Ifa Piperack

7/26/2019 Ifa Piperack

1/122

PROJECT : Pembangunan Pabrik Gula Terpadu, Glenmore

JOB NO : W-IGG

REF.NO : 01/W-IGG/IX/15

DATE : 02 August 2015

DOCUMENT TRANSMITTAL :

To : Konsultan MK EM

RT.01/RW.06 No. 36, Ds. Karangharjo PPM

Kec. Glenmore, Banyuwangi CM

UP : Bp. Heri Rustamaji QA/QC Mgr

Cc. : PT. Industri Gula Glenmore

Jl. Raya Jember Banyuwangi, Ds. Karangharjo

Kec. Glenmore, Banyuwangi

UP : Bp. Arifin Said

DISCIPLINE

From : PT. WELTES ENERGI NUSANTARA DOC CONTROL: JL. Raya Kedamean No. 168 Mojotengah

Menganti - Gresik 61174

The Following :

Are transmitted herewith for :

The Documents are :

No. Document No. Rev. No. Quantity Size TITLE Ti REMARK

SIPIL

1 IGG-CV-CAL-200-180C-W 0 3Set A4 R1,R2,R3 CENTRIFUGAL STRUCTURE (E1390) CALCULATION SHEET IFC

2 IGG-CV-CAL-200-180D-W 0 3Set A4 A,B,C1,C2 CENTRIFUGAL STRUCTURE (K-3300) CALCULATION SHEE IFC

3 IGG-CV-CAL-814-620-W B 3Set A4 PIPE RACK CALCULATION SHEET IFA

Remarks : Please send back this cover letter to Rekayasa Jakarta Signature :


2/122

B FOR APPROVAL 2 Sept 2015 HERI DEVI BAGUS

REV. URAIAN TANGGAL DISIAPKAN DIPERIKSA DISETUJUI DISETUJUI

NAMA PROYEK : PEMBANGUNAN PABRIK GULA GLENMORE

PEMILIK PROYEK : PT INDUSTRI GULA GLENMORE

LOKASI : BANYUWANGI, JAWA TIMUR

NAMA BANGUNAN : PIPERACK STRUCTURE CALCULATION SHEET

NO. PERALATAN : PIPERACK A, B1, B2, C, D, E, F1, F2, G, & H

NO. DOKUMEN : IGG-CV-CAL-814-620-W

APPROVAL CALCULATION SHEETS


3/122

DESAINCALCULATION

PIPERACKUTILITY

PTINDUSTRIGULAGLENMORE

NODOC:IGGCVCAL814620W


4/122

DESAINCALCULATIONPIPERACKA

PIPE2(OD.60,3).PIPE6(OD.168,3).PIPE8(OD.203,2).20(OD.

508).48(OD.1219).And64(OD.1626)

PT.INDUSTRIGULAGLENMORE

I. Location.

Location

PT.

INDUSTRI

GULA

GLENMORE

at

SidodadiDesaKarangharjo,

Banyuwangi.

II. Methods andReferences forstructuralanalysis.

Thisbuildingtobedesignfollowasreferenceandregulation.

Thereferencesare:

PeraturanPembebananIndonesiaUntukGedung(PPIUG)1983

TataCaraPerencanaanStrukturBajauntukBangunanGedung(SNI17292002)

TataCaraPerencanaanKetahananGempauntukBangunanGedung (SNI1726

2002)

Analysissoftwareusing SAP2000 NonLinier with3Dmodels,LRFDmethode

III.

Load

Detail

a. DeadLoad

Internal =Selfweigtofmaterialsupport performedbySAP2000V.15.2.1

External= PipeWeighttotal430ton

b. LiveLoad

Worker

=100

kg

c. Windload

Refference :AccordingtoASCE7(bySAP2000)

Windspeed(56mph) :40kg/m


5/122


6/122

IV.

Load

Combination

(SAP2000V.15.2.1)

1. 1.4DL

2. 1.2DL + 1.6LL

3. 1.2DL + 1.6LL + 0.8WL

4. 1.2DL + 0.5LL + 1.3WL

5. 1.2DL 1.0EL

6. 0.9DL 1.0WL

7. 0.9DL 1.0EL

Where DL = Dead Load

LL = Live Load

WL = Wind Load

EL = Earth Quake Load

V.

Calculation

And

Structure

Analysis

ThisStructureCalculationandanalysisbySAP2000Software.

A.

Model


7/122

B. LoadInput

a.

DeadLoad


8/122

b.

LiveLoad


9/122

c.

Wind

WindX

InputWindXLoad (Xaxisdirection,SAP2000)


10/122

WindY

InputWindYLoad (Yaxisdirection,SAP2000)


11/122

d.

EarthQuake

FunctionGraphResponseSpectrum.

C. RunningSAP2000

SothefinaloutputSAP2000willbegiveStressRatio

NumberofStressRatioshouldbeunder100%.

95%(SAP)

Stressratiovalue indicatebycolorscale.

