568) SERVICE -0.0006 0.0005 -0.0066 -0.00067 -0.00157 -0.00003

STORY4 (567) SERVICE -0.0006 0.0006 -0.0079 -0.00004 0.00006 -0.00003

STORY4 (566) SERVICE -0.0006 0.0006 -0.0065 -0.00066 0.00157 -0.00003

STORY4 (565) SERVICE -0.0006 0.0005 -0.0070 0.00027 -0.00085 -0.00003

STORY4 (564) SERVICE -0.0006 0.0006 -0.0078 0.00036 0.00004 -0.00003

STORY4 (563) SERVICE -0.0006 0.0006 -0.0069 0.00026 0.00093 -0.00003

STORY4 (562) SERVICE -0.0005 0.0005 -0.0039 0.00233 -0.00182 -0.00003

STORY4 (561) SERVICE -0.0005 0.0005 -0.0059 0.00135 -0.00126 -0.00003

STORY4 (560) SERVICE -0.0005 0.0006 -0.0054 0.00096 0.00001 -0.00003

STORY4 (559) SERVICE -0.0005 0.0006 -0.0069 0.00113 0.00003 -0.00003

STORY4 (558) SERVICE -0.0005 0.0006 -0.0039 0.00227 0.00186 -0.00003

STORY4 (557) SERVICE -0.0005 0.0006 -0.0058 0.00131 0.00131 -0.00003


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STORY4 (556) SERVICE -0.0005 0.0007 -0.0030 -0.00117 -0.00312 -0.00003

STORY4 (555) SERVICE -0.0005 0.0007 -0.0063 -0.00071 -0.00189 -0.00003

STORY4 (554) SERVICE -0.0005 0.0008 -0.0078 -0.00027 0.00000 -0.00003

STORY4 (553) SERVICE -0.0005 0.0008 -0.0064 -0.00081 0.00154 -0.00003

STORY4 (552) SERVICE -0.0004 0.0007 -0.0038 0.00005 -0.00195 -0.00003

STORY4 (551) SERVICE -0.0004 0.0007 -0.0067 0.00001 -0.00173 -0.00003

STORY4 (550) SERVICE -0.0004 0.0008 -0.0080 -0.00002 0.00000 -0.00003

STORY4 (549) SERVICE -0.0004 0.0008 -0.0070 -0.00001 0.00100 -0.00003

STORY4 (548) SERVICE -0.0004 0.0007 -0.0028 0.00124 -0.00323 -0.00003

STORY4 (547) SERVICE -0.0004 0.0007 -0.0063 0.00069 -0.00195 -0.00003

STORY4 (546) SERVICE -0.0004 0.0008 -0.0078 0.00022 -0.00001 -0.00003

STORY4 (545) SERVICE -0.0004 0.0008 -0.0065 0.00076 0.00157 -0.00003

STORY4 (544) SERVICE -0.0006 0.0007 -0.0049 -0.00195 0.00012 -0.00003

STORY4 (543) SERVICE -0.0006 0.0007 -0.0062 -0.00074 -0.00138 -0.00003

STORY4 (542) SERVICE -0.0006 0.0008 -0.0074 -0.00020 0.00003 -0.00003


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D I S P L A C E M E N T S A T D I A P H R A G M C E N T E R O F M A S S

STORY DIAPHRAGM LOAD POINT X Y UX UY RZ

STORY4 D1 SERVICE 46 11.264 9.368 -0.0005 0.0007 -0.00003

STORY3 D1 SERVICE 47 11.422 9.300 -0.0003 0.0004 -0.00002

STORY2 D1 SERVICE 48 11.422 9.300 -0.0002 0.0002 -0.00001

STORY1 D1 SERVICE 49 11.484 9.274 -0.0001 0.0001 0.00000

S T O R Y D R I F T S

STORY DIRECTION LOAD POINT X Y Z MAX DRIFT

STORY4 X SERVICE 27 23.000 -0.600 15.500 0.000081

STORY4 Y SERVICE 29 -0.600 19.400 15.500 0.000105

STORY3 X SERVICE 27 23.000 -0.600 12.000 0.000070

STORY3 Y SERVICE 29 -0.600 19.400 12.000 0.000092

STORY2 X SERVICE 27 23.000 -0.600 8.500 0.000052

STORY2 Y SERVICE 29 -0.600 19.400 8.500 0.000066

STORY1 X SERVICE 39 19.400 0.000 5.000 0.000020

STORY1 Y SERVICE 5 0.000 18.800 5.000 0.000026


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F E W S U P P O R T R E A C T I O N S (N-m)

