VICONS-CR1-2-KSB-H-CALCULATION-REV01

American Institute of Steel Construction.. Monolithic concrete and reinforced concrete structures – Codes for construction, check and acceptance... 5 Check pins, anchor sets and concrete

1 General Information

1.1 References

 KS D 3503 : 1998, Rolled steels for general structure Korean Institute of standards

 Temporary work construction specification (2016) Korean National Transportation Department

 AISC ADS89, Specification for Structural Steel Buildings Allowable Stress Design and Plastic Design American Institute of Steel Construction

 Experiment results by Kumkang Kind

 QCVN 02:2009/BXD Vietnam Building Code Natural Physical & Climatic Data for Construction

 TCVN 4453 : 1995 Vietnam Standard Monolithic concrete and reinforced concrete structures – Codes for construction, check and acceptance

σa = 12 Mpa (timber beam H20)

1.3 Loads

 Weight of timber plank (200 x 40): g = 5.4 x 0.04 = 0.22 kN/ m2

 Working load applied:

- KSB-H Façade Typical Type

Level “0,-1,-2,-3”: 1.25 kN/m2

- KSB-H Façade Landing Type

Level “0,-1,-2,-3”: 1.25 kN/m2

 Wind load is calculated based on QCVN 02:2009/BXD and TCVN 2737:1995

γ = 1 for normal case

2 Checking Platform Position

K-29 K-30

K-31 K-32

2.84ton 2.75ton

2.65ton 2.87ton

K-18

3 KSB-H Façade Typical Type Checking

3.1 Frame K-06

<Section>

Screw on Coupler 40(K0290110)

KSB-H Vertical Waling 5.99m(K0340020) KSB-H diagonal brace 2012L(K0340030)

<Plan of working platform level 0, -1>

 Check Timber Plank (200 x 40 x 1150)

 Check Frame Elements

< Modeling>

< Load assignment>

SDead = 0.5 x 0.22 = 0.11 kN/m

B = 0.5m

Live = 0.5 x 1.25 = 0.28 kN/m

B = 0.5m

WNormalY = 3.15 x 0.5 = 1.58 kN/m

B = 1.8 + 0.5 x 2.7 = 3.15 m WNormalY = 2.85 x 0.5 = 1.43 kN/m

B = 1.5 + 0.5 x 2.7 = 2.85 m

WNormalYY = 3.15 x 0.5 = 1.58 kN/m

B = 1.8 + 0.5 x 2.7 = 3.15 m WNormalYY = 2.85 x 0.5 = 1.43 kN/m

B = 1.5 + 0.5 x 2.7 = 2.85 m

WTyphoonY = 3.15 x 0.34 = 1.07 kN/m

B = 1.8 + 0.5 x 2.7 = 3.15 m WTyphoonY = 2.85 x 0.34 = 0.97 kN/m

B = 1.5 + 0.5 x 2.7 = 2.85 m

WTyphoonYY = 3.15 x 0.34 = 1.07 kN/m

B = 1.8 + 0.5 x 2.7 = 3.15 m WTyphoonYY = 2.85 x 0.34 = 0.97 kN/m

B = 1.5 + 0.5 x 2.7 = 2.85 m

< Reactions >

< Maximum Axial Force >

< Steel check >

Scaffold tube 48.6mm(K0290150) KSB-H Working deck(K0340010)

KGB-H main profile extension joint (K0330200)

< Plan of working platform level 0, -1, -2 >

 Check Timber Plank (200 x 40 x 1150)

Maximum spacing of support in case simple beam and cantilever beam are 3800mm and

1900mm respectively

Actual support distance of timber plank are 580mm and 360mm

Maximum spacing of support in case simple beam and cantilever beam are 6700mm and

