Company Name

GCAS

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

16-May-14

Print Time/Date: 16/05/2014 20:48 Print Run 1 of 7STAAD.Pro - RC CP65 Version 1.7

Job Information Engineer Checked Approved

Name:

Date: 16-May-14

Structure Type SPACE FRAME

Number of Nodes 2 Highest Node 2

Number of Elements 1 Highest Element 1

Number of Plates 0 Highest Plate 0

Number of Design Groups 1

Number of Design Slabs 0

Number of Load Cases 1

Number of Design Briefs 1

Included in this printout are data for:Design Group Design Brief Design Code Members

G1: Design Group 1 B1: B1 CP65 Beam M2

Design Group Summary - Design Group 1Member Design Span Type Main Bars

Hog Sag

Shear

Bars

Span

Depth

M2 Initial 1 Beam Ok Fail Ok Ok

Summary: the group is unsafe

Beam Spans Cover

Member Span Type Length

(m)

Top

(cm)

Btm

(cm)

Side

(cm)

Link Size

M2 1 Beam 10.000 3.0 3.0 3.0 8

Beam SupportsMember Node Length

(m)

Support

Type

Col. Width

(cm)

M2 N2 10.000 Simple 0.0

N1 Simple 0.0

Company Name

GCAS

Job Title

Client

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Ref

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File Date/Time

2

16-May-14

Print Time/Date: 16/05/2014 20:48 Print Run 2 of 7STAAD.Pro - RC CP65 Version 1.7

Member 2 - Main Steel SummaryDistance

(m)

Span Moment

(kNm)

As Req.

(mm2)

As' Req.

(mm2)

Bottom Layers

Bars Area

Top Layers

Bars Area

0.000 1(s) 0.000 0 0 0 0

0.000 0 0

0.833 1 0.000 0 0 0 0

-7.639 2609 0

1.667 1 0.000 0 0 0 0

-13.889 2609 0

2.500 1 0.000 0 0 0 0

-18.750 2609 0

3.333 1 0.000 0 0 0 0

-22.222 2609 0

4.167 1 0.000 0 0 0 0

-24.306 2609 0

5.000 1 0.000 0 0 0 0

-25.000 2609 0

5.833 1 0.000 0 0 0 0

-24.306 2609 0

6.667 1 0.000 0 0 0 0

-22.222 2609 0

7.500 1 0.000 0 0 0 0

-18.750 2609 0

8.333 1 0.000 0 0 0 0

-13.889 2609 0

9.167 1 0.000 0 0 0 0

-7.639 2609 0

10.000 1(e) 0.000 0 0 0 0

0.000 0 0

Summary: the member is unsafe

Member 2 - Shear Results SummaryDistance

(m)

Span Shear Force

(kN)

Shear Stress

(N/mm2)

Asv Required

(mm2)

0.000 1(s) 10.000 0.005 100

0.833 1 8.333 0.004 100

1.667 1 6.667 0.003 100

2.500 1 5.000 0.003 100

3.333 1 3.333 0.002 100

4.167 1 1.667 0.001 100

5.000 1 0.000 0.000 100

5.833 1 1.667 0.001 100

6.667 1 3.333 0.002 100

7.500 1 5.000 0.003 100

8.333 1 6.667 0.003 100

9.167 1 8.333 0.004 100

10.000 1(e) 10.000 0.005 100

Summary: the member is safe

Company Name

GCAS

Job Title

Client

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Part

Ref

By Date Chd

File Date/Time

3

16-May-14

Print Time/Date: 16/05/2014 20:48 Print Run 3 of 7STAAD.Pro - RC CP65 Version 1.7

Member 2 - Shear Zones SummaryRange

(m)

Asv Provided

(mm2)

Legs Spacing

(cm)

0.001 - 9.999 101 2 5.0

Summary: the member is safe

Span / Effective DepthMember Span Length

(m)

Type Basic

Limit

Modified

Limit

Span

Depth

M2 1 10.000 Beam 20.0 40.0 10.4

Summary: the group is unsafe

MembersMember Element Node

A

Node

B

Property Emt Length

(m)

O. Length

(m)

M2 1 2 1 2000 x 1000 10.000 10.000

Member 2 - Main Reinforcing Bars Design Length

Bar Size Start

(m)

End

(m)

Anchorage

(cm)

1 10 0.000 10.000 0.0

2 10 0.000 10.000 0.0

3 10 0.000 10.000 0.0

4 10 0.000 10.000 0.0

5 10 0.000 10.000 0.0

6 10 0.000 10.000 0.0

7 10 0.000 10.000 0.0

8 10 0.000 10.000 0.0

9 10 0.000 10.000 0.0

10 10 0.000 10.000 0.0

11 10 0.000 10.000 0.0

12 10 0.000 10.000 0.0

13 10 0.000 10.000 0.0

14 10 0.000 10.000 0.0

15 10 0.000 10.000 0.0

16 10 0.000 10.000 0.0

17 10 0.000 10.000 0.0

18 10 0.000 10.000 0.0

Member 2 - Scheduled BarsBar

Mark

Type and

size

No. of

bars

Bar Length

(mm)

Shape

code

A

(mm)

B

(mm)

C

(mm)

D

(mm)

E/R

(mm)

