Track Monorail Guide Way Beam

47
DESAIN PERHITUNGAN GUIDE WAY BEAM APMS BANDARA SOEKARNO - HATTA PT. ADHI KARYA (PERSERO) tbk Jl. Raya Pasar Minggu KM.18 Jakarta Selatan 12950 – Indonesia Phone: +62 21 797 5312; Fax: 797 5311 PROYEK : APMS BANDARA INTERNASIONAL SOEKARNO- HATTA PEMILIK : LOKASI : BANDARA INTERNASIONAL SOEKARNO - HATTA NO. DOKUMEN : 02 NO. PEKERJAAN : REV.NO DATE DESCRIPTION PREP’D CHK’D APP’D 0 13/05/2014 Issued for Information

description

monorel

Transcript of Track Monorail Guide Way Beam

Page 1: Track Monorail Guide Way Beam

DESAIN PERHITUNGAN GUIDE WAY BEAM APMS BANDARA

SOEKARNO - HATTA

PT. ADHI KARYA (PERSERO) tbk Jl. Raya Pasar Minggu KM.18 Jakarta Selatan 12950 – Indonesia Phone: +62 21 797 5312; Fax: 797 5311

PROYEK : APMS BANDARA INTERNASIONAL SOEKARNO-

HATTA

PEMILIK :

LOKASI : BANDARA INTERNASIONAL SOEKARNO - HATTA

NO. DOKUMEN : 02

NO. PEKERJAAN :

REV.NO DATE DESCRIPTION PREP’D CHK’D APP’D

0 13/05/2014 Issued for Information

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PERHITUNGAN GUIDE WAY BEAM APMS BANDARA

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LEMBAR KONTROL

NO. REV TANGGAL DESKRIPSI

0 13/05/2014 Issued for Information

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Daftar Isi

1.1 Analisa dan Desain Guide Way Beam………………………………………………… ..4

1.2 Material……………………………………………………………………………….. ...4

1.3 Span Girder…………………………………………………………………………… ...6

1.4 Continious Girder………………………………………………………………………24

1.5 Daerah Pengangkuran………………………………………………………………… 37

1.6 Desain Tulangan Tarik dan Tekan ……………………………………………………..40

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1.0 Analisa dan Desain Guide Way Beam

1.1 Material

c 2.4ton

m3

unit weig ht of concrete

f'c 50MP a f'c 50 MP a 28-day strength

f'ci 0.9f'c f'ci 45 MP a initial streng th at transfer

(assumed)

Ec 4700 f'c MP a Ec 33234.019MP a Girder final elastic modulus

fy 400 MP a

Eci 4700 f'ci MP a Eci 31528.558MP a Girder elastic modulus at transfer

Allowable Stress in Girder : (SNI 2847 2002)

fci 0.6 f'ci fci 27 MP a

fti 0.25 f'ci MP a fti 1.68MP a (reg ion other then support)

ftip 0.5 f'ci MP a ftip 3.35MP a (support reg ion)

fc 0.6 f'c fc 30 MP a (due to prestress + total load)

ft 0.5 f'c MP a ft 3.54MP a (tension stress l imit)

fci_se rv 0.45 f'ci fci_se rv 20.25 MP a without ea rthqua ke( )

fc_serv 0.45 f'c fc_serv 22.5 MP a without ea rthqua ke( )

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2.2) Prestressing Tendon (Low Relaxation)

fpu 1860MPa

fpy 0.9fpu fpy 1674MPa

fpj 0.75fpu fpj 1395MPa

fpi 0.92fpj fpi 1283.4MPa

fpeff_simple 0.88fpi fpeff_simple 1129.392MPa (total losses j-e= 20% )

Eps 195000MPa

Strand_diameter 12.7mm pr EN 10138-3 (C range/Freyssinet)

Aps1 98.7mm2

Strand area

3) Cross Section of Girder

Reduction factor for bending : b 0.8

L 19m beam length

x 0m 0.66666666667m L

a1 x( ) 1.8m

asp a1 0 asp 1.8m at support

amid a1 15( ) amid 1.8m at middle

b 800mm

A x( ) b a1 x( ) Gross area of section

Asp A 0 Asp 1.44m2

Amid A 10( ) Amid 1.44m2

neutral axis to beam topyt x( )

a1 x( )

2

ysp yt 0 ysp 900 mm neutral axis at support

ymid yt 10 ymid 900 mm neutral axis at middle

yb x( ) a1 x( ) yt x( ) neutral axis to beam bottom

I x( )1

12b a1 x( )

3 Moment of inertia

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A x( )

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

...

m2

A x( )

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

1.44

...

m2

yt x( )

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

...

m

yb x( )

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

0.9

...

m

I x( )

0.39

0.39

0.39

0.39

0.39

0.39

0.39

0.39

0.39

0.39

0.39

0.39

0.39

0.39

0.39

...

m4

St x( )I x( )

yt x( ) Stmid St 10

SectionM odulus (top)

Sb x( )I x( )

yb x( ) Sbm id Sb 10 Section Modulus (bottom)

r x( )I x( )

A x( ) Radius of g iration

kb x( )r x( )

2

yt x( ) Lower boundary of kern area

kt x( )r x( )

2

yb x( ) Upper boundary of kern area

1.2 Span Girder

4) Calculation of Internal Force

L

Dead Load

wbe am a1 0 b c wbe am 3.46ton

m Beam weight per unit leng th

MDL x( ) wbe amL

2 x wbe am

x( )2

2 MDL

L

2

155.95ton m

MuDL x( ) 1.4 MDL x( )

MDLma x MDLL

2

MDLma x 155.95ton m maximum service moment

MuDLm ax MuDLL

2

MuDLm ax 218.33ton m maximum ultimate moment

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5) Estimate number of Required Strands

Final stress in bottom (no prestress)

(The moment at mid-point)

faMDLma x

Sbm id

fa 3.54MP a

Req uired stress from prestress f_re qd fa ft f_re qd 0 MP a

Estimated based on stress condition in bottom fiber ft 3.54MP a

P eff 1 ton emid 700mm

Given

P eff

Amid

P effemid

Sbm id

MDLma x

Sbm id

ft=

P f1 Find P eff( ) P f1 0.2ton

Estimated based on ultimate streng th of the section

fpe ff_simple 1129.39MP a total losses 20%

h H16

h 1.8m

Aps 0.95 fpu 0.9h MuDLma x b 0.8

Aps_sim pleMuDLm ax

b 0.9 ymid emid 0.9fpu Aps_sim ple 1110mm

2

P f2 Aps_sim plefpe ff_simpleP f2 127.87ton

Effective prestressing force

P f ma x P f1 P f2( )( ) P f 127.87ton

Aps_sim pleP f

fpe ff_simple

Aps_sim ple 1110mm2

5) Estimate number of Required Strands

Final stress in bottom (no prestress)

(The moment at mid-point)

faMDLma x

Sbm id

fa 3.54MP a

Req uired stress from prestress f_re qd fa ft f_re qd 0 MP a

Estimated based on stress condition in bottom fiber ft 3.54MP a

P eff 1 ton emid 700mm

Given

P eff

Amid

P effemid

Sbm id

MDLma x

Sbm id

ft=

P f1 Find P eff( ) P f1 0.2ton

Estimated based on ultimate streng th of the section

fpe ff_simple 1129.39MP a total losses 20%

h H16

h 1.8m

Aps 0.95 fpu 0.9h MuDLma x b 0.8

Aps_sim pleMuDLm ax

b 0.9 ymid emid 0.9fpu Aps_sim ple 1110mm

2

P f2 Aps_sim plefpe ff_simpleP f2 127.87ton

Effective prestressing force

P f ma x P f1 P f2( )( ) P f 127.87ton

Aps_sim pleP f

fpe ff_simple

Aps_sim ple 1110mm2

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Determine the number of strands used

nstrand_simpleAps_sim ple

Aps1

nstrand_simple 11.25

Number of Strands nstrand_simple 14 2 x 7 strand D12.7

Total area of stress Aps_sim ple nstrand_simpleAps1 Aps_sim ple 1381.8mm2

Prestressing Forces P i fpi Aps_sim ple P i 180.837ton

Jacking Forces P j fpj Aps_sim ple P j 196.562ton

Loss factor R 1 0.2 R 0.8

(losses = 20%)

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0 5 10 15 200

500

1 103

1.5 103

Strand

x_1

0 5 10 15 200

200

400

600

800

Strand Pattern

Dis tance

Ecc

entr

icit

y

0 5 10 15 200

500

1 103

1.5 103

Strand

x_1

0 5 10 15 200

200

400

600

800

Strand Pattern

Dis tance

Ecc

entr

icit

y

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6) Prestress Losses

The total loses shall be the sum of elastis shortening (ES) + shrinkag e (SR) + Creep (CR) + Relaxation (R2)

6a) Elastic Shortening

If post-tension is used for prestressing system, then elastic shortening is not considered. It's considered if

gradually stressing cable is needed.

