Design Project1

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INDEX OF CONTENT

S

S..N

NO

O

IIN

ND

DE

EX

X

OF

O

F

C

CO

ON

NT

TE

EN

NT

T

1 1.. SSCCOOPPE E OOF F WWOORRK K 2 2.. DDEESSIIGGN N PPAARRAAMMEETTEERRSS 3 3.. DDEESSIIGGN N CCHHEECCK K FFOOR R SSCCAAFFFFOOLLD D PPLLAANNK K 4 4.. DDEESSIIGGN N CCHHEECCK FK FOOR R TTRRAANNSSOOMMSS//BBEEAARREERRSS 5 5.. DDEESSIIGGN N CCHHEECCK K FFOOR R RRUUNNNNEER R 6 6.. DDEESSIIGGN N CCHHEECCK K FFOOR R RRAAKKEERRSS 7 7.. DDEESSIIGGN N CCHHEECCK FK FOOR R VVEERRTTIICCAAL L SSTTAANNDDAARRDD 8 8.. LLAATTEERRAAL L SSTTAABBIILLIITTYY 9 9.. CCHHEECCK K FFOOR R CCAAPPAACCIITTY Y OOF F BBRRAACCE E CCOOUUPPLLEER R 1 100.. AATTTTAACCHHMMEENNTT

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SCOPE OF WORK SCOPE OF WORK

•• ERERECECTIOTION/ N/ DIDISMSMANANTLTLING ING ANAND D PEPERIORIODIDIC C ININSPESPECTCTIOION N OF OF THTHE E ERERECECTETEDD SCAFFOLDING FOR ACCESS OF CONSTRUCTION OF JUBAIL MOSQUE – DOME SCAFFOLDING FOR ACCESS OF CONSTRUCTION OF JUBAIL MOSQUE – DOME

•• LOCATION : JUBAILLOCATION : JUBAIL

•• SYSTEM OF SCAFFOLDING : MAO CUPLOCK SYSTEM.SYSTEM OF SCAFFOLDING : MAO CUPLOCK SYSTEM.

•• REFERENCES :REFERENCES : (a)

(a) SAUDI ARAMSAUDI ARAMCO SCAFFOLCO SCAFFOLD SAFETY HANDBOD SAFETY HANDBOOK(SSHOK(SSH)) (b)

(b) SAES-ASAES-A-112 METEROL-112 METEROLOGICAOGICAL AND SEISMIC DATAL AND SEISMIC DATA (c)

(c) AISC(AAISC(ASD),ASCSD),ASCE-7,BS11E-7,BS1139,EN74 39,EN74 etc.etc.

H

Heeiigghht t oof f ssttrruuccttuurree :: 77..55mm((aapppprroox x ffrroom m ppeeaak k ppooiinntt)) M

MAAO O ccuupplloocck k ssyysstteem m ssccaaffffoollddiinngg : : iinnddeeppeennddeennt t rruun n ffaaççaaddee G

Grriid d SSiizzee :: 11..88mm//11..225 5 x x 11..00m m ((MMaaxxiimmuumm)) S

Sccaaffffoollddiinng g hheeiigghhtt :: 66m m + + 11..55mm V

Veerrttiiccaal l lliifft t oof f lleeddggeerr//ttrraannssoomm :: 22..0000mm M

Maaxxiimmuum m nno o oof f ppllaannk k lleevveell :: M

Maaxxiimmuum m nno o oof f wwoorrkkiinng g ppllaattffoorrmmss :: L

Liivvee LLooaadd :: 2..424 kkNN//mm22(As per ACI 347-6)(As per ACI 347-6)

DESIGN PARAMETERS DESIGN PARAMETERS MATERIAL

MATERIAL 1)

1) MAO CMAO Cuplouplock’ sck’ systeystem scam scaffolffolding ding BS 11BS 113939

O

Ouuttssiidde e DDiiaammeetteerr''OODD'' == 4488..33mmmm W

Waalll l tthhiicckknneessss,,tt == 33..22mmmm Y

Yiieelld d ssttrreennggtthh == 22335 5 NN//mmmm²²

IInnnneer r ddiiaammeetteerr == ((4488..33--33..22--33..22) ) = = 4411..99mmmm A

Arreea a oof f ttuubbee == π//4 π 4 x x ((4488..33²²- - 4411..99²²) ) = = 445533..445 5 mmmm²² P

Pllaassttiic c sseeccttiioon n mmoodduulluuss == ((4488..33^^3 3 – – 4411..99^^33))//6 6 = = 66551199..776 6 mmmm33 R

Raaddiiuus s oof f GGyyrraattiioonn == SSqqrrt t II//A A = = 116 6 mmmm M

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2)

