jembatan aziz
DESCRIPTION
Jembatan AzizTRANSCRIPT
Mu = 80,000,000 Nmmfy = 240 Mpafc' = 30 Mpab = 200 mmh = 600 mmd' = 30 mmd = 570 mm
m = 9.41
Rn = 1.54
= 0.0066183597
h = 200
As = 754.494.00 16
= 804.25
a = 37.85 mm
= 85,094,791 > 80,000,000 NmmOK
mm²
Asbaru mm²
�
∅
∅.��
h = 600
aCc = 0.85 Fc'.a.b
Mn = As fy.(d-a/2)
Ts = As. fy
P = 10 TL = 1.8 m
Mu = 4.5 Tmm= 45,000,000.00 Nmm
1.6 Mu = 72,000,000.00 Nmmfy = 240 Mpafc' = 15 Mpa
200
m = 18.82b = 1000 mmh = 200 mmd' = 30 mmd = 170 mm
=
=
Rn = 3.1141868512
= 0.0151304062
As = 2572.1690620879As(coba) = 2820
a = 53.0823529412
Mn = 97,092,931.76 Nmm= 82,528,992.00 > 72,000,000.00 Nmm= ok
∅ 19 -100
Asbagi
As(terpasang)
mm²mm²
�
∅.��
=====================================
=============================================
=============================================
=============================================
============================
∅ 19 -100
b= 1000
∅ 8 -125L= 1800
400
400
mm²
mm²
Mu = 180 KNmMu = 180,000,000 Nmmfy = 400 Mpafc' = 25 Mpab = 200 mmh = 600 mmd' = 40 mmd = 560 mmAs1 = 500
a = 47.0588235 mm
= 85,835,294 Nmm
Mn2(perlu) = 117,705,882 Nmm
As2 = As' = 565.894Astotal= As1+As2 = 1065.894jadi pakai 4 D 19
As2 = As' 565.894jadi pakai 2 D 19
mm²
mm²mm²
mm²
∅ 1.��
As'=
Cc=
a
h= 600 mm
d-a/2
Ts1=b= 200 mm As1=
Mn1=
565.894
0.85.fc'.a.b
Mn1
As1.Fy500
121,683,863 Nmm
191,705,454 >ok
mm²
mm²
∅ total=.��
As'= 565.894Cs= As'.fy
d-d' Mn2
Ts2= As2.FyAs2= 565.894Mn2= 117,947,955 Nmm
180,000,000 Nmm
mm²
mm²
L = 6 mMu = 300000000 Nmmfy = 400 Mpafc' = 15 Mpa hf= 120bw = 200 mmh = 600 mmhf = 120 mmd' = 40 mmd = 560 mmAs = 2000 mm
1/4 . L = 1500 mmbw + 16.hf = 2120 mm = 1500 mm
jb = 2000 mma = 41.83 mm
Cc > Ts, hf > a, pelat tidak perlu semuanya tertekan, termasuk balok T persegi!
= 345,014,379 Nmm > 300,000,000 Nmm
5 D 25
bef
∅.��
Cc-awal= 0.85.fc'.hf.befbef= 1500 = 2,295,000 N
41.83
Cc-baru= 800,000 N
bw= 200 Ts= As.fy= 800,000 N
L = 6 mMu = 500,000,000 Nmmfy = 400 Mpafc' = 15 Mpa
hf=bw = 300 mmh = 500 mmhf = 120 mmd' = 40 mmd = 460 mmAs = 4000 mm
1/4 . L = 1500 mmbw + 16.hf = 2220 mm = 750
jb = 750 mmCc1 = 1147500 NmmCc2 = 452500 Nmm 1600000
a = 238.30 mm > 120Ts > Cc, a > hf, sehingga balok tekan masuk dibawah pelat, jadi termasuk balok T murni!
= 586,084,477 Nmm > 500,000,000 ok
5 D 32
befbef
∅.��
Cc-1= 0.85.fc'.hf.befbef= 750 = 1,147,500
120238.30
Cc-2==
mmbw= 300 Ts= As.fy
= 1,600,000
mmTs > Cc, a > hf, sehingga balok tekan masuk dibawah pelat, jadi termasuk balok T murni!
