Walking Column Design E146_GJ_111110

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GJ

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5.1

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24140333

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Introduction: Detailed design of 'walking' / 'raked' columns. Calculations include: 1. Assesment of 'strut and tie' forces based on column geometry and gravity loading. 2. Concrete compressive strut check and reinforcement as required. 3. Tie forces local to walking column within the slab above and below. Reinforcment requirements. 4. Vertical shear check. S concrete. 5. Horizontal shear check at slab interface. 6. Assessment of secondary moments to columns above and below walking column. 7. Reinforcement Summary. Diagram:

Geometry Column Reference

Walk Width mm

E146

300

Head Level Lvl (ref) Lvl (m) 2

18.45

Base Level Lvl (ref) Lvl (m) 1

13.95

Walk (m) 2.95

Angle, Deg. 57

1

Fcu_Walk N/mm2 55

Project

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1 - Loading:

Please refer to gravity load takedown information in section 1.2. A hand load takedown and a Ram C load takedown has been carried out with the most conservative results adopted. SLS Load Combination = 1.0 DL + 1.0 LL ULS Load Combination = 1.4 DL + 1.6 LL Loading Hand LTD

Loading RAMC LTD

Vertical Loading

Dead

Imposed

Dead

Imposed

SLS

ULS

kN

kN

kN

kN

kN

3208

1335

3215

1138

4550

Lateral Load to Diaphragm (kN) - Tie Force - F Dead

Imposed

Total SLS

DL/TAN 1, kN LL/TAN 1, kN 2108

875

Load in Raked Column - F

Strut

kN

Dead DL/SIN 1, kN

Imposed DL/SIN 1, kN

ULS kN

6637

3844

1596

7936

tie

Total ULS

kN

kN

2983

4351

2 - Compression Strut Capacity: The 'virtual' compression strut width will be calculated based on reasonable geometry over which stress can be assumed to distribute. In order to allow distribution of stress from wall to column below a downstand is to be included.

Column Width (mm) Above

Below

b1

b2

600

400

Downstand (mm) dd Calculated b2.tan

1

610

2

Selected

deg.

user

tan-1(dd/b2)

850

65

Strut Width bs

3

deg. 180- 1 58

Concrete Cap(kN) Fc

(mm) 2

b2/cos 2.sin

3

801

Asreq

As

(mm2)

(mm2)

Prov

0.4fcu wall.bs.Walk Width

(Fstrut-Fc)/0.87fy

user

5944

4579

4910 10-H25

3 - Tension 'Tie' Capacity Column depth (mm)

Asreq

As

Above

Below

(mm2)

(mm2)

h1

h2

Ftie/0.87fy

user

600

900

10002

Prov

11260

Beam Above Dims (mm)

Beam Below Dims (mm)

Width

Depth

Width

Depth

600

850

900

850

14-H32

Distribution of the lateral forces imparted to the slab diaphrgm are to be considered in the slab analysis. An additional mat of reinforcement local to the walking column is envisaged. The slab designer should be advised of the applied loads or a hand calculation/mark up provided showing additional rebar requirements.

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4 - Vertical Shear Check

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5 - Horizontal Shear Check

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6 - Secondary Moments to Columns

The columns at levels above and below are fixed by a continuous monolithic connection to the walking column. To assess secondary moments arising in the columns above and below the walk a 2d s-frame model has been adopted in accordance with TRM 261. The main factor influencing the rotation of the walking column, and therefore moments to columns is the elongation of the slab strut and tie. The walking column itself is a very stiff element and as such deformation of the panel itself contributes to a lesser extent. The virtual strut within the wall panel has been modelled as a beam element based on the dimensions determined in section 2. This is deemed to be conservative as an increased rotation is expected at the joints in comparison to if the full rigidity of the wall panel were modelled. The section dimensions of the slab struts and ties and the representative lengths back to the supports have been assesed on a column by column basis. Assuptions are conservative in this regard as it is difficult to approximate the true behaviour of the floor plate in a 2d model. Typically a half bay width of 3750mm has been considered of length equal to 'distance to closest point of support' i.e. core walls or Full Slab Diaphragm. These moments are to be considered in addition to Ram Concept Slab Moments

S-Frame Member Properties

Element Description Col L01 Col L02 Col L03 Col L04 Col L05 Col L06 Col L07 Col L08 Virtual Strut Slab Strut/Tie

Member Dims b (mm) d (mm) 900 400 600 400 600

600 900 600

300 3750

801 300

I (mm4)

A (mm2)

4.80E+09 360000 0.00E+00 0 1.08E+10 360000 2.43E+10 360000 1.08E+10 360000 0.00E+00 0 0.00E+00 0 0.00E+00 0 1.28E+10 240161.565 8.44E+09 1125000

Stress pt 1 (mm)

Stress pt 2 (mm)

200 0 300 450 300 0 0 0 400.2692757 150

-200 0 -300 -450 -300 0 0 0 -400.269 -150

Strut Dimensions

Column E146 is located in close vicinity to core C. A minimum strut length of 5.2m has been adopted in the assessment.

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S-Frame Model Geometry

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ZE - Walking Column E146 S-Frame Member Properties

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S-Frame - Applied Loads/Axial Strut-Tie Loads

ZE - Walking Column E146

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S-Frame Column Moments

Column Moments

L08 L07 L06 L05 L04 L03 L02 L01 L00

Head (kNm)

Base (kNm)

20 65 WC 140

65 202 WC 90

Column moments considered negligable L04 and above. These moments are to be considered in addition to Ram Concept Slab Moments

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7 - Reinforcement Summary

Raked Compression Strut Reinforcement =

10-H25

Split Half FF + Half NF

Tension Tie Reinforcement =

14-H32

Total per Douwnstand Beam

Horizontal Wall Reinforcement =

H20 - 200 CRS

NF1 + FF1

Vertical Wall Reinforcement =

H20 - 200 CRS

NF2 + FF2

Downstand Beam Above Dimensions =

600mm Wide by 850mm Deep from SSL

Downstand Beam Below Dimensions =

900mm Wide by 850mm Deep from SSL