2) TubTube e as as per per Bs Bs 1131139 9 spespecificificatcationion

O

Ouuttssiidde e DDiiaammeetteerr''OODD'' == 4488..33mmmm W

Waalll l tthhiicckknneessss,,tt == 33..22mmmm Y

Yiieelld d ssttrreennggtthh == 22335 5 NN//mmmm²² W

Weeiigghht t oof f ttuubbee == 00..00335 5 KKNN//mm

Physical properties of Tube Physical properties of Tube

IInnnneer r ddiiaammeetteerr == ((4488..33--33..22--33..22) ) = = 4411..99mmmm A

Arreea a oof f ttuubbee == π//4 π 4 x x ((4488..33²²- - 4411..99²²) ) = = 445533..445 5 mmmm²² P

Pllaassttiic c sseeccttiioon n mmoodduulluuss == ((4488..33^^3 3 – – 4411..99^^33))//6 6 ==66551199..776 6 mmmm33

R

Raaddiiuus s oof f GGyyrraattiioonn == SSqqrrt t II//A A = = 116 6 mmmm M

Moommeennt t oof f IInneerrttiiaa == ππ//664 4 x x ((4488..3344 - 41.9- 41.944 ) =115856.5mm) =115856.5mm44

3)

3) Scaffold Scaffold Plank Plank (LVL (LVL Boards)Boards),Hy Pla,Hy Plank 42mnk 42mm x m x 230mm 230mm as per as per OSHA OSHA STANDSTANDARDARD (See attachment)

(See attachment)

W

Weeiigghht t oof f ssccaaffffoolld d ppllaannkk == 00..225 5 KKNN//mm22

B

Beennddiinng g ssttrreessss,,FFbb == 1155..223 3 MMPPaa.. S

Shheeaar r ssttrreessss,,FFvv == 00..88663 3 MMPPaa.. Y

Yoouunnggs s MMoodduulluuss,,EEbb == 110055663 3 MMPPaa.. A

Arreea a oof f CCrroosss s sseeccttiioonn,,((AAbb)) == 9966660 0 mmmm22

S

Seeccttiioon n MMoodduulluuss == 667766220 0 mmmm33

M

Moommeennt t oof f IInneerrttiiaa == 1144220000220 0 mmmm44

S

Saaffe e BBeennddiinng g ccaappaacciittyy == 11..003 3 KKNN--mm S

Saaffe e SShheeaar r CCaappaacciittyy == 33..334 4 KKNN

4

4)) LLOOAADDIINNGG

R

Raattiinng g oof f SSccaaffffoollddiinngg == MMeeddiiuum m DDuutty y RRaattiinngg De

Dead ad lloaoad d ((DLDL) ) == WWt t of of scscafaffofolld d plplanank k + + wt wt of of llededgeger r L

Liivve e llooaadd((LL..LL)) == 22..4 4 kkNN//mm22

5)

5) LOLOAD AD COCOMBMBINAINATITIONONS.S.

Gravity Loads Gravity Loads

•• DL + 4 (LL) < Failure (as per SSH) Used to check flexural members.DL + 4 (LL) < Failure (as per SSH) Used to check flexural members. (scaffold plank,bearers,transom,runners, posts(standards) etc.). (scaffold plank,bearers,transom,runners, posts(standards) etc.).

•• P(DL + P(DL + LL) < LL) < Pf/4; PPf/4; Pf f = A= Agg x x FFaa(for vertical standards or posts).(for vertical standards or posts).

•• DL+ LL (gravity loads) to check capacity DL+ LL (gravity loads) to check capacity of couplers & fittings ref 9.7.2L SSHof couplers & fittings ref 9.7.2L SSH

(Multiply the rated SWL listed in SSH table II. 9.2 by 0.4 to obtain a safety factor of 4 ans also to (Multiply the rated SWL listed in SSH table II. 9.2 by 0.4 to obtain a safety factor of 4 ans also to check the deflection in scaffold boards,Transom/Bearer a Runners).

check the deflection in scaffold boards,Transom/Bearer a Runners). Wind loads

Wind loads

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6)

6) ALLOWAALLOWABLE BLE FLEXURFLEXURAL MOAL MOMENT (BMENT (Bearer, earer, TransomTransom, & R, & Runner).unner).

M

Mf f = SIF x F= SIF x Fyy (min) (min) x x ZZ

M

Mf f = allowable flexural moment.= allowable flexural moment.

SIF

SIF = Str= Strengtength incrh increasease face factor (tor (Max SMax SIF : 1.IF : 1.20, ac20, actuatual Yiel Yield stld strenrength agth as per ts per test rest resuesult is lt is 375 M375 MPa)Pa) Z

Z = = PPllaassttiic sc seeccttiioon n mmoodduulluuss F

Fyy = Minimum yield strength = 235 N/mm= Minimum yield strength = 235 N/mm22

M

Mf f = 1.20 x 235 6520 == 1.20 x 235 6520 =1.838 KN-M1.838 KN-M

7)

7) ALLOWAALLOWABLE SHBLE SHEAR FOEAR FORCE CRCE CAPACITAPACITY (BeaY (Bearer, Tranrer, Transom, & som, & Runner)Runner)..

