STRUCTURAL ENGINEERING FORUM OF INDIA [SEFI]

er_manojbisht · SEFI Member Joined: 14 May 2011 Posts: 6

Hello to all
I m a new user ,i have not much knowladge abt staad
i have to design a single storey building in Zone IV
i m not able to do proper sesmic loading.
here is my input file

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 20-Apr-11
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
2 3.93 0 0; 3 9.16 0 0; 5 0 0 1.83; 6 3.93 0 1.83; 7 9.16 0 1.83;
8 13.09 0 1.83; 9 0 0 6.96; 10 3.93 0 6.96; 11 9.16 0 6.96; 12 13.09 0 6.96;
13 0.93 0 9.69; 14 3.93 0 9.69; 15 9.16 0 9.69; 16 12.16 0 9.69;
17 0.93 0 6.96; 18 12.16 0 6.96; 21 0 2.4 1.83; 22 3.93 2.4 1.83;
23 9.16 2.4 1.83; 24 13.09 2.4 1.83; 25 0 2.4 6.96; 26 3.93 2.4 6.96;
27 9.16 2.4 6.96; 28 13.09 2.4 6.96; 33 0.93 2.4 6.96; 34 12.16 2.4 6.96;
35 3.93 -1.6 0; 36 9.16 -1.6 0; 37 0 -1.6 1.83; 38 3.93 -1.6 1.83;
39 9.16 -1.6 1.83; 40 13.09 -1.6 1.83; 41 0 -1.6 6.96; 42 3.93 -1.6 6.96;
43 9.16 -1.6 6.96; 44 13.09 -1.6 6.96; 45 0.93 -1.6 9.69; 46 3.93 -1.6 9.69;
47 9.16 -1.6 9.69; 48 12.16 -1.6 9.69; 49 0.93 -1.6 6.96; 50 12.16 -1.6 6.96;
51 3.93 4 0; 52 9.16 4 0; 53 3.93 4 1.83; 54 9.16 4 1.83; 55 3.93 4 6.96;
56 9.16 4 6.96; 57 3.93 4 9.69; 58 9.16 4 9.69; 59 3.93 3.05 6.96;
60 0.93 3.05 9.69; 61 3.93 3.05 9.69; 62 0.93 3.05 6.96; 63 9.16 3.05 6.96;
64 9.16 3.05 9.69; 65 12.16 3.05 9.69; 66 12.16 3.05 6.96;
MEMBER INCIDENCES
1 2 3; 2 5 6; 3 6 7; 4 7 8; 5 9 17; 6 10 11; 7 11 18; 8 13 14; 9 14 15;
10 15 16; 11 2 6; 12 3 7; 13 5 9; 14 6 10; 15 7 11; 16 8 12; 17 10 14;
18 11 15; 19 17 10; 20 13 17; 21 18 12; 22 16 18; 23 2 51; 24 3 52; 25 5 21;
26 6 22; 27 7 23; 28 8 24; 29 9 25; 30 10 26; 31 11 27; 32 12 28; 33 13 60;
34 14 61; 35 15 64; 36 16 65; 37 17 33; 38 18 34; 40 21 22; 42 23 24; 43 25 33;
45 27 34; 51 21 25; 52 22 26; 53 23 27; 54 24 28; 57 33 26; 59 34 28; 61 2 35;
62 3 36; 63 5 37; 64 6 38; 65 7 39; 66 8 40; 67 9 41; 68 10 42; 69 11 43;
70 12 44; 71 13 45; 72 14 46; 73 15 47; 74 16 48; 75 17 49; 76 18 50; 79 22 53;
80 23 54; 81 26 59; 82 27 63; 85 51 52; 86 53 54; 87 55 56; 88 57 58; 89 51 53;
90 52 54; 91 53 55; 92 54 56; 93 55 57; 94 56 58; 95 59 55; 97 61 57; 98 33 62;
99 60 61; 100 62 59; 101 60 62; 102 63 56; 103 64 58; 105 34 66; 106 63 66;
107 64 65; 108 65 66; 109 59 61; 110 64 63;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-005
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
23 TO 38 61 TO 76 81 82 97 98 103 105 PRIS YD 0.23 ZD 0.23
1 TO 22 40 42 43 45 51 TO 54 57 59 85 TO 94 99 TO 101 106 TO 109 -
110 PRIS YD 0.3 ZD 0.23
79 80 95 102 PRIS YD 0.3 ZD 0.23
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
35 TO 50 FIXED
DEFINE 1893 LOAD
ZONE 0.24 RF 3 I 1 SS 2 ST 1 DM 5 PX 0.5 PZ 0.5
LOAD 1 SELF LOAD
SELFWEIGHT Y -1
LOAD 2 UDL
MEMBER LOAD
2 4 5 7 13 TO 16 19 21 UNI GY -11.04
1 3 6 9 11 12 UNI GY -18.4
8 10 17 18 20 22 UNI GY -14.03
109 110 UNI GY -4.37
52 53 UNI GY -7.36
45 57 UNI GY -2.99
LOAD 5 LIVE
FLOOR LOAD
YRANGE 4 4 FLOAD -2 GY
YRANGE 3.05 3.05 FLOAD -2 XRANGE 0 3.93  ZRANGE 6.96 9.69  GY
YRANGE 3.05 3.05 FLOAD -2 XRANGE 9.16 12.16  ZRANGE 6.96 9.69  GY
YRANGE 2.4 2.4 FLOAD -2 XRANGE 0 3.93  ZRANGE 0 9.69  GY
YRANGE 2.4 2.4 FLOAD -2 XRANGE 9.16 15  ZRANGE 0 9.69  GY
LOAD 6 FLOOR FINISH
FLOOR LOAD
YRANGE 4 4 FLOAD -4.25 GY
YRANGE 3.05 3.05 FLOAD -4.25 XRANGE 0 3.93  ZRANGE 6.96 9.69  GY
YRANGE 3.05 3.05 FLOAD -4.25 XRANGE 9.16 12.16  ZRANGE 6.96 9.69  GY
YRANGE 2.4 2.4 FLOAD -4.25 XRANGE 0 3.93  ZRANGE 0 9.69  GY
YRANGE 2.4 2.4 FLOAD -4.25 XRANGE 9.16 15  ZRANGE 0 9.69  GY
LOAD COMB 3 I
5 1.5 6 1.5 1 1.5 2 1.5
PRINT PROBLEM STATISTICS
PERFORM ANALYSIS PRINT ALL
START CONCRETE DESIGN
CODE INDIAN
DESIGN BEAM 1 TO 22 40 42 43 45 51 TO 54 57 59 85 TO 94 99 TO 101 106 TO 110
DESIGN COLUMN 23 TO 38 61 TO 76 79 TO 82 95 97 98 102 103 105
END CONCRETE DESIGN
PRINT ANALYSIS RESULTS
PRINT MEMBER FORCES GLOBAL ALL
PRINT MODE SHAPES
PRINT BUCKLING SHAPES
PRINT MEMBER SECTION FORCES ALL
LOAD LIST 1 TO 3 5 6
FINISH

plz guide me,if u have a sample file or correction in my file then mail me on er_manojbisht@yahoo.com

regards

rahul.leslie · Posted: Sat May 14, 2011 5:19 pm Post subject:

I haven't opened the listing in STAAD, but by going through it, I have the following opinions.

See line
    ZONE 0.24 RF 3 I 1 SS 2 ST 1 DM 5 PX 0.5 PZ 0.5
For  zone IV, you cannot have RF=3; it should be 5 as per IS:13920. Also DM should be put 0.05 instead of 5.

