Calculation for Stair Tower

7/28/2019 Calculation for Stair Tower

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BAPCO

STGBUILDINGOO-XH-o1STGAREA

DESIGNOF STEELCONNECTIONST STAIRCORE

Structural esignGalculat ions

Ahmed MansoorAl A 'A l i lsmai l Khonj i AssociatesP. O. Box72ManamaKingdom of Bahrain

27THULY2o1o


2/46

ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS Sheet xo . 4 of -

Job No.

Eng inee rChecked

R E F

v,.

r lLoc-q-rtt'crb :

l3e..*-, -fJr 4 c,.'n-r4CJCd qq^^14

Corrn Q-c-ltqrt LJr'&S{a-.'z bul*, -abqz.,a.9 b^ ctr), Lr"& EooUZ oLO*-r--L.

U B A t e $ x 3 oF Z rJo. Looxloo L- \Jc Q! r+x 73

*Fz ,l:15r z_Ft :Lxf f i to= 3+t lr^l

*f'a?Sx 4oZ

V .L 'r r vl t 94^*A.

Ft-L+a r.7VW $ r-bF* = FScos3t 3Lt! , (-osiE: {6 qWFy = fu Sin 38 : 341-xSin3B = alo l. n/.

c-ens;al,e-r-oS fur.t. s ua' -*tDbut&e.6,q'-,ao^b ,hV"/'Ls = tg4 l-l

, proi""t DESI&rnJ Otr EnJT\ danl NcTlon/o.rcSu42otosubiect r tr a-oAc"-, o:J

*Y-b SI 3 hlls = [8+ 3=s;zD^r>Tql


3/46

ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS Shcct no .

L o f -JobNo. 86 3

ProjectSubiccta te -

Date -C A L C U L A T t O N S

D -


4/46

Ens ineergDa te - i l : :Checked

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ISMAIL KHONJIASSOCIATESCONSULTtIG ENGIT{EERS Shectxo. 3 of-9( 3.ob No.

Date -C A L C U L A T I O N S

b^lrn;nra,oils { tO_oo. +3ooXzI34 '6 x tobx 6

26i * ,o3

3oozx L= 35o+ 44g.ga lzff t= Q.o1&g lnt*,Y\6V Ol/'

Le^"6+^ .|, ,p",*z -b *. inc.rra,*J t":aS

3AOx L

35{xzr+ &6'qxfoox;;il.-Cenv'r e-l-r'xtlpe- L

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+ or.,[ /r*l l^* + & 6 q x t o 335sr z-= l52" "tlLC"Y-a"'lU

t seo* t ,uB- &o3x .33*3o (S* ?^ f?C-eL^Y tn Uc i r .+ , . e r l r73 .L 4 5 ; ' n -a .e

sTwa/A"ub t u8ao3xt3s*3o: : 6 . t {x & 06 'gx g '6 / d75 = A9 l#>"J '4o7. +lrg'c+ = 81'L1 lc,. . .)VMgst^L rA*""# 5b bt^u'2 $r^rres9t-' /A' br','u rr.'-. rzr,rlr fu"-, q,nn,r!- V ru,,

=&18.9|ril.


5/46

ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS

\lltShect o. t of-Job o. 86.?

Date -ProjectSubjectng inee r

CheckedR E F

a DateC A L C U L A T t O N S O U T P U T

he*ce ./vL C-ofls,etq.4"lb" do-r,frn.f t*+Fz : o

?nlao -csu\sd.F.-|t^z- dza6-, +@m,e-e-h,e{, f2 y .(H^rJr-rJ e?4 .

Boe.c-in6

f iz- *Fz ?


