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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
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. 2 of 47
LEMBAR KONTROL
NO. REV TANGGAL DESKRIPSI
0 13/05/2014 Issued for Information
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. 3 of 47
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
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. 4 of 47
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( )
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. 5 of 47
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
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. 6 of 47
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
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. 7 of 47
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
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. 8 of 47
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%)
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. 9 of 47
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
PERHITUNGAN GUIDE WAY BEAM APMS BANDARA
SOEKARNO - HATTA
NO. PEKERJAAN : _________
NO. DOKUMEN : 02
TANGGAL 13 Mei 2014
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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%
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. 11 of 47
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
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. 12 of 47
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
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. 13 of 47
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
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. 14 of 47
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%
PERHITUNGAN GUIDE WAY BEAM APMS BANDARA
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NO. PEKERJAAN : _________
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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%
PERHITUNGAN GUIDE WAY BEAM APMS BANDARA
SOEKARNO - HATTA
NO. PEKERJAAN : _________
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TANGGAL 13 Mei 2014
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PT. ADHI KARYA (PERSERO) tbk Hal. 16 of 47
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
PERHITUNGAN GUIDE WAY BEAM APMS BANDARA
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NO. PEKERJAAN : _________
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TANGGAL 13 Mei 2014
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PT. ADHI KARYA (PERSERO) tbk Hal. 17 of 47
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
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. 18 of 47
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
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. 19 of 47
0 5 10 15 2030
20
10
0
10
Final Stress
top_stressns
ft
bot_stressns
fc
x_1ns
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. 20 of 47
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
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. 21 of 47
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
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. 22 of 47
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
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. 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"
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. 24 of 47
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
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. 25 of 47
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
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. 26 of 47
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
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. 27 of 47
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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PERHITUNGAN GUIDE WAY BEAM APMS BANDARA
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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"
PERHITUNGAN GUIDE WAY BEAM APMS BANDARA
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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
PERHITUNGAN GUIDE WAY BEAM APMS BANDARA
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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
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TANGGAL 13 Mei 2014
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PT. ADHI KARYA (PERSERO) tbk Hal. 43 of 47
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
PERHITUNGAN GUIDE WAY BEAM APMS BANDARA
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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
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TANGGAL 13 Mei 2014
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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.