STORY POINT LOAD FX FY FZ MX MY MZ

BASE 39 SERVICE 118280.65 86.23 412571.49 0.000 0.000 0.000

BASE 41 SERVICE -140748.24 -93632.92 614955.17 0.000 0.000 0.000

BASE 40 SERVICE 135040.52 1621.04 456838.59 0.000 0.000 0.000

BASE 31 SERVICE -491.16 61398.05 127734.35 0.000 0.000 0.000

BASE 32 SERVICE -87563.40 -66167.80 520622.82 0.000 0.000 0.000

BASE 33 SERVICE 96579.67 -94362.75 633343.19 0.000 0.000 0.000

BASE 30 SERVICE 494.19 92142.69 187280.20 0.000 0.000 0.000

BASE 25 SERVICE -10180.39 -7266.03 914108.56 12164.939 -16645.863 43.252

BASE 24 SERVICE -9023.11 154.29 1184902.17 -58.010 -14624.081 43.252

BASE 23 SERVICE -9138.34 -188.39 1182347.06 506.467 -14698.418 43.252

BASE 22 SERVICE -5159.91 5458.44 774687.42 -8795.146 -8029.565 43.252

BASE 21 SERVICE -127532.75 104548.70 750092.96 -1381.222 1440.323 -169.117

BASE 20 SERVICE 694.54 -7343.46 1293488.28 12430.077 1267.617 43.252

BASE 19 SERVICE 3690.82 4041.63 855003.63 -6323.749 6318.645 43.252

BASE 18 SERVICE 3224.19 -3975.17 915890.06 6881.734 5665.471 43.252

BASE 17 SERVICE -1418.21 2730.09 1069750.96 -4163.345 -1866.144 43.252

BASE 16 SERVICE -7073.91 3819.47 837838.62 -5957.796 -11066.876 43.252

BASE 15 SERVICE 154.93 -7387.30 1263270.05 12639.873 378.759 43.252

BASE 14 SERVICE -3270.23 3926.72 844522.63 -5996.886 -5147.782 43.252

BASE 13 SERVICE -2671.18 -3781.06 885332.12 6699.589 -4045.539 43.252


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C O L U M N F O R C E S

STORY COLUMN LOAD LOC P V2 V3 T M2 M3

STORY4 C1 SERVICE

0.0000 -219116.67 -45594.18 -28580.52 -158.320 -43551.498 -69161.343

1.5000 -211960.32 -45594.18 -28580.52 -158.320 -680.723 -770.075

3.0000 -204803.97 -45594.18 -28580.52 -158.320 42190.052 67621.193

STORY4 C2 SERVICE

0.0000 -290625.62 -36348.49 4795.01 -158.320 6960.913 -52365.345

1.5000 -283469.27 -36348.49 4795.01 -158.320 -231.607 2157.390

3.0000 -276312.92 -36348.49 4795.01 -158.320 -7424.127 56680.124

STORY4 C3 SERVICE

0.0000 -280839.41 -37216.02 3823.70 -158.320 6289.493 -53755.9781.5000 -273683.06 -37216.02 3823.70 -158.320 553.939 2068.048

3.0000 -266526.71 -37216.02 3823.70 -158.320 -5181.615 57892.074

STORY4 C4 SERVICE

0.0000 -289496.25 -35878.07 2980.34 -158.320 5821.081 -51664.148

1.5000 -282339.90 -35878.07 2980.34 -158.320 1350.571 2152.959

3.0000 -275183.55 -35878.07 2980.34 -158.320 -3119.938 55970.067

STORY4 C5 SERVICE

0.0000 -221588.55 -44170.13 33600.49 -158.320 51642.683 -66960.241

1.5000 -214432.20 -44170.13 33600.49 -158.320 1241.950 -705.0473.0000 -207275.85 -44170.13 33600.49 -158.320 -49158.783 65550.147

STORY4 C6 SERVICE

0.0000 -316698.32 -709.78 -27731.49 -158.320 -40186.602 -2685.136

1.5000 -309541.97 -709.78 -27731.49 -158.320 1410.634 -1620.463

3.0000 -302385.62 -709.78 -27731.49 -158.320 43007.871 -555.790

STORY4 C7 SERVICE

0.0000 -308361.85 430.71 1530.36 -158.320 1996.220 68.949

1.7500 -300012.77 430.71 1530.36 -158.320 -681.914 -684.795

3.5000 -291663.70 430.71 1530.36 -158.320 -3360.049 -1438.538

STORY4 C8 SERVICE

0.0000 -307859.31 -339.57 545.25 -158.320 902.018 -985.533

1.7500 -299510.24 -339.57 545.25 -158.320 -52.176 -391.288

3.5000 -291161.16 -339.57 545.25 -158.320 -1006.371 202.958


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M O D A L P E R I O D S A N D F R E Q U E N C I E S

