253568332 Design Calculation for Scaffolding

1.0 Design Design Data Data 1.1 Dead Dead Load Load i) Density of concrete ii) Density of timber iii) Scaffolding vertical frame iv) Ste!s for scaffolding

= = = =

1.2 Live Load i) "onstr#ction load

= 12. kN/m$

24 kN/m³ 10 kN/m³ 0.2 kN/!c 0.1 kN/!c

1.3 Other relevant data i) No %ind load is taken in acco#nt ii) &imber 'rade ( Standard Standard to be #sed moist#re content content * 1+,) 1.4 Scaffo Scaffoldi lding ng Scaffolding dimension

= 1220 -)  10mm )  100mm 3)

2.0 Design For For External External Perimeter Perimeter Scaffolding 2.1 Scaffolding frames

 Storey b#ilding  5a6im#m 7ig8t of frame 9 2 ) Dead oad :ertical ;rame Ste!s "ross (race oint >in ack (ase &ie (ack Safety Net

< < < < < < <

ive oad 2 -orkers "ons "onsttr#c r#ction tion debr debris is @ ma materi teria al

<  kg  2 <

= =

&otal oad

<

= =

2 kg  2 1 kg  2  kg  2  2 0. kg  2  2 ?. kg  2 2.2 kg  10 ?  1.)  2 k otal

= = = = = = =

00 420 20 2 1.? 22 10 1+2 1+2.? .?

kg kg kg kg kg kg kg kg

10 kg 100 kg ass#me) 20 kg   ass#m ass#me e  %orkin %orking g level level))  1.? 120 20 kg 422+ 422+.? .? kg 42. kN * 0 kN → o.k. allo%able load !er frame =  ton )

 2 frame of 3#atraco 3&101 %o#ld be s#fficient

→

3.0 Flatform For For Scaffolding !" o 4#.2m 4#.2m $igh 3.1 3.1 Load Loadin ing g Dead Load AB#ivalent load

= 1.+ kN / 1.m  1.22 m) = .14 kN/m$

Live Load "onstr#ction load 3.2 Scaffolding Platform %S &''S (eam ) 1.*m c+c Dead Load CD on 5S 3S beam

Live Load CD on 5S 3S beam

= 2. kN/m$

= +.4  1. = 1?.+2 kN/m

= 12.  1. = 22. kN/m

4.0 Scaffolding Platform ,onnection 4.1 -elding Csing ?mm fillet %eldE ca!acity

= 0.  ?  21  10F³) = 0.+ kN/mm

"ritical s8ear at catc8 !latform tr

= .2? kN

&8ereforeE %elding lengt8 reB#ire

= .2? / 1. = 20. mm

4.2 (olting

(olt 'ro#! Design

Design "ode < (S+0 L 1++0 Knalysis < Non inear (olt 'rade < 4./ S8ear >lanes < Single S8ear

&8e a!!lied CS force is < 100 kN &8e ca!acity of t8e bolt gro#!n is < 141.12 kN GGGGGGGGGGGGG.H.I. &8e config#ration reB#ires 20 mm bolts for a ca!acity of 141.12 kN (olt S8ear Design is Safe Csing 3J&J 3:C 20mm dia. 3KS rod at s!acing 22mmE

.0 Form/or for ,oncrete Floor Sla Design of timber batten to s#!!ort %et concrete floor slab. 100mm  0mm M 100 mm c/c s!acing) .1 Loading  Dead load 10mm t8k. .". slab 12mm t8k. >ly%ood &imber batten

 ive load "onstr#ction load &8#sE total service load is 2.0 kN/m

= 2 kN/m³  0.1m  0.1m = = 10 kN/m³  0.012m  0.1m = = 10 kN/m³  0.10m  0.00m =

0. kN/m 0.012 kN/m 0.0 kN/m

= 2. kN/m$  0.m

0. kN/m 1.1 kN/m

=

.2 (ending Stress % = 2.0 kN/m  = 1. m  D/( = 100 / 0 = 2.0 *  table .+) Side stability LLLLLLLLLLLLLo.k

 

 5ma6

= %$ /  = 2.0  1.$) /  = 0.1 kNm

 Section mod#l#sE O

= (D$) / ? = 0  100$) /? = 0.  10P mm³

 Kct#al bending stressE fs

= 5/O = 0.1  10P?) / 0.  10P) = +.2 N/mm$

 Kllo%able stressE f! = fg  kl  k6b  k4  k %8ere f = 12.41 N/mm$ k =1 table .?) k6b = 1.1 s!acing * ?10mm "la#se .+c) k =1 k =1 &8#sE f! = 12.41  1  1.1  1  1 = 1.? N/mm$ Q fs LLLLLLLLLLLLo.k

.3 Shear stress  S8ear forceE :

= %/2 = 2.0 kN/m  1.m) /2 = 0.4 N/mm$

 S8ear stressE Bs

= 1.: / K = 1.  1.  10³ ) / 100  0 ) = 0.4 N/mm$

 Kllo%able s8ear stressE B!

