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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
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ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS Sheet xo . 4 of -
Job No.
Eng inee rChecked
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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
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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 -
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Ens ineergDa te - i l : :Checked
R E F
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
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+ or.,[ /r*l l^* + & 6 q x t o 335sr z-= l52" "tlLC"Y-a"'lU
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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,,
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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 .
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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
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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)
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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
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Elevation
BeamSection
JV
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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
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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
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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
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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
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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
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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
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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
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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
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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)
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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
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Elevation
BeamSection
AsI01V
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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
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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
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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 '
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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
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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
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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
7/28/2019 Calculation for Stair Tower
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
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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"
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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
C A L C U L A T I O N S
G,no-e'Etv>- w
L" c^,h' q't - t+a^t' codv-.t
^V rr,r'r e4hvt', w i?n4T- B
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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 - + ={$.8s
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ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS % g
ProjectE n g i n e e rChecked
R E F
VlA o"," 5*'l 'gPl osuujectDate
C A L C U L A T T O N S
^ lC,batUU\ | V=
fho.r ; Js- g {*6ry^ =+{-^'r). tnJ.Ql.J ,
* g*vvt dlr,^'r/LL -/a,! AlZtto ^Jl,-,*' > IIV6'z gk".
ld @"-rl L*X bvn-n (uvvwe-uh.'Y).ve*cJ ^"^?L x,j 5g'5o "*1, t"l',"e
+1^.^.-f b*'k9JJ ,UJ*i1!. be.0n^'fun
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ISMAIL KHONJIASSOCIATESCONSULTINGENGINEERS
Checked - o Da te -
eoShect o.k o l -JobNo. 9'63
t l l ^ n t to jectEns ineer \ f lV : DarcJ l lZo@suu,ect-pr- t
L ocavh'6)
B.r*Zjfo.i.r Co,r
Co,.,,...n eluo-t C,^raf^ C)^t"rywl
ff=, tfo*+g+f^&^"-!.d.
72'5+l^^lt l"k
/ r . .
O.l3n,
4i1/,Frr= 43qlr^) .
zrxr\y'fl"k d!A"7f .sa.,.LlfuP"-9(a}
C.u . 6V veW = o)c.G' l2Sxzxry \\ 1 -l t zb)o . o L5to f 1u572
&o 76rrl
7/28/2019 Calculation for Stair Tower
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ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS
a\Sheet o. %' of -JobNo. R63
\JIL Projecto",&lZdo suojectn g i n e e rChecked
R E FDate
c A L C U L A T T O N S
f ru r , . r t tA** 2 491 xU '13+= lo3 '16 d"" ' '
ovt v,[Jd,431x'oe+(sr"+ zs")
S A L 4 t z ' 3 8
e 1 o 3 ' l 6 x r o t * i l g s(#'* rc't'a6t")
= 1t-t+4 Ul- wl
lr-r"Jrl-r-;,-
o . l z t - o ' o ? -O U T P U T
zlZSx *$ *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
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ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS
Checked
R E FDate -
aa-Shect no&-of-JobNo. 8P3 '
r\ ,r Project_ \ t l l -Ensineer o"t5a[i4L1. subject
C A L C U L A T I O N S
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
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Ensineer .J l- o"t" 5!^l 'Zal o subiecte'-
f3zA"^'"?fo r't6 q 5.s.--,-^et(-^^'Jwe;c= SD's lzi
Bes^2uyhc,? q b+0^,k"b',-,l*a.: 1L l t - . . t 91 -3 La
wo.U.W^ol^A
fuce- crn -tglA = 54.g,4'1-
Fi',d&"c qo/.15ux to)
23Shect " . -4 ,o f -J o b N o . & S .
ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS
Project
Checked Date
od1,,NQb. 3t.S1.^l '
LSo - fro-
$*otr> # ,t':e'Qd''LA^A4 = p+Sx lox tyoY ' 6
Q.+lztn,--- .r& '+x fo-x{
= \0..31 lc N.,--r.z O'6xA+, x tgo 4 tD= & 4 1 . 5 I / t ) ,
/ * * r . ,
lrorticl&$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"
7/28/2019 Calculation for Stair Tower
39/46
ISMAIL KHONJIASSOCIATESCONSULTING NGINEERS
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
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StandardGeometryandTensileCapacitiesUpperand LowerGolumns254 UC Series
UCCOLUMN: 275or 5355COVERPLATES:5275BOLTS:M20'8.8Wlt* E l
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AISMAIL KHONJIASSOCIATESCONSULTINGENGINEERS Shect No . % o t -
ProiccrW* '"o*"'-3LEngincerChecked
VK DareaS..l zat3ubicct
&. z l a37 ac,ftb"!-/..
F..-f l
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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 ,
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ISMAILKHONJIASSOCIATESCOi|SULTtNcEilG|ilEERS strcst o.49 ofJobilo. ge s'
Ensineerg--- *,&;::fiCheckcd
{ J
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