MODE PERIOD FREQUENCY CIRCULAR FREQ

NUMBER (TIME) (CYCLES/TIME) (RADIANS/TIME)

Mode 1 0.83418 1.19878 7.53217

Mode 2 0.51305 1.94914 12.24682

Mode 3 0.48626 2.05651 12.92140

Mode 4 0.20617 4.85047 30.47641

Mode 5 0.12322 8.11571 50.99248

Mode 6 0.10839 9.22591 57.96809

Mode 7 0.09237 10.82644 68.02455

Mode 8 0.06125 16.32579 102.57799

Mode 9 0.05692 17.56746 110.37959

Mode 10 0.04714 21.21161 133.27645

Mode 11 0.03835 26.07542 163.83667

Mode 12 0.03040 32.89798 206.70411

M O D A L L O A D P A R T I C I P A T I O N R A T I O S

(STATIC AND DYNAMIC RATIOS ARE IN PERCENT)

TYPE LOAD ACCEL STORY LINK DOF STATIC DYNAMIC

Load DEAD 0.0656 0.0000

Load LIVE 0.0695 0.0000Load SDEAD 0.0695 0.0000

Load EQX 100.0000 100.0000

Load EQY 100.0000 100.0000

Load WINDX 100.0000 100.0000

Load WINDY 100.0000 100.0000

Accel UX 100.0000 100.0000

Accel UY 100.0000 100.0000

Accel UZ 0.0000 0.0000

Accel RX 100.0000 100.0000

Accel RY 100.0000 100.0000

Accel RZ 228.3582 100.0000


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ETABS v9.6.0 File:ADIL Units:N-m March 23, 2011 2:38 PAGE 15

S T O R Y F O R C E S

STORY LOAD LOCATION P VX VY T MX MY

STORY4 SERVICE Top 6.647E+06 8.707E-08 6.362E-06 -6.550E-06 6.281E+07 -

7.360E+07

Bottom 7.366E+06 8.812E-08 6.363E-06 -6.537E-06 6.873E+07 -8.359E+07


1.572E+08

Bottom 1.473E+07 6.529E-08 2.167E-05 -2.620E-04 1.375E+08 -1.672E+08


2.408E+08

Bottom 2.210E+07 5.421E-08 2.991E-05 -3.959E-04 2.062E+08 -2.508E+08


3.244E+08

Bottom 2.977E+07 6.541E-08 2.916E-05 -3.934E-04 2.775E+08 -3.386E+08


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Chapter III


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Concrete Frame Design ReportDesign Preferences

Consider Minimum Eccentricity = YesNumber of Interaction Curves = 24Number of Interaction Points = 11

Pattern Live Load Factor = 0.750Utilization Factor Limit = 0.950

Phi (Tension Controlled) = 0.900Phi (Comp. Controlled Tied) = 0.650

Phi (Comp. Controlled Spiral) = 0.700Phi (Shear and/or Torsion) = 0.750

Phi (Shear Seismic) = 0.600Phi (Shear Joint) = 0.850

Load CombinationsLoad Combinations

Combination CombinationName Definition

DCON1 1.400*DEAD + 1.400*SDEADDCON2 1.200*DEAD + 1.600*LIVE + 1.200*SDEADDCON3 1.200*DEAD + 1.000*LIVE + 1.200*SDEAD + 1.600*WINDXDCON4 1.200*DEAD + 1.000*LIVE + 1.200*SDEAD 1.600*WINDXDCON5 1.200*DEAD + 1.000*LIVE + 1.200*SDEAD + 1.600*WINDYDCON6 1.200*DEAD + 1.000*LIVE + 1.200*SDEAD 1.600*WINDYDCON7 1.200*DEAD + 1.200*SDEAD + 0.800*WINDXDCON8 1.200*DEAD + 1.200*SDEAD 0.800*WINDXDCON9 1.200*DEAD + 1.200*SDEAD + 0.800*WINDY

DCON10 1.200*DEAD + 1.200*SDEAD 0.800*WINDYDCON11 0.900*DEAD + 0.900*SDEAD + 1.600*WINDXDCON12 0.900*DEAD + 0.900*SDEAD 1.600*WINDXDCON13 0.900*DEAD + 0.900*SDEAD + 1.600*WINDYDCON14 0.900*DEAD + 0.900*SDEAD 1.600*WINDYDCON15 1.400*DEAD + 1.000*LIVE + 1.400*SDEAD + 1.000*EQXDCON16 1.400*DEAD + 1.000*LIVE + 1.400*SDEAD 1.000*EQXDCON17 1.400*DEAD + 1.000*LIVE + 1.400*SDEAD + 1.000*EQYDCON18 1.400*DEAD + 1.000*LIVE + 1.400*SDEAD 1.000*EQYDCON19 1.400*DEAD + 1.400*SDEAD + 1.000*EQXDCON20 1.400*DEAD + 1.400*SDEAD 1.000*EQXDCON21 1.400*DEAD + 1.400*SDEAD + 1.000*EQYDCON22 1.400*DEAD + 1.400*SDEAD 1.000*EQYDCON23 0.700*DEAD + 0.700*SDEAD + 1.000*EQXDCON24 0.700*DEAD + 0.700*SDEAD 1.000*EQXDCON25 0.700*DEAD + 0.700*SDEAD + 1.000*EQYDCON26 0.700*DEAD + 0.700*SDEAD 1.000*EQY

