Job Information

Engineer Checked Approved

Name: Prakash R. Hada

Date: 28-Jan-16

RCC Frame

Structure Type SPACE FRAME

Number of Nodes 22

55

Highest Node 2255

Number of Elements 10

53

Highest Element 3069

Number of Plates 20

00

Highest Plate 2961

Number of Design Groups 1

Number of Design Slabs 0

Number of Load Cases 17

Number of Design Briefs 1

Included in this printout are data for:

Design Group Design Brief Design Code Members

G1: Design Group 1 B1: GFBeams IS456 Beam M3

Design Group Summary - Design Group 1

Member Design Span Type Main Bars Shear

Bars

Span

Depth Hog Sag

M3 Initial 1 Beam Ok Ok Ok Ok

2 Beam Ok Ok Ok Ok

Summary: the group is safe

Beam Spans Cover

Member Span Type Length

(m)

Top

(cm)

Btm

(cm)

Side

(cm) Link Size

M3 1 Beam 5.000 2.5 2.5 2.5 10

2 Beam 5.000 2.5 2.5 2.5 10

Beam Supports

Member Node Length

(m)

Support

Type

Col. Width

(cm)

M3 N9 8.000 Fixed 60.0

N27 8.000 Fixed 60.0

Member 3 - Main Steel Summary Distance

(m) Span

Moment

(kNm)

As Req.

(mm2)

As' Req.

(mm2)

Bottom Layers Top Layers

Bars Area Bars Area

0.000 1(s) 435.041 2178 244 3927 4825

-367.437 1849 0

0.300 1 374.235 1889 0 1963 2413

-332.614 1648 0

0.417 1 351.092 1753 0 1963 2413

-318.769 1571 0

0.833 1 270.920 1318 0 1963 2413

-267.835 1303 0

1.000 1 241.638 1171 0 1963 2413

-248.557 1205 0

1.250 1 198.629 895 0 1963 2413

-218.172 986 0

1.667 1 131.486 596 0 1963 2413

-166.473 749 0

2.000 1 79.403 440 0 1963 2413

-122.395 557 0

2.083 1 65.191 440 0 1963 2413

-109.483 452 0

2.500 1 3.358 440 0 1963 2413

-49.307 440 0

2.917 1 27.081 440 0 1963 2413

-66.600 440 0

3.333 1 92.385 440 0 1963 2413

-121.923 564 0

3.750 1 160.593 733 0 1963 2413

-172.116 784 0

4.000 1 204.969 998 0 1963 2413

-202.031 984 0

4.167 1 236.568 1150 0 1963 2413

-222.919 1084 0

4.583 1 318.210 1573 0 1963 2413

-273.552 1336 0

4.700 1 341.764 1704 0 1963 2413

-287.312 1407 0

5.000 1(e) 403.628 2051 111 3927 4825

-321.919 1593 0

5.000 2(s) 383.759 1954 10 3927 4825

-304.023 1478 0

5.300 2 326.987 1603 0 1963 2413

-273.557 1319 0

5.417 2 305.412 1486 0 1963 2413

-261.408 1257 0

5.833 2 230.841 1106 0 1963 2413

-216.526 1037 0

6.000 2 202.070 969 0 1963 2413

-197.939 950 0

6.250 2 161.637 721 0 1963 2413

-171.074 763 0

6.667 2 100.264 457 0 1963 2413

-126.359 568 0

7.000 2 52.797 440 0 1963 2413

-87.868 440 0

7.083 2 39.887 440 0 1963 2413

-76.591 440 0

7.500 2 0.817 440 0 1963 2413

-33.705 440 0

7.917 2 42.289 440 0 1963 2413

-79.123 440 0

8.000 2(e) 55.176 440 0 1963 2413

-90.401 440 0

Summary: the member is safe

Member 3 - Shear Results Summary Distance

(m) Span

Shear Force

(kN)