Also you haven't defined seismic weights.

Rahul Leslie

er_manojbisht · SEFI Member Joined: 14 May 2011 Posts: 6

improved file is here
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 20-Apr-11
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
2 3.93 0 0; 3 9.16 0 0; 5 0 0 1.83; 6 3.93 0 1.83; 7 9.16 0 1.83;
8 13.09 0 1.83; 9 0 0 6.96; 10 3.93 0 6.96; 11 9.16 0 6.96; 12 13.09 0 6.96;
13 0.93 0 9.69; 14 3.93 0 9.69; 15 9.16 0 9.69; 16 12.16 0 9.69;
17 0.93 0 6.96; 18 12.16 0 6.96; 21 0 2.4 1.83; 22 3.93 2.4 1.83;
23 9.16 2.4 1.83; 24 13.09 2.4 1.83; 25 0 2.4 6.96; 26 3.93 2.4 6.96;
27 9.16 2.4 6.96; 28 13.09 2.4 6.96; 33 0.93 2.4 6.96; 34 12.16 2.4 6.96;
35 3.93 -1.6 0; 36 9.16 -1.6 0; 37 0 -1.6 1.83; 38 3.93 -1.6 1.83;
39 9.16 -1.6 1.83; 40 13.09 -1.6 1.83; 41 0 -1.6 6.96; 42 3.93 -1.6 6.96;
43 9.16 -1.6 6.96; 44 13.09 -1.6 6.96; 45 0.93 -1.6 9.69; 46 3.93 -1.6 9.69;
47 9.16 -1.6 9.69; 48 12.16 -1.6 9.69; 49 0.93 -1.6 6.96; 50 12.16 -1.6 6.96;
51 3.93 4 0; 52 9.16 4 0; 53 3.93 4 1.83; 54 9.16 4 1.83; 55 3.93 4 6.96;
56 9.16 4 6.96; 57 3.93 4 9.69; 58 9.16 4 9.69; 59 3.93 3.05 6.96;
60 0.93 3.05 9.69; 61 3.93 3.05 9.69; 62 0.93 3.05 6.96; 63 9.16 3.05 6.96;
64 9.16 3.05 9.69; 65 12.16 3.05 9.69; 66 12.16 3.05 6.96;
MEMBER INCIDENCES
1 2 3; 2 5 6; 3 6 7; 4 7 8; 5 9 17; 6 10 11; 7 11 18; 8 13 14; 9 14 15;
10 15 16; 11 2 6; 12 3 7; 13 5 9; 14 6 10; 15 7 11; 16 8 12; 17 10 14;
18 11 15; 19 17 10; 20 13 17; 21 18 12; 22 16 18; 23 2 51; 24 3 52; 25 5 21;
26 6 22; 27 7 23; 28 8 24; 29 9 25; 30 10 26; 31 11 27; 32 12 28; 33 13 60;
34 14 61; 35 15 64; 36 16 65; 37 17 33; 38 18 34; 40 21 22; 42 23 24; 43 25 33;
45 27 34; 51 21 25; 52 22 26; 53 23 27; 54 24 28; 57 33 26; 59 34 28; 61 2 35;
62 3 36; 63 5 37; 64 6 38; 65 7 39; 66 8 40; 67 9 41; 68 10 42; 69 11 43;
70 12 44; 71 13 45; 72 14 46; 73 15 47; 74 16 48; 75 17 49; 76 18 50; 79 22 53;
80 23 54; 81 26 59; 82 27 63; 85 51 52; 86 53 54; 87 55 56; 88 57 58; 89 51 53;
90 52 54; 91 53 55; 92 54 56; 93 55 57; 94 56 58; 95 59 55; 97 61 57; 98 33 62;
99 60 61; 100 62 59; 101 60 62; 102 63 56; 103 64 58; 105 34 66; 106 63 66;
107 64 65; 108 65 66; 109 59 61; 110 64 63;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-005
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
23 TO 38 61 TO 76 81 82 97 98 103 105 PRIS YD 0.23 ZD 0.23
1 TO 22 40 42 43 45 51 TO 54 57 59 85 TO 94 99 TO 101 106 TO 109 -
110 PRIS YD 0.3 ZD 0.23
79 80 95 102 PRIS YD 0.3 ZD 0.23
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
35 TO 50 FIXED
DEFINE 1893 LOAD
ZONE 0.24 RF 5 I 1 SS 2 ST 1 DM 0.05 PX 0.5 PZ 0.5 DT 1
MEMBER WEIGHT
2 4 5 7 13 TO 16 19 21 UNI 11.04
1 3 6 9 11 12 UNI 18.4
8 10 17 18 20 22 UNI 14.03
109 110 UNI 4.37
52 53 UNI 7.36
45 57 UNI 2.99
FLOOR WEIGHT
YRANGE 4 4 FLOAD 4.25
YRANGE 3.05 3.05 FLOAD 4.25 XRANGE 0 3.93 ZRANGE 6.96 9.69
YRANGE 3.05 3.05 FLOAD 4.25 XRANGE 9.16 12.16 ZRANGE 6.96 9.69
YRANGE 2.4 2.4 FLOAD 4.25 XRANGE 0 3.93 ZRANGE 0 9.69
YRANGE 2.4 2.4 FLOAD 4.25 XRANGE 9.16 15 ZRANGE 0 9.69
LOAD 1 LOADTYPE None  TITLE SES X
1893 LOAD X 1
LOAD 2 LOADTYPE None  TITLE SES Z
1893 LOAD Z 1
LOAD 3 LOADTYPE None  TITLE DL
SELFWEIGHT Y -1
MEMBER LOAD
2 4 5 7 13 TO 16 19 21 UNI GY -11.04
1 3 6 9 11 12 UNI GY -18.4
8 10 17 18 20 22 UNI GY -14.03
109 110 UNI GY -4.37
52 53 UNI GY -7.36
45 57 UNI GY -2.99
FLOOR LOAD
YRANGE 4 4 FLOAD -4.25 GY
YRANGE 3.05 3.05 FLOAD -4.25 XRANGE 0 3.93  ZRANGE 6.96 9.69  GY
YRANGE 3.05 3.05 FLOAD -4.25 XRANGE 9.16 12.16  ZRANGE 6.96 9.69  GY
YRANGE 2.4 2.4 FLOAD -4.25 XRANGE 0 3.93  ZRANGE 0 9.69  GY
YRANGE 2.4 2.4 FLOAD -4.25 XRANGE 9.16 15  ZRANGE 0 9.69  GY
LOAD 4 LOADTYPE None  TITLE LL
FLOOR LOAD
YRANGE 4 4 FLOAD -2 GY
YRANGE 3.05 3.05 FLOAD -2 XRANGE 0 3.93  ZRANGE 6.96 9.69  GY
YRANGE 3.05 3.05 FLOAD -2 XRANGE 9.16 12.16  ZRANGE 6.96 9.69  GY
YRANGE 2.4 2.4 FLOAD -2 XRANGE 0 3.93  ZRANGE 0 9.69  GY
YRANGE 2.4 2.4 FLOAD -2 XRANGE 9.16 15  ZRANGE 0 9.69  GY
LOAD COMB 5 DL+LL
3 1.0 4 1.0
LOAD COMB 6 DL+LL+SES X
3 1.0 4 1.0 1 1.0
LOAD COMB 7 DL+LL+SES Z
3 1.0 4 1.0 2 1.0
LOAD COMB 8 DL+SES X
3 1.0 1 1.0
LOAD COMB 9 DL+SES Z
3 1.0 2 1.0
*****************
LOAD COMB 10 1.5(DL+LL)
3 1.5 4 1.5
LOAD COMB 11 1.2(DL+LL+SES X)
3 1.2 4 1.2 1 1.2
LOAD COMB 12 1.2(DL+LL+SES Z)
3 1.2 4 1.2 2 1.2
LOAD COMB 13 1.5(DL+SES X)
3 1.5 1 1.5
LOAD COMB 14 1.5(DL+SES Z)
3 1.5 2 1.5
PRINT PROBLEM STATISTICS
PERFORM ANALYSIS PRINT ALL
START CONCRETE DESIGN
CODE INDIAN
DESIGN BEAM 1 TO 22 40 42 43 45 51 TO 54 57 59 85 TO 94 99 TO 101 106 TO 110
DESIGN COLUMN 23 TO 38 61 TO 76 79 TO 82 95 97 98 102 103 105
END CONCRETE DESIGN
PRINT ANALYSIS RESULTS
PRINT MEMBER FORCES GLOBAL ALL
PRINT MEMBER SECTION FORCES ALL
LOAD LIST 1 TO 14
FINISH