Material Property Data - GeneralMaterial Property Data - General

Name Type Dir/Plane Modulus of Poisson's Thermal Shear

Elasticity Ratio Coefficient Modulus

CONC Iso All 2.102E+10 0.2000 9.9000E-06 8757932912


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Material Property Data - Mass & WeightMaterial Property Data - Mass & Weight

Name Mass per Weight per

Unit Volume Unit Volume

CONC 2.4010E+03 2.3560E+04

Material Property Data - Concrete DesignMaterial Property Data - Concrete Design

Name Lightweight Concrete Rebar Rebar Lightweight

Concrete fc fy fys Reduc. Factor

CONC No 20000000.000 420000000.0 420000000.0 N/A

Frame Section Property Data - Concrete ColumnsFrame Section Property Data - Concrete Columns

Frame Section Material Column Column Rebar Concrete Bar CornerName Name Depth Width Pattern Cover Size Bar Size

COL450X450 CONC 0.450 0.450 RR-3-3 6.000E-02 #9 #9

Frame Section Property Data - Concrete Beams Part 1 of 2Frame Section Property Data - Concrete Beams Part 1 of 2

Frame Section Material Beam Beam Top Bottom

Name Name Depth Width Cover Cover

ConcBm CONC 0.457 0.305 4.572E-02 4.572E-02

B300X500 CONC 0.500 0.300 6.000E-02 6.000E-02

Frame Section Property Data - Concrete Beams Part 2 of 2Frame Section Property Data - Concrete Beams Part 2 of 2

Frame Section Rebar Rebar Rebar Rebar

Name AT-1 AT-2 AB-1 AB-2

ConcBm CONC 0.457 0.305 4.572E-02

B300X500 CONC 0.500 0.300 6.000E-02

Concrete Column Design - P-M-M Interaction & Shear DesignConcrete Column Design - P-M-M Interaction & Shear Design

Story Column Section Column PMM Flexural Shear22 Shear33

Level Line Name End Ratio Rebar Area Rebar Area Rebar Area

STORY4 C1 COL450X450 Top 1.000 0.002 5.669E-04 5.077E-04

STORY4 C1 COL450X450 Bottom 1.000 0.002 5.669E-04 5.077E-04





STORY1 C1 COL450X450 Top 1.000 0.002 0.000 0.000

STORY1 C1 COL450X450 Bottom 1.000 0.002 0.000 0.000


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Concrete Column Design - P-M-M Interaction & Shear Design



STORY4 C2 COL450X450 Top

Beam/Column capacity

ratioexceeds limit

STORY4 C2 COL450X450 Bottom 1.000 0.002 3.750E-04 0.001STORY3 C2 COL450X450 Top 1.000 0.002 0.000 3.750E-04

STORY3 C2 COL450X450 Bottom 1.000 0.002 0.000 3.750E-04

STORY2 C2 COL450X450 Top 1.000 0.002 0.000 3.750E-04


STORY1 C2 COL450X450 Top 1.000 0.002 0.000 3.750E-04




ratioexceeds limit

STORY4 C3 COL450X450 Bottom 1.000 0.002 3.750E-04 0.001

STORY3 C3 COL450X450 Top 1.000 0.002 0.000 3.750E-04

STORY3 C3 COL450X450 Bottom 1.000 0.002 0.000 3.750E-04STORY2 C3 COL450X450 Top 1.000 0.002 0.000 3.750E-04


STORY1 C3 COL450X450 Top 1.000 0.002 0.000 3.750E-04




ratioexceeds limit


STORY3 C4 COL450X450 Top 1.000 0.002 0.000 3.750E-04


STORY2 C4 COL450X450 Top 1.000 0.002 0.000 3.750E-04


STORY1 C4 COL450X450 Top 1.000 0.002 0.000 3.750E-04








STORY1 C5 COL450X450 Top 1.000 0.002 0.000 0.000




ratioexceeds limit


STORY3 C6 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY2 C6 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY1 C6 COL450X450 Top 1.000 0.002 3.750E-04 0.000



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STORY3 C7 COL450X450 Top 1.000 0.002 0.000 0.000