0% 50% 70% 90% 100% failedarea


12/122

a. GeneralGraphicStressRatio


13/122

b. CheckDesignSummary

Frame DesignSect DesignType Status Ratio RatioType ErrMsg WarnMsg

Text Text Text Text Unitless Text Text Text

40 H200X200X8X12 Column NoMessages 0.144785 PMM NoMe ss age s NoMessages


95 H396X199X7X11 Beam NoMessages 0.091054 PMM NoMe ss age s NoMessages






58 H200X100X5.5X8 Beam NoMessages 0.438124 PMM NoMe ss age s NoMessages







31 H

200X200X8X12 Column No

Messages 0.599844 PMM No

Me ss age s No

Messages36 H200X200X8X12 Column NoMessages 0.611433 PMM NoMe ss age s NoMessages























14/122












74 H396X199X7X11 Beam No


Me ss age s No

Messages








99 H

200X100X5.5X8 Beam No


Me ss age s No

Messages98 H200X100X5.5X8 Beam NoMessages 0.44774 PMM NoMe ss age s NoMessages
















16 H200X200X8X12 Column No


Me ss age s No

Messages







15/122




















122 H

200X100X5.5X8 Beam No


Me ss age s No

Messages123 H200X100X5.5X8 Beam NoMessages 0.394353 PMM NoMe ss age s NoMessages










16/122

DESAINCALCULATIONPIPERACKB1

PIPE24(OD.610)


I. Location.

LocationPT.INDUSTRIGULAGLENMOREatSidodadiDesaKarangharjo,Banyuwangi.



Thereferencesare:



Tata

Cara

Perencanaan

Ketahanan

Gempa

untuk

Bangunan

Gedung

(SNI

1726

2002)


III.

LoadDetail

a. DeadLoad



b. LiveLoad

Worker=100kg

c. Windload



Exposurecategory :SurfaceroughnessB

I t t f t 1


17/122


18/122

IV.

Load

Combination

(SAP2000V.15.2.1)

1. 1.4DL

2. 1.2DL + 1.6LL

3. 1.2DL + 1.6LL + 0.8WL

4. 1.2DL + 0.5LL + 1.3WL

5. 1.2DL 1.0EL

6. 0.9DL 1.0WL

7. 0.9DL 1.0EL


LL = Live Load

WL = Wind Load


V.

Calculation

And

Structure

Analysis


A.

Model


19/122

B. LoadInput

a.

DeadLoad

b.

LiveLoad


20/122

c.

Wind

WindX



21/122

WindY



22/122

d.

EarthQuake


C. RunningSAP2000



95%(SAP)


0% 50% 70% 90% 100% failedarea


23/122


24/122


Frame DesignSect DesignType Status Ratio ErrMsg WarnMsg

Text Text Text Text Uni tl es s Text Text

1 H200X100X5.5X8 Co lu mn NoMes s ag es 0.123144 N oMe s s a ge s NoMessages

2 H150X75X5X7 Beam NoMe s sa ge s 0.24154 NoMe s s a ge s NoMessages



5 H200X100X5.5X8 Co lu mn NoMe s sa ge s 0.25176 NoMe s s a ge s NoMessages

6 H150X75X5X7 Beam NoMes s ag es 0.528888 N oMe s s a ge s NoMessages




10 H200X100X5.5X8 Be am NoMe s s a ge s 0.06446 NoMe s s a ge s NoMessages

11 H200X100X5.5X8 Be am NoMes s ag es 0.065424 NoMe s s a ge s NoMessages

12 H200X100X5.5X8 Be am NoMes s ag es 0.054528 N oMe s s a ge s NoMessages

13 H

200X100X5.5X8 Be am No

Me s sa ge s 0.05446 No

Me s s a ge s No

Messages14 L70X70X7 Brace NoMes s ag es 0.025655 N oMe s s a ge s NoMessages

15 L70X70X7 Brace NoMes s ag es 0.022481 N oMe s s a ge s NoMessages

16 L70X70X7 Beam NoMes s ag es 0.007545 N oMe s s a ge s NoMessages

17 L70X70X7 Brace NoMes s ag es 0.023933 NoMe s s a ge s NoMessages

18 L70X70X7 Bea m NoMes s ag es 0.009095 NoMe s s a ge s NoMessages



21 L70X70X7 Brace No

Mes s ag es 0.007288 No

Me s s a ge s No

Messages


23 UNP100 Beam NoMe s sa ge s 0.04252 NoMe s s a ge s NoMessages

25 UNP100 Beam NoMes s ag es 0.042523 N oMe s s a ge s NoMessages




25/122

DESAINCALCULATIONPIPERACKB2

PIPE6(OD.168,3)ANDPIPE12(OD.323,8)


I. Location.


II.

Methods andReferences forstructuralanalysis.


Thereferencesare:



Tata

Cara

Perencanaan

Ketahanan

Gempa

untuk

Bangunan

Gedung

(SNI

1726

2002)


III.

LoadDetail

a. DeadLoad



b. LiveLoad

Worker=100kg

c. Windload




I t t f t 1


26/122


27/122

IV.

Load

Combination

(SAP2000V.15.2.1)

1. 1.4DL

2. 1.2DL + 1.6LL

3. 1.2DL + 1.6LL + 0.8WL

4. 1.2DL + 0.5LL + 1.3WL

5. 1.2DL 1.0EL

6. 0.9DL 1.0WL

7. 0.9DL 1.0EL


LL = Live Load

WL = Wind Load


V.

Calculation

And

Structure

Analysis


A.

Model


28/122

B. LoadInput

a.

DeadLoad

b. LiveLoad


29/122

c.

Wind

WindX



30/122

WindY



31/122

d.

EarthQuake


C. RunningSAP2000



95%(SAP)


0% 50% 70% 90% 100% failedarea


32/122



33/122


Frame DesignSect DesignType Status Ratio ErrMsg WarnMsgText Text Text Text Uni tl es s Text Text







9 H150X75X5X7 Beam No

Mes s ag es 0.510838 N o

Me s s a ge s No

Messages

11 L70X70X7 Beam NoMes s ag es 0.011279 N oMe s s a ge s NoMessages

16 H200X100X5.5X8 Co lu mn NoMes s ag es 0.510402 NoMe s s a ge s NoMessages

17 H200X100X5.5X8 Co lu mn NoMes s ag es 0.527024 NoMe s s a ge s NoMessages

20 L70X70X7 Bea m NoMes s ag es 0.010189 NoMe s s a ge s NoMessages






34/122

DESAINCALCULATIONPIPERACKC&D


PT.

