-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
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
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
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.
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
4 - Vertical Shear Check
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
5 - Horizontal Shear Check
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
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.
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
S-Frame Model Geometry S-Frame Member Properties
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
S-Frame - Applied Loads/Axial Strut-Tie Loads
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
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
-
Project Status
Date 10/11/2011 Job no. Section Sheet no. RevBy GJChecked
Rev Date Details Tel
Fax
Part ZE - Walking Column E146
New South Glasgow HospitalDesign
24140333 5.1 1
44 (0)141 429 355544 (0)141 429 3666
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 =