6/46


7/46


8/46

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BoltedDoubleAnqle CleatConnection - Ver W2.1.00 14 Sep 2004Title : Defaul t onnectionCode of Practice : BS595o1990Created i 712912010:49:57 MNotes and Assumptions1 Bolts re eferredo bycolumn nd ownumber. olumnsrenumberedrom eft o right, nd ows rom op o bottom.2 Allbolt oles reassumedobenormal learanceoles.3 Allbolts reassumedohave hreadsn heir hear lanes.Summary

Summary f Forces nd Capacitiesor Designo 855950 1990Member

CleatBeamBoltsBeamBoltsCleat o BeamCleat o BeamBeamBoltsCleat o BeamCleat o BeamBeamwe bBeamwe bBeamwebBeamBoltsBeamwebBeamwe bCol.BoltsCol .Bol tsCol .Bol tsCol .Bol tsCol .Bol tsCleat o Col.Cleato Col .Col .Bol tsCleat o Col.Cleat o Col .Col .Bol ts

0.8 Rat io

N / A I N / A I K N

Linear hear1

Check12a2b3a3a? h

4a4 a4 b4 c4d4d5 a5b6 c

!\ al

6o

6a6ah n

6cAn

t a

TlPeLength/Beam epthShearSl ipLinear hear1Linear hearBear ingBear ingBear ing

Linear hearBlockShearBearingBear ingBear ingShearTens ionCombinedS l i pSl ip+ Ten.Linear hearLinear hearBearingBearingBear ing

Appl ied lCapac i ty Uni ts

4 3 7 1 1 9 5 8 l k N

N/A111

111111N/AN/A11

o/oof Cap.7 1 A, u . v

28.5N/A1 7 . 32 2 . 31 3 128.929.145.2A '4 ?J t . v

43.641.79 1 . 692.51 5 . 90 .0

1 1 . 3N/AN/A

4 7 ' r .I t . v22 .3

7 . 01 51 7 78 . 2ear ing


9/46

Calcsby lCheckedby

2l f {,c i(e)r,'Software Consultants(Pty)LtdInte net http./lwvvw.rokon.comE-Mail mail@prokon om

Bol tShear nalys isBoltTypeBoltGradeBol tSize mm)MemberUltimate trengthfUPalMember ieldStrengthMPa)

We bBeam

Non-L inearB9-alns8 .845 0275

Columns f Bol tsRowsof BoltsTopEdge mm)SideEdge mm)Column i tch mm)Ro wPitch mm )

H-sectionseara!!9lt]9nge)l - sec t ions Paral le l lange)Ang les (Equa l eg )

203x1 3x30

Spacebetween eamand columnBeamAngleCleat engthmm)Cleatoffset ro m op of beam mm )

Cleats on

ColumnConnectionpe rCleat)


10/46

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BeamConnectionColumns f Bol tsRowsof BoltsTopEdge mm)SideEdge mm)Column i tch mm)Ro wPitch mm )

No tApplicable

Plan Section

IT

q

V

t-(Uo-ca

LoadsLoad Case Ultimate oads ServiceLoadsShear kN) Ax ial (kN) Shear kN) Axial kN )1 87 .4 0

E eOi


11/46

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Elevation

BeamSection

JV


12/46

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Check1Raio

: Recommended_ Clat l,engh

Beun llpth_ 170206.8:0 .822

Detail ingRequirements

Check2 : ShearCapacityof the SupportedBeam Bolt Group

The resistance f anv bolt is :^ 2 . n . t ' A . yP t - - - - - - - - - - - - rl x l 0 -

2 x3l5 xZ45I r l0- '

- . 183.750N

The worstcase s encounteredor LoadCase 1when Fr"" =ffiNThe resistanceor heconfigurat ions computedo beR = 3 0 6 2 k NBeam bolt shear is safe

Gheck3a: ShearCapacityof the Cleats o the Beamlhe Worstcase s encounteredor LoadCase 1wi thFv= 43.7kNThe Linear hearCapacity f the Cleat s the esser f :

0 .6 ' P t ' Avf)I r ' I t 0 '0.6x215:1530

I ' 1 0 '- 252.450N

0 .5 ' Us ' Awetal x l 0 -

0 . 51450 870I ' 1 0 '