Assumed that for calculation elastic shortening post-tension system, eccentric ity cable is reg arded as a g roup.

Not separately calculated for each cable.

number of cable, nca ble 2 1 cable = 10 strands Aps_sim ple 1381.8mm2

Pjac king 75% fpu Aps_sim ple Pjac king 196.56ton

fj ac king

Pjac king

Aps_sim ple fj ac king 1395MP a

concrete stress at prestress level

fcgpP i

Amid

P i emid

2

I 15

MDLma xemid

I 15

Eps

Ec

fcgp 4.18 MP a comp( )

fcgp fcgp

Cable - 1 :

fp1 nca ble 1 fcgp fp1 4.18MP a

Cable - 2 :

fp2 nca ble 2 fcgp fp2 0 MP a

Average losses due to gradually stressing cable :

fp_ave rage

1

nca ble

i

i 1 fcgp

nca ble

fp_ave rage 2.09MP a

Loss stress for elastic shortening, fpES_post fp_ave rage fpES_post 2.09MP a

Initial stress after elastic shortening , fpi1 fj ac king fpES_post fpi1 1392.91MP a

% Initial losses after elastic shortening :fpES_post

fj ac king

0.15%

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Initial stress after elastic shortening , fpi1 fjacking fpES_post fpi1 1392.91MPa

% Initial losses after elastic shortening :fpES_post

fjacking

0.15%

So, loss after elastic shortening is; fpES_post 2.09MPa

because of gradually prestressing is needed and post tension fpES fpES_post

Initial stress after elastic shortening ; fpi1 fjacking fpES fpi1 1392.91MPa

% Initial stresses after elastic shortening :fpi1

fjacking

99.85%

6.1.2. Friction

Friction Coefficient, 0.25 (for grouting tendon in metal sheating, 7 wire strand)

Wobble Coefficient, k 0.0032m1

(for grouting tendon in metal sheating, 7 wire strand)

Strand0 0

900 strand position at support

Strand15 0

1598.25 strand position at mid point

y Strand15 0

Strand0 0

mm y 698.25mm L 19m

8 y

L 0.29

fpi after elastic shortening and friction lossess

fpi2 fpi1 e

kL

2

fpi2 1255.45MP a

Jacking from both s ide so that L'

= L/2 fpifriction fpi1 fpi2 fpifriction 137.46MP a

% Initial stresses after friction :fpi2

fj ac king

90 % AT OTHER SUPPORT / ANCHORAGE /not the end of tendon / x = L

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6.1.2. Friction

Friction Coefficient, 0.25 (for grouting tendon in metal sheating, 7 wire strand)

Wobble Coefficient, k 0.0032m1

(for grouting tendon in metal sheating, 7 wire strand)

Strand0 0

900 strand position at support

Strand15 0

1598.25 strand position at mid point

y Strand15 0

Strand0 0

mm y 698.25mm L 19m

8 y

L 0.29

fpi after elastic shortening and friction lossess

fpi2 fpi1 e

kL

2

fpi2 1255.45MP a

Jacking from both s ide so that L'

= L/2 fpifriction fpi1 fpi2 fpifriction 137.46MP a

% Initial stresses after friction :fpi2

fj ac king

90 % AT OTHER SUPPORT / ANCHORAGE /not the end of tendon / x = L

fpi_m id fpi1 fpifriction fpi_m id 1255.45MP a

Pmid fpi_m idAps_sim ple Pmid 176.9ton Gaya pada tendon di teng ah bentang

setelah pengaruh friksi

6.1.3. Anchorage Set

Deltaset 6mm

Paverage

Pjac king Pmid

2 Paverage 186.73ton

The expected elong ation due to the stressing operation:

Jacking from one side

de ltaPaverageL

Aps_sim pleEps de lta 129.12mm

The expected anchorag e set due to the stressing operation:

assumed that the full of span tendon, the friction loss per meter is:

pPjac king Pmid

L p 1.03

ton

m

The leng th of tendon affected by anchorag e set is g iven:

Lset

Deltaset Aps_sim ple Eps

p Lset 12.62m > 15m

P 2 p Lset P 26.12ton

Hence after anchoring , the force at the end of the tendon side of jacking is :

Pi fpi Aps_sim ple Pi 180.84ton

P ianchorage Pi P P ianchorage 154.71ton

Initial stress after anchorage set ; fpianchorage

P ianchorage

Aps_sim ple fpianchorage 1098MP a

% Initial stresses after anchorage :fpianchorage

fj ac king

78.71% fpanchorage

P

Aps_sim ple

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check : %fpifj ac king fpES fpanchorage

fpu

%fpi 64.92% < 74%fpu OK

losses due to friction at midspan tendon (x = 10m) is

P _mid 0kN LsetL

2if

2 p LsetL

2

othe rwise

P _mid 6.46ton

fpanchorage _mid

P _mid

Aps_sim ple fpanchorage _mid 45.85MP a

losses due to friction at support tendon (x = 0m) is

Jacking dari satu arah:

fP A

Deltaset

LEps fP A 61.58MP a

P A fP A Aps_sim ple P A 8.68ton

6.2. Long Term

6.2.1. Relaxation Loss

s2 "Post tension" s1 "Low relaxation"

Losses jacking - transfer : fpi 0.70.92 fpu fpi 1197.84MP a Check

Midspan

t1 1 t2 18 t dimension is hour

fprelaxation fpilog t2 log t1

10

fpi

fpy

0.55

s1 "Stress relieved tendon"= s2 "Pre-tension"=if

fpilog t2

10

fpi

fpy

0.55

s1 "Stress relieved tendon"= s2 "Post-tension"=if

fpilog t2 log t1

45

fpi

fpy

0.55

s1 "Low relaxation tendon"= s2 "Pre-tension"=if

fpilog t2

45

fpi

fpy

0.55

othe rwise

fprelaxation fprelaxation fprelaxation 0MP aif

0MP a othe rwise

fprelaxation 5.53MP a

fprelaxation_transfer fprelaxation

fptransfe r fpi fprelaxation_transfer fptransfe r 1192.31MP a

Losses transfer - 30 days :

t3 t2 t4 720 t dimension is hour fpi fptransfe r

fprelaxation fpilog t4 log t3

10

fpi

fpy

0.55

s1 "Stress relieved tendon"= s2 "Pre-tension"=if

fpilog t4

10

fpi

fpy

0.55

s1 "Stress relieved tendon"= s2 "Post-tension"=if

fpilog t4 log t3

45

fpi

fpy

0.55

s1 "Low relaxation tendon"= s2 "Pre-tension"=if

fpilog t4

45

fpi

fpy

0.55

othe rwise

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fprelaxation fpilog t2 log t1