Shear Stress

(N/mm2)

Asv Required

(mm2)

0.000 1(s) 206.008 0.000 0

0.300 1 199.483 1.074 89

0.417 1 196.945 1.064 89

0.833 1 187.883 1.029 89

1.000 1 184.258 1.009 9

1.250 1 174.940 0.828 26

1.667 1 165.877 0.793 51

2.000 1 158.627 0.765 45

2.083 1 153.924 0.632 16

2.500 1 145.680 0.613 11

2.917 1 140.242 0.648 19

3.333 1 133.992 0.830 60

3.750 1 128.554 0.865 34

4.000 1 126.413 1.037 89

4.167 1 124.238 1.051 89

4.583 1 118.801 1.086 89

4.700 1 117.278 1.096 89

5.000 1(e) 113.363 0.000 0

5.000 2(s) 192.564 0.000 0

5.300 2 186.039 0.998 89

5.417 2 183.502 0.988 89

5.833 2 174.439 0.953 89

6.000 2 170.814 0.938 89

6.250 2 161.820 0.763 11

6.667 2 152.758 0.728 37

7.000 2 145.508 0.700 31

7.083 2 140.863 0.570 2

7.500 2 131.800 0.535 89

7.917 2 126.324 0.569 2

8.000 2 125.237 0.740 39

Summary: the member is safe

Member 3 - Shear Zones Summary Range

(m)

Asv Provided

(mm2)

Legs Spacing

(cm)

0.300 - 0.825 157 2 22.5

0.825 - 4.700 236 3 22.5

5.300 - 5.825 157 2 22.5

5.825 - 9.700 236 3 22.5

10.300 - 10.825 157 2 22.5

10.825 - 14.700 236 3 22.5

15.300 - 15.825 157 2 22.5

15.825 - 16.000 236 3 22.5

Summary: the member is safe

Span / Effective Depth

Member Span Length

(m) Type

Basic

Limit

Modified

Limit

Span

Depth

M9 1 5.000 Beam 26.0 64.2 8.3

2 5.000 Beam 26.0 64.2 8.3

3 5.000 Beam 26.0 64.2 8.3

4 5.000 Beam 26.0 64.2 8.3

5 5.000 Beam 26.0 64.2 8.3

Summary: the group is safe

Members

Member Element Node

A

Node

B Property

Emt Length

(m)

O. Length

(m)

M3 34 9 173 430 x 649 1.000 16.000

311 173 181 1.000

312 181 189 1.000

313 189 197 1.000

314 197 27 1.000

77 27 255 1.000

377 255 263 1.000

378 263 271 1.000

379 271 279 1.000

380 279 45 1.000

120 45 337 1.000

483 337 345 1.000

484 345 353 1.000

485 353 361 1.000

486 361 63 1.000

163 63 419 1.000

589 419 427 1.000

590 427 435 1.000

591 435 443 1.000

592 443 81 1.000

206 81 501 1.000

695 501 509 1.000

696 509 517 1.000

697 517 525 1.000

698 525 99 1.000

Member 3 - Main Reinforcing Bars Design Length

Bar Size Start

(m)

End

(m)

Anchorage

(cm)

1 25 0.001 24.999 141.5

2 25 0.001 24.999 141.5

3 25 0.001 24.999 141.5

4 32 0.001 24.999 181.2

5 32 0.001 24.999 181.2

6 32 0.001 24.999 181.2

7 25 0.001 24.999 141.5

Member 3 - Scheduled Bars Bar

Mark

Type and

size

No. of

bars

Bar Length

(mm)

Shape

code

A

(mm)

B

(mm)

C

(mm)

D

(mm)

E/R

(mm)