sukanta.adhikari · General Sponsor Joined: 26 Jan 2003 Posts: 710

Dear Mr Manoj,

DEFINE 1893 LOAD
ZONE 0.24 RF 5 I 1 SS 2 ST 1 DM 0.05 PX 0.5 PZ 0.5 DT 1

The structure u have uploaded is an irregular building.Hence PX and PZ cant be same for both.Also once PX and PZ is given no need to give ST,although the program will proceed with PX and PZ.

Next since the structure is located in zone IV,ductile detailing is must.Instead of IS 456 design the building using IS 13920.

Also in load combination generate the seismic load in -X and - Z direction as the buildng is irregular.Else you can also use Automatic load combination instead of manual combination.

Regards,
S.Adhikari

er_manojbisht · SEFI Member Joined: 14 May 2011 Posts: 6

Thanks
I m not experienced abt staad and design.
Mr Adhikari , i have used your sample file ,can u guide me abt PX PZ and abt load combination ,is it OK.
Mr Rahul i have also rectified data as u guided me is it OK?
Regards

sukanta.adhikari · General Sponsor Joined: 26 Jan 2003 Posts: 710

Dear Manoj,

What I mean was,

1) ST = Type of structure which is 1 for RCC frame building, 2 for steel frame building and 3 for all other building. This facility is developed in the software to enable the program to understand and automatically calculate time period for moment resisting frame building without brick infill panel, considering clause 7.6.1 of IS 1893:2002(Part 1) based on user’s input to ST using ,

Ta=0.075h^0.75 for RCC frame building &

Ta=0.085h^0.75 for Steel frame building.

Where h=height of the building in m.

Alternately if the user intends to consider time period for moment resisting frame building with brick infill panel, user needs to calculate time period using Ta=0.09h/Sqrt(d) of IS 1893:2002(Part 1) and feed this value in the program using Px and Pz parameter.

Px =Period in X direction (in seconds)

Pz =Period in Z direction (in seconds)

Px and Pz parameter are optional and is to be used as a substitute to ST.However if both ST and Px, Pz parameter are used together, program ignores ST parameters and proceeds with Px and Pz .

After obtaining the value of time period using ST or Px, Pz program calculates Sa/g using equation instead of figure 2 of IS 1893:2002(Part 1),

Sa/g (for rocky and hard soil sites) = 1+15T, 0 < T< 0.1

2.50 0.1 < T< 0.4

1.0/T 0.4 < T< 4

Sa/g (for medium soil sites) = 1+15T , 0 < T< 0.1

2.50 0.1 < T < 0.55

1.36/T 0.55 < T < 4

Sa/g (for soft soil sites) = 1+15T , 0 < T< 0.1

2.50 0.1 < T < 0.67

1.36/T 0.67 < T < 4

Emphirical Time period provided in IS 1893-2002-Part 1 to be used using Equivalent Static method are for Regular buildings only.

Alternately if a correct value of time period is to be derived and feed.the following can be used

a) Frequency from Modal analysis can be taken as per IS 1893-2005-Part 4

.

b) Frequency from Rayleigh method can be used as per New zealand code :NZS 1170

These frequency values can also be inputted in STAAD using PX and PZ parameter.

2) You have not considered seismic -X and -Z and hence I told u to consider those.Alternately STAAD has the facility to generate automatic load combination as per various international code.If u are using Indian code select IS code..and combination will be done by program.

Regards,
S.Adhikari

manoj_bisht wrote:

Thanks
I m not experienced abt staad and design.
Mr Adhikari , i have used your sample file ,can u guide me abt PX PZ and abt load combination ,is it OK.
Mr Rahul i have also rectified data as u guided me is it OK?
Regards

RAHULGEHLOT2009 · Posted: Tue May 17, 2011 3:38 pm Post subject: CORRECTION TO SOME EXTENT

Dear manoj,

                  I have tried to correct your model to some extent you have to re-size some of the members no. 26 and 27 need re-size. you can also use torsion command for beam design

