Post on 23-Jan-2016
description
INPUT DATA ==>>
Type = PL2ly = 500 cm h = 120 mm fy = 240 Mpalx = 500 cm p = 20 mm fc' = 20 Mpa
ly==>> 1.00 ==>> 2 arah
lx
qu (lantai) = 896.800
25
PROSES DATA ==>>
Tinggi efektif arah xd = 87.5 mm
Momen lapanganxlx = 52.00 1.6 1.7
58 59Mlx = 1165.84 kg.m
xly = 36.00 1.6 1.736 36
Mly = 807.12 kg.m
Penulangan lapangan arah xMu = 1165.84 kg.mMn = 1457.30 kg.m ==>> 14573000.00 N.mmRn = 1.90 Mpam = 14.12r = 0.0084
0.0112 < ==>> 0.0058
As = 510.42n = 1.04 ≈ 2 buahs = 500 mm
25 - 500
kg/m²
Digunakan tulangan Æ
rperlu = rmin Digunakan rmin =
mm²
Jadi dipasang tulangan Æ
Penulangan lapangan arah yMu = 807.12 kg.mMn = 1008.90 kg.m ==>> 10089000.00 N.mmRn = 2.58 Mpam = 14.12r = 0.0117
0.0156 < ==>> 0.0058
As = 364.58n = 0.74 ≈ 1 buahs = 1000.00 ≈ 150 mm
25 - 150
Tulangan bagi/susutAsb = 216.00
n = 0.44 ≈ 1 buahs = 1000.00 ≈ 200 mm
25 - 200
rperlu = rmin Digunakan rmin =
mm²
Jadi dipasang tulangan Æ
mm²
Jadi dipasang tulangan Æ
INPUT DATA ==>> OUTPUT DATA ==>>
TABEL PERHITUNGAN MOMEN0.02080.0058
Type0.0058
PL20.04300.0323 TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH X
Type
PL2PROSES DATA ==>>
TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH YTinggi efektif arah y
d = 62.5 mmType
Momen tumpuan PL2xtx = 52.00 1.6 1.7
58 59 TABEL PERHITUNGAN TULANGAN LAPANGAN ARAH XMtx = 1165.84 kg.m
Typexty = 36.00 1.6 1.7
36 36 PL2Mty = 807.12 kg.m
TABEL PERHITUNGAN TULANGAN LAPANGAN ARAH Y
TypePenulangan tumpuan arah x
Mu = 1165.84 kg.m PL2Mn = 1457.30 kg.m ==>> 14573000.00 N.mmRn = 1.90 Mpam = 14.12r = 0.0084
0.0112 < ==>> 0.0058
As = 510.42n = 1.04 ≈ 2 buahs = 500 mm
25 - 500
rmin =rmin =
digunakan ==>> rmin =
rb =rmax =
rperlu = rmin Digunakan rmin =
mm²
Jadi dipasang tulangan Æ
Penulangan tumpuan arah yMu = 807.12 kg.mMn = 1008.90 kg.m ==>> 10089000.00 N.mmRn = 2.58 Mpam = 14.12r = 0.0117
0.0156 < ==>> 0.0058
As = 364.58n = 0.74 ≈ 1 buahs = 1000.00 ≈ 150 mm
25 - 150
rperlu = rmin Digunakan rmin =
mm²
Jadi dipasang tulangan Æ
OUTPUT DATA ==>>
TABEL PERHITUNGAN MOMEN
Dimensi qu Ly/Lx Type Pelat
Mlx Mly Mtx MtyLy (cm) Lx (cm) (kg.m) (kg.m) (kg.m) (kg.m)
500 500 896.800 1.00 2 arah 1165.84 807.12 1165.84 807.12
TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH X
Mu Mn dx dy Rnm r
As(kg.m) (kg.m) (mm) (mm) (Mpa)
1165.84 1457.30 87.5 62.5 1.90 14.12 0.0058 0.0084 0.0323 0.0112 510.42
TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH Y
Mu Mn dx dy Rnm r
As(kg.m) (kg.m) (mm) (mm) (Mpa)807.12 1008.90 87.5 62.5 2.58 14.12 0.0058 0.0117 0.0323 0.0156 364.58
TABEL PERHITUNGAN TULANGAN LAPANGAN ARAH X
Mu Mn dx dy Rnm r