V

Vcc = Allowable shear capacity = 0.4 x F= Allowable shear capacity = 0.4 x Fyy x SIF x Ax SIF x A

F

Fyy = Minimum yield strength = 235 N/mm= Minimum yield strength = 235 N/mm22

A

A = = AArreea a oof f CC//S S oof f ttuubbee.. Vc = 0.4

Vc = 0.4 x 235 x 1.2 x 235 x 1.2 x (453.45/1000) x (453.45/1000) ==51.15 KN.51.15 KN. 8)

8) Load cLoad carry carry capacity apacity of MAO of MAO ‘Cuploc‘Cuplock standk standard peard per vertr vertical legical leg.. P =

P = 5599..33776 6 KKN N ((SSeee e IItteem m nno o ::119 9 ))

9)

9) CheCheck ck ScaScaffolffold Pd Planlank (k (BoarBoards)ds) D

Deeaad d LLooaad d ((DDLL) ) == 00..225 5 KKNN//mm22

L

Liivve e LLooaadd((LLLL) ) lliigghht t dduuttyy == 22..440 0 KKNN//mm22

L

Looaaddiinng g ‘‘WW’ ’ = = DDL L + + 4 4 LLLL == 00..225 5 + + 4 4 x x 22..4 =4 =99..885 5 KKNN//mm22 Considering a single plank of 230mm wide

Considering a single plank of 230mm wide strip.strip. L

Looaaddiinng g //mm == 99..885 5 x x 00..2233 = = 22..2266555 5 KKNN//mm.. Sp

Spacacining g of of trtranansosom/m/bebeararer er susuppopportrtining g scscafaffofold ld plplank ank == 1.1.25m 25m c/c/c c mamax x (f(frorom m grgrid id sisize)ze) M

Maaxxiimmuum m bbeennddiinng g mmoommeennt t == wwll22 //88 == 22..2266555 5 x x 11..225522 //88 = = 00..44443 3 KKNN--mm M

Maaxxiimmuum m sshheeaar r ffoorrccee == wwll//22 == 2..22266555 5 x x 11..2255//22 = = 11..442 2 KKNN.. A

Alllloowwaabblle e ddeefflleeccttiioonn((aas s ppeer r SSSSHH))== LL//6600 == 11225500//6600 = = 2200..88333 3 mmmm M

Maaxxiimmuum m ddeefflleeccttiioon n == 55wwll44//33884 4 EEII == 5 5 x x 22..2266555 5 x x 1122550044 = 4.83mm(safe)= 4.83mm(safe) 384 x 10563 x 1420020

384 x 10563 x 1420020

(10) Check Transom/Bearer (for cantilever 2) (10) Check Transom/Bearer (for cantilever 2)

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D

Deeaad d LLooaad d (D(DLL)) = = 0.0.225 5 x x 0.0.55((trtriibubuttarary y wwiiddthth == 00.1.1225 5 KKNN//mm

S

Seellf f wweeiighght t oof f ttrrananssomom//bebeaarreer r == 00..00337 7 KKNN//mm = = 00..11662 2 KKNN//mm L Liivve e LLooaad d ((LLLL)) == 22..4 4 KKNN//mm22 L Liivve e LLooaadd//m m ((22..4 4 x x 00..55) ) == 11..2 2 KKNN//mm Load combination Load combination •• DL + 4 LL.DL + 4 LL. =0.162 + 4(1.2) =0.162 + 4(1.2) = 4.97 KN/m = 4.97 KN/m M

Maaxxiimmuum m bbeennddiinng g mmoommeenntt == wwll22_{/8 = 4.97 x 1.25}_{/8 = 4.97 x 1.25}22_/8_{/8 = 0.9692}_{= 0.9692 < 1.838}_{< 1.838 KN-m}_KN-m

(Mf

(Mf refer refer item item no no 6)6) M

Maaxxiimmuum m sshheeaar r ffoorrccee == wwll//2 2 = = 44..997 7 x x 11..2255//2 2 = = 33..1 1 KKN N < < 5511..115 5 KKNN (Vc,refer item no 7).

(Vc,refer item no 7).