INDUSTRI

GULA

GLENMORE

I. Location.


II.

Methodsand

References

for

structural

analysis.


Thereferencesare:




2002)


III.

LoadDetail

a. DeadLoad

Internal

=Self

weigt

of

material

support

performed

by

SAP

2000

V.15.2.1

External= PiperackCWeighttotal15tonandPiperackDWeighttotal18ton

b. LiveLoad

Worker=100kg

c. Windload




I t t f t 1


35/122


36/122

IV.

Load

Combination

(SAP2000V.15.2.1)

1. 1.4DL

2. 1.2DL + 1.6LL

3. 1.2DL + 1.6LL + 0.8WL

4. 1.2DL + 0.5LL + 1.3WL

5. 1.2DL 1.0EL

6. 0.9DL 1.0WL

7. 0.9DL 1.0EL


LL = Live Load

WL = Wind Load


V.

Calculation

And

Structure

Analysis


A.

Model


37/122

B. LoadInput

a.

DeadLoad


38/122


39/122

c.

Wind

WindX



40/122

WindY



41/122

d.

EarthQuake


C. RunningSAP2000



95%(SAP)


0% 50% 70% 90% 100% failedarea


42/122



43/122



Te xt Text Text Text Uni tl es s Text Text

9 H200X100X5.5X8 Co lu mn No

Me s s a g e s 0.559356 N o

Me s s a ge s No

Messages

11 H200X100X5.5X8 Co lu mn NoMe s s a g e s 0.546412 N oMe s s a ge s NoMessages









22 H200X100X5.5X8 Co lu mn NoMe s s a g e s 0.121929 NoMe s s a ge s NoMessages






Me s s a g e s 0.086587 N o

Me s s a ge s No

Messages







41 H150X75X5X7 Be a m NoMe s s a g e s 0.069109 N oMe s s a ge s NoMessages


Me s s a g e s 0.068493 N o

Me s s a ge s No

Messages








50 H150X75X5X7 Be a m NoMe s s a g e s 0.136712 NoMe s s a ge s NoMessages

84 H150X75X5X7 Be a m NoMe s s a g e s 0.045457 NoMe s s a ge s NoMessages

85 H150X75X5X7 Bea m NoMe s s a g e s 0.073241 N oMe s s a ge s NoMessages

86 H150X75X5X7 Be a m NoMe s sa ge s 0.14244 NoMe s s a ge s NoMessages

87 H 150X75X5X7 B N M 0 151334 N M N M


44/122

54 H200X100X5.5X8 Be am NoMe s s a g e s 0.241791 N oMe s s a ge s NoMessages


56 H200X100X5.5X8 Be am NoMe s sa ge s 0.29238 NoMe s s a ge s NoMessages








66 H200X100X5.5X8 Be am NoMe s s a g e s 0.131206 NoMe s s a ge s NoMessages








76 H


Me s s a g e s 0.254882 N o

Me s s a ge s No

Messages77 H200X100X5.5X8 Be am NoMe s s a g e s 0.254493 N oMe s s a ge s NoMessages



81 UNP100 Bea m NoMe s s a g e s 0.179586 N oMe s s a ge s NoMessages

83 UNP100 Be a m NoMe s s a g e s 0.179586 N oMe s s a ge s NoMessages









134 UNP100 Bea m NoMe s s a g e s 0.163036 NoMe s s a ge s NoMessages

136 UNP100 Bea m NoMe s sa ge s 0.16302 NoMe s s a ge s NoMessages





148 UNP 100 Be a m No Me s s a g e s 0 169041 N o Me s s a ge s No Messages


45/122


188 L70X70X7 Bra ce NoMe s s a g e s 0.024243 N oMe s s a ge s NoMessages


191 L70X70X7 Be a m NoMe s s a g e s 0.006305 N oMe s s a ge s NoMessages














217 L70X70X7 Bra ce NoMe s sa ge s 0.02314 NoMe s s a ge s NoMessages

220 L

70X70X7 Bra ce No

Me s s a g e s 0.021014 N o

Me s s a ge s No

Messages223 L70X70X7 Bra ce NoMe s s a g e s 0.032693 N oMe s s a ge s NoMessages



















10 L 70X70X7 Be a m No Me s s a g e s 0 005945 N o Me s s a ge s No Messages


46/122

DESAINCALCULATIONPIPERACKE


PT.

INDUSTRI

GULA

GLENMORE

I. Location.


II.

Methodsand

References

for

structural

analysis.


Thereferencesare:




2002)


III.

LoadDetail

a. DeadLoad

Internal

=Self

weigt

of

material

support

performed

by

SAP

2000

V.15.2.1


b. LiveLoad

Worker=100kg

c. Windload

Refference

:According

to

ASCE

7(by

SAP

2000

)



I t t f t 1


47/122

IV L d C bi i (SAP 2000 V 15 2 1)


48/122

IV.

Load

Combination

(SAP2000V.15.2.1)

1. 1.4DL

2. 1.2DL + 1.6LL

3. 1.2DL + 1.6LL + 0.8WL

4. 1.2DL + 0.5LL + 1.3WL

5. 1.2DL 1.0EL

6. 0.9DL 1.0WL

7. 0.9DL 1.0EL


LL = Live Load

WL = Wind Load


V.

Calculation

And

Structure

Analysis


A.Model


49/122

b Live Load


50/122

b.

LiveLoad

c Wind


51/122

c.