195 .750N

Pv


13/46

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Cleat o beamShears safeCheck3b: Bearingon Beam Bolts by the CleatsThe Worstcase s encounteredor LoadCase '1LoadCombinationwi thFb= 27 2 kNThe Bearing apacity n any bolt s :

d' t ' nt,t,I'trh -------il ' 1 0 ', 20 r l0 x l_035

I , . 0 ', 207.000N

Beamboltbearing ncleat s safeCheck3c: BearingCapacityof the Cleats o the BeamWith hemaximumorceat the Bolt n Column1 and Row3for LoadCase 1B."" = 27 2 kNThe Bearing apacity f the Cleatat any Bolt s the esser f .

cl ' I ' nt,tPt,t -----------l " I 0 '_ 2 0 x 0 x 4 7 l 2 5

l . l 0 j- 94 .250 kN

AndWith he maximumorceat the Bolt n Column1 and Rowfor LoadCase 1Bru,, 27 2 kN

II^ ' e ' l ' p b szPtts aI ' 1 0 'x 3 9 . 6 1 4 1 0 x 4 1 1 . 2 5

1 " 1 0 3- 93.340 N

Cleat o beam bearing s safe

Check 4a: L inear Shear Capaci ty

Iz

of the Beam web


14/46

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Job Number lsheet | |Job TitleClientCalcsby Checkedby Date

The Worstcase s encounteredor LoadCase 1wi thFv= 87.4kNThe LinearShearCapacity f the Beamweb s the esser f :

0.6. pr- .Avf", I ^ 0 '_ 0 . 6 x 2 7 5l U 2 . 5 5 6

I r l 0 j-, 193.472N

4 .2 .3

^ 0.5 ' L / . r 'AvlI'r, : :,l - t 0 -0.5 v 450x7 56.7 6

fl x l 0 -- 170.270 N

BeamwebshearssafeCheck4b : Block ShearGapacityof the BeamWebThe Maximumorceoccurs or LoadCase 'l LoadCombinationVr"" = 87.4kN

Pt h - 0.6 ' p : , Avt + 0.5 ' Us 'Arc f tl " 1 0 30.6x27 x630 + 0.5 x450x428.4

l " l 0 r:200.340kN

Beam web block shear is safe

Check4c: Bearingon Beam Bolts by the BeamWebThe Worstcase s encountere dor LoadCase '1withFb = 54 4 kNThe Bearing apacity n any bolt s :

ol' t' nt',tI h h - l , l 0 '

- 20x6.3 . !035l r l 0 '- r30 .40kN

Bolt bearingon beam web is safe

6.3.3 .2


15/46

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Job Number lsheer LJob TitleClientCalcs by Checkedby U A L C

Check 4d: Bearing Capacity of the Beam webWith hemaximumorce t he Bolt n Column andRow3 ]for LoadCase:1 IB. - = 54.4 NTheBearing apacity f theBeamwebat anyBolt s he esser f : 6.3.3.3

n , d . t . n n .t h t | . ro l20 x6.3411.25 ]r r o t ise.37 N II

And II.Vith he maximum orceat the Bolt n Column1 an d Row 3for LoadCase 1B.r, = 54.4kNI

^ . e . t . p b \t . r 1 s r . r o 3 |r lx39.614x6.3 471.25 II ' l o 3 |-s88osN I

Beamwebbearings safe IICheck5a : ShearCapacityof the ColumnBolts.'heMaximumorce ccursor LoadCase 1Fs-""= 146101,1

1 _ _lo .zThe resistance fany bolt s ' I^ _ P : ' A : Ir ros I-3is.24s It ro3 I 9 .87s N

Cotumn ott hearssafe ]lCheck5b : TensionCapacityof the ColumnBolts IIDependingn hesignof heappliedmoment,heconnections Ideemedo rotate bout itherhe oomost r bottommostowof I


16/46

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Job Number sheetl3Job TitleClientbabs by pnecieany loite

bolts.The ensi leorcedue o the moment s added o thedirect ensi leorce ifany)before oing hischeck.The Maximumorceoccurs or LoadCase 1Ftr"" = 0 kN

'f he esistancef anvbolt s :n r ' APr I x 1 0 . '

_89.2+I ,. 0- ': 1 1 0 . 2 5 0N

Column bolt tension is safe

6 . 3 6 1

Check 5c : CombinedCapacityof the ColumnBoltsThe Maximumactor ccurs or LoadCase '1