As(kg.m) (kg.m) (mm) (mm) (Mpa)
1165.84 1457.30 87.5 62.5 1.90 14.12 0.0058 0.0084 0.0323 0.0112 510.42
TABEL PERHITUNGAN TULANGAN LAPANGAN ARAH Y
Mu Mn dx dy Rnm r
As(kg.m) (kg.m) (mm) (mm) (Mpa)807.12 1008.90 87.5 62.5 2.58 14.12 0.0058 0.0117 0.0323 0.0156 364.58
PERHITUNGAN TULANGAN SUSUT/ BAGI
Asb Ø(mm)
216.00 25
(kg/m²)
rmin rmax rperlu(mm²)
rmin rmax rperlu(mm²)
rmin rmax rperlu(mm²)
rmin rmax rperlu(mm²)
(mm²)
OUTPUT DATA ==>>
n n dipasang S Ø - jarak(batang) (batang) (mm) (mm) (mm)
1.04 2 500 25 - 500
n n dipasang S Ø - jarak(batang) (batang) (mm) (mm) (mm)
0.74 1 1000.00 25 - 150
n n dipasang S Ø - jarak(batang) (batang) (mm) (mm) (mm)
1.04 2 500 25 - 500
n n dipasang S Ø - jarak(batang) (batang) (mm) (mm) (mm)
0.74 1 1000.00 25 - 150
PERHITUNGAN TULANGAN SUSUT/ BAGI
n n dipasang S Ø - jarak(batang) (batang) (mm) (mm) (mm)
0.44 1 1000.00 25 - 200
TABEL PERHITUNGAN MOMEN
TypeDimensi qu
Ly/Lx Type PelatMlx Mly Mtx Mty
Ly (cm) Lx (cm) (kg.m) (kg.m) (kg.m) (kg.m)PL1 500 300 794.496 1.67 2 arah 419.49 257.42 419.49 257.42PL2 250 250 794.496 1.00 2 arah 258.21 178.76 258.21 178.76PL3 250 170 794.496 1.47 2 arah 130.20 82.66 130.20 82.66PL4 250 80 794.496 3.13 1 arah 37.25 18.31 37.25 18.31PL5 500 100 794.496 5.00 1 arah 73.09 28.60 73.09 28.60PA1 500 300 570.624 1.67 2 arah 301.29 184.88 301.29 184.88PA2 500 250 570.624 2.00 1 arah 221.12 128.39 221.12 128.39PA3 500 150 570.624 3.33 1 arah 96.72 46.22 96.72 46.22
TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH X
TypeMu Mn dx dy Rn
m rAs
(kg.m) (kg.m) (mm) (mm) (Mpa)PL1 419.49 524.37 95 85 0.58 14.12 0.0058 0.0025 0.0323 0.0033 554.17PL2 258.21 322.76 95 85 0.36 14.12 0.0058 0.0015 0.0323 0.0020 554.17PL3 130.20 162.75 95 85 0.18 14.12 0.0058 0.0008 0.0323 0.0010 554.17PL4 37.25 46.56 95 85 0.05 14.12 0.0058 0.0002 0.0323 0.0003 554.17PL5 73.09 91.37 95 85 0.10 14.12 0.0058 0.0004 0.0323 0.0006 554.17PA1 301.29 376.61 95 85 0.42 14.12 0.0058 0.0018 0.0323 0.0023 554.17PA2 221.12 276.40 95 85 0.31 14.12 0.0058 0.0013 0.0323 0.0017 554.17PA3 96.72 120.90 95 85 0.13 14.12 0.0058 0.0006 0.0323 0.0007 554.17
TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH Y
TypeMu Mn dx dy Rn
m rAs
(kg.m) (kg.m) (mm) (mm) (Mpa)PL1 257.42 321.77 95 85 0.45 14.12 0.0058 0.0019 0.0323 0.0025 495.83PL2 178.76 223.45 95 85 0.31 14.12 0.0058 0.0013 0.0323 0.0017 495.83PL3 82.66 103.32 95 85 0.14 14.12 0.0058 0.0006 0.0323 0.0008 495.83PL4 18.31 22.88 95 85 0.03 14.12 0.0058 0.0001 0.0323 0.0002 495.83PL5 28.60 35.75 95 85 0.05 14.12 0.0058 0.0002 0.0323 0.0003 495.83PA1 184.88 231.10 95 85 0.32 14.12 0.0058 0.0013 0.0323 0.0018 495.83PA2 128.39 160.49 95 85 0.22 14.12 0.0058 0.0009 0.0323 0.0012 495.83PA3 46.22 57.78 95 85 0.08 14.12 0.0058 0.0003 0.0323 0.0004 495.83