10

fpi

fpy

0.55

s1 "Stress relieved tendon"= s2 "Pre-tension"=if

fpilog t2

10

fpi

fpy

0.55

s1 "Stress relieved tendon"= s2 "Post-tension"=if

fpilog t2 log t1

45

fpi

fpy

0.55

s1 "Low relaxation tendon"= s2 "Pre-tension"=if

fpilog t2

45

fpi

fpy

0.55

othe rwise

fprelaxation fprelaxation fprelaxation 0MP aif

0MP a othe rwise

fprelaxation 5.53MP a

fprelaxation_transfer fprelaxation

fptransfe r fpi fprelaxation_transfer fptransfe r 1192.31MP a

Losses transfer - 30 days :

t3 t2 t4 720 t dimension is hour fpi fptransfe r

fprelaxation fpilog t4 log t3

10

fpi

fpy

0.55

s1 "Stress relieved tendon"= s2 "Pre-tension"=if

fpilog t4

10

fpi

fpy

0.55

s1 "Stress relieved tendon"= s2 "Post-tension"=if

fpilog t4 log t3

45

fpi

fpy

0.55

s1 "Low relaxation tendon"= s2 "Pre-tension"=if

fpilog t4

45

fpi

fpy

0.55

othe rwise

fprelaxation fprelaxation fprelaxation 0MP aif

0MP a othe rwise

fprelaxation30day s fprelaxation

fp30day s fpi fprelaxation30day s fp30day s 1180.02MP a < 0.8 fpu 1488MP a

Losses transfer - 2 years :

fpi fp30day st5 t4 t6 24365 2 t dimension is hour

fprelaxation fpilog t6 log t5

10

fpi

fpy

0.55

s1 "Stress relieved tendon"= s2 "Pre-tension"=if

fpilog t6

10

fpi

fpy

0.55

s1 "Stress relieved tendon"= s2 "Post-tension"=if

fpilog t6 log t5

45

fpi

fpy

0.55

s1 "Low relaxation tendon"= s2 "Pre-tension"=if

fpilog t6

45

fpi

fpy

0.55

othe rwise

fprelaxation fprelaxation fprelaxation 0MP aif

0MP a othe rwise

fprelaxation_2ye ars fprelaxation

fp2y ea rs fpi fprelaxation_2ye ars fp2y ea rs 1162.79MP a

fpi 0.7fpu fpi 1302MP a

% Initial stresses after relaxation :fp2y ea rs

fpi89.31%

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6.2.2. Creep Loss

ultimate Creep coeff

tCR 30 7 kCR 2.35tCR

0.6

10 tCR0.6

Cu 2.35t dimension is day

kCR 2 s2 "Pre-tension"= kCR 2if

1.6 s2 "Post-tension"= kCR 1.6if

kCR othe rwise

kCR 0.93

fpi fpi fpanchorage _mid LsetL

2if

fpi othe rwise

fpanchorage _mid 45.85MP a

fpi 1256.15MP a P i Aps_sim plefpi P i 177 ton

fcpP i

Amid

P i emid

Sbm id

MDLma x

Sbm id

Eps

Ec

fcp 2.8 MP a

fCR kCR fcp

fpCR fCR fCR 0MP aif

0MP a othe rwise

fpCR 2.61MP a

Total Loss of creep,

fpCR

fpi0.21%

% Initial stresses after creep : 1fpCR

fpi 99.79%

6.2.3. Shrinkage Loss

s3 "moist curing"

tSH 30 7 t dimension is day

strain ultimate, su 800106

s3 "moist curing"=if

730106

othe rwise

fpSH su

tSH

35 tSH

Eps fpSH 61.86MP a

% Initial stresses after shrinkage : 1fpSH

fpi 95.08% Total Loss of Shrinkag e,

fpSH

fpi4.92%

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RESUME :

Total loss due to immediate loss :

fj ac king 1395MP a fpi 0.70.92 fpu fpi 1197.84MP a

fpES 2.09MP a

fpifriction 137.46MP a

fpanchorage 185.4MP a

fprelaxation_transfer5.53MP a

Total Initial Losses : fi fprelaxation_transferfpES fpanchorage fpifriction

fi 330.48MP a

after first relaxation fpi fj ac king fi fpi 1064.52MP a

P i 177 ton 1P i

Pjac king

9.95%fpi

fpu

57.23% < 70% OK !

Total loss due to time dependent :

fprelaxation_2ye ars17.24MP a

fpCR 2.61MP a fpifriction

fpi0.13

fpSH 61.86MP a

fpi 1064.52MP a

Total Final Losses :

fe fprelaxation_2ye arsfpCR fpSH fe 81.71MP a fe

fpi

0.06

fpe fpi fe fpe 982.81MP a

Total initial stress in the strands with initial losses Pi Aps_simple fpi Pi 150 ton

Total final stress in the strands with final losses Peff Aps_simple fpe Peff 138.48ton

fp fi fe fp 412.19MPa

R 1fp

fjacking

R 70.45%

ns 0 301 R 0.3

Page 17: Track Monorail Guide Way Beam

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Design Variables

Number of strands 14 D12.4 nstrand_simple 14

Strand area at any section Aps_sim ple nstrand_simpleAps1 Aps_sim ple 1381.8mm2

Initial Strand force Fins

Aps_sim plefpi fpi 1064.52MP a

Final Strand force Ffns

Aps_sim plefpe

Stress at Initial Conditions

This includes the beam weig ht and the prestress force only.

mp 14

Initial stress in top top_imp

2.2 MP a

Initial stress in bottombot_i

ns

Fins

Axns

Fins

ec c1ns

mm

Sbns

MDLns

Sbns

bot_imp

0.16MP a

Pass fail condition check_ins 0

x_1ns

check_ins 3

"top fail" top_ins

0 top_ins

ftiif

"top fail" top_ins

0 top_ins

fciif

"top OK" othe rwise

othe rwise

check_ins 6

"bot fail" bot_ins

0 bot_ins

fciif

"bot fail" bot_ins

0 bot_ins

ftiif

"bot OK" othe rwise

othe rwise

check_ins 1

top_ins

MP a check_i

ns 4

bot_ins

MP a

check_ins 2

fti

MP atop_i

ns0MP aif

fci

MP aothe rwise

check_ins 5

fti

MP atop_i

ns0MP aif

fci

MP aothe rwise

top_ins

Fins

Axns

Fins

ec c1ns

mm

Stns

MDLns

Stns

Page 18: Track Monorail Guide Way Beam

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0 5 10 15 2030

20

10

0

10

Initial Stress

top_stre ssns

fti

bot_stre ssns

fci

x_1ns

Positive moment envelope at Service

Assume : MSDLns

0% MDLns

Final stress top SI_ptns

Ffns

Axns

Ffns

ec c1ns

mm

Stns

MDLns

Stns

MSDLns

ton m

Stns

Final stress in bottom SI_pbns

Ffns

Axns

Ffns

ec c1ns

mm

Sbns

MDLns

Sbns

MSDLns

ton m

Sbns

Pass fail condition

check_1ns 0

x_1ns

check_1ns 3

"top fail see SIII" SI_ptns

0

SI_ptns

ftif

"top fail" SI_ptns

0 SI_ptns

fc_servif

"top OK" othe rwise

othe rwise

check_1ns 6

"bot fail see SIII" SI_pbns

0

SI_ptns

fc_servif

"bot fail" SI_pbns

0 SI_pbns

ftif

"bot OK" othe rwise

othe rwise

check_1ns 1

SI_ptns

MP a check_1

ns 4

SI_pbns

MP a

ftft

MP a fc

fc_serv

MP a

check_1ns 2

ft SI_ptns

0if

fc othe rwise

check_1ns 5

ft SI_pbns

0if

fc othe rwise

Page 19: Track Monorail Guide Way Beam

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0 5 10 15 2030

20

10

0

10

Final Stress

top_stressns

ft

bot_stressns

fc

x_1ns

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Flexural Strength - LRFD 5.7.3.1.1 stress in prestressing tendons

Non-prestressing bars :

fy 400MP a d' 50 13 mm db 25mm dns

Hns

d' 0.5db dmp

1.72m

dpns

Strandns

mm dpmp

1.59m

1 0.85 f'c 30 MP aif

0.65 f'c 55 MP aif

0.850.05

7MP af'c 30MP a

30 MP a f'c 55 MP aif

1 0.71f'c 50 MP a

As1 0.25 db2

nt 10 Astns

nt As1 tension( )

nc 8 Ascns

nc As1 negleted

comp.bars in

calculation

tns

Astns

b dns

t

mp0.00356

cns

Ascns

b d' c

mp0.08

tns

tns

fy

f'c

tmp

0.03

cns

cns

fy

f'c

cmp

0.62

Prestressing tendons : b 0.8m

p 0.28 Low Relaxation strand

Aps_sim ple 1381.8mm2

pns

Aps_sim ple

b dpns

fpu 1860MP a f'c 50 MP a

fpsns

fpu 1p

1

pns

fpu

f'c

dns

dpns

tns

cns

W idth of concrete stress is determined below :