F' FtFtdtu' - i -l 's Pr14 .561+ 0 .0199 1 . 8 7 5 I 1 0 . 2 5

--0 .159

Column boltsshear & tension is safe

6 3 6 3

Check6a: ShearCapacityof the Cleats o the ColumnThe maximumorce s encounteredor LoadCase 1wi thFv= 43.7kNThe LinearShearCapacity f the Cleat s the esser f :

0 '6 'Pt 'Av1 . , , : aI ' l 0 '_ 0.6x275>:1530l x l 0 '- 252.450 N

4 .2 .3

0.5 ' Ur ' Av tert " , - I t 0 '0 .5x450 870

?l x l 0 '- 195 .750N


17/46

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Job Number l sheet3+Job TitleCtiertCalcsby Checkedby Date

Cleat ocolumnShears safe

Check6b: Bearingon Golumn Bolts by the CleatsThe Maximumorce s encounteredor LoadCase 1wi thFb= 146 kNThe Bearing apacity n any bolt s :

d. t . nnnPhh = -----------I . l 0 '_ 20x 0 x !_035l " l 0 ': 207.000 N

Column oltbearing ncleat s safeCheck6c: BearingCapacityof the Cleats o the BeamThe maximum orce s encounteredor LoadCase '1wi thFb= 14 .6 NThe Bearing apacity f the Cleatat any Bolt s the esser f :

cl. I. nt,,P h , : l . l 0 '_ 2 0 x 0 x 4 7 1 2 5

l " l O j: 94.250 N

rndThe maximumorce s encounteredor LoadCasewi thFb= 146 k N

I ' a ' I ' n h t2P h r ' - l x l 0 -Ix35 x10x411.252

l x l 0 '- 82.469kN

Cleat o columnbearing s safeGheck7a: Bearingon Golumn Bolts by the Columnweb

6 .3 .3 .2

6 3 3 3

6 .3 .3

The mav imr rm fo r r : c i s enc or t n t c red fo r I nar l ( l as


18/46

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withFb= '14.6kNThe Bearing apacity n any bolt s :

d. t . nmPt t - I ' 1 0 '

, 20x g . 6 . 1 0 3 5I ' 1 0 '- 178.020 N

Column oltbearing n columnweb s safeCheck 7b: BearingCapacityof the GolumnThe Maximum orceoccurs or LoadCase '1B ra "= 14 .6 NSince he edgedistances deemed o be more han wo imes he boltdiameter, nlyone check s necessary.The BearingCapacity f the columnweb at any Bolt s :

cl. . pt,pr, , l . l 0 '_ 2 0x . 8 . 64 J . 2 5l ' 1 0 '- 8 1 . 0 5 5N

Column web bearing is safe


19/46

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lob Number sheerI ZCJob Titleutent

at e

Bolt Forces

R o l t e d D o u b l e A n g l e C l e a t C o n n e c t r o nV e r W 2 . 1 . 0 0 - 1 4 S e p 2 0 0 4I i t , c : D e l a , t l t e o n n e c t r o nC r e a t - e d : 1 2 9 2 A I 0 3 : 4 9 : 5 1 P M' l ' h e b o l t f o r c e s l i s t e d h e r e a r e t h e f o r c e s t h a t t h e b e a m / c o l u m n i s e x e r t i n g

o n t h e a p p l i c a b l e b o l t . X - f o r c e s a r e p o s i t i v e t o t h e r i g h t , Y - f o r c e s a r ep o s r t i . v e u p w a r d s .

