Mathcad - Perhitungan MPU SP. 3220 X RS. 2780 X 3 Mm PT.nindyaKarya
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Transcript of Mathcad - Perhitungan MPU SP. 3220 X RS. 2780 X 3 Mm PT.nindyaKarya
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DATA PERHITUNGAN
I. Data Tanah Urug
Berat Jenis Tanah : soil 1.85tonne
m3:=
II. Data Corrugated Steel
Data dari katalog (Brosur) :
Type Corrugated : Type Multi Plate Underpass
Span : Sca 3.22 m:=
Tebal Plat : tc 3 mm:=
Keliling : kc 9.6 m:=
Luas / segmen : Ac 7.0 m2:=
Radius Atas : Ra 1.609m:=Radius Bawah : Rb 3.481m:=
Radius Samping : Rs 0.897m:=
Sudut Atas : t 15deg:=
Masa Strucktur :Wc 350 kg:=
Mutu Baja : fyc 2300kg
cm2:= fyc 230 Mpa=
Modulus Elastis : E 200 103 Mpa:=
SK.SNI T-02-2005 :
Lebar lajur : Sj 4m:= Max( )
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SNI 07-0950-1989 :
Panjang tangen :l 32.2 mm:=
Sudut : 45.2deg:=
Momen Inersia :Ic 1330mm4
mm:=
Radius girasi : r 19.5 mm:=
Momen perlawanan : Z 46mm3
mm:=
Luas penampang : Ap 3.5mm2
mm:=
Ultimate Seam Strength :Uss 1180000Nm
:=
Data Proyek :
Panjang Struktur : Lc 4 m:=
Tebal Tanah Timbunan :Hcs 1.0 m:=
III.1. Load analysis :
Dead Load (PDLtotal) :
PDLtotal soil Hcs:= PDLtotal 1.85 103kg
m2=
Live Load (PLL) :
Beban "D" :
Beban jalur ("BTR") : DqL 9.Kpa:=
DqL 900kg
m2= SK.SNI T-02-2005
Pasal 6.3.1 ayat 2 Hal. 18
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Beban jalur ("BGT") : DPL 49.kNm
:=
DPL 4.9 103kgm
= SK.SNI T-02-2005Pasal 6.3.1 ayat 3 Hal. 18
DPLtotalDPL
Sj:=
DPLtotal 1.225 103kg
m2=
Dimana :a1 = a2 = 30.00 cmb1 = 12.50 cmb2 = 50.00 cmMs = Muatan Rencana Sumbu = 50 Ton
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Area distribusi beban (SA) :
Ls 0.25 1.75+ 0.25+( )( ) 2 Hcs tan 45( )( )+:= 2 Hcs tan 45( )
Ls 4.25 m:=
Ws 0.2 2 Hcs tan 45( )( )+:= 2 Hcs tan 45( ) Ws 2.2 m:=
SA Ls Ws:= SA 9.35m2=
Beban "T" :
Beban Truck (TLLtotal) : TLL 200.kN:= SK.SNI T-02-2005 Pasal 6.4.1Hal. 22
TLL 2 104 kg=
TLLtotalTLLSA
:= TLLtotal 2.139 103kg
m2=
Live Load Total : PLLtotal TLLtotal DqL+ DPLtotal+( )( ):=
PLLtotal 4.264 103kg
m2=
III.1. Load analysis :
Dead Load (PDLtotal) :PDLsoil soil Hcs:= PDLsoil 1.85 103kg
m2=
PDLtotal PDLsoil( ) 1:=
PDLtotal 1.85 103kg
m2=
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III.2. Design Pressure (Pv) :
Pv PDLtotal PLLtotal+( ) 0.85:=
Australian Standard2042-1984 Sect 2.3Page 18
Pv 5.197 103kg
m2=
III.3. Ring Compression (RC) :
Australian Standard2042-1984 Sect 2.4Page 18
RCPv Sca( )
2:= RC 8.367 103
kgm
=
III.4. Ultimate Compressive Wall Stress (Fult) :
Australian Standard2042-1984 Sect 2.5Page 19
Scar
165.128=Sca
r294<
So Fult fyc:= Fult 2.3 107kg
m2=
III.5. Allowable Compressive Stress (Fa) :
FaFult
2:= Fa 115 Mpa= Australian Standard
2042-1984 Sect 2.5Page 19
III.6. Check Shapes Area / Thickness (Aact) :
AactRCFa
:= Aact 7.276 10 4- m= Australian Standard2042-1984 Sect 2.6Page 19Status if Aact Ap< "OK!", "Not OK!", ( ):=
Status "OK!"=
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III.7. Check Handling Stiffness (Ffact) :
Australian Standard2042-1984 Sect 2.7Page 19
Ffmax 0.115mmN
:= For field assembled pipeswith bolt seams
Ffmax 1.15 10 3-mkg
=
FfSca2
E Ic:= Ff 3.898 10 4-
mkg
= Australian Standard2042-1984 Sect 2.7Page 19
Ffact Ff 1.5:= Ffact 5.847 10 4-mkg
=
Status if Ffact Ffmax< "Ok!", "Not Ok", ( ):=
Status "Ok!"=
III.8. Allowable Seam Strength (Ass) :
2:= For highway loading Australian Standard2042-1984 Sect 2.8Page 21
AssUss
:= Ass 5.9 104kgm
=
III.9. Check Minimum Cover (Hmin) :
HminSca6
:= Hmin 0.537m= Australian Standard2042-1984 Sect 2.9.3Page 21Status if Hmin Hcs( )< "Ok!", "Not Ok!", [ ]:=
Status "Ok!"=
III.10. Check Side Pressure (PS) :
Ps PvRaRs
:= Psu 300.Kpa:= Australian Standard2042-1984 Sect 2.10.2Page 22
Ps 9.322 103kg
m2= Psu 3 104
kg
m2=
Status if Ps Psu< "Ok!", "Not Ok!", ( ):=
Status "Ok!"=
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If requirement for haunch is fulfilled, a specified wall thickness of 3.0 mm with standardbolting is required.
Design By, Cheked By,
Tjut Endra Mara Ade Darmawan
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Gs2.545 2.561+( )
2:=
N 0.1kg:=
MpaN
mm2:=
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kN 1000N:=
KpaMpa
103:=
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ls 0.25 1.75+ 0.25+( )( ) 2 1 1( )+:=
ls 4.25=
ws 0.2 2 1 1( )+:=
ws 2.2=
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KpaMpa
103:=
yt 18N:=
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yt 1.8kg=
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