STORY3 C7 COL450X450 Bottom 1.000 0.002 0.000 0.000STORY2 C7 COL450X450 Top 1.000 0.002 0.000 0.000


STORY1 C7 COL450X450 Top 1.000 0.002 0.000 0.000




STORY3 C8 COL450X450 Top 1.000 0.002 0.000 0.000


STORY2 C8 COL450X450 Top 1.000 0.002 0.000 0.000


STORY1 C8 COL450X450 Top 1.000 0.002 0.000 0.000

STORY1 C8 COL450X450 Bottom 1.000 0.002 0.000 0.000STORY4 C9 COL450X450 Top 1.000 0.002 3.750E-04 3.750E-04


STORY3 C9 COL450X450 Top 1.000 0.002 0.000 0.000


STORY2 C9 COL450X450 Top 1.000 0.002 0.000 0.000


STORY1 C9 COL450X450 Top 1.000 0.002 0.000 0.000




ratioexceeds limit


STORY3 C10 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY2 C10 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY1 C10 COL450X450 Top 1.000 0.002 3.750E-04 0.000




ratioexceeds limit


STORY3 C11 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY2 C11 COL450X450 Top 1.000 0.002 3.750E-04 0.000STORY2 C11 COL450X450 Bottom 1.000 0.002 3.750E-04 0.000

STORY1 C11 COL450X450 Top 1.000 0.002 3.750E-04 0.000




STORY3 C12 COL450X450 Top 1.000 0.002 0.000 0.000



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STORY2 C12 COL450X450 Top 1.000 0.002 0.000 0.000


STORY1 C12 COL450X450 Top 1.000 0.002 0.000 0.000

STORY1 C12 COL450X450 Bottom 1.000 0.002 0.000 0.000STORY4 C13 COL450X450 Top 1.000 0.002 3.750E-04 3.750E-04




STORY2 C13 COL450X450 Top 1.000 0.002 0.000 0.000


STORY1 C13 COL450X450 Top 1.000 0.002 0.000 0.000





STORY3 C14 COL450X450 Bottom 1.000 0.002 3.750E-04 3.750E-04STORY2 C14 COL450X450 Top 1.000 0.002 0.000 0.000


STORY1 C14 COL450X450 Top 1.000 0.002 0.000 0.000




ratioexceeds limit


STORY3 C15 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY2 C15 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY1 C15 COL450X450 Top 1.000 0.002 3.750E-04 0.000




ratioexceeds limit


STORY3 C16 COL450X450 Top 1.000 0.002 6.215E-04 0.000


STORY2 C16 COL450X450 Top 1.000 0.002 6.063E-04 0.000


STORY1 C16 COL450X450 Top 1.000 0.002 0.000 0.000


STORY4 C17 COL450X450 Top 1.000 0.002 3.750E-04 3.750E-04STORY4 C17 COL450X450 Bottom 1.000 0.002 3.750E-04 3.750E-04

STORY3 C17 COL450X450 Top 1.000 0.002 0.000 0.000


STORY2 C17 COL450X450 Top 1.000 0.002 0.000 0.000


STORY1 C17 COL450X450 Top 1.000 0.002 0.000 0.000



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STORY3 C18 COL450X450 Bottom 1.000 0.002 0.000 0.000STORY2 C18 COL450X450 Top 1.000 0.002 0.000 0.000


STORY1 C18 COL450X450 Top 1.000 0.002 0.000 0.000






STORY2 C19 COL450X450 Top 1.000 0.002 0.000 0.000


STORY1 C19 COL450X450 Top 1.000 0.002 0.000 0.000




ratioexceeds limit


STORY3 C20 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY2 C20 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY1 C20 COL450X450 Top 1.000 0.002 3.750E-04 0.000














STORY2 C22 COL450X450 Top 1.000 0.002 0.000 5.446E-04


STORY1 C22 COL450X450 Top 1.000 0.002 0.000 0.000




ratioexceeds limit


STORY3 C23 COL450X450 Top 1.000 0.002 0.000 3.750E-04



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STORY2 C23 COL450X450 Top 1.000 0.002 0.000 3.750E-04


STORY1 C23 COL450X450 Top 1.000 0.002 0.000 0.000




ratioexceeds limit


STORY3 C24 COL450X450 Top 1.000 0.002 0.000 3.750E-04


STORY2 C24 COL450X450 Top 1.000 0.002 0.000 3.750E-04


STORY1 C24 COL450X450 Top 1.000 0.002 0.000 0.000



STORY4 C25 COL450X450 Bottom 1.000 0.002 5.494E-04 4.488E-04STORY3 C25 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY2 C25 COL450X450 Top 1.000 0.002 3.750E-04 0.000