Tpsns

fpsns

Aps_sim ple Astns

fy

To ensure that the bar will be yield, so code restricts :

pns

pns

fpsns

f'c

check_yieldns

"yield" pns

dns

dpns

tns

cns

0.361if

"not yield" othe rwise

Depth of compressiv e stress block :

ans

Aps_sim plefpsns

Astns

fy

0.85f'c 1 b

Aps_sim ple 1381.8mm2

Flexural Strength : 0.8

Mnns

Aps_sim plefpsns

dpns

ans

2

Astns

fy dns

ans

2

Check pass or fail condition check_mns

"OK" Mnns

MuDLns

if

"FAIL" othe rwise

Prepare for output display

disp_mns 0

x_1ns

disp_mns 3

check_yieldns

disp_mns 6

check_mns

disp_mns 1

Aps_sim ple

mm2

disp_m

ns 4

MuDLns

ton m

disp_mns 2

dpns

mm disp_m

ns 5

Mnns

ton m

Page 21: Track Monorail Guide Way Beam

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Prestressing tendons : b 0.8m

p 0.28 Low Relaxation strand

Aps_sim ple 1381.8mm2

pns

Aps_sim ple

b dpns

fpu 1860MP a f'c 50 MP a

fpsns

fpu 1p

1

pns

fpu

f'c

dns

dpns

tns

cns

W idth of concrete stress is determined below :

Tpsns

fpsns

Aps_sim ple Astns

fy

To ensure that the bar will be yield, so code restricts :

pns

pns

fpsns

f'c

check_yieldns

"yield" pns

dns

dpns

tns

cns

0.361if

"not yield" othe rwise

Depth of compressiv e stress block :

ans

Aps_sim plefpsns

Astns

fy

0.85f'c 1 b

Aps_sim ple 1381.8mm2

Flexural Strength : 0.8

Mnns

Aps_sim plefpsns

dpns

ans

2

Astns

fy dns

ans

2

Check pass or fail condition check_mns

"OK" Mnns

MuDLns

if

"FAIL" othe rwise

Prepare for output display

disp_mns 0

x_1ns

disp_mns 3

check_yieldns

disp_mns 6

check_mns

disp_mns 1

Aps_sim ple

mm2

disp_m

ns 4

MuDLns

ton m

disp_mns 2

dpns

mm disp_m

ns 5

Mnns

ton m

Page 22: Track Monorail Guide Way Beam

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Ultimate Moment Capacity Output

column 0 = span point

column 1 = Aps

column 2 = dp

column 3 = yield or not

column 4 = Applied moment

column 5 = Capacity Mn

column 6 = pass or f ail

disp_m

0 1 2 3 4 5 6

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

0 1381.8 900 "y ield" 0 491.15 "OK"

0.63 1381.8 985.86 "y ield" 29.58 510.95 "OK"

1.27 1381.8 1066.1 "y ield" 56.85 529.16 "OK"

1.9 1381.8 1140.73 "y ield" 82.25 545.91 "OK"

2.53 1381.8 1209.74 "y ield" 105.38 561.27 "OK"

3.17 1381.8 1273.14 "y ield" 126.24 575.29 "OK"

3.8 1381.8 1330.92 "y ield" 145.15 588.01 "OK"

4.43 1381.8 1383.09 "y ield" 161.83 599.44 "OK"

5.07 1381.8 1429.64 "y ield" 176.27 609.61 "OK"

5.7 1381.8 1470.57 "y ield" 188.7 618.53 "OK"

6.33 1381.8 1505.89 "y ield" 198.92 626.21 "OK"

6.97 1381.8 1535.59 "y ield" 206.94 632.65 "OK"

7.6 1381.8 1559.68 "y ield" 212.89 637.88 "OK"

8.23 1381.8 1578.15 "y ield" 216.65 641.88 "OK"

8.87 1381.8 1591.01 "y ield" 218.26 644.66 "OK"

9.5 1381.8 1598.25 "y ield" 217.73 646.23 "OK"

10.13 1381.8 1591.01 "y ield" 215.04 644.66 "OK"

10.77 1381.8 1578.15 "y ield" 210.23 641.88 "OK"

11.4 1381.8 1559.68 "y ield" 203.21 637.88 "OK"

12.03 1381.8 1535.59 "y ield" 194.07 632.65 "OK"

12.67 1381.8 1505.89 "y ield" 182.85 626.21 "OK"

13.3 1381.8 1470.57 "y ield" 169.34 618.53 "OK"

13.93 1381.8 1429.64 "y ield" 153.75 609.61 "OK"

14.57 1381.8 1383.09 "y ield" 136.11 599.44 "OK"

15.2 1381.8 1330.92 "y ield" 116.12 588.01 "OK"

15.83 1381.8 1273.14 "y ield" 94.07 575.29 "OK"

16.47 1381.8 1209.74 "y ield" 70.01 561.27 "OK"

17.1 1381.8 1140.73 "y ield" 43.55 545.91 "OK"

17.73 1381.8 1066.1 "y ield" 15.04 529.16 "OK"

18.37 1381.8 985.86 "y ield" -13-1.33·10 510.95 "OK"

19 1381.8 900 "y ield" 43.55 491.15 "OK"

CHECK CRACK AT SERVICE LOADS

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PT. ADHI KARYA (PERSERO) tbk Hal. 23 of 47

disp_m

0 1 2 3 4 5 6

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

0 1381.8 900 "y ield" 0 491.15 "OK"

0.63 1381.8 985.86 "y ield" 29.58 510.95 "OK"

1.27 1381.8 1066.1 "y ield" 56.85 529.16 "OK"

1.9 1381.8 1140.73 "y ield" 82.25 545.91 "OK"

2.53 1381.8 1209.74 "y ield" 105.38 561.27 "OK"

3.17 1381.8 1273.14 "y ield" 126.24 575.29 "OK"

3.8 1381.8 1330.92 "y ield" 145.15 588.01 "OK"

4.43 1381.8 1383.09 "y ield" 161.83 599.44 "OK"

5.07 1381.8 1429.64 "y ield" 176.27 609.61 "OK"

5.7 1381.8 1470.57 "y ield" 188.7 618.53 "OK"

6.33 1381.8 1505.89 "y ield" 198.92 626.21 "OK"

6.97 1381.8 1535.59 "y ield" 206.94 632.65 "OK"

7.6 1381.8 1559.68 "y ield" 212.89 637.88 "OK"

8.23 1381.8 1578.15 "y ield" 216.65 641.88 "OK"

8.87 1381.8 1591.01 "y ield" 218.26 644.66 "OK"

9.5 1381.8 1598.25 "y ield" 217.73 646.23 "OK"

10.13 1381.8 1591.01 "y ield" 215.04 644.66 "OK"

10.77 1381.8 1578.15 "y ield" 210.23 641.88 "OK"

11.4 1381.8 1559.68 "y ield" 203.21 637.88 "OK"

12.03 1381.8 1535.59 "y ield" 194.07 632.65 "OK"

12.67 1381.8 1505.89 "y ield" 182.85 626.21 "OK"

13.3 1381.8 1470.57 "y ield" 169.34 618.53 "OK"

13.93 1381.8 1429.64 "y ield" 153.75 609.61 "OK"

14.57 1381.8 1383.09 "y ield" 136.11 599.44 "OK"

15.2 1381.8 1330.92 "y ield" 116.12 588.01 "OK"

15.83 1381.8 1273.14 "y ield" 94.07 575.29 "OK"

16.47 1381.8 1209.74 "y ield" 70.01 561.27 "OK"

17.1 1381.8 1140.73 "y ield" 43.55 545.91 "OK"

17.73 1381.8 1066.1 "y ield" 15.04 529.16 "OK"

18.37 1381.8 985.86 "y ield" -13-1.33·10 510.95 "OK"

19 1381.8 900 "y ield" 43.55 491.15 "OK"