Wind

WindX


Wind Y


52/122

WindY

InputWind

YLoad

(Y

axis

direction,

SAP

2000)


53/122



54/122


55/122



Text Text Text Text Uni tl e s s Text Te xt2 H150X75X5X7 Bea m NoMe s s a g es 0.037714 N oMe s s a ge s N oMessages

5 H150X75X5X7 Bea m NoMe s s a g es 0.038007 N oMe s s a ge s N oMessages



13 H200X100X5.5X8 Co l um n NoMe s s a g es 0.082876 N oMe s s a ge s N oMessages









22 H200X100X5.5X8 Bea m NoMe s s a ge s 0.13636 NoMe s s a ge s N oMessages

23 H200X100X5.5X8 Bea m NoMe s s a g es 0.135767 N oMe s s a ge s N oMessages











34 UNP100 Bea m NoMe s s a g es 0.092443 N oMe s s a ge s N oMessages







41 UNP100 Bea m No

Me s s a ge s 0.09244 No

Me s s a ge s N o

Messages







56/122



57 L

70X70X7 Bra ce No

Me s s a g e s 0.016342 N o

Me s s a ge s No

Messages58 L70X70X7 Bra ce NoMe s sa ge s 0.01589 NoMe s s a ge s NoMessages

59 L70X70X7 Bra ce NoMe s s a g e s 0.023855 NoMe s s a ge s NoMessages















65 L70X70X7 Bea m NoMe s s a g e s 0.003824 NoMe s s a ge s NoMessages










DESAINCALCULATIONPIPERACKF1


57/122

PIPE3(OD.88,9),PIPE6(OD.168,3),ANDPIPE8(OD.219,1)

PT.

INDUSTRI

GULA

GLENMORE

I. Location.


II.

Methods

andReferences

for

structural

analysis.


Thereferencesare:



Tata Cara Perencanaan Ketahanan Gempa untuk Bangunan Gedung (SNI 1726

2002)


III.

LoadDetail

a. DeadLoad

Internal

=Self

weigt

of

material

support

performed

by

SAP

2000

V.15.2.1


b. LiveLoad

Worker=100kg

c. Windload

Refference

:According

to

ASCE

7(by

SAP

2000

)



I t t f t 1


58/122

IV.

Load

Combination

(SAP2000V.15.2.1)


59/122

1. 1.4DL

2. 1.2DL + 1.6LL

3. 1.2DL + 1.6LL + 0.8WL

4. 1.2DL + 0.5LL + 1.3WL

5. 1.2DL 1.0EL

6. 0.9DL 1.0WL

7. 0.9DL 1.0EL


LL = Live Load

WL = Wind Load


V.

Calculation

And

Structure

Analysis


A. Model

B. LoadInput

d L d


60/122

a.

DeadLoad

b.

LiveLoad


61/122

c.

Wind

Wi d X


62/122

WindX


WindY


63/122


d.

EarthQuake


64/122


C. RunningSAP2000



95%(SAP)


0% 50% 70% 90% 100% failedarea



65/122




66/122

Text Te xt Text Te xt Uni tl es s Text Te xt

3 H200X100X5.5X8 Co l umn NoMe s s a g es 0.191773 NoMe s s a ge s NoMessages

4 H150X75X5X7 Bea m NoMe s s a g es 0.077054 NoMe s s a ge s NoMessages


6 H200X100X5.5X8 Co l umn NoMe s s a g es 0.083886 NoMe s s a ge s N oMessages

7 H150X75X5X7 Bea m NoMe s s a g es 0.094544 NoMe s s a ge s N oMessages




11 H

200X100X5.5X8 Co l umn No

Me s s a g es 0.092066 No

Me s s a ge s N o

Messages12 H200X100X5.5X8 Co l umn NoMe s s a g es 0.196842 NoMe s s a ge s N oMessages



16 H200X100X5.5X8 Co l umn NoMe s s a ge s 0.09795 NoMe s s a ge s NoMessages



19 H200X100X5.5X8 Be am NoMe s s a g es 0.085866 NoMe s s a ge s N oMessages

20 H200X100X5.5X8 Be am No


Me s s a ge s N o

Messages



24 H200X100X5.5X8 Bea m NoMe s s a g es 0.283127 NoMe s s a ge s N oMessages


26 H200X100X5.5X8 Bea m NoMe s s a g es 0.151604 NoMe s s a ge s N oMessages

29 UNP100 Bea m NoMe s s a g es 0.247332 NoMe s s a ge s NoMessages

30 UNP100 Bea m NoMe s s a g es 0.248031 NoMe s s a ge s NoMessages

31 UNP100 Bea m No


Me s s a ge s No

Messages

32 UNP100 Bea m NoMe s s a g es 0.247105 NoMe s s a ge s N oMessages



1 L70X70X7 Bea m NoMe s s a g es 0.009522 NoMe s s a ge s N oMessages




28 L70X70X7 Beam No


Me s s a ge s N o

Messages

35 L70X70X7 Bra ce NoMe s s a ge s 0.01863 N oMe s s a ge s NoMessages

38 L70X70X7 Bra ce NoMe s s a g es 0.019526 NoMe s s a ge s NoMessages

40 L70X70X7 Bra ce NoMe s s a ge s 0.02318 NoMe s s a ge s NoMessages

41 L 70X70X7 Bra ce No Me s s a g es 0.021345 No Me s s a ge s N o Messages


67/122

DESAINCALCULATIONPIPERACKF2

PIPE 2 (OD 60 3) AND PIPE 3 (OD 88 9)


68/122

PIPE2 (OD.60,3)ANDPIPE3 (OD.88,9)

PT.

INDUSTRI

GULA

GLENMORE

I. Location.


II.

Methods

and

References

for

structural

analysis.