STORY1 C25 COL450X450 Top 1.000 0.002 0.000 0.000


Concrete Column Joint Design - Beam to Column D/C Ratios & Joint Shear CheckConcrete Column Joint Design - Beam to Column D/C Ratios & Joint Shear Check

Story Column Section (6/5)Beam-Column (6/5)Beam-Column Joint Shear Joint Shear

Level Line Name Ratio Major Ratio Minor Ratio Major Ratio Minor

STORY4 C1 COL450X450 0.686 0.613 0.380 0.338

STORY3 C1 COL450X450 0.462 0.449 0.493 0.478

STORY2 C1 COL450X450 0.397 0.411 0.458 0.476

STORY1 C1 COL450X450 0.307 0.318 0.383 0.398

STORY4 C2 COL450X450Beam/Columncapacity ratioexceeds limit

STORY3 C2 COL450X450 0.733 0.825

STORY2 C2 COL450X450 0.665 0.836

STORY1 C2 COL450X450 0.571 0.800


STORY3 C3 COL450X450 0.750 0.842STORY2 C3 COL450X450 0.669 0.838

STORY1 C3 COL450X450 0.558 0.777


STORY3 C4 COL450X450 0.739 0.832

STORY2 C4 COL450X450 0.665 0.835

STORY1 C4 COL450X450 0.562 0.784


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Concrete Column Joint Design - Beam to Column D/C Ratios & Joint Shear Check



STORY4 C5 COL450X450 0.671 0.682 0.372 0.379

STORY3 C5 COL450X450 0.455 0.494 0.486 0.532

STORY2 C5 COL450X450 0.395 0.442 0.457 0.518

STORY1 C5 COL450X450 0.313 0.334 0.393 0.422


STORY3 C6 COL450X450 0.695 0.786

STORY2 C6 COL450X450 0.619 0.782

STORY1 C6 COL450X450 0.560 0.794

STORY4 C7 COL450X450






STORY2 C8 COL450X450STORY1 C8 COL450X450






STORY3 C10 COL450X450 0.706 0.802

STORY2 C10 COL450X450 0.635 0.808

STORY1 C10 COL450X450 0.576 0.822


Beam/Column

capacity ratioexceeds limitSTORY3 C11 COL450X450 0.721 0.823

STORY2 C11 COL450X450 0.635 0.811

STORY1 C11 COL450X450 0.560 0.798













STORY3 C15 COL450X450 0.715 0.812

STORY2 C15 COL450X450 0.630 0.801


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Concrete Column Joint Design - Beam to Column D/C Ratios & Joint Shear Check



STORY1 C15 COL450X450 0.552 0.785



STORY1 C16 COL450X450 0.549 0.605













STORY3 C20 COL450X450 0.710 0.813

STORY2 C20 COL450X450 0.636 0.818

STORY1 C20 COL450X450 0.577 0.831

STORY4 C21 COL450X450 0.018 0.012 0.008 0.006

STORY3 C21 COL450X450 0.010 0.010 0.008 0.008

STORY2 C21 COL450X450 0.012 0.016 0.009 0.012

STORY1 C21 COL450X450 0.018 0.021 0.010 0.011


STORY2 C22 COL450X450 0.622 0.645

STORY1 C22 COL450X450 0.435 0.486


STORY3 C23 COL450X450 0.617 0.682

STORY2 C23 COL450X450 0.552 0.681

STORY1 C23 COL450X450 0.475 0.657


STORY3 C24 COL450X450 0.621 0.687


STORY4 C25 COL450X450 0.662 0.539 0.368 0.297

STORY3 C25 COL450X450 0.450 0.360 0.482 0.378

STORY2 C25 COL450X450 0.390 0.312 0.455 0.357

STORY1 C25 COL450X450 0.309 0.234 0.392 0.291


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Concrete Beam Design - Flexural & Shear Design Rebar AreasConcrete Beam Design - Flexural & Shear Design Rebar Areas

Story Beam Section Location Top Bottom Shear

Level Bay Name Rebar Area Rebar Area Rebar Area

STORY4 B1 B300X500 End-I 5.559E-04 4.334E-04 6.580E-04

STORY4 B1 B300X500 Middle 2.608E-04 5.542E-04 2.500E-04

STORY4 B1 B300X500 End-J 8.330E-04 4.334E-04 O/SSTORY4 B2 B300X500 End-I 8.020E-04 4.334E-04 O/S


STORY4 B2 B300X500 End-J 7.765E-04 4.334E-04 O/S

STORY4 B3 B300X500 End-I 8.506E-04 4.334E-04 O/S





STORY4 B4 B300X500 End-J 1.322E-04 1.322E-04 2.500E-04























STORY4 B13 B300X500 End-I 6.845E-05 6.845E-05 0.000












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Concrete Beam Design - Flexural & Shear Design Rebar Areas