Nmm
N
0.85.fc'.(a-hf).bw 452,500 N
N
= 3728 Kg/mL = 8 m
= 14912 kg= 149120 N L= 8
fy = 240 Mpafc' = 15 Mpab = 200 mmh = 500 mmd' = 40 mmd = 460 mm
∅.�� = 35631.45 N∅ 8 - 50
= 189147.6 N∅ tul = 8 mm
= 100.531
b= 200
s = 58.67703 mm
pakai tulangan∅ 8 - 50
h= 500
qult
Vu
Vs(perlu)
Av mm2
∅ =0,6. 1/6.√ ^.�� (��′ ).�.�
�_ ))= −(�(����� (�_� ∅.)/∅�_�
�= )/(�_�.�_�.�(∅ _ )) ).� (�(�����
m
∅ 8 - 100
mm
∅ 8 - 50
Mu 70 tm 700,000,000 NmmPu = 50 t 500,000 Ne = 1400 mm
fy = 400 Mpafc' = 30 Mpab = 800 mm
h = 800 mm
d' = 40 mmd = 760 mm
As = 3000
As' = 1500m = 15.6862745098� = 0.0049342105
1� = 0.85Cb = 456 mmab = 387.6 mm
′�� = 0.0027368421fs' = 547.368421053 fs'=fy = 400 Mpa
Cc = 7,907,040 NCs = 600,000 N = 7,307,040 NTs = 1,200,000 N ∅.Pn
4,749,576 N >hancur tarik
Pn =
Pn = 846,439.7 N= 550,185.8 N > 500,000 N
OK
Jadi penulangan pakai 5 D 29
5 D
ab
mm2
mm2
φ.Pn
Pn
Pnb
0.003Cs = As . fs'
Cc =
Ts = As . fy
500,000.00 Nhancur tarik
5 D 29
29
εcu
=
0.85. fc'.ab.b
εs'
εs
Cb
Mu 10 tm 100,000,000 NmmPu = 120 t 1,200,000 Ne = 83.333 mm
fy = 400 Mpafc' = 25 Mpab = 400 mm
h = 400 mm
d' = 40 mmd = 360 mm
As = 2000
As' = 1500
1� = 0.85Cb = 216 mmab = 183.6 mm
′�� = 0.00244fs' = 488.889 fs'=fy = 400 Mpa
Cc = 1,560,600 NCs = 600,000 N = 1,360,600 NTs = 800,000 N ∅.Pn
884,390 N <hancur tekan
Pn = 2,838,636.2 N= 1,845,113.6 N > 500,000 N
OK
Jadi penulangan pakai 4 D 29
8
ab
mm2
mm2
φ.Pn
Pn
Pnb
Cs = As . fs'
Cc =
Ts = As . fy
1,200,000.00 Nhancur tekan
D 29
εcu
=
0.85. fc'.ab.b
εs'
εs
0.003
Cb
data - datafc' 25 Mpa e 515.46391753fy 400 Mpa m 18.823529412Mu 45,000 kgm � 0.01235
450 kNm 324.00
450,000,000 Nmm 275.40 Pu 87,300 kgm fs' 488.88888889
873 kN fs' 400 873,000 N fs'=fy
0.85b� 0.027093750
Dimensi Kolom / Platb 450 mmh 600 mmd' 60 mmd 540 mm
4,937.84
Asmin = 1.4/fy.b.d 850.5 Pnb
Cs = As . fs'
Cc =
Ts = As . fy
Coba As1 = 2000
Coba As' = As2 = 50%.As1 = 1000
As(total) = 3000
Cc = 0,85 . fc' . ab . b = 2,633,513 NCs = As' . Fs' = 400,000 NTs = As . fy = 800,000 N
= 2,233,513 N
= 715,419,078.75 N
Cb
ab
β1
Asmax = 0,75 b.A.� eq mm2
mm2
ab
0.85. fc'.ab.b
mm2/m
mm2/m
mm2/m
Pnb = Cc + Cs - Ts
Mnb = Cc.(h/2-a/2)+Cs.(h/2-d')+Ts.(h/2 - d')
∑ M = 0
= 320.31 mme>eb, hancur tarik
= 2,233,512.50 >
Persamaan Pn untuk kasus hancurnya baja di daerah tarik :
Pu=
1,200,015 N >pakai
Mu (kNm) Pu (kN)1 450 8002 320 12003 200 70004 120 40005 450 50006 200 1200