(11) Check Runner ledger 1.25m(for cantilever 2) (11) Check Runner ledger 1.25m(for cantilever 2)

M

Maaxxiimmuum m bbeennddiinng g mmoommeenntt == wwll22/8 = 0.37 x 1/8 = 0.37 x 122/8 /8 = 0.0049 = 0.0049 < 1.838 < 1.838 KN-mKN-m (Mf

Maaxxiimmuum m sshheeaar r ffoorrccee == wwll//2 2 = = 00..00337 7 x x 11//2 2 = = 00..000011995 5 KKN N < < 5511..115 5 KKNN (Vc,refer item no 7).

(Vc,refer item no 7).

(12) Check Transom/Bearer (for cantilever 1) (12) Check Transom/Bearer (for cantilever 1)

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D

Deeaad d LLooaad d ((DDLL)) = = 00..225 5 x x 00..337755((ttrriib b wwiiddtthh == 00..009933775 5 KKNN//mm

S

Seellf f wweeiighght t oof f ttrrananssomom//bebeaarreer r == 00..00337 7 KKNN//mm = = 00..113300775 5 KKNN//mm L Liivve e LLooaad d ((LLLL)) == 22..4 4 KKNN//mm22 L Liivve e LLooaadd//m m ((22..4 4 x x 00..337755) ) == 00..9 9 KKNN//mm Load combination Load combination •• DL + 4 LL.DL + 4 LL. =0.13075 + 4(0.9) =0.13075 + 4(0.9) = 3.74 KN/m = 3.74 KN/m M

Maaxxiimmuum m bbeennddiinng g mmoommeenntt == wwll22_{/8 = 3.74 x 1.8}_{/8 = 3.74 x 1.8}22_/8_{/8 = 1.52 K}_{= 1.52 KN-m <}_{N-m < 1.838 KN-m}_{1.838 KN-m}

(Mf

Maaxxiimmuum m sshheeaar r ffoorrccee == wwll//2 2 = = 33..774 4 x x 11..88//2 2 = = 33..337 7 KKN N < < 5511..115 5 KKNN (Vc,refer item no 7)

(Vc,refer item no 7)

(13) Check Runner ledger 1.0m(for cantilever 1) (13) Check Runner ledger 1.0m(for cantilever 1)

Ma

Maxiximumum bem bendinding mng momomenentt =w=wl/l/8 + W8 + Wl =l = 0.0.85 < 85 < 1.1.838 838 KNKN-m-m (Mf

Maaxxiimmuum m sshheeaar r ffoorrccee = = wwll//2 2 + + WW== 33..2277KKN N < < 5511..115 5 KKNN

(Vc,refer item no 7). (Vc,refer item no 7).

(14) Check Capacity of Raker Tube(for cantilever 1) (14) Check Capacity of Raker Tube(for cantilever 1)

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(a)

(a) Total load actiTotal load acting on a raker = self wt of tubes,scaffold platng on a raker = self wt of tubes,scaffold platform + live loadform + live load Dead load = 0.25 KN/m2 , Live load = 2.4 KN/m2

Dead load = 0.25 KN/m2 , Live load = 2.4 KN/m2 Tributary area,A = 0.9m x 1m = 0.9m2

Tributary area,A = 0.9m x 1m = 0.9m2 Used cantilever platform 1 no at a time Used cantilever platform 1 no at a time

S

S NNoo.. IItteemm Qty.Qty. No.s

No.s U.Wt KNsU.Wt KNs

Total Wt Total Wt KNs. KNs. 1 1 M M AAO O ‘‘MM--lloocckk’ ’ StStd d + + CCuupps s @ @ 55000m0mmm c/c. c/c. (1Nos 1.5) (1Nos 1.5) 1 1 0.051KN/m0.051KN/m _0.051_0.051 2

2 MMAAO ‘O ‘MM--lloocckk’ L’ Leeddggeer + r + TTrraannssoomm 1.80m Ledger 1.80m Ledger 1.80m ledger handrail 1.80m ledger handrail 1.0m Ledger 1.0m Ledger 1.0m ledger handrail 1.0m ledger handrail 1.8m Intermediate transom 1.8m Intermediate transom 1/2 1/2 2/2 2/2 1/2 1/2 2/2 2/2 2 2 0.068 0.068 0.068 0.068 0.038 0.038 0.038 0.038 0.068 0.068 0.034 0.034 0.068 0.068 0.019 0.019 0.038 0.038 0.136 0.136 3

3 RRaakkeer r TTuubbee 3m 3m 1m 1m 1 1 4/2 4/2 0.1 0.1 0.039 0.039 0.1 0.1 0.078 0.078 4

4 DDoouubbllee ccoouupplleerr 66 00..001166 00..006666 5

5 PPuuttlloogg ccoouupplleerr 22 00..001166 00..003322 Total

Total Dead Dead Wt Wt other other Planks Planks = = 0.622KN0.622KN A

Addd d 55% % ffoor r BBrraacciinng g & & FFiittttiinng g == 00..00331111 Scaffold Board (0.25Kn/m