STORY3 B4 B300X500 Middle 0.001 4.334E-04 9.466E-04















STORY3

B9

B300X500

End-J

9.273E-04

4.416E-04

O/SSTORY3 B10 B300X500 End-I 8.557E-04 4.334E-04 O/S










STORY3 B13 B300X500 Middle 0.001 3.134E-04 8.337E-04











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STORY2 B4 B300X500 Middle 0.001 4.335E-04 0.001















STORY2

B9

B300X500

End-J

9.461E-04

4.501E-04






















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STORY1

B9

B300X500

End-J

8.575E-04

4.334E-04










STORY1 B13 B300X500 End-I 9.647E-05 9.647E-05 0.000












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Concrete Beam Design - Torsion Design Rebar AreasConcrete Beam Design - Torsion Design Rebar Areas

Story Beam Section Torsion-Shear Torsion-Long.

Level Bay Name Rebar Area Rebar Area

STORY4 B1 B300X500 5.232E-04 6.511E-04

STORY4 B2 B300X500 4.830E-04 6.010E-04

STORY4 B3 B300X500 5.469E-04 6.805E-04

STORY4 B4 B300X500 1.627E-04 5.177E-04

STORY4 B5 B300X500 5.511E-04 6.858E-04

STORY4 B6 B300X500 5.212E-04 6.486E-04

STORY4 B7 B300X500 5.244E-04 6.526E-04

STORY4 B8 B300X500 5.243E-04 6.524E-04

STORY4 B9 B300X500 5.702E-04 7.095E-04STORY4 B10 B300X500 7.131E-04 8.873E-04

STORY4 B11 B300X500 7.141E-04 8.886E-04

STORY4 B12 B300X500 5.633E-04 7.010E-04

STORY4 B13 B300X500 3.027E-04 5.177E-04

STORY4 B14 B300X500 7.197E-04 8.956E-04

STORY4 B15 B300X500 7.764E-04 9.662E-04

STORY4 B16 B300X500 5.809E-04 7.228E-04

STORY3 B1 B300X500 6.499E-04 8.088E-04

STORY3 B2 B300X500 5.961E-04 7.418E-04

STORY3 B3 B300X500 6.165E-04 7.672E-04

STORY3 B4 B300X500 1.419E-04 5.177E-04


STORY3 B7 B300X500 6.314E-04 7.857E-04

STORY3 B8 B300X500 6.288E-04 7.824E-04

STORY3 B9 B300X500 7.031E-04 8.749E-04

STORY3 B10 B300X500 8.210E-04 0.001

STORY3 B11 B300X500 8.254E-04 0.001

STORY3 B12 B300X500 6.970E-04 8.674E-04

STORY3 B13 B300X500 2.215E-04 5.177E-04

STORY3 B14 B300X500 7.769E-04 9.668E-04

STORY3 B15 B300X500 8.898E-04 0.001

STORY3 B16 B300X500 7.207E-04 8.968E-04

STORY2 B1 B300X500 6.488E-04 8.074E-04

STORY2 B2 B300X500 5.951E-04 7.405E-04

STORY2 B3 B300X500 6.085E-04 7.572E-04

STORY2 B4 B300X500 1.569E-04 5.177E-04

STORY2 B5 B300X500 6.766E-04 8.420E-04

STORY2 B6 B300X500 6.472E-04 8.054E-04

STORY2 B7 B300X500 6.275E-04 7.808E-04

STORY2 B8 B300X500 6.174E-04 7.683E-04

STORY2 B9 B300X500 6.706E-04 8.344E-04


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Concrete Beam Design - Torsion Design Rebar Areas

Story Beam Section Torsion-Shear Torsion-Long.

Level Bay Name Rebar Area Rebar Area

STORY2 B10 B300X500 8.003E-04 9.959E-04

STORY2 B11 B300X500 8.019E-04 9.979E-04

STORY2 B12 B300X500 6.667E-04 8.297E-04


STORY2 B15 B300X500 8.767E-04 0.001

STORY2 B16 B300X500 6.967E-04 8.670E-04

STORY1 B1 B300X500 5.996E-04 7.462E-04

STORY1 B2 B300X500 5.441E-04 6.770E-04

STORY1 B3 B300X500 5.644E-04 7.023E-04

STORY1 B4 B300X500 1.495E-04 5.177E-04

STORY1 B5 B300X500 6.157E-04 7.662E-04

STORY1 B6 B300X500 5.832E-04 7.257E-04

STORY1 B7 B300X500 5.876E-04 7.312E-04

STORY1 B8 B300X500 5.733E-04 7.135E-04


STORY1 B11 B300X500 7.554E-04 9.400E-04

STORY1 B12 B300X500 6.103E-04 7.595E-04

STORY1 B13 B300X500 2.561E-04 5.177E-04

STORY1 B14 B300X500 7.442E-04 9.261E-04

STORY1 B15 B300X500 8.432E-04 0.001

STORY1 B16 B300X500 6.475E-04 8.058E-04


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Sample: Column Design Properties