Regards,

Rahul Gehlot

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 20-Apr-11
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
2 3.93 0 0; 3 9.16 0 0; 5 0 0 1.83; 6 3.93 0 1.83; 7 9.16 0 1.83;
8 13.09 0 1.83; 9 0 0 6.96; 10 3.93 0 6.96; 11 9.16 0 6.96; 12 13.09 0 6.96;
13 0.93 0 9.69; 14 3.93 0 9.69; 15 9.16 0 9.69; 16 12.16 0 9.69;
17 0.93 0 6.96; 18 12.16 0 6.96; 21 0 2.4 1.83; 22 3.93 2.4 1.83;
23 9.16 2.4 1.83; 24 13.09 2.4 1.83; 25 0 2.4 6.96; 26 3.93 2.4 6.96;
27 9.16 2.4 6.96; 28 13.09 2.4 6.96; 33 0.93 2.4 6.96; 34 12.16 2.4 6.96;
35 3.93 -1.6 0; 36 9.16 -1.6 0; 37 0 -1.6 1.83; 38 3.93 -1.6 1.83;
39 9.16 -1.6 1.83; 40 13.09 -1.6 1.83; 41 0 -1.6 6.96; 42 3.93 -1.6 6.96;
43 9.16 -1.6 6.96; 44 13.09 -1.6 6.96; 45 0.93 -1.6 9.69; 46 3.93 -1.6 9.69;
47 9.16 -1.6 9.69; 48 12.16 -1.6 9.69; 49 0.93 -1.6 6.96; 50 12.16 -1.6 6.96;
51 3.93 4 0; 52 9.16 4 0; 53 3.93 4 1.83; 54 9.16 4 1.83; 55 3.93 4 6.96;
56 9.16 4 6.96; 57 3.93 4 9.69; 58 9.16 4 9.69; 59 3.93 3.05 6.96;
60 0.93 3.05 9.69; 61 3.93 3.05 9.69; 62 0.93 3.05 6.96; 63 9.16 3.05 6.96;
64 9.16 3.05 9.69; 65 12.16 3.05 9.69; 66 12.16 3.05 6.96;
MEMBER INCIDENCES
1 2 3; 2 5 6; 3 6 7; 4 7 8; 5 9 17; 6 10 11; 7 11 18; 8 13 14; 9 14 15;
10 15 16; 11 2 6; 12 3 7; 13 5 9; 14 6 10; 15 7 11; 16 8 12; 17 10 14;
18 11 15; 19 17 10; 20 13 17; 21 18 12; 22 16 18; 23 2 51; 24 3 52; 25 5 21;
26 6 22; 27 7 23; 28 8 24; 29 9 25; 30 10 26; 31 11 27; 32 12 28; 33 13 60;
34 14 61; 35 15 64; 36 16 65; 37 17 33; 38 18 34; 40 21 22; 42 23 24; 43 25 33;
45 27 34; 51 21 25; 52 22 26; 53 23 27; 54 24 28; 57 33 26; 59 34 28; 61 2 35;
62 3 36; 63 5 37; 64 6 38; 65 7 39; 66 8 40; 67 9 41; 68 10 42; 69 11 43;
70 12 44; 71 13 45; 72 14 46; 73 15 47; 74 16 48; 75 17 49; 76 18 50; 79 22 53;
80 23 54; 81 26 59; 82 27 63; 85 51 52; 86 53 54; 87 55 56; 88 57 58; 89 51 53;
90 52 54; 91 53 55; 92 54 56; 93 55 57; 94 56 58; 95 59 55; 97 61 57; 98 33 62;
99 60 61; 100 62 59; 101 60 62; 102 63 56; 103 64 58; 105 34 66; 106 63 66;
107 64 65; 108 65 66; 109 59 61; 110 64 63;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.5e+007
POISSON 0.17
DENSITY 25
ALPHA 1e-005
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY INDIAN
23 TO 38 61 TO 76 81 82 97 98 103 105 PRIS YD 0.23 ZD 0.23
1 TO 22 40 42 43 45 51 TO 54 57 59 85 TO 94 99 TO 101 106 TO 109 -
110 PRIS YD 0.3 ZD 0.23
79 80 95 102 PRIS YD 0.3 ZD 0.23
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
*2 3 5 TO 18 21 TO 28 33 34 51 TO 66 PINNED
35 TO 50 FIXED
DEFINE 1893 LOAD
ZONE 0.24 RF 5 I 1 SS 2 ST 1 DM 0.05 PX 0.273 PZ 0.273 DT 1.6
JOINT WEIGHT
2 WEIGHT 65.306
3 WEIGHT 65.306
5 WEIGHT 52.101
6 WEIGHT 149.013
7 WEIGHT 149.013
8 WEIGHT 52.101
9 WEIGHT 42.634
10 WEIGHT 144.796
11 WEIGHT 144.796
12 WEIGHT 42.634
13 WEIGHT 35.93
14 WEIGHT 105.431
15 WEIGHT 105.431
16 WEIGHT 35.93
17 WEIGHT 42.584
18 WEIGHT 42.584
21 WEIGHT 33.015
22 WEIGHT 52.15
23 WEIGHT 52.15
24 WEIGHT 33.015
25 WEIGHT 16.827
26 WEIGHT 51.99
27 WEIGHT 51.99
28 WEIGHT 16.827
33 WEIGHT 27.556
34 WEIGHT 27.556
51 WEIGHT 15.521
52 WEIGHT 15.521
53 WEIGHT 58.907
54 WEIGHT 58.907
55 WEIGHT 63.301
56 WEIGHT 63.301
57 WEIGHT 20.549
58 WEIGHT 20.549
59 WEIGHT 19.81
60 WEIGHT 17.275
61 WEIGHT 23.137
62 WEIGHT 15.217
63 WEIGHT 19.81
64 WEIGHT 23.137
65 WEIGHT 17.275
66 WEIGHT 15.217
LOAD 1 LOADTYPE Seismic  TITLE EQX
1893 LOAD X 1
LOAD 2 LOADTYPE Seismic  TITLE EQZ
1893 LOAD Z 1
LOAD 3 DEAD LOAD
SELFWEIGHT Y -1
MEMBER LOAD
2 4 5 7 13 TO 16 19 21 UNI GY -11.04
1 3 6 9 11 12 UNI GY -18.4
8 10 17 18 20 22 UNI GY -14.03
109 110 UNI GY -4.37
52 53 UNI GY -7.36
45 57 UNI GY -2.99
FLOOR LOAD
YRANGE 4 4 FLOAD -4.25 GY
YRANGE 3.05 3.05 FLOAD -4.25 XRANGE 0 3.93  ZRANGE 6.96 9.69  GY
YRANGE 3.05 3.05 FLOAD -4.25 XRANGE 9.16 12.16  ZRANGE 6.96 9.69  GY
YRANGE 2.4 2.4 FLOAD -4.25 XRANGE 0 3.93  ZRANGE 0 9.69  GY
YRANGE 2.4 2.4 FLOAD -4.25 XRANGE 9.16 15  ZRANGE 0 9.69  GY
LOAD 4 LIVE LOAD
FLOOR LOAD
YRANGE 4 4 FLOAD -2 GY
YRANGE 3.05 3.05 FLOAD -2 XRANGE 0 3.93  ZRANGE 6.96 9.69  GY
YRANGE 3.05 3.05 FLOAD -2 XRANGE 9.16 12.16  ZRANGE 6.96 9.69  GY
YRANGE 2.4 2.4 FLOAD -2 XRANGE 0 3.93  ZRANGE 0 9.69  GY
YRANGE 2.4 2.4 FLOAD -2 XRANGE 9.16 15  ZRANGE 0 9.69  GY
*LOAD COMB 5 I
*3 1.0 4 0.25
LOAD COMB 6 (1.5)DL+LL
3 1.5 4 1.5
LOAD COMB 7 1.2(TDL+LL+EQX)
3 1.2 4 1.2 1 1.2
LOAD COMB 8 1.2(TDL+LL-EQX)
3 1.2 4 1.2 1 -1.2
LOAD COMB 9 1.2(TDL+LL+EQZ)
3 1.2 4 1.2 2 1.2
LOAD COMB 10 1.2(TDL+LL-EQZ)
3 1.2 4 1.2 2 -1.2
LOAD COMB 11 1.5(TDL+EQX)
3 1.5 1 1.5
LOAD COMB 12 1.5(TDL-EQX)
3 1.5 1 -1.5
LOAD COMB 13 1.5(TDL+EQZ)
3 1.5 2 1.5
LOAD COMB 14 1.5(TDL-EQZ)
3 1.5 2 -1.5
LOAD COMB 15 0.9TDL+1.5EQX
3 0.9 1 1.5
LOAD COMB 16 0.9TDL-1.5EQX
3 0.9 1 -1.5
LOAD COMB 17 0.9TDL+1.5EQZ
3 0.9 2 1.5
LOAD COMB 18 0.9TDL-1.5EQZ
3 0.9 2 -1.5
PERFORM ANALYSIS
LOAD LIST 6 TO 18
START CONCRETE DESIGN
CODE INDIAN
FC 25000 ALL
FYMAIN 415000 ALL
FYSEC 415000 ALL
METHOD 1 MEMB 23 TO 38 61 TO 76 79 TO 82 95 97 98 102 103 105
RATIO 4 MEMB 23 TO 38 61 TO 76 79 TO 82 95 97 98 102 103 105
REINF 0 MEMB 23 TO 38 61 TO 76 79 TO 82 95 97 98 102 103 105
DESIGN BEAM 1 TO 22 40 42 43 45 51 TO 54 57 59 85 TO 94 99 TO 101 106 TO 110
DESIGN COLUMN 23 TO 38 61 TO 76 79 TO 82 95 97 98 102 103 105
END CONCRETE DESIGN
FINISH

er_manojbisht · SEFI Member Joined: 14 May 2011 Posts: 6

thanks Mr Rahul
can u plz elaborate me the changes done in sesmic load px pz and joint force ?
regards
manoj Bisht
er_manojbisht@yahoo.com