Thereferencesare:




2002)


III.

LoadDetail

a. DeadLoad

Internal

=

Self

weigt

of

material

support

performed

by

SAP

2000

V.15.2.1


b. LiveLoad

Worker=100kg

c. Windload

Refference

:According

to

ASCE

7(by

SAP

2000

)



I t t f t 1


69/122

IV.

Load

Combination

(SAP2000V.15.2.1)

1. 1.4DL


70/122

2. 1.2DL + 1.6LL

3. 1.2DL + 1.6LL + 0.8WL

4. 1.2DL + 0.5LL + 1.3WL

5. 1.2DL 1.0EL

6. 0.9DL 1.0WL

7. 0.9DL 1.0EL


LL = Live Load

WL = Wind Load


V.

Calculation

And

Structure

Analysis


A. Model

B. LoadInput

a.

DeadLoad


71/122

b.

LiveLoad


72/122


73/122

WindY


74/122



75/122



76/122



T T T T U i l T T


77/122



Me s s a g e s 0.092227 N o

Me s s a ge s No

Messages















41 H200X100X5.5X8 Be am NoMe s s a ge s 0.14834 NoMe s s a ge s NoMessages















60 L70X70X7 Bea m NoMe s s a g e s 0.002372 N oMe s s a ge s NoMessages

61 L

70X70X7 Bra ce No

Me s s a g e s 0.013599 N o

Me s s a ge s No

Messages62 L70X70X7 Bra ce NoMe s s a g e s 0.012898 N oMe s s a ge s NoMessages


64 L70X70X7 Bea m NoMe s s a g e s 0.002151 N oMe s s a ge s NoMessages


DESAINCALCULATIONPIPERACKG

PIPE3(OD.88,9)ANDPIPE10(OD.273)


78/122

PT.

INDUSTRI

GULA

GLENMORE

I. Location.




Thereferencesare:




2002)


III.

LoadDetail

a. DeadLoad



b. LiveLoad

Worker=100kg

c. Windload

Refference

:

According

to

ASCE

7

(

by

SAP

2000

)



I t t f t 1


79/122

IV.

Load

Combination

(SAP2000V.15.2.1)

1. 1.4DL

2. 1.2DL + 1.6LL


80/122

3. 1.2DL + 1.6LL + 0.8WL

4. 1.2DL + 0.5LL + 1.3WL

5. 1.2DL 1.0EL

6. 0.9DL 1.0WL

7. 0.9DL 1.0EL


LL = Live Load

WL = Wind Load


V.

Calculation

And

Structure

Analysis


A. Model

B. LoadInput

a.

DeadLoad


81/122

b.

LiveLoad


82/122

c.

Wind

WindX


83/122


WindY


84/122


d.

EarthQuake


85/122


C. RunningSAP2000



95%(SAP)


0% 50% 70% 90% 100% failedarea



86/122




1 H 200X100X5 5X8 C l N M 0 096918 N M N M


87/122


Me s s a g e s 0.096918 N o

Me s s a ge s No

Messages















16 UNP100 Be a m No

Me s s a g e s 0.158577 N o

Me s s a ge s No

Messages















31 L

70X70X7 Bea m No

Me s s a g e s 0.003548 No

Me s s a ge s No

Messages32 L70X70X7 Bra ce NoMe s sa ge s 0.05128 NoMe s s a ge s NoMessages

33 UNP100 Bea m NoMe s s a g e s 0.110298 NoMe s s a ge s NoMessages

DESAINCALCULATIONPIPERACKH

PIPE48(OD.1219)



88/122

I. Location.




Thereferencesare:




2002)


III.

LoadDetail

a. DeadLoad



b. LiveLoad

Worker=100kg

c. Windload




I t t f t 1


89/122

IV.

Load

Combination

(SAP2000V.15.2.1)

1. 1.4DL

2. 1.2DL + 1.6LL

3 1 2DL + 1 6LL + 0 8WL


90/122

3. 1.2DL + 1.6LL + 0.8WL

4. 1.2DL + 0.5LL + 1.3WL

5. 1.2DL 1.0EL

6. 0.9DL 1.0WL

7. 0.9DL 1.0EL


LL = Live Load

WL = Wind Load


V.

Calculation

And

Structure

Analysis


A. Model

B. LoadInput

a.

DeadLoad


91/122

b.

LiveLoad


92/122

c.

Wind

WindX


93/122

Input

Wind

X

Load

(X

axis

direction,

SAP

2000)

WindY


94/122


d.

EarthQuake


95/122


C. RunningSAP2000



95%(SAP)


0% 50% 70% 90% 100% failedarea



96/122




19 H396X199X7X11 Be am No

Me s s a g e s 0.282495 N o

Me s s a ge s No

Messages

20 H 396X199X7X11 Be am No Me s s a g e s 0 742019 N o Me s s a ge s No Messages


97/122

20 H396X199X7X11 Be am NoMe s s a g e s 0.742019 N oMe s s a ge s NoMessages


24 H396X199X7X11 Be am NoMe s s a g e s 0.743991 N oMe s s a ge s NoMessages



1 H200X200X8X12 Co lu mn NoMe s s a g e s 0.506305 N oMe s s a ge s NoMessages









8 H


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Messages

PERHITUNGAN TUMPUAN (BEARING )