koordinat (Mn, Pn) diagram interaksi
c ano d mm mm1 60 36.0 30.60 2 120 72.0 61.20 3 180 108.0 91.80 4 240 144.0 122.40 5 300 180.0 153.00 6 360 216.0 183.60 7 420 252.0 214.20 8 480 288.0 244.80 9 540 324.0 275.40
10 600 360.0 306.00 11 660 396.0 336.60 12 720 432.0 367.20 13 780 468.0 397.80 14 840 504.0 428.40 15 900 540.0 459.00 16 960 576.0 489.60
eb =
Pnb = (0,85 fc' . Ab . B +As' . Fs' - As . fY)
Pn =
17 1020 612.0 520.20 18 1080 648.0 550.80 19 1140 684.0 581.40 20 1200 720.0 612.00 21 1260 756.0 642.60 22 1320 792.0 673.20
22.47061 1348 808.9 687.60
- 100 200 300 400 500 600 700 800 -
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
8001200
7000
4000
5000
1200
Diagram Interaksi M - P
Mn
Pn
Tekan Murni
Hancur Tekan
Hancur Tarik
Lentur
e = eb
mm
mm
mmMpa > 400
0.003
Cb
εcu
=
εs'
εs
873,000 N Hancur Tarik !
873,000 N ok !8 D 22
e fc'= 25562.50 fy= 400266.67 b= 45028.57 h= 60030.00 1.0090.00
166.67
CcN kNm kN
292,613 371.31 (107.39) 585,225 445.66 185.23 877,838 511.06 477.84 1,170,450 567.50 770.45 1,463,063 614.99 1,063.06 1,755,675 653.53 1,355.68 2,048,288 683.11 1,648.29 2,340,900 703.74 1,940.90 2,633,513 715.42 2,233.51 2,926,125 718.14 2,526.13 3,218,738 711.91 2,818.74 3,511,350 696.72 3,111.35 3,803,963 672.58 3,403.96 4,096,575 639.49 3,696.58 4,389,188 597.44 3,989.19 4,681,800 546.44 4,281.80
=
Mn sampel Pn sampel
4,974,413 486.48 4,574.41 5,267,025 417.57 4,867.03 5,559,638 339.70 5,159.64 5,852,250 252.89 5,452.25 6,144,863 157.11 5,744.86 6,437,475 52.39 6,037.48 6,575,181 0.00 6,175.18
- 100 200 300 400 500 600 700 800 -
1,000
2,000
3,000
4,000
5,000
6,000
7,000
8,000
8001200
7000
4000
5000
1200
Diagram Interaksi M - P
Mn
Pn
Tekan Murni
Hancur Tekan
Hancur Tarik
Lentur
e = eb
Vu = 180 kN 180000 Na = 125 mm
= 250 mmh = 460 mmd' = 110 mmd = 350 mmf'c = 35 Mpafy = 400 Mpa
Menentukan Luas Tulangan Geser Friksi
= Vu = 300000 N
= 612500 > 300000 N
= 481250 > 300000 N
1
= 750
Menentukan Luas Tulangan lentur
= 0.2 . Vu= 36000 N
Mu =Mu = 26,460,000 Nmm
= 370.5882352941
Menentukan Luas Tulangan Tarik
=
= 150
Luas Tulangan Akhir, As
As =
= 650
bw
Vnperlu
0,2.F'c.bw.d
5,5.bw.d
hub. Konsol - Kolom Monolit, maka Avf mm2
Nuc
Vu.a + Nuc.(h-d)
Af mm2
An Nuc
. Fy
mm2
mm2
� =_�� 〖��〗 /_�����_ ). (� (� )�
� /_�=�_�( 〖∅ .�〗 _ ).(�(0,85 )).�� = + .(ℎ ))/_� (�_�.� �_�� −�( 〖∅ .�〗 _ ).(0,85 ))(� .�
2/3 _.�_��.��
2/3 �
�h
�s
As = Af + An