RAHULGEHLOT2009 · Posted: Wed May 18, 2011 4:32 am Post subject:

Dear Manoj,
As very well explained by Mr. sukanta adhikari, time period is calculated as per IS 1893-2002. Ta = 0.075 * (h)^0.75 for bare frame analysis but if building is brick infill than you have to use brick infill time period Tx = {0.09(h)^1/2}/dx, and
Tz = {0.09(h)^1/2}/dz.
for Joint loads, load combination of DL+0.25LL is used as per 1893, and this load is distributed on each joint respectively.

regards,

rahul gehlot

skarambam · SEFI Member Joined: 01 Apr 2008 Posts: 13

Respected Sir, I have been following the postings on this forum for a long time and have learnt a lot from here. But I never dared to post any till date. But now I have a serious confusion.
I have no training on STAAD but learnt it by myself with books and through this forum. I learnt many things about STAAD PRO form here including use of PERFORM ANALYSIS CHANGE command after Siesmic analysis but the difference in column steel by using/omitting the same for he sample below has completely confused me. please help me out.
sample residential building:

STAAD SPACE T
START JOB INFORMATION
JOB NAME T
JOB CLIENT Mohor house
JOB NO 1
JOB PART 1
JOB REF 1
JOB COMMENT Trial
ENGINEER NAME SK
ENGINEER DATE 20-5-2011
END JOB INFORMATION
***********************************************
*         STAAD.Pro Generated Comment         *
***********************************************
*REPEAT ALL 1 0 0 0.9
*REPEAT 1 0 0 4.16
*REPEAT 1 0 0 4.11
*REPEAT 1 0 0 3.05
*REPEAT 1 0 0 2.74
*REPEAT 1 0 0 4.11
*REPEAT 1 0 0 4.11
*REPEAT 1 0 0 0.65
*REPEAT ALL 1 0 0.8 0
*REPEAT 1 0 3.33 0
*REPEAT 3 0 3.08 0
***********************************************
UNIT METER KN
JOINT COORDINATES
6 0.55 0 0.9; 7 4.36 0 0.9; 10 0.55 0 5.06; 11 4.36 0 5.06;
14 0.55 0 9.17; 15 4.36 0 9.17; 18 0.55 0 12.2; 19 4.36 0 12.2;
22 0.55 0 15; 23 4.36 0 15; 26 0.55 0 19.1; 27 4.36 0 19.1;
30 0.55 0 23.2; 31 4.36 0 23.2; 37 0 0.8 0; 38 0.55 0.8 0;
39 4.36 0.8 0; 40 5.83 0.8 0; 41 0 0.8 0.9; 42 0.55 0.8 0.9;
43 4.36 0.8 0.9; 44 5.83 0.8 0.9; 45 0 0.8 5.06; 46 0.55 0.8 5.06;
47 4.36 0.8 5.06; 48 5.83 0.8 5.06; 49 0 0.8 9.17; 50 0.55 0.8 9.17;
51 4.36 0.8 9.17; 52 5.83 0.8 9.17; 53 0 0.8 12.2; 54 0.55 0.8 12.2;
55 4.36 0.8 12.2; 56 5.83 0.8 12.2; 57 0 0.8 15; 58 0.55 0.8 15;
59 4.36 0.8 15; 60 5.83 0.8 15; 61 0 0.8 19.1; 62 0.55 0.8 19.1;
63 4.36 0.8 19.1; 64 5.83 0.8 19.1; 65 0 0.8 23.2; 66 0.55 0.8 23.2;
67 4.36 0.8 23.2; 68 5.83 0.8 23.2; 69 0 0.8 23.8; 70 0.55 0.8 23.8;
71 4.36 0.8 23.8; 72 5.83 0.8 23.8; 73 0 4.13 0; 74 0.55 4.13 0;
75 4.36 4.13 0; 76 5.83 4.13 0; 77 0 4.13 0.9; 78 0.55 4.13 0.9;
79 4.36 4.13 0.9; 80 5.83 4.13 0.9; 81 0 4.13 5.06; 82 0.55 4.13 5.06;
83 4.36 4.13 5.06; 84 5.83 4.13 5.06; 85 0 4.13 9.17; 86 0.55 4.13 9.17;
87 4.36 4.13 9.17; 88 5.83 4.13 9.17; 89 0 4.13 12.2; 90 0.55 4.13 12.2;
91 4.36 4.13 12.2; 92 5.83 4.13 12.2; 93 0 4.13 15; 94 0.55 4.13 15;
95 4.36 4.13 15; 96 5.83 4.13 15; 97 0 4.13 19.1; 98 0.55 4.13 19.1;
99 4.36 4.13 19.1; 100 5.83 4.13 19.1; 101 0 4.13 23.2;
102 0.55 4.13 23.2; 103 4.36 4.13 23.2; 104 5.83 4.13 23.2;
105 0 4.13 23.8; 106 0.55 4.13 23.8; 107 4.36 4.13 23.8;
108 5.83 4.13 23.8; 109 0 7.21 0; 110 0.55 7.21 0; 111 4.36 7.21 0;
112 5.83 7.21 0; 113 0 7.21 0.9; 114 0.55 7.21 0.9; 115 4.36 7.21 0.9;
116 5.83 7.21 0.9; 117 0 7.21 5.06; 118 0.55 7.21 5.06;
119 4.36 7.21 5.06; 120 5.83 7.21 5.06; 121 0 7.21 9.17;
122 0.55 7.21 9.17; 123 4.36 7.21 9.17; 124 5.83 7.21 9.17;
125 0 7.21 12.2; 126 0.55 7.21 12.2; 127 4.36 7.21 12.2;
128 5.83 7.21 12.2; 129 0 7.21 15; 130 0.55 7.21 15; 131 4.36 7.21 15;
132 5.83 7.21 15; 133 0 7.21 19.1; 134 0.55 7.21 19.1;
135 4.36 7.21 19.1; 136 5.83 7.21 19.1; 137 0 7.21 23.2;
138 0.55 7.21 23.2; 139 4.36 7.21 23.2; 140 5.83 7.21 23.2;
141 0 7.21 23.8; 142 0.55 7.21 23.8; 143 4.36 7.21 23.8;
144 5.83 7.21 23.8; 145 0 10.3 0; 146 0.55 10.3 0; 147 4.36 10.3 0;
148 5.83 10.3 0; 149 0 10.3 0.9; 150 0.55 10.3 0.9; 151 4.36 10.3 0.9;
152 5.83 10.3 0.9; 153 0 10.3 5.06; 154 0.55 10.3 5.06;
155 4.36 10.3 5.06; 156 5.83 10.3 5.06; 157 0 10.3 9.17;
158 0.55 10.3 9.17; 159 4.36 10.3 9.17; 160 5.83 10.3 9.17;
161 0 10.3 12.2; 162 0.55 10.3 12.2; 163 4.36 10.3 12.2;
164 5.83 10.3 12.2; 165 0 10.3 15; 166 0.55 10.3 15; 167 4.36 10.3 15;
168 5.83 10.3 15; 169 0 10.3 19.1; 170 0.55 10.3 19.1;
171 4.36 10.3 19.1; 172 5.83 10.3 19.1; 173 0 10.3 23.2;
174 0.55 10.3 23.2; 175 4.36 10.3 23.2; 176 5.83 10.3 23.2;
177 0 10.3 23.8; 178 0.55 10.3 23.8; 179 4.36 10.3 23.8;
180 5.83 10.3 23.8; 181 0 13.4 0; 182 0.55 13.4 0; 183 4.36 13.4 0;
184 5.83 13.4 0; 185 0 13.4 0.9; 186 0.55 13.4 0.9; 187 4.36 13.4 0.9;
188 5.83 13.4 0.9; 189 0 13.4 5.06; 190 0.55 13.4 5.06;
191 4.36 13.4 5.06; 192 5.83 13.4 5.06; 193 0 13.4 9.17;
194 0.55 13.4 9.17; 195 4.36 13.4 9.17; 196 5.83 13.4 9.17;
197 0 13.4 12.2; 198 0.55 13.4 12.2; 199 4.36 13.4 12.2;
200 5.83 13.4 12.2; 201 0 13.4 15; 202 0.55 13.4 15; 203 4.36 13.4 15;
204 5.83 13.4 15; 205 0 13.4 19.1; 206 0.55 13.4 19.1;
207 4.36 13.4 19.1; 208 5.83 13.4 19.1; 209 0 13.4 23.2;
210 0.55 13.4 23.2; 211 4.36 13.4 23.2; 212 5.83 13.4 23.2;
213 0 13.4 23.8; 214 0.55 13.4 23.8; 215 4.36 13.4 23.8;
216 5.83 13.4 23.8;
1101 0 2.48 12.2;1113 0.55 2.48 12.2; 1114 0.55 2.48 15; 1104 0 2.48 15;
1105 0 5.66 12.2;1115 0.55 5.66 12.2;1116 0.55 5.66 15; 1108 0 5.66 15;
1109 0 8.74 12.2;1117 0.55 8.74 12.2;1118 0.55 8.74 15;1112 0 8.74 15;