01 T25 4 18700 21 1145 16550

02 T25 5 20450 21 1540 16550

03 T10 105 2075 51 595 380

04 T10 90 650 13 30 595 60

The shape codes are based on Table B-2 of IS SP:34-1987

Member M3 Span 1

Detailed IS456 Design Requirements Section Property: 430 x 649

Beam Designed for : Vertical Bending and Shear

Span Length = 5.000 m Rectangular section

Width = 430 mm Depth = 650 mm

Covers: Top = 25 mm Bottom = 25 mm Side = 25 mm

Member M3 Span 1

Detailed IS456 Main Reinforcement Section at 0.000 m from start of member: Hogging

Moment applied to section = 465.67 kNm

Effective depth to tension reinforcement d = 599 mm

Depth to compression reinforcement d' = 48 mm

Compression steel required.

Asc' = 244.15 mm2 G-1.2

Stress in compression steel,fsc = 416.78 N/mm2

Asc = ((Mu-Mulim)/(fsc) (d - d')) = 244.15 mm2 G-1.2

Required tension steel area = 2178 mm2

Required compression steel area = 244 mm2

Tension bars provided = 3T32 ( 2413 mm2 )

Minimum area of tension reinforcement = 438 mm2 26.5.1.1(a)

Maximum area of tension reinforcement = 11180 mm2 26.5.1.1(b)

Compression bars provided = 4T25 (= 1963 mm2 )

Maximum area of compression reinforcement = 11180 mm2 26.5.1.2

Minimum horizontal bar spacing = 40 mm 26.3.2

Smallest actual horizontal space between bars = 87 mm

Maximum allowable spacing for tension bars (for 0% redistribution) = 150 mm 26.3.3

Largest actual space between tension bars = 132 mm

Beam Designed as a Doubly Reinforced Section

Actual neutral axis depth of section = 273.16 mm

Moment capacity of section = 521.97 KNm

OK

Section at 0.000 m from start of member: Hogging

Moment applied to section = 465.67 kNm

Effective depth to tension reinforcement d = 599 mm

Depth to compression reinforcement d' = 47 mm

Compression steel required.

Asc' = 244.15 mm2 G-1.2

Stress in compression steel,fsc = 416.78 N/mm2

Asc = ((Mu-Mulim)/(fsc) (d - d')) = 244.15 mm2 G-1.2

Required tension steel area = 2178 mm2

Required compression steel area = 244 mm2

Tension bars provided = 6T32 ( 4825 mm2 )

Minimum area of tension reinforcement = 438 mm2 26.5.1.1(a)

Maximum area of tension reinforcement = 11180 mm2 26.5.1.1(b)

Compression bars provided = 8T25 (= 3927 mm2 )

Maximum area of compression reinforcement = 11180 mm2 26.5.1.2

Minimum horizontal bar spacing = 40 mm 26.3.2

Smallest actual horizontal space between bars = -25 mm

Maximum allowable spacing for tension bars (for 0% redistribution) = 150 mm 26.3.3

Largest actual space between tension bars = 132 mm

Beam Designed as a Doubly Reinforced Section

Actual neutral axis depth of section = 273.16 mm

Moment capacity of section = 1100.79 KNm

OK

Section at 5.000 m from start of member: Hogging

Moment applied to section = 435.08 kNm

Effective depth to tension reinforcement d = 599 mm

Depth to compression reinforcement d' = 48 mm

Compression steel required.

Asc' = 111.07 mm2 G-1.2

Stress in compression steel,fsc = 416.78 N/mm2

Asc = ((Mu-Mulim)/(fsc) (d - d')) = 111.07 mm2 G-1.2

Required tension steel area = 2051 mm2

Required compression steel area = 111 mm2

Tension bars provided = 3T32 ( 2413 mm2 )

Minimum area of tension reinforcement = 438 mm2 26.5.1.1(a)

Maximum area of tension reinforcement = 11180 mm2 26.5.1.1(b)

Compression bars provided = 4T25 (= 1963 mm2 )