= 520.5882352941
=
= 306.25
= 650 3 D 19
Luas Tulangan Horisontal Pembagi, Ah
= 250 4 D 10
Luas Landasan, AlVu <
= 13186.81318681sisi = 114.8 mm
jadi luas perlu ialah= 115 mm x 115 mm
mm2
Asmin
mm2
Asterbesar mm2
mm2
.0.6.fc'.Af
mm2
�_ℎ= 1/2 ( �_�−�_�)
� /(_�=�_� ∅.0.6 ′).��
0.04. ��′/��.�.�
3 D 194 D 10
�
dℎ
Nu
Vu
Mu = 12.3 tm 123,000,000 NmmPu = 100 t 1,000,000 N
e = 123 mmfy = 400 Mpa
fc' = 25 Mpab = 1000 mmh = 400 mm h
d' = 40 mmd = 360 mm
As = 2530 b=
As' = 1265m = 18.82� = 0.0070277778
1� = 0.85Cb = 216 mmab = 183.6 mm
′�� = 0.00244fs' = 488.889 fs'=fy = 400 Mpa
Cc = 3,901,500 NCs = 506,000 N = 3,395,500 NTs = 1,012,000 N ∅.Pn
2,207,075 N >hancur tarik
Pn =
Pn = 5,690,940.4 N= 3,699,111.2 N > 1,000,000 N
OK
Jadi penulangan tarik pakaiD 22 - 150
Jadi penulangan tekan pakaiD 22 - 300
mm2
mm2
φ.Pn
Pn
Cc= 0.85.fc'.ab
1000 mm
1,000,000.00 Nhancur tarik
eb
Ts1 =As1.fy
Cs = As'.fy
Cc= 0.85.fc'.ab
Pnb
Ts2 =As2.fy
Mu 77.066 kNm 77,066,000 NmmPu = 13.744 N 2,748,800 Ne = 28.036 mmfy = 400 Mpafc' = 25 Mpab = 1000 mmh = 200 mmd' = 30 mmd = 170 mm
As = 5050
As' = 2525m = 18.8235294118� = 0.0297061� = 0.85
Cb = 102 mmab = 86.7 mm
′�� = 0.00212fs' = 423.5 fs'=fy = 400 Mpa
Cc = 1,842,375 NCs = 1,010,000 N = 832,375 NTs = 2,020,000 N ∅.Pn
541,044 N <hancur tekan
Pn = 4,279,900.2 N= 2,781,935.1 N > 2,748,800 N
OK
Jadi penulangan tarik pakaiD 22 - 75
Jadi penulangan tekan pakaiD 22 - 150
mm2
mm2
φ.Pn
Pn
2,748,800.00 N
DESIGN TIANG SANDARANno. 1116
Mu = 15.95 KNmMu = 15,950,000 Nmmfy = 400 Mpafc' = 30 Mpab = 150 mmh = 150 mmd' = 40 mmd = 110 mmAs1 = 100
a = 10.4575163 mm
= 3,352,680 Nmm
Mn2(perlu) = 15,746,650 Nmm
As2 = As' = 562.380Astotal= As1+As2 = 662.380jadi pakai 5 D 13
As2 = As' 562.380jadi pakai 5 D 13
mm²
mm²mm²
mm²
∅ 1.��
DESIGN TIANG SANDARANno. 1116
As'=
Cc=
a
h= 150 mm
d-a/2
Ts1=b= 150 mm As1=
Mn1=
150
5 D 13150
5 D 13
DESIGN TIANG SANDARANno. 1116
562.380
0.85.fc'.a.b
Mn1
As1.Fy100
- Nmm
14,866,016 <redesigne
mm²
mm²
∅ total=.��
As'= 562.380Cs= As'.fy
d-d' Mn2
Ts2= As2.FyAs2= 562.380Mn2= 18,582,521 Nmm
15,950,000 Nmm
mm²
mm²
DESIGN BALOK Tno. 750
L = 6 mMu = 1,656,511,000 Nmmfy = 400 Mpafc' = 30 Mpa hf= 120bw = 200 mmh = 1200 mmhf = 120 mmd' = 40 mmd = 1160 mmAs = 5000 mm
1/4 . L = 1500 mmbw + 16.hf = 2120 mm = 1500 mm
jb = 2000 mma = 52.29 mm
Cc > Ts, hf > a, pelat tidak perlu semuanya tertekan, termasuk balok T persegi!