BEAM BOLT FORCES (k N) FOR LOAD CASE : IS E R V I C E U L T I M A T E

B O L ' f A P P L I E D C A P A C I T Y A P P L T t r D C A P A C I T YCo l l .ow F-x F y fx Fy Fx Fy Fx Fy

r 1 - 4 8 . 1 - 2 5 . 5 - 1 6 8 . 4 - 1 3 . 6t 2 2 . 0 t r - I 4 - 3 6 . 4 1 . 0 t r - 1 3 - 1 5 9 . 11 3 4 8 . 1 - 2 5 . 5 1 6 8 . 4 - 1 3 . 6

COLUMN BOLT FORCt rS (k N) FOR LOAD CASt r : 1SERVICt r ULTIMATE

I3OI , ' 1 ' APPLIED LOAD APPLIED LOADl i o w T e n s i L e S h e a r T e n s i l e S h e a r

1 - 0 . 0 * 1 4 . 62 . - 0 . 0 - L 4 . 63 - - - 0 . 0 - 1 4 . 6


20/46

'):{ei (@i iSoftwareConsu/lanls Pty) tAInternet. ttp r\uww.prokon omE-Marl [email protected]

FlexibleEnd PlateConnection - VerW2.1.00 14 Sep2004Title ! Default onnectionCode of Practice : BS595o'1990Greated i Bt2t2o1o:09:49MNotes and Assumptions1 Bolts re eferredobycolumn nd ownumber. olumnsrenumberedrom eft o right, nd ows rom op o bottom.2 Allbolt oles reassumedo benormal learanceoles.3 Allbolts reassumedohavehreadsn heir hear lanes.Summary

Summary f Forces nd Capacitiesor Design o BS5950 1990Appl ied lCapac i ty Uni ts ok of Caphec k

12 a2b2c2d2e3a3a3b? n

4a4b

MemberPlateBoltsBoltsBoltsBoltsBoltsPlatePlateBoltsPlatePlateBoltsCo lumnWeld

u . oType

Length/Beamepth lr.rlnShearTens ionCombined

0.8 Rat io2 1 9 1 1 1 7 8 l k N

1 R a t i oN/A Nrql NrN/A l N /A lRa t i o4 3 7 1 2 8 5 1 l k N43.7 270 kN

N/AN/A

77 .61 8

00

N/AN/A1 6 ?

1 6 2B B

1 91 97 .4

1 6 . 320.3

?o.K.O Ko K .o.KN/AN/Ao.K.o .Ko K .o.K.o K .o K .o .K .o .K .

Sl i pSl i p + TenLinear hear1Linear hearBear ing

N/A11

Bear ingBear ingBear ingBear ingStrength

2 1 I | 2 4 8 4 | k N2 1 . 9 1 1 1 3 1 l k N2 1 9 1 1 1 3 1 l k N2 1 . 9 | 2 9 3 k N


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BoltGradeBol tSize mm)

WeldSize mm )

Member Type DesignationH-sectionsParal lellange) 254x254x73o lumn

Beam l - sec t ions Paral le l lange)Beam nglePlateheight mm )Platewidth mm )Plate hicknessmm )Plate ffset rom op of beam mm )

PlateConnectedo : I Flange

zog"llg*go

1 6 00 014 0t z

Columns f Bol tsTopEdge mm)SideEdge mm)Column i tch mm)


22/46

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l-(Uo.Ca

Loads

Load CaseUltimate oads ServiceLoads

Shear kN) Ax ial (kN) Shear kN) Axial kN )I

I 87.4 0

PlanSection;> J4.2 225,8 - i J2

254^2 :

Aqcqcfl

V


23/46

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Elevation

BeamSection

AsI01V


24/46

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Check1 : RecommendedDetail ingRequirementsD Plttr lleiglrtI \ / l I l t t

Beratt ll,ptlt160

206.8- 0.774

Check2a : ShearCapacityof the Column BoltsTheworst oad s encounteredor LoadCase 1whenFsr"^=21.85kN

Th e resistance f any bolt s :D 2 . p . y . A sI \ ' - I 000

_ .2 3 l5x245 .044l000: l g3 .7g3N

Column bolt shear is safe

Check2b : TensionCapacityof the ColumnBoltsThereareno ensi leorceson the Columnbolts

Check2c : CombinedCapacityof the BoltsThereare no ensi leorceson the Bolts

Check3a: ShearCapacityof the plateTheworst oad s encounteredor LoadCase : 1withFv = 43.7kNThe LinearShearCapacity f the plateis the esser f :