Scaffold Board (0.25Kn/m22 _{x0.9x1) @ 1 cantilever=}_{x0.9x1) @ 1 cantilever=}

Toe board (0.25 x 0.23 x 1) @ 1

Toe board (0.25 x 0.23 x 1) @ 1stst _cantilever=_cantilever=

0.225 0.225 0.0575 0.0575 Total Dead Load W1=

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(b)

(b) Live loLive load = 2.4 ad = 2.4 KN/m2 KN/m2 = 2.4 x 0= 2.4 x 0.9 (tribut.9 (tributary areary area) x 1(wa) x 1(working orking level) = 2level) = 2.16 KN.16 KN (c)

(9)

Total load at first raker(cantilever 1) = DL + LL = 3.1 KN Total load at first raker(cantilever 1) = DL + LL = 3.1 KN

Axial Load in

Axial Load in Raker = P/sin(Raker = P/sin(48) = 3.1/0.743 = 48) = 3.1/0.743 = 4.18 KN 4.18 KN < 9.627 KN(s< 9.627 KN(see attachment ee attachment ))

(15) Check the capacity of double coupler (15) Check the capacity of double coupler SWL in slip of double coupler = 9.4 KN SWL in slip of double coupler = 9.4 KN

Allowable carrying capacity of coupler = 0.4 x 9.4 = 3.76 KN Allowable carrying capacity of coupler = 0.4 x 9.4 = 3.76 KN

Axial Load in Raker = p/sin(48) = 4.18/0.743 = 5.62 KN < 2 No’s (0.4 x 9.4 = 3.76 KN) Axial Load in Raker = p/sin(48) = 4.18/0.743 = 5.62 KN < 2 No’s (0.4 x 9.4 = 3.76 KN) Used 2 No’s Double coupler at a raker joint connection.

Used 2 No’s Double coupler at a raker joint connection. (16) Check Capacity of Raker Tube(for cantilever 2) (16) Check Capacity of Raker Tube(for cantilever 2)

(10)

S

Total Wt Total Wt KNs. KNs. 1 1 M M AAO O ‘‘MM--lloocckk’ ’ StStd d + + CCuupps s @ @ 55000m0mmm c/c. c/c. (2Nos 1.5m, 1 Nos 2m) (2Nos 1.5m, 1 Nos 2m) 1 1 0.051KN/m0.051KN/m _0.255_0.255 2

2 MMAAO ‘O ‘MM--lloocckk’ L’ Leeddggeer + r + TTrraannssoomm 1.8m Ledger 1.8m Ledger 1.8m ledger handrail 1.8m ledger handrail 1.0m Ledger 1.0m Ledger 1.0m ledger handrail 1.0m ledger handrail 1.25m Ledger 1.25m Ledger 1.25m ledger handrail 1.25m ledger handrail 1 1 2 2 2/2 2/2 8/2 8/2 6/2 6/2 4/2 4/2 0.068 0.068 0.068 0.068 0.038 0.038 0.038 0.038 0.045 0.045 0.045 0.045 0.068 0.068 0.136 0.136 0.038 0.038 0.152 0.152 0.135 0.135 0.09 0.09 3

3 RRaakkeer r TTuubbee 2.5m 2.5m 1m 1m 1 1 4/2 4/2 0.085 0.085 0.039 0.039 0.085 0.085 0.078 0.078 4

Total Dead Dead weight= weight= 1.167KN1.167KN A

Addd d 55% % ffoor r BBrraacciinng g & & FFiittttiinng g == 00..005588 Scaffold Board (0.25Kn/m

Scaffold Board (0.25Kn/m22_{x2.425x1) @ 2}_{x2.425x1) @ 2}ndnd _cantilever=_cantilever=

Toe board (0.25 x 0.23 x 1) @ 2

Toe board (0.25 x 0.23 x 1) @ 2ndnd _cantilever=_cantilever=

0.61 0.61 0.0575 0.0575 Total Dead Load W1=

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(a)

(a) Live loLive load = 2.4 ad = 2.4 KN/m2 KN/m2 = 2.4 x 2= 2.4 x 2.425 (trib.425 (tributary autary area) x 1rea) x 1(working (working level) = level) = 5.82 KN5.82 KN (b)

(b) Total Total Load = Load = DL + DL + LL = LL = 2.41 + 2.41 + 5.82 5.82 = 8.23KN= 8.23KN

Check the capacity of double coupler Check the capacity of double coupler SWL in slip of double coupler = 9.4 KN SWL in slip of double coupler = 9.4 KN

Allowable carrying capacity of coupler = 0.4 x 9.4 = 3.76 KN Allowable carrying capacity of coupler = 0.4 x 9.4 = 3.76 KN

(12)

Axial Load in Raker = p/sin(58) = 8.23/0.0.85 = 9.7 KN. Axial Load in Raker = p/sin(58) = 8.23/0.0.85 = 9.7 KN.