h

ht

0.95 ht aa


98/122

Pu

Mu

Vu

f f

L

J

B I

f f

PLAT TUMPUAN (BASE PLATE) DATA PLAT TUMPUAN

Tegangan leleh baja, fy= 240 MPa

Tegangan tarik putus plat, fup= 370 MPa

Lebar plat tumpuan, B = 375 mm

Panjang plat tumpuan, L = 375 mmTebal plat tumpuan, t = 20 mm


99/122

p p ,

KOLOM PEDESTRAL DATA KOLOM BETON

Kuat tekan beton, fc' = 20 MPa

Lebar penampang kolom, I = 475 mm

Panjang penampang kolom, J = 475 mm

DIMENSI KOLOM BAJA DATA KOLOM BAJA

Profil baja : H 200X200X8X12

Tinggi total, ht= 200 mm

Lebar sayap, bf= 200 mm

Tebal badan, tw= 8 mm

Tebal sayap, tf= 12 mm

ANGKUR BAUT DATA ANGKUR BAUT

Jenis angkur baut, Tipe : A-307Tegangan tarik putus angkur baut, fu

b= 370 MPa

Tegangan leleh angkur baut, fy= 240 MPa

Diameter angkur baut, d = 20 mm

Jumlah angkur baut pada sisi tarik, nt= 2 bh

Jumlah angkur baut pada sisi tekan, nc= 2 bh

Jarak baut terhadap pusat penampang kolom, f = 147.5 mm

Panjang angkur baut yang tertanam di beton, La= 600 mm

2. EKSENTRISITAS BEBAN

Eksentrisitas beban,

e = Mu/ Pu= 91.40408 mm

L / 6 = 62.50 mm

e > L / 6 (OK)

h = ht- tf= 176 mm

et= f + h / 2 = 236 mm

ecf e

h

ht

Pu

t

3. TAHANAN TUMPU BETON

Gaya tarik pada angkur baut, Pt= Pu* ec/ et= 3030 N

Gaya tekan total pada plat tumpuan, Puc= Pu+ Pt= 212682 NPanjang bidang tegangan tekan beton, Y = 3 * ( L - h ) / 2 = 298.50 mm


100/122

j g g g g ( )

Luas plat tumpuan baja, A1= B * L = 140625 mm2

Luas penampang kolom pedestral, A2= I * J = 225625 mm2

Tegangan tumpu nominal, fcn= 0.85 * fc' * ( A2/ A1) = 21.533 MPa

fcn= 1.70 * fc' = 34.000 MPa

Tegangan tumpu nominal beton yg digunakan, fcn= 21.533 MPa

Faktor reduksi kekuatan tekan beton, = 0.65Tegangan tumpu beton yg diijinkan, * fcn= 13.997 MPaTegangan tumpu maksimum yang terjadi pada beton,

fcu= 2 * Puc/ ( Y * B ) = 3.800 MPa

Syarat yang harus dipenuhi :

fcu * fcn3.800 < 13.997 AMAN (OK)

4. KONTROL DIMENSI PLAT TUMPUAN

Lebar minimum plat tumpuan yang diperlukan,

Bp min= Puc/ ( 0.5 * * fcn* Y ) = 102 mmLebar plat yang digunakan B = 375 mm

L

J

0.95 ht aa

B I

f f


101/122

Tebal plat tumpu, t = 20 mm


Tahanan tumpu nominal, Rn= 2.4 * d * t * fup= 355200 N

Tahanan tumpu, f* Rn= 266400 N

Syarat yang harus dipenuhi :Ru1 f* Rn


102/122

2773 < 266400 AMAN (OK)

8. KOMBINASI GESER DAN TARIK

Konstanta tegangan untuk baut mutu tinggi, f1= 410 MPa

f2= 310 MPa

Faktor pengaruh ulir pada bidang geser, r2= 1.9

Tegangan geser akibat beban terfaktor, fuv= Vu/ ( n * Ab) = 8.83 MPa

Kuat geser angkur baut, f* r1* m * fub= 111.00 MPa


fuv= Vu/ ( n * Ab) f* r1* m * fub

8.83 < 111.00 AMAN (OK)

Gaya tarik akibat beban terfaktor, Tu1= 1515 N

Tahanan tarik angkur baut, f* Tn= f* f1* Ab= 96604 NSyarat yang harus dipenuhi :

Tu1

f* f

1* A

b1515 < 96604 AMAN (OK)

Kuat tarik angkur baut, ft= 0.75 * fub= 277.50 MPa

Batas tegangan kombinasi, f1- r2* fuv= 393.23 MPa

f2 = 310.00 MPa


ft f1- r2* fuv

277.50 < 393.23 AMAN (OK)Syarat yang harus dipenuhi :

ft f2

Diameter angkur baut, d = 20

Panjang angkur tanam minimum yang diperlukan,

Lmin= fy/ ( 4 * fc' ) * d = 268 mmSyarat yang harus dipenuhi :

Lmin La268 < 600 AMAN (OK)


103/122

PERHITUNGAN TUMPUAN (BEARING )

h

ht

0.95 ht aa


104/122

Pu

Mu

Vu

f f

L

J

B I

f f

PLAT TUMPUAN (BASE PLATE) DATA PLAT TUMPUAN

Tegangan leleh baja, fy= 240 MPa


Lebar plat tumpuan, B = 250 mm

Panjang plat tumpuan, L = 360 mmTebal plat tumpuan, t = 16 mm



105/122


Kuat tekan beton, fc' = 20 MPa

Lebar penampang kolom, I = 350 mm

Panjang penampang kolom, J = 460 mm

DIMENSI KOLOM BAJA DATA KOLOM BAJA

Profil baja : H 200X100X5.5X8

Tinggi total, ht= 200 mm

Lebar sayap, bf= 100 mm

Tebal badan, tw= 5.5 mm

Tebal sayap, tf= 8 mm

ANGKUR BAUT DATA ANGKUR BAUT

Jenis angkur baut, Tipe : A-307

Tegangan tarik putus angkur baut, fub= 370 MPa

Tegangan leleh angkur baut, fy= 240 MPa

Diameter angkur baut, d = 20 mm

Jumlah angkur baut pada sisi tarik, nt= 2 bh

Jumlah angkur baut pada sisi tekan, nc= 2 bh

Jarak baut terhadap pusat penampang kolom, f = 140 mm

Panjang angkur baut yang tertanam di beton, La= 600 mm

2. EKSENTRISITAS BEBAN

Eksentrisitas beban,

e = Mu/ Pu= 228.38221 mm

L / 6 = 60.00 mm

e > L / 6 (OK)