D 0.6 ' o l , ' A t ,I l , _ _ I 0000.6x275 1728

I000,- 285.20 kN


25/46

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0.5' (Js'AvnetDI l ' - I 000_ 0 .5 450 1200r00 0,. -270.000N

Plate Shear is safe

Check3b: Bearingon Bolts by the PlateTheworst oad s encounteredor LoadCase 1wi thFb= 21.85 NThe Bearing apacity n any bolt s :

D , , d ' l ' r b hI 0n - rooo_ 2 0 x 1 2 x 1 0 3 5I 000: 249.400N

Bolt bearing on the Plate is safe

Check3c: BearingCapacityof the PlateThe worst oad s encounteredor LoadCase 1wi thFb= 21.85 NThe Bearing apacity f the Plateat any Bolt s the esser f :

d. t .p l t , tD ,I n'\' rooo20x 12 47125

l000: r 1 3 . 1 0 0N

AndThe worst oad s encounteredor LoadCasewi thFb= 21.85 N


26/46

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Job Number shee/ | | f)Job TitleCtiertCalcs by lCheckedv loite

6 3 3 2

6 3 3 3

I . e ' t ' p h szD ,1o''. roooIx 4 0x 1 2 x 4 7 1 . 2 5)

1 00: I 1 3 . 1 0 0N

Platebearings safeCheck4a: Bearingon the Bolts by the Column langeThe worst oad s encounteredor LoadCase : 1wi thFb= 21.85 Nr-heBearing apacity n any bolt s :

D , , d ' t ' p mr n n - l o o o_20 x14 .21035r000- 293.940 N

Bolt bearing on column flange is safeCheck4b: BearingCapacityof the ColumnTh eworst oad s encounteredor LoadCase : 1B'nu" 21.85kNjince the edgedistances deemed o be more han wo imes he boltdiameter, nlyone check s necessary.The Bearing apacity f the column langeat any Bolt s :

D , d . t . l t t sI D\ looo20x14.2x411.25I 000

- 133 .835N

Column flange bearing is safe

Check5 : Capacityof the WeldThe worst oad s encounteredor LoadCaseBra"= 0.273kN/mmThe ( lanar: i tv nf r ruc ld is thc leccer nf '


27/46

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0 . 5 'Aw ' UeDI t t - rooo_ 0 .5 5 .6 480I 00 0- 1.344 N/mm

0.54 'Av, ' UsI)I r r - looo0.54x5.651 450

I 000: 1.375 N/rnm

tVeld is safe


28/46

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Bolt Forces

] : e x i b l e E n d P l a t e C o n n e c t i o nV e r W 2 . 1 . 0 0 - 7 4 S e p 2 . 0 A 4' l i t i e : D e f a u L L C o n n e c t i o nC r e a r - e d : B / 2 / 2 A I 0 3 : 0 9 : 4 9 P Ml ' h e b o l t f o r c e s l i s t e d

o n th e a p p l i c a b l e b o l tp o s r t r v e u p w a r d s .

h e r e a r e t h e f o r c e s t h a t. X - f o r c e s a r e p o s i L L v e

t h e c o l u m n i s e x e r t i n qI o t h o r i o h f . Y - f o r C e S a r e

R O L T U L T I M A T t rR o w T e n s i l e

COLUMN BOLT F 'ORCES (KN) t rOR LOAD COMBTNATION :A P P L I E D L O A D S E R V I C E A P P L I E D L O A D

S h e a r T e n s i L e J 1 l C a r

0 . 0 00 . 0 0


29/46

ojectEnsineer+ oateS!!F subiectChecked

R E F

ISMAIL KHONJIASSOCIATESCONSULTING NGTNEERS ShectNo. l7 o f -JobNo. 86 "

DateC A L C U L A T I O N S

ConmQr:ttlrn- 3

= Sqtx3t41xr^rs

e* r . s tn&.3 W7.26Lu.6q 'z > lqg L"J

Cp


30/46

ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS shect xo' / fotJobNo. .q6 2