= 1,814,169,935 Nmm > 1,656,511,000 NmmOK
7 D 32
bef
∅.��
DESIGN BALOK Tno. 750
Cc-awal= 0.85.fc'.hf.befbef= 1500 = 4,590,000 N
52.29
Cc-baru= 2,000,000 N
bw= 200 Ts= As.fy= 2,000,000 N
DESIGN PELAT LANTAI JEMBATANAKIBAT My no. 625
Muy = 1409.494 Kgm
Muy = 14,094,940.00 Nmmfy = 400 Mpafc' = 15 Mpa
200
m = 31.37b = 1000 mmh = 200 mmd' = 30 mmd = 170 mm
=
=
Rn = 0.6096427336
= 0.0015623984
As = 265.6077319877As(coba) = 392
a = 12.2980392157
Mn = 25,691,833.73 Nmm= 21,838,058.67 > 14,094,940.00 Nmm= ok
pakai tulanganD 10 -200
Asbagi
As(terpasang)
mm²mm²
�
∅.��
DESIGN PELAT LANTAI JEMBATANAKIBAT Mx no. 625
Mux = 1926.515 Kgm
Mux = 19,265,150.00 Nmmfy = 400 Mpafc' = 15 Mpa
200
m = 31.37b = 1000 mmh = 200 mmd' = 30 mmd = 170 mm
=
=
Rn = 0.8332677336
= 0.0021560905
As = 366.5353904513As(coba) = 392
a = 12.2980392157
Mn = 25,691,833.73 Nmm= 21,838,058.67 > 19,265,150.00 Nmm= ok
pakai tulangan
Asbagi
As(terpasang)
mm²mm²
�
∅.��
D 10 -200
DESIGN PELAT LANTAI JEMBATANAKIBAT My no. 625
D 10 -200
b= 1000
D 10 -200L= 0
400
400
mm²
mm²
DESIGN PELAT LANTAI JEMBATANAKIBAT Mx no. 625
D 10 -200
b= 1000
D 10 -200L= 0
400
400
mm²
mm²
PERENCANAAN PIPA PAGAR JEMBATANno. Elemen 1064
Batang Tekan JIS-3454
Pu = 240,300 Nfy = 240 Mpak = 0.7071L = 1000 mm
Profil = 101.6 101.6Letak titik berat = 50.8 mm
Properties profil
A = 1226.5
lx = 1200000r = 31.22 mm
= 0.2497142004< 0.25
ω = 1
0.25 < < 1.2
ω =
> 1.2
ω 1.25
yang dipakai kondisi adalahω = 1
=
= 250,201.47 N >Jadi profil tersebut di atas OK! memenuhi
mm2
mm4
λc
λc
λc
λc2
Nn
λ /(_�=�� ).√ )�.� (��/�
1.43/(1.6−0.67λ )_�
)(�_�.�_� /�
1
3
PERENCANAAN PIPA PAGAR JEMBATANno. Elemen 1064
101.6
4 4
101.6
240,300 NOK! memenuhi
1
2
3