TABEL PERHITUNGAN TULANGAN LAPANGAN ARAH X
TypeMu Mn dx dy Rn
m rAs
(kg.m) (kg.m) (mm) (mm) (Mpa)PL1 419.49 524.37 95 85 0.58 14.12 0.0058 0.0025 0.0323 0.0033 554.17PL2 258.21 322.76 95 85 0.36 14.12 0.0058 0.0015 0.0323 0.0020 554.17
(kg/m²)
rmin rmax rperlu(mm²)
rmin rmax rperlu(mm²)
rmin rmax rperlu(mm²)
PL3 130.20 162.75 95 85 0.18 14.12 0.0058 0.0008 0.0323 0.0010 554.17PL4 37.25 46.56 95 85 0.05 14.12 0.0058 0.0002 0.0323 0.0003 554.17PL5 73.09 91.37 95 85 0.10 14.12 0.0058 0.0004 0.0323 0.0006 554.17PA1 301.29 376.61 95 85 0.42 14.12 0.0058 0.0018 0.0323 0.0023 554.17PA2 221.12 276.40 95 85 0.31 14.12 0.0058 0.0013 0.0323 0.0017 554.17PA3 96.72 120.90 95 85 0.13 14.12 0.0058 0.0006 0.0323 0.0007 554.17
TABEL PERHITUNGAN TULANGAN LAPANGAN ARAH Y
TypeMu Mn dx dy Rn
m rAs
(kg.m) (kg.m) (mm) (mm) (Mpa)PL1 257.42 321.77 95 85 0.45 14.12 0.0058 0.0019 0.0323 0.0025 495.83PL2 178.76 223.45 95 85 0.31 14.12 0.0058 0.0013 0.0323 0.0017 495.83PL3 82.66 103.32 95 85 0.14 14.12 0.0058 0.0006 0.0323 0.0008 495.83PL4 18.31 22.88 95 85 0.03 14.12 0.0058 0.0001 0.0323 0.0002 495.83PL5 28.60 35.75 95 85 0.05 14.12 0.0058 0.0002 0.0323 0.0003 495.83PA1 184.88 231.10 95 85 0.32 14.12 0.0058 0.0013 0.0323 0.0018 495.83PA2 128.39 160.49 95 85 0.22 14.12 0.0058 0.0009 0.0323 0.0012 495.83PA3 46.22 57.78 95 85 0.08 14.12 0.0058 0.0003 0.0323 0.0004 495.83
rmin rmax rperlu(mm²)
n n dipasang S Ø - jarak(batang) (batang) (mm) (mm) (mm)
7.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 125
n n dipasang S Ø - jarak(batang) (batang) (mm) (mm) (mm)
6.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 150
n n dipasang S Ø - jarak(batang) (batang) (mm) (mm) (mm)
7.05 8 125 10 - 1257.05 8 125 10 - 125
7.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 125
n n dipasang S Ø - jarak(batang) (batang) (mm) (mm) (mm)
6.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.857 10 - 1506.31 7 142.857 10 - 1506.31 7 142.857 10 - 150
tegangan ijin tanah 100 1000berat jenis tanah 16berat jenis beton 24kedalaman pondasi 1.5 mtebal pelat pondasi 0.4 mselimut beton 75 mmdiameter tulangan 16 mmtinggi tanah diatas pondasi 1.1 m
p 286050 N 286.05 KNMx 189386000 N.mm 189.386 KN.mMy 28217000 N.mm 28.217 KN.m 28217000Mtot 217603000.00 N.mm 217.603 KN.m
berat tanah diatas pondasi 17.6berat poer pondasi 9.6
tegangan eff 972.8
B >= 6.ee = 760.71665793 mm 0.76071665793 mB >= 4.5642999476 m ==>> dicoba B = 1.3 m
763.53345471 <= 972.8 OK…!