Maximum area of compression reinforcement = 11180 mm2 26.5.1.2

Minimum horizontal bar spacing = 40 mm 26.3.2

Smallest actual horizontal space between bars = 87 mm

Maximum allowable spacing for tension bars (for 0% redistribution) = 150 mm 26.3.3

Largest actual space between tension bars = 132 mm

Beam Designed as a Doubly Reinforced Section

Actual neutral axis depth of section = 273.16 mm

Moment capacity of section = 521.97 KNm

OK

Section at 5.000 m from start of member: Hogging

Moment applied to section = 435.08 kNm

Effective depth to tension reinforcement d = 599 mm

Depth to compression reinforcement d' = 47 mm

Compression steel required.

Asc' = 111.07 mm2 G-1.2

Stress in compression steel,fsc = 416.78 N/mm2

Asc = ((Mu-Mulim)/(fsc) (d - d')) = 111.07 mm2 G-1.2

Required tension steel area = 2051 mm2

Required compression steel area = 111 mm2

Tension bars provided = 6T32 ( 4825 mm2 )

Minimum area of tension reinforcement = 438 mm2 26.5.1.1(a)

Maximum area of tension reinforcement = 11180 mm2 26.5.1.1(b)

Compression bars provided = 8T25 (= 3927 mm2 )

Maximum area of compression reinforcement = 11180 mm2 26.5.1.2

Minimum horizontal bar spacing = 40 mm 26.3.2

Smallest actual horizontal space between bars = -25 mm

Maximum allowable spacing for tension bars (for 0% redistribution) = 150 mm 26.3.3

Largest actual space between tension bars = 132 mm

Beam Designed as a Doubly Reinforced Section

Actual neutral axis depth of section = 273.16 mm

Moment capacity of section = 1100.79 KNm

OK

Member M3 Span 1

Detailed IS456 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 23.2.1 a

fs = 0.58 fy AsReqd / AsProv = 65.05 22.2.1 SP:24

Mod. factor for tension rft.= (1/0.225 + 0.00322 fs-0.625 log10(1/pt)) 2.0 = 2.00 23.2.1 c

Mod. factor for compression rft. = (1.6 pc/pc + 0.275) 1.5 = 1.24 23.2.2

Hence, modified span / effective depth ratio = 64.23

Actual span / effective depth ratio = 8.30 SAFE

Member M3 Span 1

Detailed IS456 Shear Reinforcement Minimum links zone: 0.300 m to 0.825 m

Maximum shear force within zone, Vu = 265.02 kN

v = (Vu/bd) = 1.03 N/mm2 40.1

cmax = 2.8 Hence dimensions adequate

c = (0.85 0.8fck((1 + 5) - 1)/6) where =0.8fck/6.89pt = 0.61 N/mm2 4.1 SP:16

Face of support is less than 2d away from section,

Hence enhancement of shear strength possible 40.5.2

distance to face of support, av = 533 mm

vc = 2d vc / av = 1.37 N/mm2

v < c, Hence provide nominal links 26.5.1.6

Spacing provided, sv = 225 mm

Minimum area of links = 0.4 b sv / 0.87 fy = 88.97 mm2

Area of links provided (2T10), Asv = 157.08 mm2

Shear Reinforcement provided = 2T10 @ 225 c/c

OK

High shear zone: 0.825 m to 4.700 m

Maximum shear force within zone, Vu = 214.98 kN

v = (Vu/bd) = 0.83 N/mm2 40.1

cmax = 2.8 Hence dimensions adequate

c = (0.85 0.8fck((1 + 5) - 1)/6) where =0.8fck/6.89pt = 0.56 N/mm2 4.1 SP:16

c < v < cmax 40.4

Spacing provided, sv = 225 mm

Minimum area of links = b sv (v - c) / 0.87 fy = 59.52 mm2

Area of links provided (3T10), Asv = 235.62 mm2

Shear Reinforcement provided = 3T10 @ 225 c/c

OK

Member M3 Span 2

Detailed IS456 Design Requirements Section Property: 430 x 649

Beam Designed for : Vertical Bending and Shear

Span Length = 5.000 m Rectangular section

Width = 430 mm Depth = 650 mm

Covers: Top = 25 mm Bottom = 25 mm Side = 25 mm

Member M3 Span 2

Detailed IS456 Main Reinforcement Section at 5.000 m from start of member: Hogging

Moment applied to section = 411.91 kNm

Effective depth to tension reinforcement d = 599 mm

Depth to compression reinforcement d' = 48 mm

Compression steel required.