ProjectEnsineer o"t.{Jz!o subiectChecked Date

C A L C U L A T I O N S

,

96.116cay,ao,'f,b r2'{ 4-1,iltfl"lk. = llq.pov ,uU-z-5+1,..JLfl uk,Dee'A- q vroLA

2t. ' t^raaq brJ lg,p= I \ tx o . lZ t = U++bden '

ldTl3o't[Qgces =(Y\o@^.\'t

D


31/46

ISMAILKHONJIASSOCIATESCONSULTING NGINEERS

Vla ProjectADate&XZe(o suojectngineerChecked

R E F

b

C A L C U L A T T O N S

Loo.r{-,,t fnr,^r -b : Qtoxro3o s * * z +_t_ Ig.5oxrcl 6

Smaz

^ , )ol toqx lO-3oo x 2-

14t NlJ ' t L

?*ubQL

I tSheet o. 19 of -JobNo. 86s

Ok"


32/46

ISMAIL KHONJIASSOCIATESCONSULTINGENGINEERS s h e e r x o .

? o tJobNo. R63

( l rE n g i n e e r \ h D a t e -checked I Dare -

ProjectSubject


G,no-e'Etv>- w

L" c^,h' q't - t+a^t' codv-.t

^V rr,r'r e4hvt', w i?n4T- B


33/46

ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS Shect o.-l8or-JobNo. 86"

ProjectE n g i n e e rChecked

R E F

r lVK o"r"&LZolo subiectC A L C U L A T T O N S

drt")* k/O z.-r> b.? a.u,-A ..7aacrnWd CZfoox LatolgrL ')

baaa-B a^u \ /f gcv>t,*,4t"uL ft"*'u\);)-w, " fl brM? = |g,L L-Jlq*ol-t^^A - + ={$.8s


34/46

ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS % g

ProjectE n g i n e e rChecked

R E F

VlA o"," 5*'l 'gPl osuujectDate

C A L C U L A T T O N S

^ lC,batUU\ | V=

fho.r ; Js- g {*6ry^ =+{-^'r). tnJ.Ql.J ,

* g*vvt dlr,^'r/LL -/a,! AlZtto ^Jl,-,*' > IIV6'z gk".

ld @"-rl L*X bvn-n (uvvwe-uh.'Y).ve*cJ ^"^?L x,j 5g'5o "*1, t"l',"e

+1^.^.-f b*'k9JJ ,UJ*i1!. be.0n^'fun


35/46

ISMAIL KHONJIASSOCIATESCONSULTINGENGINEERS

Checked - o Da te -

eoShect o.k o l -JobNo. 9'63

t l l ^ n t to jectEns ineer \ f lV : DarcJ l lZo@suu,ect-pr- t

L ocavh'6)

B.r*Zjfo.i.r Co,r

Co,.,,...n eluo-t C,^raf^ C)^t"rywl

ff=, tfo*+g+f^&^"-!.d.

72'5+l^^lt l"k

/ r . .

O.l3n,

4i1/,Frr= 43qlr^) .

zrxr\y'fl"k d!A"7f .sa.,.LlfuP"-9(a}

C.u . 6V veW = o)c.G' l2Sxzxry \\ 1 -l t zb)o . o L5to f 1u572

&o 76rrl


36/46


a\Sheet o. %' of -JobNo. R63

\JIL Projecto",&lZdo suojectn g i n e e rChecked

R E FDate

c A L C U L A T T O N S

f ru r , . r t tA** 2 491 xU '13+= lo3 '16 d"" ' '

ovt v,[Jd,431x'oe+(sr"+ zs")

S A L 4 t z ' 3 8

e 1 o 3 ' l 6 x r o t * i l g s(#'* rc't'a6t")

= 1t-t+4 Ul- wl

lr-r"Jrl-r-;,-

o . l z t - o ' o ? -O U T P U T

zlZSx *$ *z? t f

l t 40

l6.sx.Hwth ,tA1/'*

= 77 t

lo?' luxrclaiJ. 4 31 X\7.-o"",0,%n +t -r*?)e s?o+ Cq's

2 78o r.l/^* L I 4*-*'

. ?( 9 o - * L p| - 'Llz-

? vo{,.n--' ^,b4


37/46


Checked

R E FDate -

aa-Shect no&-of-JobNo. 8P3 '

r\ ,r Project_ \ t l l -Ensineer o"t5a[i4L1. subject


C-or:,v'tnA'm - 6

L oc or|-n Sla^'y Caq!

