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Part

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:

Walk Width Walk Angle, 1 Fcu_Walkmm Lvl (ref) Lvl (m) Lvl (ref) Lvl (m) (m) Deg. N/mm2

E146 300 2 18.45 1 13.95 2.95 57 55

Geometry

ZE - Walking Column E146

Head Level Base LevelColumn Reference

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1 - Loading:

Dead Imposed Dead Imposed SLS ULS Dead Imposed ULSkN kN kN kN kN kN DL/SIN 1, kN DL/SIN 1, kN kN

3208 1335 3215 1138 4550 6637 3844 1596 7936

Dead Imposed Total SLS Total ULSDL/TAN 1, kN LL/TAN 1, kN kN kN

2108 875 2983 4351

2 - Compression Strut Capacity:

2 3 Strut Width bs As ProvAbove Below Calculated Selected deg. deg. (mm) (mm2)

b1 b2 b2.tan1 user tan-1(dd/b2) 180-12 b2/cos2.sin3 0.4fcu wall.bs.Walk Width user

600 400 610 850 65 58 801 5944 491010-H25

3 - Tension 'Tie' Capacity

Asreq As ProvAbove Below (mm2) (mm2) Width Depth Width Depth

h1 h2 Ftie/0.87fy user600 900 10002 11260 600 850 900 850

14-H32

Beam Above Dims (mm) Beam Below Dims (mm)

(Fstrut-Fc)/0.87fy

Asreq(mm2)

4579

Downstand (mm) ddColumn Width (mm) Concrete Cap(kN) Fc

Column depth (mm)

Loading Hand LTD Loading RAMC LTD Vertical Loading Load in Raked Column - F Strut

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

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 LLULS Load Combination = 1.4 DL + 1.6 LL

The 'virtual' compression strut width will be calculated based on reasonable geometry over which stress can be assumed to distribute. Inorder to allow distribution of stress from wall to column below a downstand is to be included.

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

S-Frame Member Properties

b (mm) d (mm)900 400 4.80E+09 360000 200 -200

0.00E+00 0 0 0600 600 1.08E+10 360000 300 -300400 900 2.43E+10 360000 450 -450600 600 1.08E+10 360000 300 -300

0.00E+00 0 0 00.00E+00 0 0 00.00E+00 0 0 0

300 801 1.28E+10 240161.565 400.2692757 -400.2693750 300 8.44E+09 1125000 150 -150

Strut Dimensions

Element DescriptionCol L01Col L02Col L03Col L04Col L05Col L06Col L07Col L08

Slab Strut/TieVirtual Strut

Member DimsI (mm4) A (mm2)

Stress pt 1 (mm)Stress pt 2

(mm)

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

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 S-Frame Member Properties

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

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S-Frame Column Moments

Column MomentsHead Base (kNm) (kNm)

L08L07L06L05L04L03 20 65L02 65 202L01 WC WCL00 140 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

10-H25

14-H32

NF1 + FF1

NF2 + FF2

600mm Wide by 850mm Deep from SSL

900mm Wide by 850mm Deep from SSL

Downstand Beam Above Dimensions =

Downstand Beam Below Dimensions =

H20 - 200 CRS

H20 - 200 CRS

Split Half FF + Half NF

Total per Douwnstand BeamTension Tie Reinforcement =

Horizontal Wall Reinforcement =

Vertical Wall Reinforcement =

Raked Compression Strut Reinforcement =