Asc' = 10.28 mm2 G-1.2

Stress in compression steel,fsc = 416.78 N/mm2

Asc = ((Mu-Mulim)/(fsc) (d - d')) = 10.28 mm2 G-1.2

Required tension steel area = 1954 mm2

Required compression steel area = 10 mm2

Tension bars provided = 3T32 ( 2413 mm2 )

Minimum area of tension reinforcement = 438 mm2 26.5.1.1(a)

Maximum area of tension reinforcement = 11180 mm2 26.5.1.1(b)

Compression bars provided = 4T25 (= 1963 mm2 )

Maximum area of compression reinforcement = 11180 mm2 26.5.1.2

Minimum horizontal bar spacing = 40 mm 26.3.2

Smallest actual horizontal space between bars = 87 mm

Maximum allowable spacing for tension bars (for 0% redistribution) = 150 mm 26.3.3

Largest actual space between tension bars = 132 mm

Beam Designed as a Doubly Reinforced Section

Actual neutral axis depth of section = 273.16 mm

Moment capacity of section = 521.97 KNm

OK

Section at 5.000 m from start of member: Hogging

Moment applied to section = 411.91 kNm

Effective depth to tension reinforcement d = 599 mm

Depth to compression reinforcement d' = 47 mm

Compression steel required.

Asc' = 10.28 mm2 G-1.2

Stress in compression steel,fsc = 416.78 N/mm2

Asc = ((Mu-Mulim)/(fsc) (d - d')) = 10.28 mm2 G-1.2

Required tension steel area = 1954 mm2

Required compression steel area = 10 mm2

Tension bars provided = 6T32 ( 4825 mm2 )

Minimum area of tension reinforcement = 438 mm2 26.5.1.1(a)

Maximum area of tension reinforcement = 11180 mm2 26.5.1.1(b)

Compression bars provided = 8T25 (= 3927 mm2 )

Maximum area of compression reinforcement = 11180 mm2 26.5.1.2

Minimum horizontal bar spacing = 40 mm 26.3.2

Smallest actual horizontal space between bars = -25 mm

Maximum allowable spacing for tension bars (for 0% redistribution) = 150 mm 26.3.3

Largest actual space between tension bars = 132 mm

Beam Designed as a Doubly Reinforced Section

Actual neutral axis depth of section = 273.16 mm

Moment capacity of section = 1100.79 KNm

OK

Section at 10.000 m from start of member: Hogging

Moment applied to section = 417.43 kNm

Effective depth to tension reinforcement d = 599 mm

Depth to compression reinforcement d' = 48 mm

Compression steel required.

Asc' = 34.30 mm2 G-1.2

Stress in compression steel,fsc = 416.78 N/mm2

Asc = ((Mu-Mulim)/(fsc) (d - d')) = 34.30 mm2 G-1.2

Required tension steel area = 1977 mm2

Required compression steel area = 34 mm2

Tension bars provided = 3T32 ( 2413 mm2 )

Minimum area of tension reinforcement = 438 mm2 26.5.1.1(a)

Maximum area of tension reinforcement = 11180 mm2 26.5.1.1(b)

Compression bars provided = 4T25 (= 1963 mm2 )

Maximum area of compression reinforcement = 11180 mm2 26.5.1.2

Minimum horizontal bar spacing = 40 mm 26.3.2

Smallest actual horizontal space between bars = 87 mm

Maximum allowable spacing for tension bars (for 0% redistribution) = 150 mm 26.3.3

Largest actual space between tension bars = 132 mm

Beam Designed as a Doubly Reinforced Section

Actual neutral axis depth of section = 273.16 mm

Moment capacity of section = 521.97 KNm

OK

Section at 10.000 m from start of member: Hogging

Moment applied to section = 417.43 kNm

Effective depth to tension reinforcement d = 599 mm

Depth to compression reinforcement d' = 47 mm

Compression steel required.