tegangan max 763.5335tegangan min -425.0127
kontrol geser 1 arah kontrol geser 2 arahd = 317 mm 0.317 m d 317l1 = 0.083 m Atot 1.69tegangan 1 48.748674416 Apond 0.667489A1 0.1079 A2 1.022511Vu 43.822620866 KN
x 0.2415geser yang mampu titahan pondasi tegangan 1Vc 307161.20451 N 307.161204509 KN tegangan 2Φ Vc 230.37090338 KN Vu
Vc43.822620866 <= 230.370903382 OK…! Φ Vc
173.0706
t/m² KN/m²KN/m³KN/m³
KN/m²KN/m²
KN/m²
KN/m²KN/m²
KN/m²m²
penulangan lenturtegangan kritis 109.833tegangan kritis per meter lebar pias 109.833045061
Mu 54.916522531 KN.m 54916522.53 N.mmMn 68645653.163 N.mmrho min 0.0035rho b 0.021675rho max 0.01625625
Rn 0.6831160939m 23.529411765rho 0.0017435547
rho digunakan 0.0035As 1109.5n 5.5159801136 ≈ 6s 166.66666667 ≈ 200
jadi dipasang D16 - 200
KN/m²KN/m²
N/mm²
mm²
JointP Mx My B Kontrol geser 1 arah Kontrol geser 2 arah
(kN) (kN.m) (kN.m) (m) Vu Ø Vc Vu Ø Vc115 785.93 170.51 205.85 1.7 205.27 301.25 604.41 1737.25 0.0053118 939.76 231.94 227.96 1.7 248.84 301.25 722.71 1737.25 0.0064119 758.99 170.22 193.85 1.6 177.20 285.53 561.09 1737.25 0.0054120 1021.81 165.10 177.99 1.6 192.56 283.53 755.38 1737.25 0.0072121 1180.66 222.49 196.27 1.8 282.42 318.98 937.43 1737.25 0.0073122 1021.81 164.69 166.94 1.8 233.17 318.98 811.30 1737.25 0.0061123 943.06 153.33 37.70 1.4 91.63 248.09 621.90 1737.25 0.0079146 192.44 10.96 179.97 1.2 16.21 212.65 103.24 1737.25 0.0035125 1052.15 177.57 52.00 1.5 134.86 265.81 740.01 1737.25 0.008147 192.44 9.98 182.35 1.2 16.30 212.65 103.24 1737.25 0.0035126 943.06 151.28 42.86 1.4 92.33 248.09 621.90 1737.25 0.0079142 286.05 192.99 34.50 1.3 45.37 230.37 173.07 1737.25 0.0035140 214.94 13.46 118.94 1.3 28.05 230.37 130.05 1737.25 0.0035143 286.05 189.39 28.22 1.3 43.82 230.37 173.03 1737.25 0.0035127 536.81 28.36 82.98 1.3 59.25 194.03 349.95 1737.25 0.00685120 192.44 10.96 179.97 1.2 16.21 212.65 103.24 1737.25 0.0035128 1052.15 177.57 52.00 1.5 134.86 265.81 740.01 1737.25 0.008151 192.44 9.98 182.35 1.2 16.30 212.65 103.24 1737.25 0.0035129 536.81 28.36 82.98 1.3 59.25 194.03 349.95 1737.25 0.00685130 387.05 87.44 5.10 1.5 67.95 223.89 285.85 1737.25 0.00395131 473.95 76.96 2.23 1.2 32.16 179.11 280.32 1737.25 0.00686132 362.48 86.25 1.87 1.5 64.15 223.89 267.70 1737.25 0.00369133 1021.81 164.69 166.94 1.8 233.17 318.98 811.30 1737.25 0.0061134 1180.66 222.49 196.27 1.8 282.42 318.98 937.43 1737.25 0.0073136 1021.81 164.69 166.94 1.8 233.17 318.98 811.30 1737.25 0.0061