CHECK CRACK AT SERVICE LOADS

Modulus of rupture of concrete fr 0.7f'c

MP a MP a fr 4.95MP a

P eff 138.48ton

Calculate the cracking moment, Mcr

Mc rns

fr Sbns

P eff ec c1ns

mm

rxns

2

kbxns

ratio1ns

Mnns

Mc rns

ratio2ns

MuDLns

Mnns

check_crac kns

"OK" ratio1ns

1.2 ratio2ns

0.5if

"FAIL" othe rwise

disp_crac kns 0

x_1ns

disp_crac kns 1

MuDLns

ton m disp_crac k

ns 2

Mnns

ton m

disp_crac kns 3

ratio1ns

disp_crac kns 4

ratio2ns

disp_crac kns 5

check_crac kns

column 0 = span pointcolumn 1 = MuD L

column 2 = Mn

column 3 = ra tio Mn/M cr

column 4 = ra tio MuDL/Mn

column 5 =pass or fail

disp_crac k

0 1 2 3 4 5

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

0 0 491.15 1.43 0 "OK"

0.63 29.58 510.95 1.44 0.06 "OK"

1.27 56.85 529.16 1.44 0.11 "OK"

1.9 82.25 545.91 1.45 0.15 "OK"

2.53 105.38 561.27 1.45 0.19 "OK"

3.17 126.24 575.29 1.46 0.22 "OK"

3.8 145.15 588.01 1.46 0.25 "OK"

4.43 161.83 599.44 1.46 0.27 "OK"

5.07 176.27 609.61 1.46 0.29 "OK"

5.7 188.7 618.53 1.46 0.31 "OK"

6.33 198.92 626.21 1.47 0.32 "OK"

6.97 206.94 632.65 1.47 0.33 "OK"

7.6 212.89 637.88 1.47 0.33 "OK"

8.23 216.65 641.88 1.47 0.34 "OK"

8.87 218.26 644.66 1.47 0.34 "OK"

9.5 217.73 646.23 1.47 0.34 "OK"

10.13 215.04 644.66 1.47 0.33 "OK"

10.77 210.23 641.88 1.47 0.33 "OK"

11.4 203.21 637.88 1.47 0.32 "OK"

12.03 194.07 632.65 1.47 0.31 "OK"

12.67 182.85 626.21 1.47 0.29 "OK"

13.3 169.34 618.53 1.46 0.27 "OK"

13.93 153.75 609.61 1.46 0.25 "OK"

14.57 136.11 599.44 1.46 0.23 "OK"

15.2 116.12 588.01 1.46 0.2 "OK"

15.83 94.07 575.29 1.46 0.16 "OK"

16.47 70.01 561.27 1.45 0.12 "OK"

17.1 43.55 545.91 1.45 0.08 "OK"

17.73 15.04 529.16 1.44 0.03 "OK"

18.37 0 510.95 1.44 0 "OK"

19 43.55 491.15 1.43 0.09 "OK"

Page 24: Track Monorail Guide Way Beam

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column 0 = span pointcolumn 1 = MuD L

column 2 = Mn

column 3 = ra tio Mn/M cr

column 4 = ra tio MuDL/Mn

column 5 =pass or fail

disp_crac k

0 1 2 3 4 5

0

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

0 0 491.15 1.43 0 "OK"

0.63 29.58 510.95 1.44 0.06 "OK"

1.27 56.85 529.16 1.44 0.11 "OK"

1.9 82.25 545.91 1.45 0.15 "OK"

2.53 105.38 561.27 1.45 0.19 "OK"

3.17 126.24 575.29 1.46 0.22 "OK"

3.8 145.15 588.01 1.46 0.25 "OK"

4.43 161.83 599.44 1.46 0.27 "OK"

5.07 176.27 609.61 1.46 0.29 "OK"

5.7 188.7 618.53 1.46 0.31 "OK"

6.33 198.92 626.21 1.47 0.32 "OK"

6.97 206.94 632.65 1.47 0.33 "OK"

7.6 212.89 637.88 1.47 0.33 "OK"

8.23 216.65 641.88 1.47 0.34 "OK"

8.87 218.26 644.66 1.47 0.34 "OK"

9.5 217.73 646.23 1.47 0.34 "OK"

10.13 215.04 644.66 1.47 0.33 "OK"

10.77 210.23 641.88 1.47 0.33 "OK"

11.4 203.21 637.88 1.47 0.32 "OK"

12.03 194.07 632.65 1.47 0.31 "OK"

12.67 182.85 626.21 1.47 0.29 "OK"

13.3 169.34 618.53 1.46 0.27 "OK"

13.93 153.75 609.61 1.46 0.25 "OK"

14.57 136.11 599.44 1.46 0.23 "OK"

15.2 116.12 588.01 1.46 0.2 "OK"

15.83 94.07 575.29 1.46 0.16 "OK"

16.47 70.01 561.27 1.45 0.12 "OK"

17.1 43.55 545.91 1.45 0.08 "OK"

17.73 15.04 529.16 1.44 0.03 "OK"

18.37 0 510.95 1.44 0 "OK"

19 43.55 491.15 1.43 0.09 "OK"

Check Deflections

11.1. Calculate initial deflec tion

Chamber due to initial prestress only

Imid Ix15

pi5 P i emid L

2

48 Eci Imid pi 3.15 mm (upward)

Self weight deflection

bs5

384

wbe am L4

Eci Imid bs 4.68mm (downward)

Long term deflect ion by PCI Multipliers

1 1.85bs 1.8pi 1 2.98mm (downward)

Allowable deflection L

25007.6mm OK !

So, the total of longterm deflection :

2 2.45pi 2.7 bs 2 4.91mm (downward)

So, total deflection

tot 2 1 tot 1.93mm (downward )

L

25007.6mm OK !

Allowable deflection

Page 25: Track Monorail Guide Way Beam

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Check Deflections

11.1. Calculate initial deflec tion

Chamber due to initial prestress only

Imid Ix15

pi5 P i emid L

2

48 Eci Imid pi 3.15 mm (upward)

Self weight deflection

bs5

384

wbe am L4

Eci Imid bs 4.68mm (downward)

Long term deflect ion by PCI Multipliers

1 1.85bs 1.8pi 1 2.98mm (downward)

Allowable deflection L

25007.6mm OK !

So, the total of longterm deflection :

2 2.45pi 2.7 bs 2 4.91mm (downward)

So, total deflection

tot 2 1 tot 1.93mm (downward )

L

25007.6mm OK !

Allowable deflection

1.3 Continous Girder

Allowable Stress in Girder : (SNI 2847 2002)

fci2 0.6 f'ci fci2 27 MP a

fti2 0.25 f'ci MP a fti2 1.68MP a (reg ion other then support)

ftip2 0.5 f'ci MP a ftip2 3.35MP a (support reg ion)

fc2 0.6 f'c fc2 30 MP a (due to prestress + total load)

ft2 0.5 f'c MP a ft2 3.54MP a (tension stress limit)

Internal Force

Distance

m

MuLL MLL Tegangan Tegangan phi*Mn MuDL/ton.m MDL/ton.m

phi*Mn-

MuDL

Moment

+

Moment

+

Serat

Atas

Serat

Bawah

0 246.3 113.6 -0.95 -0.95 491.15 0.00 0.00 491.15

3.333 295.85 136.0442 -2.05 0.14 595.09 133.5387432 95.384817 461.55

6.667 343.538 145.533 -2.50 0.59 633.89 213.8384439 152.74175 420.05

10 389.2 142 -2.65 0.74 646.61 240.56 171.83 406.05

13.333 309.746 102.9724 -2.50 0.59 633.89 213.8865299 152.77609 420.00

16.667 261.432 88.2343 -2.06 0.15 595.09 133.6349946 95.453568 461.45

20 244.5 97.9 -0.95 -0.95 491.15 0.00 0.00 491.15

MuLLmax sp 246.3ton m MLLmax sp 113.6ton m bot_stress15

0.74

MuLLmax mid 389.2ton m MLLmax mid 142 ton m

Page 26: Track Monorail Guide Way Beam

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II. a) Estimate number of Required Strands

fpe ff2 0.75fpi fpe ff2 962.55MP a Total loss = long term losses +1.5 x friction losses

jacking from both side >> L = 50 m

IN M IDSPAN

Estimated based on stress condition in bottom fiber

bottom fiber stress : bot_stre ss15

MP a 0.74MP a tension( )