;
*MID LANDING
***********************************************
*         STAAD.Pro Generated Comment         *
***********************************************
*1001 37 38 1003
*1004 41 42 1006
*1007 45 46 1009
*1010 49 50 1012
*1013 53 54 1015
*1016 57 58 1018
*1019 61 62 1021
*1022 65 66 1024
*1025 69 70 1027
*REPEAT ALL 4 27 36
*2001 37 41 2004
*2005 41 45 2008
*2009 45 49 2012
*2013 49 53 2016
*2017 53 57 2020
*2021 57 61 2024
*2025 61 65 2028
*2029 65 69 2032
*REPEAT ALL 4 32 36
*1 6 42 2
*3 10 46 4
*5 14 50 6
*7 18 54 8
*9 22 58 10
*11 26 62 12
*13 30 66 14
*REPEAT ALL 4 14 36
************************************************
MEMBER INCIDENCES
1 37 41; 2 41 45; 3 45 49; 4 49 53; 5 53 57; 6 57 61; 7 61 65; 8 65 69;
9 37 38; 10 41 42; 11 45 46; 12 49 50; 13 53 54; 14 57 58; 15 61 62;
16 65 66; 17 69 70; 18 38 42; 19 42 46; 20 46 50; 21 50 54; 22 54 58;
23 58 62; 24 62 66; 25 66 70; 26 38 39; 27 42 43; 28 46 47; 29 50 51;
30 54 55; 31 58 59; 32 62 63; 33 66 67; 34 70 71; 35 39 43; 36 43 47;
37 47 51; 38 51 55; 39 55 59; 40 59 63; 41 63 67; 42 67 71; 43 39 40;
44 43 44; 45 47 48; 46 51 52; 47 55 56; 48 59 60; 49 63 64; 50 67 68;
51 71 72; 52 40 44; 53 44 48; 54 48 52; 55 52 56; 56 56 60; 57 60 64;
58 64 68; 59 68 72; 101 73 77; 102 77 81; 103 81 85; 104 85 89;
105 89 93; 106 93 97; 107 97 101; 108 101 105; 109 73 74; 110 77 78;
111 81 82; 112 85 86; 113 89 90; 114 93 94; 115 97 98; 116 101 102;
117 105 106; 118 74 78; 119 78 82; 120 82 86; 121 86 90; 122 1113 1114;
123 94 98; 124 98 102; 125 102 106; 126 74 75; 127 78 79; 128 82 83;
129 86 87; 130 90 91; 131 94 95; 132 98 99; 133 102 103; 134 106 107;
135 75 79; 136 79 83; 137 83 87; 138 87 91; 139 91 95; 140 95 99;
141 99 103; 142 103 107; 143 75 76; 144 79 80; 145 83 84; 146 87 88;
147 91 92; 148 95 96; 149 99 100; 150 103 104; 151 107 108; 152 76 80;
153 80 84; 154 84 88; 155 88 92; 156 92 96; 157 96 100; 158 100 104;
159 104 108; 201 109 113; 202 113 117; 203 117 121; 204 121 125;
205 125 129; 206 129 133; 207 133 137; 208 137 141; 209 109 110;
210 113 114; 211 117 118; 212 121 122; 213 125 126; 214 129 130;
215 133 134; 216 137 138; 217 141 142; 218 110 114; 219 114 118;
220 118 122; 221 122 126; 222 1115 1116; 223 130 134; 224 134 138;
225 138 142; 226 110 111; 227 114 115; 228 118 119; 229 122 123;
230 126 127; 231 130 131; 232 134 135; 233 138 139; 234 142 143;
235 111 115; 236 115 119; 237 119 123; 238 123 127; 239 127 131;
240 131 135; 241 135 139; 242 139 143; 243 111 112; 244 115 116;
245 119 120; 246 123 124; 247 127 128; 248 131 132; 249 135 136;
250 139 140; 251 143 144; 252 112 116; 253 116 120; 254 120 124;
255 124 128; 256 128 132; 257 132 136; 258 136 140; 259 140 144;
301 145 149; 302 149 153; 303 153 157; 304 157 161; 305 161 165;
306 165 169; 307 169 173; 308 173 177; 309 145 146; 310 149 150;
311 153 154; 312 157 158; 313 161 162; 314 165 166; 315 169 170;
316 173 174; 317 177 178; 318 146 150; 319 150 154; 320 154 158;
321 158 162; 322 1117 1118; 323 166 170; 324 170 174; 325 174 178;
326 146 147; 327 150 151; 328 154 155; 329 158 159; 330 162 163;
331 166 167; 332 170 171; 333 174 175; 334 178 179; 335 147 151;
336 151 155; 337 155 159; 338 159 163; 339 163 167; 340 167 171;
341 171 175; 342 175 179; 343 147 148; 344 151 152; 345 155 156;
346 159 160; 347 163 164; 348 167 168; 349 171 172; 350 175 176;
351 179 180; 352 148 152; 353 152 156; 354 156 160; 355 160 164;
356 164 168; 357 168 172; 358 172 176; 359 176 180; 401 181 185;
402 185 189; 403 189 193; 404 193 197; 405 197 201; 406 201 205;
407 205 209; 408 209 213; 409 181 182; 410 185 186; 411 189 190;
412 193 194; 413 197 198; 414 201 202; 415 205 206; 416 209 210;
417 213 214; 418 182 186; 419 186 190; 420 190 194; 421 194 198;
422 198 202; 423 202 206; 424 206 210; 425 210 214; 426 182 183;
427 186 187; 428 190 191; 429 194 195; 430 198 199; 431 202 203;
432 206 207; 433 210 211; 434 214 215; 435 183 187; 436 187 191;
437 191 195; 438 195 199; 439 199 203; 440 203 207; 441 207 211;
442 211 215; 443 183 184; 444 187 188; 445 191 192; 446 195 196;
447 199 200; 448 203 204; 449 207 208; 450 211 212; 451 215 216;
452 184 188; 453 188 192; 454 192 196; 455 196 200; 456 200 204;
457 204 208; 458 208 212; 459 212 216;
611 1101 1113; 612 1114 1104;
613 1101 1104; 621 1105 1115; 622 1116 1108; 623 1105 1108;
631 1109 1117; 632 1118 1112; 633 1109 1112;
1001 6 42; 1002 10 46;
1003 14 50; 1004 18 54; 1005 22 58; 1006 26 62; 1007 30 66; 1008 7 43;
1009 11 47; 1010 15 51; 1011 19 55; 1012 23 59; 1013 27 63; 1014 31 67;
2001 42 78; 2002 46 82; 2003 50 86; 2004 54 1113; 2005 58 1114;
2006 62 98; 2007 66 102; 2008 43 79; 2009 47 83; 2010 51 87; 2011 55 91;
2012 59 95; 2013 63 99; 2014 67 103; 3001 78 114; 3002 82 118;
3003 86 122; 3004 90 1115; 3005 94 1116; 3006 98 134; 3007 102 138;
3008 79 115; 3009 83 119; 3010 87 123; 3011 91 127; 3012 95 131;
3013 99 135; 3014 103 139; 4001 114 150; 4002 118 154; 4003 122 158;
4004 126 1117; 4005 130 1118; 4006 134 170; 4007 138 174; 4008 115 151;
4009 119 155; 4010 123 159; 4011 127 163; 4012 131 167; 4013 135 171;
4014 139 175; 5001 150 186; 5002 154 190; 5003 158 194; 5004 162 198;
5005 166 202; 5006 170 206; 5007 174 210; 5008 151 187; 5009 155 191;
5010 159 195; 5011 163 199; 5012 167 203; 5013 171 207; 5014 175 211;
5015 1113 90; 5016 1114 94; 5017 1115 126; 5018 1116 130; 5019 1117 162;
5020 1118 166;

DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17
DENSITY 23.5616
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY INDIAN
1 TO 9 17 26 34 43 51 TO 59 101 TO 109 117 126 134 143 151 TO 159 201 -
202 TO 209 217 226 234 243 251 TO 259 PRIS YD 0.4 ZD 0.15
10 TO 16 18 TO 25 27 TO 33 35 TO 42 44 TO 50 110 TO 116 118 TO 125 -
127 TO 133 135 TO 142 144 TO 150 210 TO 216 218 TO 225 227 TO 233 -
235 TO 242 244 TO 250 621 TO 623 PRIS YD 0.4 ZD 0.25
301 TO 309 317 326 334 343 351 TO 359 PRIS YD 0.35 ZD 0.15
310 TO 316 318 TO 325 327 TO 333 335 TO 342 344 TO 350 631 TO 632 -
633 PRIS YD 0.35 ZD 0.25
401 TO 409 417 426 434 443 451 TO 459 PRIS YD 0.3 ZD 0.15
410 TO 416 418 TO 425 427 TO 433 435 TO 442 444 TO 449 -
450 PRIS YD 0.3 ZD 0.25
*mid landings
611 TO 613 PRIS YD 0.45 ZD 0.25
*COLUMN
1001 TO 1014 2001 TO 2014 3001 TO 3014 4001 TO 4014 5001 TO 5019 -
5020 PRIS YD 0.4 ZD 0.3
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
6 7 10 11 14 15 18 19 22 23 26 27 30 31 FIXED
DEFINE 1893 LOAD
ZONE 0.36 RF 5 I 1 SS 3 ST 1
SELFWEIGHT
MEMBER WEIGHT
19 TO 21 23 27 TO 32 37 38 40 44 45 53 UNI GY 8.7
*BOUNDARY WALL
1 TO 4 6 TO 9 17 26 34 43 51 52 54 TO 59 UNI GY 6.3
119 TO 121 123 124 127 TO 133 137 138 140 144 145 UNI GY 7.95
149 150 153 158 UNI GY 7.95
*RAILING
101 108 TO 110 116 117 126 134 143 151 152 154 TO 157 159 UNI GY 3.6
219 TO 221 223 224 227 TO 233 237 238 240 244 UNI GY 8.1
245 249 250 253 258 UNI GY 8.1
*RAILING
201 208 TO 210 216 217 226 234 243 251 252 254 TO 257 259 UNI GY 3.6
*3RDFLOOR
301 308 TO 310 316 317 326 334 343 351 TO 359 UNI GY 3.6
305 313 314 319 TO 321 323 324 327 TO 333 336 TO 341 UNI GY 8.25
401 TO 409 417 426 434 443 451 TO 459 UNI GY 1.35
*LANDING SLAB WALL
5 13 14 611 TO 613 UNI GY 5.03
105 113 114 621 TO 623 UNI GY 3.38
205 213 214 631 TO 633 UNI GY 3.54
*FLIGHT DL
39 122 139 222 239 322 339 UNI GY 11.91
*FLIGHT LL
39 122 139 222 239 322 339 UNI GY 3.81
FLOOR WEIGHT
*slab wt
*DL SLAB
YRANGE 4.1 4.15 FLOAD 4.25 XRANGE 0 5.83 ZRANGE 0 12.2
YRANGE 4.1 4.15 FLOAD 4.25 XRANGE 0 5.83 ZRANGE 15 23.8
YRANGE 4.1 4.15 FLOAD 4.25 XRANGE 4.36 5.83 ZRANGE 12.2 15
YRANGE 7.15 7.25 FLOAD 4.25 XRANGE 0 5.83 ZRANGE 0 12.2
YRANGE 7.15 7.25 FLOAD 4.25 XRANGE 0 5.83 ZRANGE 15 23.8
YRANGE 7.15 7.25 FLOAD 4.25 XRANGE 4.36 5.83 ZRANGE 12.2 15
YRANGE 10.25 10.3 FLOAD 4.25 XRANGE 0 5.83 ZRANGE 0 12.2
YRANGE 10.25 10.3 FLOAD 4.25 XRANGE 0 5.83 ZRANGE 15 23.8
YRANGE 10.25 10.3 FLOAD 4.25 XRANGE 4.36 5.83 ZRANGE 12.2 15
YRANGE 13.3 13.4 FLOAD 4.25 XRANGE 0 5.83 ZRANGE 0 23.8
*Landing slabs
YRANGE 2.4 2.5 FLOAD 4.25 XRANGE 0 0.55 ZRANGE 12.2 15
YRANGE 5.65 5.7 FLOAD 4.25 XRANGE 0 0.55 ZRANGE 12.2 15
YRANGE 8.70 8.8 FLOAD 4.25 XRANGE 0 0.55 ZRANGE 12.2 15
*LL SLAB
YRANGE 4.1 4.15 FLOAD 0.75 XRANGE 0 5.83 ZRANGE 0 12.2
YRANGE 4.1 4.15 FLOAD 0.75 XRANGE 0 5.83 ZRANGE 15 23.8
YRANGE 4.1 4.15 FLOAD 0.75 XRANGE 4.36 5.83 ZRANGE 12.2 15
YRANGE 7.15 7.25 FLOAD 0.75 XRANGE 0 5.83 ZRANGE 0 12.2
YRANGE 7.15 7.25 FLOAD 0.75 XRANGE 0 5.83 ZRANGE 15 23.8
YRANGE 7.15 7.25 FLOAD 0.75 XRANGE 4.36 5.83 ZRANGE 12.2 15
YRANGE 10.25 10.3 FLOAD 0.75 XRANGE 0 5.83 ZRANGE 0 12.2
YRANGE 10.25 10.3 FLOAD 0.75 XRANGE 0 5.83 ZRANGE 15 23.8
YRANGE 10.25 10.3 FLOAD 0.75 XRANGE 4.36 5.83 ZRANGE 12.2 15
*Landing slabs
YRANGE 2.4 2.5 FLOAD 2 XRANGE 0 0.55 ZRANGE 12.2 15
YRANGE 5.65 5.7 FLOAD 2 XRANGE 0 0.55 ZRANGE 12.2 15
YRANGE 8.70 8.8 FLOAD 2 XRANGE 0 0.55 ZRANGE 12.2 15
LOAD 1 1893 LOAD IN X-DIRECTION
1893 LOAD X
*PERFORM ANALYSIS
*CHANGE
LOAD 2 1893 LOAD IN Z-DIRECTION