Used 2 No’s Raker with Double coupler at a raker joint connection at middle support. Used 2 No’s Raker with Double coupler at a raker joint connection at middle support.

(17) Check Vertical post(MAO cuplock standard) (17) Check Vertical post(MAO cuplock standard)

(13)

S

Total Wt Total Wt KNs. KNs. 1 1 M M AAO O ‘‘MM--lloocckk’ ’ StStd d + + CCuupps s @ @ 55000m0mmm c/c. c/c. (3Nos 2m, 1 Nos 1.5m) (3Nos 2m, 1 Nos 1.5m) 1 1 0.051KN/m0.051KN/m _0.3825_0.3825 2

2 SSppiiggoot t wwiitth h nnuuttss//bboolltts s aattttaacch h tto o ssttaannddaarrdd 44 00..000055 00..0022 2

2 MMAAO ‘O ‘MM--lloocckk’ L’ Leeddggeer + r + TTrraannssoomm 1.0m Ledger 1.0m Ledger 1.0m ledger handrail 1.0m ledger handrail 1.25m Ledger 1.25m Ledger 1.25m ledger handrail 1.25m ledger handrail 6/2 6/2 4 4 6/2 6/2 4 4 0.038 0.038 0.038 0.038 0.045 0.045 0.045 0.045 0.114 0.114 0.152 0.152 0.135 0.135 0.18 0.18 3 3 BBrraacciinng g TTuubbee 2.5m 2.5m 2m 2m 3/2 3/2 1/2 1/2 0.085 0.085 0.071 0.071 0.085 0.085 0.078 0.078 4

Total Dead Dead weight= weight= 1.28KN1.28KN A

Addd d 55% % ffoor r BBrraacciinng g & & FFiittttiinng g == 00..006644 Scaffold Board (0.25Kn/m Scaffold Board (0.25Kn/m22 _{0.625x1) =}_{0.625x1) =} Toe board (0.25 x 0.23 x 1) = Toe board (0.25 x 0.23 x 1) = 0.16 0.16 0.0575 0.0575 Total Dead Load W1=

(14)

(a)

(a) Live Live load load = 2.4 = 2.4 KN/mKN/m2 2 = 2.4 = 2.4 x 0.62x 0.625 (tr5 (tributaibutary arry area) x ea) x 1(wor1(working lking level) evel) = 1.5 = 1.5 KNKN Load on standard

Load on standard = (DL = (DL + LL) + LL) + + = 2.019 = 2.019 + 1.5 + 1.5 = 3.52KN= 3.52KN

Total load on standard = load on standard + load from cantilever 2 Total load on standard = load on standard + load from cantilever 2

=

= 3.52 3.52 + 8.23+ 8.23 =

= 11.75 11.75 KNKN P

P(DL+LL)(DL+LL) = Total load on standard = load on standard + load from cantilever 2= Total load on standard = load on standard + load from cantilever 2

=

= 3.52 3.52 + 8.23+ 8.23 =

= 11.75 11.75 KNKN

(18)Check for Buckling of Compression Member (MAO ‘M-Lock’ Vertical) (18)Check for Buckling of Compression Member (MAO ‘M-Lock’ Vertical)

Assumption Assumption P

P(DL+LL)(DL+LL)= Load due to (Dead Load + Live Load) Per Leg.= Load due to (Dead Load + Live Load) Per Leg.

P

Pf f = Allowable Load due to Allowable S= Allowable Load due to Allowable Stress (Fa) per Leg.tress (Fa) per Leg.

P P(DL+LL)(DL+LL) = 3.52 + 8.23 = 11.75 KNs.= 3.52 + 8.23 = 11.75 KNs. P Pf f = F= Fa xa xAA = 1= 12929.3.33 x 43 x 45353.4.45= 5= 5858.6.64545KKNsNs.. P Pf f /4 /4 = 58.645/4 = 58.645/4 = = 14.66 14.66 KNsKNs **

(15)

(19) Load Carry Capacity of MAO ‘Cuplock’ Standard per vertical Leg. (19) Load Carry Capacity of MAO ‘Cuplock’ Standard per vertical Leg. Properties of vertical Standard pipes

Properties of vertical Standard pipes

F

Fyy ((MMiin n YYeeiid d SSttrreennggtthh)) = = 22335 5 NN//mmmm22

U

Un n bbrraacceed d LLeennggtth h ‘‘LL’’ = = 22000000mmmm.. Effective Length ‘L

Effective Length ‘Leff eff ’’==KKLL = 1= 1..0 x 20 x 2000000==22000000mmmm

Slenderness Ratio L

Slenderness Ratio Leff eff /r /r minmin = 2000/16=125.= 2000/16=125.