P eff3 1 ton e2mid 350mm

Given

P eff3

Amid

P eff3e2mid

Sbm id

MLLmaxmid

Sbm id

ft bot_stre ss15

MP a=

P f3 Find P eff3( ) P f3 28.8ton

Estimated based on ultimate streng th of the section

h amid h 1.8m

Aps 0.95 fpu 0.9h MuLLma xmid b 0.8

ApsMuLLma xmid

b 0.9h 0.95fpu Aps 1667mm

2

P f4 Aps fpe ff2P f4 163.6ton

Effective prestressing force

P f_cont1 ma x P f3 P f4( )( )P f_cont1 163.59ton

Aps_cont1P f_cont1

fpe ff2

Aps_cont1 1667mm

2

Determine the number of strands used

nstrand_cont1Aps_cont1

Aps1

nstrand_cont1 16.89

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IN SUPPORT

Estimated based on stress condition in top fiber

top fiber stress : top_stre ss0

MP a 0.95 MP a compre ssion( )

Asp A 0 Asp 1.44m2

MLLmaxsp 113.6ton m

Sbsp Sb0

Sbsp 433L

P eff5 1 ton e2sp 700mm

Given

P eff5

Asp

P eff5e2sp

Sbsp

MLLmaxsp

Sbsp

ft top_stre ss0

MP a= amid 1.8m

P f5 Find P eff5( ) P f5 84.6 ton

Estimated based on ultimate streng th of the section

h amid h 1.8m

Aps 0.95 fpu 0.9h MuLLma xsp b 0.8

ApsMuLLma xsp

b 0.9h 0.95fpu Aps 1055mm

2

P f6 Aps fpe ff2P f6 103.5ton

Effective prestressing force

P f_cont2 ma x P f5 P f6( )( )P f_cont2 103.53ton

Aps_cont2P f_cont2

fpe ff2

Aps_cont2 1055mm2

Determine the number of strands used

nstrand_cont2Aps_cont2

Aps1

nstrand_cont2 10.69

Number of Strands

nstrand_cont ma x nstrand_cont1nstrand_cont2 nstrand_cont 16.89

Use nstrand_cont 20 2 x 10 D5"

Total area of stress Aps_cont nstrand_contAps1 Aps_cont 1974mm2

Initial Stress fpi 0.65fpu fpi 1209MP a

Prestressing Forces P i2 fpi Aps_cont P i2 243.362ton

Jacking Forces P j2 fpj Aps_cont P j2 280.802ton

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6) Prestress Losses

Losses for 8 strands

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Design Variables

nc 0 1 6

Strand area at any section Aps_cont 1974mm2

Initial Strand force Fi2nc

Aps_contfpi fpi 1074.46MP a

Final Strand force Ff2nc

fpe ff2Aps_cont

fti fti2 fti 1.68MP a

fci fci2 fci 27000000 P a

Stress at Initial Conditions (w/o LL)

top2_inc

top_stre ss2nc

MP a

Fi2nc

A2nc

Fi2nc

ec c2nc

mm

St2nc

Initial stress in top

Initial stress in bottom bot2_inc

bot_stre ss2nc

MP a

Fi2nc

A2nc

Fi2nc

ec c2nc

mm

Sb2nc

Pass fail condition check2_inc 0

xcnc

check2_inc 3

"top fail" top2_inc

0 top2_inc

ftiif

"top fail" top2_inc

0 top2_inc

fciif

"top OK" othe rwise

othe rwise

check2_inc 6

"bot fail" bot2_inc

0 bot2_inc

fciif

"bot fail" bot2_inc

0 bot2_inc

ftiif

"bot OK" othe rwise

othe rwise

check2_inc 1

top2_inc

MP a check2_i

nc 4

bot2_inc

MP a

check2_inc 2

fti

MP atop2_i

nc0MP aif

fci

MP aothe rwise

check2_inc 5

fti

MP abot2_i

nc0MP aif

fci

MP aothe rwise

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column 0 = span point

column 1 = top stress

column 2 = top allowable

column 3 = top check

column 4 = bottom stress

column 5 = bottom allowable

column 6 = bottom check

check2_i

0 1 2 3 4 5 6

0

1

2

3

4

5

6

0 -5.86 -27 "top OK" 1.01 1.68 "bot OK"

3.33 -4.09 -27 "top OK" -0.76 -27 "bot OK"

6.67 -2.83 -27 "top OK" -2.03 -27 "bot OK"

10 -2.4 -27 "top OK" -2.45 -27 "bot OK"

13.33 -2.83 -27 "top OK" -2.03 -27 "bot OK"

16.67 -4.1 -27 "top OK" -0.75 -27 "bot OK"

20 -5.86 -27 "top OK" 1.01 1.68 "bot OK"

ftifti2

MP a fci

fci2

MP a top2_stress

nccheck2_i

nc 1 bot2_stress

nccheck2_i

nc 4

0 5 10 15 2030

20

10

0

10

Initial Stress

top2_stressnc

fti

bot2_stressnc

fci

xcnc

Positive moment envelope at Service

ftft2

MP a fc

fc2

MP a

Final stress top SI2_ptnc

top_stre ss2nc

MP a

Ff2nc

A2nc

Ff2nc

ec c2nc

mm

St2nc

MLL2nc

ton m

St2nc

Final stress in bottom SI2_pbnc

bot_stre ss2nc

MP a

Ff2nc

A2nc

Ff2nc

ec c2nc

mm

Sb2nc

MLL2nc

ton m

Sb2nc

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Positive moment envelope at Service

ftft2

MP a fc

fc2

MP a

Final stress top SI2_ptnc

top_stre ss2nc

MP a

Ff2nc

A2nc

Ff2nc

ec c2nc

mm

St2nc

MLL2nc

ton m

St2nc

Final stress in bottom SI2_pbnc

bot_stre ss2nc

MP a

Ff2nc

A2nc

Ff2nc

ec c2nc

mm

Sb2nc

MLL2nc

ton m

Sb2nc

Pass fail condition

check2_fnc 0

xcnc

check2_fnc 3

"top fail see SIII" SI2_ptnc

0MP a

SI2_ptnc

ft MP aif

"top fail" SI2_ptnc

0MP a SI2_ptnc

fc MP aif

"top OK" othe rwise

othe rwise

check2_fnc 6

"bot fail see SIII" SI2_pbnc

0MP a

SI2_ptnc

fc MP aif

"bot fail" SI2_pbnc

0 SI2_pbnc

ft MP aif

"bot OK" othe rwise

othe rwise

check2_fnc 1

SI2_ptnc

MP a check2_f

nc 4

SI2_pbnc

MP a

check2_fnc 2

ft SI2_ptnc

0MP aif

fc othe rwise

check2_fnc 5

ft SI2_pbnc

0MP aif

fc othe rwise

column 0 = span pointcolumn 1 = top stresscolumn 2 = top a llowablecolumn 3 = top c hec kcolumn 4 = bottom stre sscolumn 5 = bottom allowablecolumn 6 = bottom che ck

check2_f

0 1 2 3 4 5 6

0

1

2

3

4

5

6

0 -7.93 -30 "top OK" 3.38 3.54 "bot OK"

3.33 -6.97 -30 "top OK" 2.42 3.54 "bot OK"

6.67 -6.1 -30 "top OK" 1.55 3.54 "bot OK"

10 -5.65 -30 "top OK" 1.1 3.54 "bot OK"

13.33 -5.13 -30 "top OK" 0.58 3.54 "bot OK"

16.67 -5.89 -30 "top OK" 1.34 3.54 "bot OK"