.T -k (9*\,/W C,Lro.rr',&- t*Lo c-o?nn e--e:kv='t bl,OlU,rrly),

WTY. p+l^tr"h fl^4\f,a 94'tA{z+ Vg - C-al'rl'.n

9ei,6.., 5L,r*/ b*" b" covrnec*c.crr1?.4 ^ 36= :;ti'q S IlrJ

b-J


38/46

Ensineer .J l- o"t" 5!^l 'Zal o subiecte'-

f3zA"^'"?fo r't6 q 5.s.--,-êt(-^^'Jwe;c= SD's lzi

Bes^2uyhc,? q b+0^,k"b',-,l*a.: 1L l t - . . t 91 -3 La

wo.U.WôlÂ

fuce- crn -tglA = 54.g,4'1-

Fi',d&"c qo/.15ux to)

23Shect " . -4 ,o f -J o b N o . & S .


Project

Checked Date

od1,,NQb. 3t.S1.^l '

LSo - fro-

$*otr> # ,t':e'Qd''LAÂ4 = p+Sx lox tyoY ' 6

Q.+lztn,--- .r& '+x fo-x{

= \0..31 lc N.,--r.z O'6xA+, x tgo 4 tD= & 4 1 . 5 I / t ) ,

/ * * r . ,

lrorticl&$e-,d^Z?ou'b Sl,

{\r't"'/ \^;bt / "Je\y' n-' .-dw-J- ('Tlr-q y tse,-....Jt:-^6fi-1^54'{&q+'5 . o l ' t = O , 4 8 < ' l , O+ -a . +L o ' 3 1 9k"


39/46


2bS h e e t N o . ' ' o fJobNo. B6 :

. ProjectEnsineerg o..Jg{i44l subjectChecked

C A L C U L A T T O N SConne"-h^on-J/>s^r .a co\ra*^nnSh/rt- + >4o^'t b-6


40/46

StandardGeometryandTensileCapacitiesUpperand LowerGolumns254 UC Series

UCCOLUMN: 275or 5355COVERPLATES:5275BOLTS:M20'8.8Wlt* E l


41/46

AISMAIL KHONJIASSOCIATESCONSULTINGENGINEERS Shect No . % o t -

ProiccrW* '"o*"'-3LEngincerChecked

VK DareaS..l zat3ubicct

&. z l a37 ac,ftb"!-/..

F..-f l


42/46

bsrrcqr o.-&lotJobNo. %g

ISMAIL KHONJI ASSOCIATESCONSULT I{G ENGII{EERS

Dale -

- ,lr (tProicctEosincer o","SdC subicct

tl6*og't9o,:;

, \; C'G6b- lWefS'Vzowpl- - i - ' - - l - : t l - lr - - ; I6 - , J' l l : :- ' . i - - : : - , - - :t ; ; : ;.

, :_ * i _ _

, l ; , 'W 7 ' , i - i - . ,i . - . i . l j' , ' : iv t " ' 1 " i ' : - -d " ,i i , : r- ' , ' - - a ' - i - - ' ' ' * l - -; i - r " i ; - - ., , - , i i il i r i i

- ! l - i * t r - - ,i i i i i :I i - f ] :*- ,--i - -I*-i -- i - i ---- '

l - - - -|al:-__:s - 'xi . - . ^I:....It;i. r

i:1;: . . .a:i

) - >l :'xL,9::8Fi ,

, * 'YI. . .i li t

*-}.3.i_ _-__i ;Ya. . 1 ,


43/46

ISMAILKHONJIASSOCIATESCOi|SULTtNcEilG|ilEERS strcst o.49 ofJobilo. ge s'

Ensineerg--- *,&;::fiCheckcd

{ J


44/46


45/46


46/46

Documents

Calculation for Stair Tower