= 1.2+ N/mm$

Since Bs * B! LLLLLLLLLLLLLL o.k #.0 Form/or for ,oncrete Floor (eam #.1 Design of timer atten to s""ort /et concrete floor eam sa 1000mm 5 *00mm6 mm  mm M ?00mm c/c s!acing) #.1.1 Loading  Dead load .". slab 12mm t8k. >ly%ood &imber batten

 ive load "onstr#ction load &8#sE total service load is 2. kN/m

= 24 kN/m³  1.0m  0.1m = = 10 kN/m³  0.012m  0.1m = = 10 kN/m³  0.10m  0.0m =

2.4 kN/m 0.012 kN/m 0.0 kN/m

= 2. kN/m$  0.1m

0.2 kN/m 2. kN/m

#.1.2 (ending Stress % = 2. kN/m  = 1.2 m  D/( = 10 /  = 2.0 *  table .+) Side stability LLLLLLLLLLLLLo.k

 5ma6

%$ /  2.  1.2$) /  0.4+ kNm

 Section mod#l#sE O

= (D$) / ? =   $) /? = .01  10P4 mm³

 Kct#al bending stressE fs

= 5/O = 0.4+  10P?) / .01  10P4) = ?.+ N/mm$

=

 

 Kllo%able stressE f! = fg  kl  k6b  k4  k %8ere f = 12.41 N/mm$ k =1 table .?) k6b = 1.1 s!acing * ?10mm "la#se .+c) k =1 k =1 &8#sE f! = 12.41  1  1.1  1  1 = 1.? N/mm$ Q fs LLLLLLLLLLLLo.k

#.1.3 Shear stress S8ear forceE :

= % / 2 = 2. kN/m  1.m) /2 = 2.4? kN

S8ear stressE Bs

= 1.: / K = 1.  14.  10³ ) / 100   ) = 2.+? N/mm$

 Kllo%able s8ear stressE B!

= 1.2+ N/mm$

Since Bs * B! LLLLLLLLLLLLLL o.k

#.2 Design of main timer eam to s""ort /et concrete eam and timer atten 2 nos. of 100mm  mm) #.2.1 Loading

> = edge !oint load = .4 kN/m  1.m) / 2 = .44 kN > = internal !oint load = ?. kN/m  1.m)/ 2 = 14. kN > = selfL%eig8t of timber beam = 10 kN/m³  0.100m  0.0m = 0.0 kN/m

#.2.2 (ending stress  5ma6 = 12.4 kNm

from >rokon analysis)

 Section mod#l#sE O

= (D$) / ? =   100$) /? = 1.2  10P mm³

 Kct#al bending stressE fs

= 5/O = 12.4  10P?) / 1.2  10P) = ++.2 N/mm$ * f! LLLLLLLLLLLo.k

#.2.3 Shear stress S8ear forceE :

= % R 2>1 R >2) / 2 = 0.0  1.2) R 2  .44) R 14.)) /2 = 14.+2 kN

S8ear stressE Bs

= 1.: / 2K = 1.  14.+2  10³ ) / 2 10  100 ) = 0.4? N/mm$

  Kllo%able s8ear stressE B!

= 1.2+ N/mm$

Since Bs * B!E #se 2 nos. 10mm  mm LLLLLLLLLLLLLL o.k

7.0 Design ,hec on the Strctral ,a"acit of the S""orting Scaffolding Frame to -et ,oncrete Sla and (eam 7.1 S""orting /et concrete sla  oading >= 2.0 kN

%= selfL%eig8t of timber beam 100mm  mm) = 10 kN/m³  0.100m  0.1m = 0.1 kN/m

 Design c8eck Ky = (y = vertical frame = 1.? kN S#mmation of vertical forces divided by 2) &8ereforeE a6ial load

= 1.? kN * 2kN or 2. tonne allo%able load !er

leg of frame as !er man#fact#rers tec8nical data attac8ed

7.2 S""orting /et concrete eam  Design c8eck

Ky = (y = s8ear force from 4..2. = .22 kN &8ereforeE a6ial load acting on one vertical frame

= .22 kN

* 2 kN or 2. tonne allo%able load !er leg of frame as !er man#fact#rers tec8nical data attac8ed

Diagonal and longit#dinal '. !i!e bracings are to !rovide to scaffold frames.