20 -7.58 -30 "top OK" 3.03 3.54 "bot OK"

top_stre ss2nc

check2_fnc 1

bot_stre ss2nc

check2_fnc 4

0 5 10 15 2030

20

10

0

10

Final Stress

top_stre ss2nc

ft

bot_stre ss2nc

fc

xcnc

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column 0 = span pointcolumn 1 = top stresscolumn 2 = top a llowablecolumn 3 = top c hec kcolumn 4 = bottom stre sscolumn 5 = bottom allowablecolumn 6 = bottom che ck

check2_f

0 1 2 3 4 5 6

0

1

2

3

4

5

6

0 -7.93 -30 "top OK" 3.38 3.54 "bot OK"

3.33 -6.97 -30 "top OK" 2.42 3.54 "bot OK"

6.67 -6.1 -30 "top OK" 1.55 3.54 "bot OK"

10 -5.65 -30 "top OK" 1.1 3.54 "bot OK"

13.33 -5.13 -30 "top OK" 0.58 3.54 "bot OK"

16.67 -5.89 -30 "top OK" 1.34 3.54 "bot OK"

20 -7.58 -30 "top OK" 3.03 3.54 "bot OK"

top_stre ss2nc

check2_fnc 1

bot_stre ss2nc

check2_fnc 4

0 5 10 15 2030

20

10

0

10

Final Stress

top_stre ss2nc

ft

bot_stre ss2nc

fc

xcnc

Flexural Strength - LRFD 5.7.3.1.1 stress in prestressing tendons

1 0.85 f'c 30 MP aif

0.65 f'c 55 MP aif

0.850.05

7MP af'c 30MP a

30 MP a f'c 55 MP aif

f'c 50 MP a

1 0.71

Non-prestressing bars :

fy 400MP a d' 5cm

db 25mm As1 0.25 db2

nbar2t 18 Ast2nc

nbar2t As1 tension( )

nbar2c 10 Asc2nc

nbar2c As1 negleted comp.bars in

calculation

d2nc

H_c ontnc

m 88mm

dp_contnc

Strand_c ontnc

mm

t2nc

Ast2nc

b d2nc

c2nc

Asc2nc

b d' c

2mp0.08

t2nc

t2nc

fy

f'c

c2nc

c2nc

fy

f'c

Prestressing tendons :

p 0.28 Low Relaxation strand

Aps_cont 1974mm2

b 0.8m

p2nc

Aps_cont

b dp_contnc

fpu 1860MP a f'c 50 MP a

fps2nc

fpu 1p

1

p2nc

fpu

f'c

d2nc

dp_contnc

t2nc

c2nc

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Flexural Strength - LRFD 5.7.3.1.1 stress in prestressing tendons

1 0.85 f'c 30 MP aif

0.65 f'c 55 MP aif

0.850.05

7MP af'c 30MP a

30 MP a f'c 55 MP aif

f'c 50 MP a

1 0.71

Non-prestressing bars :

fy 400MP a d' 5cm

db 25mm As1 0.25 db2

nbar2t 18 Ast2nc

nbar2t As1 tension( )

nbar2c 10 Asc2nc

nbar2c As1 negleted comp.bars in

calculation

d2nc

H_c ontnc

m 88mm

dp_contnc

Strand_c ontnc

mm

t2nc

Ast2nc

b d2nc

c2nc

Asc2nc

b d' c

2mp0.08

t2nc

t2nc

fy

f'c

c2nc

c2nc

fy

f'c

Prestressing tendons :

p 0.28 Low Relaxation strand

Aps_cont 1974mm2

b 0.8m

p2nc

Aps_cont

b dp_contnc

fpu 1860MP a f'c 50 MP a

fps2nc

fpu 1p

1

p2nc

fpu

f'c

d2nc

dp_contnc

t2nc

c2nc

W idth of concrete stress is determined below :

Tps2nc

fps2nc

Aps_cont Ast2nc

fy

To ensure that the bar will be yield, so code restricts :

p2nc

p2nc

fps2nc

f'c

check_yield2nc

"yield" p2nc

d2nc

dp_contnc

t2nc

c2nc

0.361if

"not yield" othe rwise

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Depth of compressiv e stress block :

a2nc

Aps_contfps2nc

Ast2nc

fy

0.85f'c 1 b

Flexural Strength : 0.8

Mn2nc

Aps fps2nc

dp_contnc

a2nc

2

Ast2nc

fy d2nc

a2nc

2

Check pass or fail condition check_m2nc

"OK" Mn2nc

MuLL2nc

ton mif

"FAIL" othe rwise

Prepare for output display

disp_fnc 0

xcnc

disp_fnc 3

check_yield2nc

disp_fnc 6

check_m2nc

disp_fnc 1

Aps_cont

mm2

disp_fnc 4

MLL2nc

disp_fnc 2

dp_contnc

mm disp_f

nc 5

Mn2nc

ton m

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Pass fail condition

check3_fnc 0

xcnc

check3_fnc 3

"top fail see SIII" SI_ntnc

0MP a

SI_ntnc

ft MP aif

"top fail" SI_ntnc

0MP a SI_ntnc

fc MP aif

"top OK" othe rwise

othe rwise

check3_fnc 6

"bot fail see SIII" SI_nbnc

0MP a

SI_ntnc

fc MP aif

"bot fail" SI_nbnc

0 SI_nbnc

ft MP aif

"bot OK" othe rwise

othe rwise

check3_fnc 1

SI_ntnc

MP a check3_f

nc 4

SI_nbnc

MP a

check3_fnc 2

ft SI_ntnc

0MP aif

fc othe rwise

check3_fnc 5

ft SI_nbnc

0MP aif

fc othe rwise

column 0 = span pointcolumn 1 = top stresscolumn 2 = top a llowablecolumn 3 = top c hec kcolumn 4 = bottom stre sscolumn 5 = bottom allowablecolumn 6 = bottom che ck

check3_f

0 1 2 3 4 5 6

0

1

2

3

4

5

6

0 -7.94 -30 "top OK" 0.75 3.54 "bot OK"

3.33 -6.6 -30 "top OK" -0.58 -30 "bot OK"

6.67 -5.38 -30 "top OK" -1.81 -30 "bot OK"

10 -4.59 -30 "top OK" -2.6 -30 "bot OK"

13.33 -4.12 -30 "top OK" -3.06 -30 "bot OK"

16.67 -5.3 -30 "top OK" -1.89 -30 "bot OK"

20 -7.77 -30 "top OK" 0.59 3.54 "bot OK"

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top_stre ss3nc

check3_fnc 1

bot_stre ss3nc

check3_fnc 4

0 5 10 15 2030

20

10

0

10

Final Stress

top_stre ss3nc

ft

bot_stre ss3nc

fc

xcnc

Check Deflections TENDON IIP i2 2386566N

11.1. Calculate initial deflec tion

Chamber due to initial prestress only

Imid Ix15

pi25 P i2 e2mid L

2

48 Eci Imid pi2 2.83 mm (upward)

ME

wca ble 0.1ton

m

bs25

384

wca bleL4

Eci Imid

bs2 0.17mm (downward)

Live Load deflection

LL5

48

MLLmaxmid L2

Eci Imid LL 4.72mm (downward)

Long term deflect ion by PCI Multipliers

1c ont 1.85 bs( ) 1.8 pi pi2( ) 1c ont 0.81 mm (upward)

Allowable deflection L

25008 mm OK !

So, the total of longterm deflection :

2c ont 2.45 pi pi2( ) 2.7 bs( ) 3 bs2 LL 2c ont 5.16mm (downward)

2c ont' 2.45 pi pi2( ) 2.7 bs( ) 3 bs2 2c ont' 0.44mm (downward)

So, total deflection

tot 2c ont 1c ont tot 5.97mm(downward)

Allowable deflection L

25008 mm OK !

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Check Deflections TENDON IIP i2 2386566N

11.1. Calculate initial deflec tion

Chamber due to initial prestress only

Imid Ix15

pi25 P i2 e2mid L

2

48 Eci Imid pi2 2.83 mm (upward)

ME

wca ble 0.1ton

m

bs25

384

wca bleL4

Eci Imid

bs2 0.17mm (downward)

Live Load deflection

LL5

48

MLLmaxmid L2

Eci Imid LL 4.72mm (downward)

Long term deflect ion by PCI Multipliers

1c ont 1.85 bs( ) 1.8 pi pi2( ) 1c ont 0.81 mm (upward)

Allowable deflection L

25008 mm OK !