1893 LOAD Z
*PERFORM ANALYSIS
*CHANGE
LOAD 3 DEADLOAD
SELFWEIGHT Y -1
FLOOR LOAD
*DL SLAB
YRANGE 4.1 4.15 FLOAD -4.25 XRANGE 0 5.83  ZRANGE 0 12.2
YRANGE 4.1 4.15 FLOAD -4.25 XRANGE 0 5.83  ZRANGE 15 23.8
YRANGE 4.1 4.15 FLOAD -4.25 XRANGE 4.36 5.83  ZRANGE 12.2 15
YRANGE 7.15 7.25 FLOAD -4.25 XRANGE 0 5.83  ZRANGE 0 12.2
YRANGE 7.15 7.25 FLOAD -4.25 XRANGE 0 5.83  ZRANGE 15 23.8
YRANGE 7.15 7.25 FLOAD -4.25 XRANGE 4.36 5.83  ZRANGE 12.2 15
YRANGE 10.25 10.3 FLOAD -4.25 XRANGE 0 5.83  ZRANGE 0 12.2
YRANGE 10.25 10.3 FLOAD -4.25 XRANGE 0 5.83  ZRANGE 15 23.8
YRANGE 10.25 10.3 FLOAD -4.25 XRANGE 4.36 5.83  ZRANGE 12.2 15
YRANGE 13.3 13.4 FLOAD -4.25 XRANGE 0 5.83  ZRANGE 0 23.8
*Landing slabs
YRANGE 2.4 2.5 FLOAD -4.25 XRANGE 0 0.55  ZRANGE 12.2 15
YRANGE 5.65 5.7 FLOAD -4.25 XRANGE 0 0.55  ZRANGE 12.2 15
YRANGE 8.70 8.8 FLOAD -4.25 XRANGE 0 0.55  ZRANGE 12.2 15
* WALL LOAD
MEMBER LOAD
19 TO 21 23 27 TO 32 37 38 40 44 45 53 UNI GY -8.7
*BOUNDARY WALL
1 TO 4 6 TO 9 17 26 34 43 51 52 54 TO 59 UNI GY -6.3
119 TO 121 123 124 127 TO 133 137 138 140 UNI GY -7.95
144 145 149 150 153 158 UNI GY -7.95
*RAILING
101 108 TO 110 116 117 126 134 143 151 152 154 TO 157 159 UNI GY -3.6
219 TO 221 223 224 227 TO 233 237 238 240 UNI GY -8.1
244 245 249 250 253 258 UNI GY -8.1
*RAILING
201 208 TO 210 216 217 226 234 243 251 252 254 TO 257 259 UNI GY -3.6
*3RDFLOOR
301 308 TO 310 316 317 326 334 343 351 TO 359 UNI GY -3.6
305 313 314 319 TO 321 323 324 327 TO 333 336 TO 341 UNI GY -8.25
401 TO 409 417 426 434 443 451 TO 459 UNI GY -1.35
*LANDING SLAB WALL
5 13 14 611 TO 613 UNI GY -5.03
105 113 114 621 TO 623 UNI GY -3.38
205 213 214 631 TO 633 UNI GY -3.54
*FLIGHT DL
39 122 139 222 239 322 339 UNI GY -11.91
LOAD 4 LIVELOAD
SELFWEIGHT Y -1
FLOOR LOAD
YRANGE 4.1 4.15 FLOAD -3 XRANGE 0 5.83  ZRANGE 0 12.2
YRANGE 4.1 4.15 FLOAD -3 XRANGE 0 5.83  ZRANGE 15 23.8
YRANGE 4.1 4.15 FLOAD -3 XRANGE 4.36 5.83  ZRANGE 12.2 15
YRANGE 7.15 7.25 FLOAD -3 XRANGE 0 5.83  ZRANGE 0 12.2
YRANGE 7.15 7.25 FLOAD -3 XRANGE 0 5.83  ZRANGE 15 23.8
YRANGE 7.15 7.25 FLOAD -3 XRANGE 4.36 5.83  ZRANGE 12.2 15
YRANGE 10.25 10.3 FLOAD -3 XRANGE 0 5.83  ZRANGE 0 12.2
YRANGE 10.25 10.3 FLOAD -3 XRANGE 0 5.83  ZRANGE 15 23.8
YRANGE 10.25 10.3 FLOAD -3 XRANGE 4.36 5.83  ZRANGE 12.2 15
*YRANGE 13.3 13.4 FLOAD -0 XRANGE 0 5.83  ZRANGE 0 23.80
*LANDING SLAB
YRANGE 2.4 2.5 FLOAD -2 XRANGE 0 0.55  ZRANGE 12.2 15
YRANGE 5.65 5.7 FLOAD -2 XRANGE 0 0.55  ZRANGE 12.2 15
YRANGE 8.70 8.8 FLOAD -2 XRANGE 0 0.55  ZRANGE 12.2 15
MEMBER LOAD
*FLIGHT LL
39 122 139 222 239 322 339 UNI GY -7.62
LOAD COMB 5 1.5(DL + LL)
3 1.5 4 1.5
LOAD COMB 6 1(DL+.5LL+ELX)
3 1.0 4 0.5 1 1.0
LOAD COMB 7 1(DL+.5LL-ELX)
3 1.0 4 0.5 1 -1.0
LOAD COMB 8 1(DL+.5LL+ELY)
3 1.0 4 0.5 2 1.0
LOAD COMB 9 1(DL+.5LL-ELY)
3 1.0 4 0.5 2 -1.0
LOAD COMB 10 1.2(DL+ELX)
3 1.2 1 1.2
LOAD COMB 11 1.2(DL-ELX)
3 1.2 1 -1.2
LOAD COMB 12 1.2(DL+ELY)
3 1.2 2 1.2
LOAD COMB 13 1.2(DL-ELY)
3 1.2 2 -1.2
PDELTA ANALYSIS
PRINT ANALYSIS RESULTS
START CONCRETE DESIGN
CODE INDIAN
UNIT MMS NEWTON
FC 20 MEMB 1001
FYMAIN 415 MEMB 1001
FYSEC 415 ALL
MAXMAIN 16 ALL
MINSEC 8 ALL
FC 20 MEMB 1001
FYMAIN 415 MEMB 1001
FYSEC 415 ALL
MAXMAIN 16 ALL
MINSEC 8 ALL
DESIGN COLUMN 1001 2001 1002 2002 1003 2003 1004 2004 1005 2005 1006 2006 -
1007 2007 1008 2008 1009 2009 1010 2010 1011 2011 1012 2012 1013 2013 -
1014 2014
*DESIGN COLUMN 1001 TO 1014 2001 TO 2014 3001 TO 3014 4001 TO 4014 5001 -
*5002 TO 5020
END CONCRETE DESIGN
UNIT METER KN
LOAD LIST 5
PRINT SUPPORT REACTION
FINISH