P18 286.05 189.39 28.22 1.3 43.82 230.37 173.07 1737.35 0.0035
mm
m 0.483-204.21743146542.738141522173.070574882 KN
2316468.0377 N 2316.47 KN 32681737.35102827 KN
<= 1737.35 OK…!
rperlu
m²m²m²
KN/m²KN/m²
As n n dipasang S D - jarak(batang) (batang) (mm) (mm) (mm)
1670.6 8.31 9 111.11 16 - 2002033 10.110 11 90.909 16 - 100
1700.1 8.450 9 111.11 16 - 1202285 11.360 12 83.33 16 - 100
2313.3 11.500 12 83.33 16 - 1001947.5 9.680 10 100 16 - 1002500.8 12.430 13 76.923 16 - 1001109.5 5.520 6 166.67 16 - 2002545.4 12.650 13 76.923 16 - 1001109.5 5.520 6 166.67 16 - 2002498.7 12.420 13 76.923 16 - 1001109.5 5.520 6 166.67 16 - 2001109.5 5.520 6 166.67 16 - 2001109.5 5.520 6 166.67 16 - 200
1828.16 9.089 10 100 16 - 1001109.5 5.520 6 166.67 16 - 2002545.4 12.650 13 76.923 16 - 1001109.5 5.520 6 166.67 16 - 200
1828.16 9.089 10 100 16 - 1001055.82 5.249 6 166.667 16 - 1501832.72 9.112 10 100 16 - 100985.577 4.900 5 200 16 - 2001947.5 9.680 10 100 16 - 1002313.3 11.500 12 83.33 16 - 1501947.5 9.680 10 100 16 - 150
1109.5 5.52 6 166.667 16 - 200
(mm²)
DIMENSI BALOK 30 40SELIMUT BETON 40 MMTUL. UTAMA 16 MMTUL. SENGKANG 10 MMFY L 400 MPAFY V 240 MPAF'C 20 MPAM MAX TUMPUAN 158.77 KN.M -129.2322M MAX LAPANGAN 73.16 KN.M 63.4261GAYA LINTANG MAX 102.17 KN 94.497
TINGGI EFEKTIFD' = 58 MMD = 342 MM
RASIO TULANGANRHO MIN = 0.0028 ==>> 0.0035RHO MIN = 0.0035
RHO BALANCE = 0.0217
RHO MAX = 0.0163
PENULANGAN LENTUR PADA TUMPUANMU = 158770000 N.MMMN = 198462500 N.MM
ASUMSI TULANGAN TARIK = 0.008128AS1 = 833.945625
MOMEN TAHANAN TULANGAN TUNGGALMN1 = 103174502 N.MM ==>> MN1 <= MN ==>>
MOMEN SISA YANG HARUS DITAHAN = 95287998 N.MM
KONTROL TULANGAN TEKANTULANGAN TEKAN BELUM LELEH
LUAS TULANGAN TEKAN (AS1) MENJADIAS' = 838.802801
JADI LUAS TULANGAN TOTAL ADALAH = 1672.748
MM²
MM²
MM²
TULANGAN TERPASANG PADA DAERAH TARIKN = 4.14603649 ≈ 5 5
TULANGAN TERPASANG PADA DAERAH TEKANN = 4.17018438 ≈ 5 5
KONFIGURASI TULANGANTEBAL SELIMUT = 80 MMTUL. SENGKANG = 20 MMTUL. LENTUR = 80 MM
180 MM
S = 30 ==>> OK…!
