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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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
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
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. 28 of 47
6) Prestress Losses
Losses for 8 strands
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. 29 of 47
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
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. 30 of 47
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
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. 31 of 47
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
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. 32 of 47
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
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. 33 of 47
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
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. 34 of 47
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
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. 35 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. 36 of 47
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
SOEKARNO - HATTA
NO. PEKERJAAN : _________
NO. DOKUMEN : 02
TANGGAL 13 Mei 2014
REVISI 0
PT. ADHI KARYA (PERSERO) tbk Hal. 37 of 47
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)