h = ht- tf= 184 mm

et= f + h / 2 = 232 mm

ecf e

h

ht

Pu

t

3. TAHANAN TUMPU BETON

Gaya tarik pada angkur baut, Pt= Pu* ec/ et= 27052 N

Gaya tekan total pada plat tumpuan, Puc

= Pu

+ Pt

= 73070 N

Panjang bidang tegangan tekan beton, Y = 3 * ( L - h ) / 2 = 264.00 mm

Luas plat tumpuan baja A = B * L = 90000 mm2


106/122

Luas plat tumpuan baja, A1= B L = 90000 mm

Luas penampang kolom pedestral, A2= I * J = 161000 mm2

Tegangan tumpu nominal, fcn= 0.85 * fc' * ( A2/ A1) = 22.737 MPa

fcn= 1.70 * fc' = 34.000 MPa

Tegangan tumpu nominal beton yg digunakan, fcn= 22.737 MPa

Faktor reduksi kekuatan tekan beton, = 0.65Tegangan tumpu beton yg diijinkan, * fcn= 14.779 MPaTegangan tumpu maksimum yang terjadi pada beton,

fcu= 2 * Puc/ ( Y * B ) = 2.214 MPa


fcu * fcn2.214 < 14.779 AMAN (OK)

4. KONTROL DIMENSI PLAT TUMPUAN

Lebar minimum plat tumpuan yang diperlukan,

Bp min= Puc/ ( 0.5 * * fcn* Y ) = 37 mmLebar plat yang digunakan B = 250 mm

L

J

0.95 ht aa

B I

f f

Momen yang terjadi pada plat akibat beban terfaktor,

Mup= 1/2 * B * fcu1* a2+ 1/3 * B * ( fcu- fcu1) * a

2= 1785123 Nmm

Faktor reduksi kekuatan lentur, b= 0.90

Tahanan momen nominal plat, Mn= fy* Z = 3840000 Nmm

Tahanan momen plat, b* Mn= 3456000 NmmSyarat yang harus dipenuhi :M * M


107/122

Mup b Mn1785123 < 3456000 AMAN (OK)

5. GAYA TARIK PADA ANGKUR BAUT

Gaya tarik pada angkur baut, Tu1= Pt/ nt= 13526 N

Tegangan tarik putus angkur baut, fub= 370 MPa

Luas penampang angkur baut, Ab= / 4 * d2= 314 mm

2

Faktor reduksi kekuatan tarik, t= 0.90

Tahanan tarik nominal angkur baut, Tn= 0.75 * Ab* fub= 87179 N

Tahanan tarik angkur baut, t* Tn= 78461 N

Syarat yang harus dipenuhi :Tu1 t* Tn

13526 < 78461 AMAN (OK)

6. GAYA GESER PADA ANGKUR BAUT

Gaya geser pada angkur baut, Vu1= Vu/ n = 1197 N

Tegangan tarik putus baut, fub= 370 MPa

Jumlah penampang geser, m = 1


Luas penampang baut, Ab= / 4 * d2= 314 mm

2

Faktor reduksi kekuatan geser, f= 0.75Tahanan geser nominal, Vn= r1* m * Ab* fu

b= 46496 N

Tahanan geser angkur baut, f* Vn= 34872 N

Tebal plat tumpu, t = 16 mm


Tahanan tumpu nominal, Rn= 2.4 * d * t * fup= 284160 N

Tahanan tumpu, f* Rn= 213120 NSyarat yang harus dipenuhi :

Ru1 f* Rn1197 < 213120 AMAN (OK)


108/122

1197 < 213120 AMAN (OK)

8. KOMBINASI GESER DAN TARIK

Konstanta tegangan untuk baut mutu tinggi, f1= 410 MPa

f2= 310 MPa


Tegangan geser akibat beban terfaktor, fuv= Vu/ ( n * Ab) = 3.81 MPa

Kuat geser angkur baut, f* r1* m * fub= 111.00 MPa


fuv= Vu/ ( n * Ab) f* r1* m * fub

3.81 < 111.00 AMAN (OK)

Gaya tarik akibat beban terfaktor, Tu1= 13526 N

Tahanan tarik angkur baut, f* Tn= f* f1* Ab= 96604 NSyarat yang harus dipenuhi :

Tu1 f* f1* Ab13526 < 96604 AMAN (OK)

Kuat tarik angkur baut, ft= 0.75 * fub= 277.50 MPa

Batas tegangan kombinasi, f1- r2* fuv= 402.76 MPa

f2 = 310.00 MPa


ft f1- r2* fuv

277.50 < 402.76 AMAN (OK)Syarat yang harus dipenuhi :

ft f2

Diameter angkur baut, d = 20

Panjang angkur tanam minimum yang diperlukan,

Lmin= fy/ ( 4 * fc' ) * d = 268 mmSyarat yang harus dipenuhi :

Lmin

La268 < 600 AMAN (OK)


109/122


110/122


111/122

INDUSTRI GULA GLENMORE

CONSORTIUM

PROYEK PEMBANGUNAN

PABRIK GULA TERPADU GLENMORE

DIAMETERA

LENGTH (mm)