MOMEN NOMINAL AKTUALA = 65.4075 MMAS1 = 1005.71429AS' = 1005.71429
MNT = 114249143 N.MM ==>> TIDAK OK…! 114.25
MM²MM²
PENULANGAN LENTUR PADA LAPANGANMU = 73.16 N.MM
73164000 N.MM
MN = 91455000 N.MM
RN = 2.6064 MPA
TULANGAN RANGKAP M = 23.5294
RHO = 0.0071
RHO PERLU = 0.0095 > RHO MIN
AS = 972.7506
N = 4.8361 ≈ 5
AST = 1005.7143
MM²
MM²
KAPASITAS TERPASANGA = 78.8796 MM
MNL = 121715655.86 N.MM ==>> OK…!
KONFIGURASI TULANGANTEBAL SELIMUT = 80 MMTUL. SENGKANG = 20 MMTUL. LENTUR = 80 MM
180 MM
S = 30 ==>> OK…!
PENULANGAN GESER
VC = 76473.52 N
VU = 102170 NØ VC = 57355.14 N
VU > Ø VC ==>> DIPERLUKAN TUL. GESER
GAYA GESER YANG DITAHAN TUL. GESERVS = 59753.14 N
VS MAX = 305894.1 N
VS < 2/3*FIC^0.5*B*D ==>> PENAMPANG OK…!
MENENTUKAN JARAK SENGKANGAV = 157.1429 MM²
S = 215.8595 MM
S MIN = 449.7691 MM ≈ 250 MM
121.72
b = 400 mm Pu = 1937.22 kN.mh = 600 mm Mu = 392.2445 kN.m
f'c = 20 Mpafy = 400 MpaEs = 200000 Mpa
tul. Ltr = 22 mmtul. Skg = 10 mmdecking = 50 mm
d' = 71 mmd = 529 mm
Ag = 240000As = 2116
BEBAN AKSIAL BALANCE
p0 = 4890428 N ε'c = 0.0030= 4890.43 kN
εy = 0.0020pn = 3912.34 kN
Cb = 317.4 mmpu = 2543.02 kN
Regangan baja tekanε's = 0.0023 > εy ==>> Baja Tekan Leleh
fs = 400 MPa
Berdasarkan diagram tegangan dan gaya-gaya :ab = 269.79 mm
Cc = 1834572 N= 1834.57 kN
Cs = 423200 N= 423.20 kN
Ts = 423200 N= 423.20 kN
Pnb = 1834.57 kN
Pub = 1192.47 kN
mm²mm²
Mnb = 496722.61 kN.mm= 496.72 kN.m
Mub = 322.87 kN.m
MOMEN LENTUR MURNI
Ts = 423.20 kN
Cc = 6800 *a = 5780 *c N
Cs = 634800 *(c-d')/c N
Ts = Cc + Cs423200 *c = 5780 634800 *c - 45070800
a b c-5780 -211600 45070800
c1 = -108.49 mm ==>> digunakan c = 71.88 mmc2 = 71.88 mm
a = 61.10 mm
Cc = 415451.25 N
Cs = 7748.75 N
Mn = 210631481.30 N.mm= 210.63 kN.m
Mu = 136.91 kN.m
*c² +
BEBAN AKSIAL DAN LENTUR MURNI
Pn = 2980.34 kN.m
Mn = 603.45 kN.m
ρ = 0.0156
As = 3293.90 ==>> 8.669 Ø 22
mm²
h = 500 mm Tul. Lentur = D 19 mmb = 300 mm Tul. Sengkang = 10 mmf'c = 22.5 Mpafy = 300 Mpap = 50 mm
Mu = 176.4762 kN.mMn = 220.59525 kN.m = 220595250 N.mm
Cc = 5737.5 *ad = 430.5 mm
a b c2868.75 -2469993.75 220595250 ==>> a1 = 759.79 mm