So, the total of longterm deflection :

2c ont 2.45 pi pi2( ) 2.7 bs( ) 3 bs2 LL 2c ont 5.16mm (downward)

2c ont' 2.45 pi pi2( ) 2.7 bs( ) 3 bs2 2c ont' 0.44mm (downward)

So, total deflection

tot 2c ont 1c ont tot 5.97mm(downward)

Allowable deflection L

25008 mm OK !

1.4 Daerah Pengangkuran

XIV. DESIGN ANCHORAGE ZONE

SIM PLE BEAM

Pl ate of an ch orage TIDAKUSAH( )

T he number of plate nt 2

W idt h of plate a' ' 215 mm

Diameter hole Dlub 86mm

Net area of plate Aanet a' '2

0.25 Dlub2

Aanet 40416.195mm2

Out er side b 800mm

sp_angkur 1400 600 mm sp_angkur 0.8m > a' ' 215 mm OK!

sa sp_angkur b sp_angkurif

b othe rwise

sa 800 mm

Out er area A2 sa b A2 640000mm2

Inner area A1 a' ' a' ' A1 46225mm2

Re inforce me n t of Gl obal Anchorage Zone s

0.85 LF 1.2

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T he number of tendon in 1 plate Np1nstrand_simple

2 Np1 7

P p1 Np1 Aps1 0.75 fpu LF P p1 117.94ton

End Bearing St ress fci fci MP a fci 27 MP a

EBSP p1

Aanet

A2

A1 if > 2, take 2 3.72

2 2if

othe rwise

2

EBS 28.62MP a < 0.7 fci 32.13MP a OK

< 2.25 fci 51.64MP a

check1 "OK" EBS 0.7 fci EBS 2.25 fciif

"FAIL" othe rwise

check1 "OK"

Psu/2

Psu/2

Psu/2

T burst

dburst

D

B

A

C

e =

300

mm

a = 300 mm

Psu/2

150

450

366.67 mm

661.11 mm

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at Mid Span

Psu1 LF nstrand_simple Aps1 0.75 fpuPsu1 235.87ton

Psu2 0.96nstrand_simple Aps1 fpuPsu2 251.6ton

Psu.mid min Psu1 Psu2 Psu.mid 235.87ton

a' 215mm h' 1800mm

e' 300mm

dburst 0.5 h' 2 e' dburst 600 mm

Tburst.mid 0.25Psu.mid 1a'

h'

Tburst.mid 51.93ton

PCD Tburst.mid PCD 51.93ton

PEF

Psu.mid

2

200 165 400

PEF 10.32ton

Transve rsal Re inforce m e nt

T he burst ing zone reinforcementS 0.85

fy 400MP a

Asmid

Tburst.mid

S fy Asmid 1497.678mm

2

Used closed ties reinfo rcement with diameterdt 13mm

Atr1 0.25 dt2

Atr1 132.732mm2

N1mid ce ilAsmid

2 Atr1

N1mid 6 used 6D13

spasi tulang an daerah ang kur, sh

N1mid 1 s 360 mm

jadi untuk brusting zone, reinforcement butuh 6 D13-360mm

T he spalling zone force reinforcement is provided t o resist tensile force 0.02Psu.mid 4.72ton

use reinforcement diameter dt 13mm

Atr2 0.25 dt2

Atr2 132.73mm2

N2mid ce il0.02Psu.mid

Atr20.5 fy

N2mid 2 used 2D13

spasi tulang an daerah ang kur

(vertikal),

s1b

N2mid 1 s1 800 mm

jadi untuk spalling zone, reinforcement butuh 2 D13-800mm

spasi tulang an daerah ang kur

(horizontal),

s2h

N2mid 1 s2 1800mm

jadi untuk spalling zone, reinforcement butuh 2 D13-1800mm

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Transve rsal Re inforce m e nt

T he burst ing zone reinforcementS 0.85

fy 400MP a

Asmid

Tburst.mid

S fy Asmid 1497.678mm

2

Used closed ties reinfo rcement with diameterdt 13mm

Atr1 0.25 dt2

Atr1 132.732mm2

N1mid ce ilAsmid

2 Atr1

N1mid 6 used 6D13

spasi tulang an daerah ang kur, sh

N1mid 1 s 360 mm

jadi untuk brusting zone, reinforcement butuh 6 D13-360mm

T he spalling zone force reinforcement is provided t o resist tensile force 0.02Psu.mid 4.72ton

use reinforcement diameter dt 13mm

Atr2 0.25 dt2

Atr2 132.73mm2

N2mid ce il0.02Psu.mid

Atr20.5 fy

N2mid 2 used 2D13

spasi tulang an daerah ang kur

(vertikal),

s1b

N2mid 1 s1 800 mm

jadi untuk spalling zone, reinforcement butuh 2 D13-800mm

spasi tulang an daerah ang kur

(horizontal),

s2h

N2mid 1 s2 1800mm

jadi untuk spalling zone, reinforcement butuh 2 D13-1800mm

1.6 Desain Tulangan Tarik dan Tekan

b 800mm p 0.28 low relaxation tendon

h 1800mm esp 700mm D 25mm

f'c 50MPa emid 350mm 0.8

fy 400MPa espext 250mm nstrand 20

sbeton 50mmfpu 1860MPa strand 0.5in

ycgch

2900 mm

1 0.85 0.008f'c

MPa30

0.69

Astrand 98.7mm2

As 0.25 D2

490.874 mm2

Aps nstrand Astrand 1974 mm2

AT SUPPORT

nsbot 10

nstop 8

MuLLpos_sp 2423kN m

MuLLneg_sp 5875kN m

'

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PERHITUNGAN GUIDE WAY BEAM APMS BANDARA

SOEKARNO - HATTA

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NO. DOKUMEN : 02

TANGGAL 13 Mei 2014

REVISI 0

PT. ADHI KARYA (PERSERO) tbk Hal. 42 of 47

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PERHITUNGAN GUIDE WAY BEAM APMS BANDARA

SOEKARNO - HATTA

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NO. DOKUMEN : 02

TANGGAL 13 Mei 2014

REVISI 0

PT. ADHI KARYA (PERSERO) tbk Hal. 43 of 47

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PERHITUNGAN GUIDE WAY BEAM APMS BANDARA

SOEKARNO - HATTA

NO. PEKERJAAN : _________

NO. DOKUMEN : 02

TANGGAL 13 Mei 2014

REVISI 0

PT. ADHI KARYA (PERSERO) tbk Hal. 44 of 47

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PERHITUNGAN GUIDE WAY BEAM APMS BANDARA

SOEKARNO - HATTA

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NO. DOKUMEN : 02

TANGGAL 13 Mei 2014

REVISI 0

PT. ADHI KARYA (PERSERO) tbk Hal. 45 of 47

nsbot 10

nstop 8

MuLLpos_supext 3855 kN m

MuLLneg_supext 1119kN m

espext 0.25m

AT SUPPORT EXTERIOR

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PERHITUNGAN GUIDE WAY BEAM APMS BANDARA

SOEKARNO - HATTA

NO. PEKERJAAN : _________

NO. DOKUMEN : 02

TANGGAL 13 Mei 2014

REVISI 0

PT. ADHI KARYA (PERSERO) tbk Hal. 46 of 47

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PERHITUNGAN GUIDE WAY BEAM APMS BANDARA

SOEKARNO - HATTA

NO. PEKERJAAN : _________

NO. DOKUMEN : 02

TANGGAL 13 Mei 2014

REVISI 0

PT. ADHI KARYA (PERSERO) tbk Hal. 47 of 47

Berdasarkan perhitungan dan analisa yang telah dilakukan di atas maka kebutuhan strand dan tulangan dapat

ditabelkan seperti tabel di bawah ;

Strand Tul. Tekan Tul. Tarik Sengkang

Span Tendon Cont. Tendon

2 x 7 Strand

D12.7 mm

2 x 10 Strand

D12.7 mm

8 D 25 10 D 25 D13-100 & D13-

150

Untuk detail penulangan dapat dilihat pada gambar detail penulangan Guide Way Beam.