E

Euulleer r ccrriittiiccaal l SSttrreesss s CCcc = = SSqqrrt t ((22xx((ππ))22_xE)/F_xE)/F y y Sqrt (2x(3.142) Sqrt (2x(3.142)22_x210000)/235_x210000)/235 = 132.83N/mm = 132.83N/mm22_.. L

Leff eff /r /r minmin< Cc.< Cc.

Allowable Stress (Corresponding to L

Allowable Stress (Corresponding to Leff eff /r /r minmin= 125)= 125)

Fa = {1-( L

(16)

= {1-(125)

= {1-(125) /2 (132.83)/2 (132.83)} x 235} x 235 = 130.94 N/mm

= 130.94 N/mm22_..

Allowable Load Carry Capacity per vertical ‘P

Allowable Load Carry Capacity per vertical ‘Pf f ’= Fa x A’= Fa x A

= 130.94 x 453.45=59,376.72N = 130.94 x 453.45=59,376.72N

‘P

‘Pf f ” = 59.376 KNs” = 59.376 KNs

20)

20) Lateral StabLateral Stability of Scaffoldility of Scaffold Wind Load Analysis as per ASCE 7-05 Wind Load Analysis as per ASCE 7-05 Design wind pressure ‘P’

Design wind pressure ‘P’

V = Basic Wind Speed (3-second gust) = 93mph = 150km/h=41.67m/s Exposure 'C' for V = Basic Wind Speed (3-second gust) = 93mph = 150km/h=41.67m/s Exposure 'C' for

Jubail as per SAES-A-112 Jubail as per SAES-A-112

As per ASCE-7 (Table C6-3),the 10-year MRI Wind Speed is 0.84times the 3-second gust. As per ASCE-7 (Table C6-3),the 10-year MRI Wind Speed is 0.84times the 3-second gust.

Hence Wind Velocity V = 41.67m/s x 0.84 = 35.01m/s Hence Wind Velocity V = 41.67m/s x 0.84 = 35.01m/s

Velocity Pressure q

Velocity Pressure qzz = = 0.613 0.613 K K zzK K ztztK K dd VV22II

K

K zz = Velocity Pressure Exposure Coefficient Table 6-3 Exposure C ASCE 7-05= Velocity Pressure Exposure Coefficient Table 6-3 Exposure C ASCE 7-05

K

K ztzt= Topographic factor = 1.00 as per section 6.5.7 ASCE7-05= Topographic factor = 1.00 as per section 6.5.7 ASCE7-05

K

(17)

I= Importance Factor = 1.0 As per SSH Addendum #2 section 5.0 Wind Load I= Importance Factor = 1.0 As per SSH Addendum #2 section 5.0 Wind Load

Wind Pressure P = q

Wind Pressure P = qzzx G x Cf x G x Cf

G

G = G= Guust st RReessppononse se ffaacctotor = r = 00.8.85 a5 as ps peer 6r 6.5.5.8.8.1.1 C

Cff = = FFoorrcce e CCooeeffffiicciieenntt

Cf = 1.2 for round sections, 2.0 for Rectangular Sections (Toe Boards & Planks) As per Cf = 1.2 for round sections, 2.0 for Rectangular Sections (Toe Boards & Planks) As per SSH Addendum #2 section 5.0 Wind Load

SSH Addendum #2 section 5.0 Wind Load

Ac = Area of Circular section (consider Impact area of wind Load). Ac = Area of Circular section (consider Impact area of wind Load). Ar = Area of Rectangular section (consider Impact area of wind load). Ar = Area of Rectangular section (consider Impact area of wind load). Pc = Wind Pressure on Circular Sections.

Pc = Wind Pressure on Circular Sections. Pr = Wind Pressure on Rectangular Sections. Pr = Wind Pressure on Rectangular Sections.

Wind tributary area increased by 5% to allow for overhangs, overlaps etc Wind tributary area increased by 5% to allow for overhangs, overlaps etc

Wind Force ‘F’ =

Wind Force ‘F’ = Pc x (Ac x Pc x (Ac x 1.05) + Pr x (Ar 1.05) + Pr x (Ar x1.05)x1.05)

Horizontal Surface Area@ every 2.0m consider: Horizontal Surface Area@ every 2.0m consider:

Ac = Area of {(HZ Ledger Runner + Hand Rails) + Vertical Standard + Bracing tube} Ac = Area of {(HZ Ledger Runner + Hand Rails) + Vertical Standard + Bracing tube}