1 -861 76895.9477 a2 = 101.21 mm
c = 119.07 mm
kontrol regangan baja tulangan
εs = 0.0078
εy = 0.0015 < εs ==>> Baja Tulangan Sudah Leleh
ρb = 0.036125ρmax = 0.02709375
keseimbangan gaya-gayaAs = 1935.5716076ρ = 0.0149870043 < ρmax ==>> Tidak Perlu Tulangan Rangkap
diperlukan tulangan pada daerah tarik sejumlah 6.82
Analisis Penulangan Rangkapsebagai pendekatan awal diambil ρ1 = 0.3 *ρb
ρ1 = 0.0108375As1 = 1399.663125
keseimbangan gayaa = 73.185 mmc = 86.1 mm
Mn1 = 159518271.38 N.mmMn2 = 61076978.622 N.mm
mm²
mm²
As' = 535.05894544
kontrol regangan baja tekanε's = 0.0012578397 < εy ==>> Baja Tulangan Belum Leleh
Jadi dipakai tulanganAs = 1934.7220704 ==>> 6.82 buah ==>> 7As' = 535.05894544 ==>> 1.89 buah ==>> 2
Konfigurasi tulanganTebal Selimut = 50 mmTul. Sengkang = 20 mmTul. Lentur = 133 mm
203 mm
S = 16.166666667 ==>> TIDAK OK…!
mm²
mm²mm²
Tum. (kN.m)Lap. (kN.m)
176.48
176.48 107.37170.51 104.80170.56 102.89173.53 108.42158.77 73.16
digunakan a = 101.21 mm
buah ≈ 7 buah
D 19D 19
No. Dimensi (mm) Momen Gaya Geserρ perlu
Penulangan Lentur pada Tumpuan Mntρ perlu
Portal b h Tum. (kN.m) Lap. (kN.m) (kN) Daerah Tarik Daerah Tekan (kN.m)C - C 30 40 31.22 19.78 37.70 0.0081 3 D 19 2 D 19 98.70 0.0024G - G 30 40 31.22 19.79 13.73 0.0081 3 D 19 2 D 19 98.70 0.00241 - 1 30 40 160.99 73.15 109.09 0.0081 5 D 16 5 D 16 114.25 0.00952 - 2 30 40 219.02 112.97 139.33 0.0081 5 D 16 8 D 16 108.14 0.01553 - 3 30 40 123.49 110.22 137.09 0.0081 5 D 16 3 D 16 118.32 0.01514 - 4 30 40 223.43 111.58 140.78 0.0081 5 D 16 8 D 16 108.14 0.01535 - 5 30 40 214.42 112.94 138.31 0.0081 5 D 16 8 D 16 108.14 0.01555 - 5 30 40 158.77 73.16 102.17 0.0081 5 D 16 5 D 16 224.35 0.0095
30 40 158.77 73.16 102.17 0.0081 5 D 16 5 D 16 114.25 0.0095
Penulangan Lentur pada Lapangan MnlPenulangan Geser
Daerah Tarik Daerah Tekan (kN.m)
2 D 19 2 D 19 72.22 Ø 12 - 1502 D 19 2 D 19 72.22 Ø 12 - 1505 D 16 2 D 16 121.72 Ø 10 - 2508 D 16 2 D 16 179.51 Ø 10 - 2508 D 16 2 D 16 179.51 Ø 10 - 2508 D 16 2 D 16 179.51 Ø 10 - 2508 D 16 2 D 16 179.51 Ø 10 - 2505 D 16 2 D 16 121.72 Ø 10 - 250
5 D 16 2 D 16 121.72 Ø 10 - 250