01 T10 18 10000 20

02 T8 200 5875 61 940 1940

Company Name

GCAS

Job Title

Client

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Ref

By Date Chd

File Date/Time

4

16-May-14

Print Time/Date: 16/05/2014 20:48 Print Run 4 of 7STAAD.Pro - RC CP65 Version 1.7

Member M2 Span 1

Detailed CP65 Design RequirementsSection Property: 2000 x 1000

Span Length = 10.000 m Rectangular section

Width = 2000 mm Depth = 1000 mm

Covers: Top = 30 mm Bottom = 30 mm Side = 30 mm

Member M2 Span 1

Detailed CP65 Main ReinforcementSagging: at 5.000 m from the start of the member

Moment applied to section = 25.00 kNm

Effective depth of tension reinforcement d = 942 mm

Depth to compression reinforcement d' = 58 mm

Redistribution < 10%, hence K' = 0.156 3.4.4.4

K = M

bd2 fcu

= 0.000

K K' hence compression steel not required.

z = d 0.5 +

0.25 -

K

0.9

0.5

0.95d = 894.90 mm

Asr = M

0.87 fyz= 69.84 mm2

Tension Bars provided =

Actual area of tension reinforcement = 0.00 mm2

Minimum area of tension reinforcement = 0.13 % 3.12.5.3

Maximum area of tension reinforcement = 4 % 3.12.6.1

Actual % of tension reinforcement = 0.00 %

Actual neutral axis depth of section = 0.00 mm

Moment capacity of section = 0.00 kNm

NOT OK

Company Name

GCAS

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Client

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5

16-May-14

Print Time/Date: 16/05/2014 20:48 Print Run 5 of 7STAAD.Pro - RC CP65 Version 1.7

Member M2 Span 1

Detailed CP65 Span / Effective Depth CheckBasic span / effective depth ratio = 20.0 3.4.6.3

fs = 5fy As req

8As prov

1

b

54602608.7

80.01 = 1.00 N/mm2 3.4.6.5

Mod. factor for tension rft. = 0.55 + (477 - fs)

120(0.9 + M/bd2) 2.0 = 2.00 3.4.6.5

Mod. factor for compression rft. = 1 + 100As

'prov

bd /

100As'prov

bd 1.5 = 1.00 3.4.6.6

Hence, modified span / effective depth ratio = 40.00

Actual span / effective depth ratio = 10.39 SAFE

Member M2 Span 1

Detailed CP65 Shear ReinforcementMinimum links zone: 0.001 m to 9.999 m

Maximum shear force within zone, V = 10.00 kN

v = V

bvd= 0.01 N/mm2 3.4.5.2

0.8 fcu and 5 N/mm2 hence dimensions adequate

vc = 0.84

100 As

bvd

1/3

400

d

1/4

/ m 3.4.5.4

= 0.84 0.00 0.33 1.000.25 / 1.25 = 0.00 N/mm2

0.5vc < v < (vc + 0.4), hence provide nominal links 3.4.5.3

spacing provided, sv = 50 mm

minimum area of links = 0.4 bv sv / 0.87 fyv = 99.95 mm2

area of links provided (2T8), Asv = 100.53 mm2

distance between main bar in compression zone and a restrained bar 150 mm 3.12.7.2

OK

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GCAS

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Client

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6

16-May-14

Print Time/Date: 16/05/2014 20:48 Print Run 6 of 7STAAD.Pro - RC CP65 Version 1.7

Design Group: Design Group 1 - Brief Detail: B1 CP65 Beam Group Data

Top cover 30 Aggregate size 20

Bottom cover 30 Concrete grade 60.0 N/mm2

Side cover 30 Bond coefficients:

Envelope L1 Tension 0.50

Beam segments 12 Compression 0.64

Main ReinforcementMain bars: T(460)

Main Bar CriteriaTop Bar Criteria Bottom Bar Criteria

Min. bar size 8 8

Max. bar size 40 40

Link hanger size 8 8

Min. layer gap 32 32

Side bars controlled by minimum size of 10

Shear ReinforcementMax. shear considered at Centre of supports

Enhanced shear at supports Excluded

Axial load effects Excluded

Shear Bar CriteriaShear bars: T(460)

Min. size 8 Min. spacing 25 mm

Min. number of legs 2 Link style Closed

List of Design Groups - ConcBeamDesign Group Brief

G1 Design Group 1 B1

List of Design Briefs - ConcBeamBrief Code

1 B1 CP65 Beam

Company Name

GCAS

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Client

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Ref

By Date Chd

File Date/Time

7

16-May-14

Print Time/Date: 16/05/2014 20:48 Print Run 7 of 7STAAD.Pro - RC CP65 Version 1.7

Brief Detail: B1 CP65 Beam Group Data

Top cover 30 Aggregate size 20

Bottom cover 30 Concrete grade 60.0 N/mm2

Side cover 30 Bond coefficients:

Envelope L1 Tension 0.50

Beam segments 12 Compression 0.64

Main ReinforcementMain bars: T(460)

Main Bar CriteriaTop Bar Criteria Bottom Bar Criteria

Min. bar size 8 8

Max. bar size 40 40

Link hanger size 8 8

Min. layer gap 32 32

Side bars controlled by minimum size of 10

Shear ReinforcementMax. shear considered at Centre of supports

Enhanced shear at supports Excluded

Axial load effects Excluded

Shear Bar CriteriaShear bars: T(460)

Min. size 8 Min. spacing 25 mm

Min. number of legs 2 Link style Closed