Asc' = 34.30 mm2 G-1.2

Stress in compression steel,fsc = 416.78 N/mm2

Asc = ((Mu-Mulim)/(fsc) (d - d')) = 34.30 mm2 G-1.2

Required tension steel area = 1977 mm2

Required compression steel area = 34 mm2

Tension bars provided = 6T32 ( 4825 mm2 )

Minimum area of tension reinforcement = 438 mm2 26.5.1.1(a)

Maximum area of tension reinforcement = 11180 mm2 26.5.1.1(b)

Compression bars provided = 8T25 (= 3927 mm2 )

Maximum area of compression reinforcement = 11180 mm2 26.5.1.2

Minimum horizontal bar spacing = 40 mm 26.3.2

Smallest actual horizontal space between bars = -25 mm

Maximum allowable spacing for tension bars (for 0% redistribution) = 150 mm 26.3.3

Largest actual space between tension bars = 132 mm

Beam Designed as a Doubly Reinforced Section

Actual neutral axis depth of section = 273.16 mm

Moment capacity of section = 1100.79 KNm

OK

Member M3 Span 2

Detailed IS456 Span / Effective Depth Check Basic span / effective depth ratio = 26.0 23.2.1 a

fs = 0.58 fy AsReqd / AsProv = 65.05 22.2.1 SP:24

Mod. factor for tension rft.= (1/0.225 + 0.00322 fs-0.625 log10(1/pt)) 2.0 = 2.00 23.2.1 c

Mod. factor for compression rft. = (1.6 pc/pc + 0.275) 1.5 = 1.24 23.2.2

Hence, modified span / effective depth ratio = 64.23

Actual span / effective depth ratio = 8.30 SAFE

Member M3 Span 2

Detailed IS456 Shear Reinforcement Minimum links zone: 5.300 m to 5.825 m

Maximum shear force within zone, Vu = 245.35 kN

v = (Vu/bd) = 0.95 N/mm2 40.1

cmax = 2.8 Hence dimensions adequate

c = (0.85 0.8fck((1 + 5) - 1)/6) where =0.8fck/6.89pt = 0.61 N/mm2 4.1 SP:16

Face of support is less than 2d away from section,

Hence enhancement of shear strength possible 40.5.2

distance to face of support, av = 533 mm

vc = 2d vc / av = 1.37 N/mm2

v < c, Hence provide nominal links 26.5.1.6

Spacing provided, sv = 225 mm

Minimum area of links = 0.4 b sv / 0.87 fy = 88.97 mm2

Area of links provided (2T10), Asv = 157.08 mm2

Shear Reinforcement provided = 2T10 @ 225 c/c

OK

High shear zone: 5.825 m to 9.700 m Maximum shear force within zone, Vu = 198.87 kN

v = (Vu/bd) = 0.77 N/mm2 40.1

cmax = 2.8 Hence dimensions adequate

c = (0.85 0.8fck((1 + 5) - 1)/6) where =0.8fck/6.89pt = 0.56 N/mm2 4.1 SP:16

c < v < cmax 40.4

Spacing provided, sv = 225 mm

Minimum area of links = b sv (v - c) / 0.87 fy = 45.69 mm2

Area of links provided (3T10), Asv = 235.62 mm2

Shear Reinforcement provided = 3T10 @ 225 c/c

OK