Story Level: STORY4

Element: C1

Section Name: COL450X450

Frame Type: Sway Special

L=3.500B=0.450 D=0.450 dc=0.060

E=2.102E+10 fc=20000000.00 Lt.Wt. Fac.=1.000

fy=420000000 fys=420000000

RLLF=1.000

Axial Force & Biaxial Moment Reinforcement for Pu-Mu2-Mu3 InteractionColumn End Rebar Area Rebar %

Top 0.002 1.000

Bottom 0.002 1.000

Column End Design Pu Design Mu2 Design Mu3 Station Loc Controlling ComboTop 142367.750 67458.296 30656.382 3.000 DCON26

Bottom 152386.640 -69817.671 -31835.477 0.000 DCON26

Shear Reinforcement for Major Shear (V2)

Column End Rebar Av/s Design Vu Station Loc Controlling ComboTop 5.669E-04 68602.371 3.000 DCON26

Bottom 5.669E-04 68602.371 0.000 DCON26

Shear Reinforcement for Minor Shear (V3)Column End Rebar Av/s Design Vu Station Loc Controlling Combo

Top 5.077E-04 61432.082 3.000 DCON26Bottom 5.077E-04 61432.082 0.000 DCON26

Joint Shear Check/DesignJoint Shear Shear Shear Joint Controlling

Ratio VuTot phi*Vc Area ComboMajor(V2) 0.380 291825.911 767007.671 0.203 DCON15Minor(V3) 0.338 259315.303 767007.671 0.203 DCON15

Beam/Column Capacity Ratios

(6/5)(B/C) Column/Beam SumBeamCap SumColCap ControllingRatio Ratio Moments Moments ComboMajor(33) 0.686 1.749 97379.200 170354.939 DCON25Minor(22) 0.613 1.957 87059.729 170354.939 DCON25


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Sample: Beam Design PropertiesStory Level: STORY4

Element: B8

Section Name: B300X500

Frame Type: Sway Special

L=5.600

D=0.500 B=0.300 bf=0.300

ds=0.000 dct=0.060 dcb=0.060

E=2.102E+10 fc=20000000.00 Lt.Wt. Fac.=1.000

fy=420000000 fys=420000000

Flexural Reinforcement for Major Axis Moment------- End-I --------- --------- Middle -------- --------- End-J ---------Rebar Area Rebar % Rebar Area Rebar % Rebar Area Rebar %8.785E-04 0.586 2.740E-04 0.183 5.374E-04 0.358 Top (+2 Axis)4.334E-04 0.289 5.638E-04 0.376 4.334E-04 0.289 Bot (-2 Axis)

Design Mu Station Loc Design Mu Station Loc Design Mu Station Loc-134099.525 0.225 -33524.881 3.671 -84882.633 5.375 Top (+2 Axis)53567.708 0.225 88818.423 2.800 58151.216 4.200 Bot (-2 Axis)

Controlling Combo Controlling Combo Controlling ComboDCON16 DCON16 DCON15 Top (+2 Axis)DCON22 DCON2 DCON16 Bot (-2 Axis)

Shear Reinforcement for Major Shear (V2)------- End-I --------- --------- Middle -------- --------- End-J ---------Rebar Av/s Rebar Av/s Rebar Av/s

O/S 2.500E-04 6.605E-04

Design Vu Station Loc Design Vu Station Loc Design Vu Station Loc151338.199 1.120 64054.677 3.671 163699.996 5.375

Controlling Combo Controlling Combo Controlling ComboDCON17 DCON26 DCON18

Torsion Reinforcement------- Shear --------- ------ Longitudinal -----Rebar At/s Rebar Al

5.243E-04 6.524E-04

Design Tu Station Loc Design Tu Station Loc23997.112 1.400 23997.112 1.400

Controlling Combo Controlling ComboDCON17 DCON17

O/S #45 Shear stress due to shear force and torsion together exceeds maximum allowed


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Chapter IV


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Plan View at Storey 4


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3-D View of Building


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Elevation at Grid 1


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Elevation at Lift Void


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Deformed shape of Building for ServiceCOMBO


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44

Frame Member Reactions at Grid 1 for ServiceCOMBO


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45

Column Axial Forces (ServiceCOMBO)


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46

Column Bending Moments (M33) for ServiceCOMBO


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Slabs MMax

dos design of multistorey building

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