 Check Frame Elements

< Modeling>

< Load assignment>

SDead = 0.5 x 0.22 = 0.11 kN/m

B = 0.5m

Live = 0.5 x 1.25 = 0.28 kN/m

B = 0.5m

WNormalY = 3.21 x 0.5 = 1.61 kN/m

B = 1.78 + 0.5 x 2.85 = 3.21 m WNormalY = 2.83 x 0.5 = 1.42 kN/m

B = 1.4 + 0.5 x 2.85 = 2.83 m

WNormalYY = 3.21 x 0.5 = 1.61 kN/m

B = 1.78 + 0.5 x 2.85 = 3.21 m WNormalYY = 2.83 x 0.5 = 1.42 kN/m

B = 1.4 + 0.5 x 2.85 = 2.83 m

WTyphoonY = 3.21 x 0.34 = 1.10 kN/m

B = 1.78 + 0.5 x 2.85 = 3.21 m WTyphoonY = 2.83 x 0.34 = 0.96 kN/m

B = 1.4 + 0.5 x 2.85 = 2.83 m

WTyphoonYY = 3.21 x 0.34 = 1.10 kN/m

B = 1.78 + 0.5 x 2.85 = 3.21 m WTyphoonYY = 2.83 x 0.34 = 0.96 kN/m

B = 1.4 + 0.5 x 2.85 = 2.83 m

< Reactions >

< Max Axial Force >

< Steel check >

4 KSB-H Façade Landing Type Checking

Scaffold tube 48.6mm(K0290150) KSB-H Working deck(K0340010)

KGB-H main profile extension joint (K0330200)

KGB-H Extension profile - 0.99m (K0330210)

< Plan of working platform level 0, -1 >

< Plan of working platform level -2 >

 Check Timber Plank (200 x 40 x 1150)

Maximum spacing of support in case simple beam and cantilever beam are 3800mm and

1900mm respectively

Actual support distance of timber plank are 703mm and 372mm

Maximum spacing of support in case simple beam and cantilever beam are 6700mm and

TB200-3500 TB200-3500 TB200-6000 TB200-6000

 Check Frame Elements

< Modeling>

< Load assignment>

SDead = 0.5 x 0.22 = 0.11 kN/m

B = 0.5m SDead = 0.7 x 0.22 = 0.15 kN/m

B = 0.7m

Live = 0.5 x 1.25 = 0.28 kN/m

B = 0.5m Live = 0.7 x 2.5 = 1.75 kN/m

B = 0.7m

WNormalY = 3.0 x 0.5 = 1.5 kN/m

B = 1.5 + 0.5 x 3.0 = 3.0 m

WNormalYY = 3.0 x 0.5 = 1.5 kN/m

B = 1.5 + 0.5 x 3.0 = 3.0 m

WTyphoonY = 3.0 x 0.34 = 1.02 kN/m

B = 1.5 + 0.5 x 3.0 = 3.0 m

WTyphoonYY = 3.0 x 0.34 = 1.02 kN/m

B = 1.5 + 0.5 x 3.0 = 3.0 m

< Reactions >

< Max Axial Force >

< Steel check >

5 Check pins, anchor sets and concrete

5.1 Loads

(kN)

Max Fz Reaction (kN)

Max Fy Reaction (kN)

Notes: Positive followed by axis of ETABS

5.2 Check suspension pins

(KGB-H Suspension Shoe weight is 14.69 kg)

326.76 10

5.4 Check embedded anchor set

5.5 Check concrete

 Assumption

- Concrete at anchor position shall be enough compressive strength (as calculated below)

- Concrete does not have any type of failure at anchor position

- Anchor set shall be installed in correct method

- No supplementary reinforcement has been provided

 Checking

Assume that when KSB-H frames hang on anchor, concrete strength (cube sample 15cm in edge) reachs 200 daN/cm2  fcm = 20 N/mm2 Based on table 13 TCVN 5574 : 2012 is B15

Equivalent to C15, fck = 15 Mpa, cylinder-compressive strength (Korean Concrete Institute)

Shear = 1.6 x 27 = 43kN

T V

Checking with Tensile-Shear interaction chart from experiment by Kumkang Kind

6 General Conclusions and Suggestions

 Strength of KSB-H frames satisfy requirements

 KSB-H frames can be lifted when concrete strength of structure shall be 200 kg/cm2 (cube sample 15cm in edge)

 Dismantle safety net in case typhoon coming at construction zone