= (3x 2 x 0.0483) + 3 x 2 x 0.0483 + 3x 2x 0.0483 + 1 x 2.5 x 0.0483 = (3x 2 x 0.0483) + 3 x 2 x 0.0483 + 3x 2x 0.0483 + 1 x 2.5 x 0.0483 =

= 0.90 0.90 Sq.mSq.m Ar =

Ar = Area of Area of Toe boardToe board =

(18)

Horizontal Lateral Wind

Horizontal Lateral Wind Force Force F1 = F1 = 1.87 KN 1.87 KN @ every @ every 2.0m level2.0m level F2 = 1.94 KN @ every 2.0m level F2 = 1.94 KN @ every 2.0m level F3 = 2.0. KN @ every 2.0m level F3 = 2.0. KN @ every 2.0m level

Main Brace requirement Main Brace requirement

Brace Angle = Tan-1 (2/1)= 63.44 deg. Brace Angle = Tan-1 (2/1)= 63.44 deg.

H H t t m m K K zz V V q q z z K K N N / / _m_m 2 2 G G ( ( _o_or r C C_f_f u u_n_n d d C C f f ( ( _r_r e e c c t t a ann g g--A A c c xx1 1 . . 0 0 5 5 A A r r xx1 1 . . 0 0 5 5 P P c c K K N N / / _m_m 2 2 P P r r K K N N / / _m_m 2 2 F F o or r c c e e ‘ ‘ F F ’ ’ K K N N 1 100mm 11..000000 3355..0011 00..771144 00..8855 11..22 2..020 00..994455 00..996666 0..7072288 11..221144 11..8877 1 122mm 11..003399 3355..0011 00..774411 00..8855 11..22 2..020 00..994455 00..996666 0..7075566 11..226600 11..9944 1 155..mm 11..007733 3355..0011 00..776655 00..8855 11..22 22..00 00..994455 00..996666 00..778800 11..3300 22

(19)

V1= Axial Force in Brace / leg = 1.87/Cos (63.44 deg) = 4.18KN< 5.3KN V1= Axial Force in Brace / leg = 1.87/Cos (63.44 deg) = 4.18KN< 5.3KN

(SWL of Swivel Coupler) (SWL of Swivel Coupler) V2= Axial Force in Brace / leg = 1.94/Cos (63.44 deg) = 4.34KN< 5.3KN

V2= Axial Force in Brace / leg = 1.94/Cos (63.44 deg) = 4.34KN< 5.3KN

(SWL of Swivel Coupler) (SWL of Swivel Coupler) V3= Axial Force in Brace / leg = 2/Cos (63.44 deg) = 4.473KN< 5.3KN

V3= Axial Force in Brace / leg = 2/Cos (63.44 deg) = 4.473KN< 5.3KN

(SWL of Swivel Coupler) (SWL of Swivel Coupler)

Total Axial Force in Brace transfer to Standards ‘V’ Total Axial Force in Brace transfer to Standards ‘V’

= (4.18+4.34+4.473) = 12.993 KN. = (4.18+4.34+4.473) = 12.993 KN.

Total Axial Force Transfer in 3 No’s Vertical Standard = 12.993KN/3 = 4.331KN per leg of a Total Axial Force Transfer in 3 No’s Vertical Standard = 12.993KN/3 = 4.331KN per leg of a Standard.

Standard.

Therefore Load Combination = DL+LL+WL Therefore Load Combination = DL+LL+WL

DL/

DL/ leg leg = = 2.41 2.41 KN KN from from Page Page 7.7. LL/leg

LL/leg = = 5.82 5.82 KN KN from from Page Page 7.7. WL (Axial Force/ leg)= 4.331KN.

WL (Axial Force/ leg)= 4.331KN. Therefore DL+LL+WL = 2.41 + 5.82 + 4.331 = 12.71KN < Pf (

Therefore DL+LL+WL = 2.41 + 5.82 + 4.331 = 12.71KN < Pf (Safe.)Safe.)

Check Couplers on Vertical Bracing Check Couplers on Vertical Bracing

The Vertical Bracing is connected to the Vertical Standard using Swivel Coupler The Vertical Bracing is connected to the Vertical Standard using Swivel Coupler SWL of Swivel Coupler in Slip = 5.3 KN.

SWL of Swivel Coupler in Slip = 5.3 KN.

As per the recommendation of SSH, for wind load in bracing tube, the SWL of couplers shown As per the recommendation of SSH, for wind load in bracing tube, the SWL of couplers shown in table II 9.2 of SSH may be used.

in table II 9.2 of SSH may be used.

SWL in Slip available at the connection = 5.3 KN SWL in Slip available at the connection = 5.3 KN

**Max Load in brace due to wind load = 4.473 KN < 5.3 KN SWL at Connection Safe. **Max Load in brace due to wind load = 4.473 KN < 5.3 KN SWL at Connection Safe.