B CGRADE

ANCHOR SCHEDULE

QTY

M20 ASTM A307 100 600 100 92

Unit

THREADED

TOP VIEW PIPERACK A (SECTION 1)

PIPERACK EL.6000 PIPERACK EL.6000


112/122

TOP VIEW PIPERACK A (SECTION 2)

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

+9.25

+9.25

+9.25

+9.25

+9.25

+9.25

+9.25

+9.25

+9.25

+9.25

ELEV. BASEPLATE PIPERACK A (SECTION 1)

ELEV. BASEPLATE PIEPRACK A (SECTION 2)


CONSORTIUM

PROYEK PEMBANGUNAN


PIPERACK EL.5000PIPERACK EL.5000PIPERACK EL.5000PIPERACK EL.6000PIPERACK EL.6000PIPERACK EL.6000

USE BEAM PIPE PIPERACK A

WF 393x200x6x9 lenght 4m for pipe 64",48",and 20"

WF 200x100x5.5x8 lenght 4m for pipe 8"


113/122

SIDE A-A PIPERACK A (SECTION 1)


CONSORTIUM

PROYEK PEMBANGUNAN


SIDE A-A PIPERACK A (SECTION 2)

USE BEAM PIPE PIPERACK A

WF 393x200x6x9 lenght 4m for pipe 64",48",and 20"

WF 200x100x5.5x8 lenght 4m for pipe 8"


114/122


CONSORTIUM

PROYEK PEMBANGUNAN


DIAMETERA

LENGTH (mm)

B CGRADE

ANCHOR SCHEDULE

QTY

M20 ASTM A307 100 600 100 112

Unit

THREADED


115/122

ELEV. BASEPLATE PIPERACK C & D

+8.25

+8.25 +7.00

+7.00

+8.25 +7.00+8.25+8.25

+7.00

+7.00+8.25 +7.00 +7.00

+7.00

+8.25 +8.25


116/122


CONSORTIUM

PROYEK PEMBANGUNAN


SIDE B-B PIPERACK C & D

+7.00

+7.00

+7.00

+7.00+7.00

+7.00

+7.00

+7.00

+7.00

+7.00

+7.00

+7.00

USE BEAM PIPE PIPERACK C & D

All WF lenght 1m use pipe 6" and 2"


117/122


CONSORTIUM

PROYEK PEMBANGUNAN


DIAMETERA

LENGTH (mm)

B CGRADE

ANCHOR SCHEDULE

QTY

M20 ASTM A307 100 600 100 96

Unit

THREADED

TOP VIEW PIPERACK B1TOP VIEW PIPERACK B2


118/122


CONSORTIUM

PROYEK PEMBANGUNAN


SIDE A-A PIPERACK B1 SIDE B-B PIPERACK B1

+9.25

+9.25

+9.25

+9.25

+9.25

+9.25

ELEV. BASEPLATE PIPERACK B1

+8.25

+8.25

+9.25

+9.25

ELEV. BASEPLATE PIPERACK B2

SIDE A-A PIPERACK B2SIDE B-B PIPERACK B2 SIDE C-C PIPERACK B2

USE BEAM PIPE PIPERACK B1

WF 150x75x5x7 lenght 1m for pipe 24"

USE BEAM PIPE PIPERACK B2All WF lenght 1.3m use pipe 6" and 12"

TOP VIEW PIPERACK E


119/122

ELEV. BASEPLATE PIPERACK E

SIDE A-A PIPERACK ESIDE B-B PIPERACK ESIDE C-C PIPERACK E


CONSORTIUM

PROYEK PEMBANGUNAN


+7.00

+7.00

+7.00

+7.00

+7.00

+7.00

+7.00

+7.00

+9.25

+9.25

+9.25

+9.25

+9.25

+9.25

USE BEAM PIPE PIPERACK E

All WF lenght 0.8m use pipe 2" and 3"


120/122


CONSORTIUM

PROYEK PEMBANGUNAN


DIAMETERA

LENGTH (mm)

B CGRADE

ANCHOR SCHEDULE

QTY

M20 ASTM A307 100 600 100 104

Unit

THREADED

+9.25 +9.25

+9.25 +9.25

+9.25 +9.25

+9.25 +9.25


121/122

TOP VIEW PIPERACK F1

SIDE A-A PIPERACK F1 SIDE B-B PIPERACK F1

ELEV. BASEPLATE PIPERACK F1


CONSORTIUM

PROYEK PEMBANGUNAN


+9.25

+9.25

+9.25 +9.25

+9.25 +9.25

+9.25

+9.25

+9.25 +9.25

+9.25 +9.25

TOP VIEW PIPERACK F2 ELEV. BASEPLATE PIPERACK F2

SIDE A-A PIPERACK F2 SIDE B-B PIPERACK F2

USE BEAM PIPE PIPERACK F1

USE BEAM PIPE PIPERACK F2


All WF lenght 1.3m use pipe 3",6",and 8"


122/122

ELEV. BASEPLATE PIPERACK H

TOP VIEW PIPERACK H

SIDE A-A PIPERACK H SIDE B-B PIPERACK H


CONSORTIUM

PROYEK PEMBANGUNAN


TOP VIEW PIPERACK G

ELEV. BASEPLATE PIPERACK G

+7.00

+7.00

+7.00

+7.00

+7.00

+7.00

SIDE A-A PIPERACK GSIDE B-B PIPERACK G

+8.25

+8.25

+8.25

+8.25

+8.25

+8.25

USE BEAM PIPE PIPERACK G

USE BEAM PIPE PIPERACK H

Simbol Doubler/Rib for Pipe 48"
