conc col

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 20:44 Print Run 1 of 6STAAD.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: 1 CP65 Column M2

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

Major Minor

Shear

Local z Local y

M2 Initial Column Ok Ok Ok Ok

Summary: the group is safe

Column Input Data Eff. Length Factors Braced

Member Type Length

(m)

Major Minor Major Minor Cover

(cm)

Link

Size

M2 Column 10.000 1.00 1.00 Yes Yes 3.0 8

Column Main ReinforcementMember L/C Axial

(kN)

Major

(kNm)

Minor

(kNm)

Design

Axis

As Req.

(mm2)

Total

Bars

As Prov.

(mm2)

M2 L1 -0.000 0.000 -0.000 Biaxl maj 8000 24T40 17593


Column Shear Reinforcement Max Shear in local y Max Shear in local z

Member L/C Value

(kN)

Position

(m)

L/C Value

(kN)

Position

(m)

Asv Req.

(mm2)

Link

Size

Spacing

(cm)

M2 L1 10.000 10.000 L1 0.000 0.000 550 8 27.5


Company Name

GCAS

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2

16-May-14


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 - 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 T40 24 10000 20

02 T10 36 5900 61 940 1940

03 T10 36 4750 61 370 1940

04 T10 36 2575 97 100 510 1940

05 T10 36 4675 61 940 1330

06 T10 36 3425 61 940 705

07 T10 36 2075 97 100 1010 940

Company Name

GCAS

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

3

16-May-14


Member 2 - Detailed CP65 Design RequirementsSection Property: 2000 x 1000

Storey height = 10.000 m

Rectangular section: Width = 2000 mm Depth = 1000 mm

Cover = 30 mm

Member 2 - Detailed CP65 Main ReinforcementShear bars not designed. Depth of main reinforcement taken as cover + brief link size

Axial N = -0.00 kN

Major M, M1, = 0.00 kNm 3.8.3.2

M2, = -0.00 kNm

Minor M, M1, = 0.00 kNm

M2, = -0.00 kNm

Warning - Low compression stress. This member may be better designed as a beam.

Column Type: SHORT 3.8.1.3

Due to both major and minor moments being significant, treat as BIAXIAL

Design Mx = 0.00 kNm

Design My = -0.00 kNm

Mx / h' My/b'

Mx' = Mx + h'

b' My = 0.00 + 1.00

940

1940 -0.00 = 0.00 kNm 3.8.4.5 eq40

Area of steel required = 8000.00 mm2

Actual neutral axis depth in section, x = 69.40 mm

Force produced by concrete stress block = 2684.58 kN

Force produced by main steel = -2684.58 kN

internal forces = 0.00 kN

Internal forces axial N OK for axial resistance

Moment produced by concrete stress block = 1260.74 kNm

Moment produced by main steel = 1915.14 kNm

internal moments = 3175.87 kNm

Internal moments design moment OK for moment resistance

Min distance between bars = hagg + 5 mm or bar diameter = 40 mm 3.12.11.1

Smallest actual space between bars = 107 mm

Max allowable spacing of bars in designed faces = 47000

fs 300 = 300 mm 3.12.11.2.4

Largest actual clear space between bars in designed faces = 273 mm

Max allowable spacing of bars in other faces = 155 mm Table 3.30

Largest actual clear space between bars in other faces = 107 mm

Actual area of main reinforcement (24T40) = 30159.29 mm2

Company Name

GCAS

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

4

16-May-14


Member 2 - Detailed CP65 Main Reinforcement Cont...Min area of compression reinforcement = 0.4 % 3.12.5.3

Max area of reinforcement = 6 % (8 % if horizontally cast)

3.12.6.2

Actual area of main reinforcement = 1.51 %

Max area of reinforcement at laps = 10 % 3.12.6.2

area by which steel can increase at laps = 169840.71 mm2

OK

Member 2 - Detailed CP65 Shear ReinforcementSpacing provided, sv = 275 mm

Major axis:

Shear force, V = 10.00 kN

Moment, M = 0.00 kNm

v = V

bv d= 0.01 N/mm2 3.4.5.2

0.8 fcu and 5 N/mm2 dimensions adequate

vc = 0.84

100 As

bv d

1/3

400

d

1/4

/ m = 0.84 0.471/3 1.001/4 / 1.25 = 0.52 N/mm2 3.4.5.4

fcu > 30 vc = vc (fcu / 30)1/3 (fcu limited to 40) = 0.57 N/mm2 Table 3.8

vc' = vc + 0.6 N

Ac

V h

M= 0.57 + 0.6 -0.00 1.00 = 0.57 N/mm2 3.4.5.12

v vc' only nominal links required 3.4.5.12

Area of links required = 0.4 bvsv / 0.87 fyv = 549.73 mm2

Area of links provided (7T10), Asv = 549.78 mm2

Minor axis:

Shear force, V = 0.00 kN

Moment, M = 0.00 kNm

v = V

bv d= 0.00 N/mm2 3.4.5.2

0.8 fcu and 5 N/mm2 dimensions adequate

vc = 0.84

100 As

bv d

1/3

400

d

1/4

/ m = 0.84 0.451/3 1.001/4 / 1.25 = 0.52 N/mm2 3.4.5.4

fcu > 30 vc = vc (fcu / 30)1/3 (fcu limited to 40) = 0.57 N/mm2 Table 3.8

vc' = vc + 0.6 N

Ac

V h

M= 0.57 + 0.6 -0.00 1.00 = 0.57 N/mm2 3.4.5.12

v vc' only nominal links required 3.4.5.12

Area of links required = 0.4 bvsv / 0.87 fyv = 274.86 mm2

Area of links provided (5T10), Asv = 392.70 mm2

Minimum size of link bars = 10 mm 3.12.7.1

Actual size of link bars = 10 mm

Maximum spacing of links = 275 mm 3.4.5.5/3.12.7.1

OK

Company Name

GCAS

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

5

16-May-14


Design Group: Design Group 1 - Brief Detail: 1 CP65 Column Group Data

Concrete grade C50 Min. Main Bar 12

Aggregate size 20 Max. Main Bar 40

Cover 30 Min. Shear Bar 8

Main ReinforcementMain bars: T(460)

Shear ReinforcementShear bars: T(460)

Column FactorsBracing conditions Eff. length factors

Braced y-y Yes y-y 1.00

Braced z-z Yes z-z 1.00

Slenderness K Calculated Starter bar area 804 mm2

Member Loadcases ConsideredL1: LOAD CASE 1

List of Design Groups - ConcCOLDesign Group Brief

G1 Design Group 1 1

List of Design Briefs - ConcCOLBrief Code

1 1 CP65 Column

Company Name

GCAS

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

6

16-May-14


Brief Detail: 1 CP65 Column Group Data

Concrete grade C50 Min. Main Bar 12

Aggregate size 20 Max. Main Bar 40

Cover 30 Min. Shear Bar 8

Main ReinforcementMain bars: T(460)

Shear ReinforcementShear bars: T(460)

Column FactorsBracing conditions Eff. length factors

Braced y-y Yes y-y 1.00

Braced z-z Yes z-z 1.00

Slenderness K Calculated Starter bar area 804 mm2

Member Loadcases ConsideredL1: LOAD CASE 1

conc col

Documents