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Data Soal Fungsi Bangunan Lokasi Bangunan Banyak Tingkat Jenis Tanah Tingkat Daktilitas
Pertokoan Bandung 5 Tanah Keras Daktilitas Penuh Tebal (m) 0.15 Tebal Dinding 0.12 Tebal Plat Lantai 0.1 Tebal Plat Atap Beban Hidup (ql) KN/m2 0.98 ql atap 2.45 ql lantai ( Perkantoran )
Mutu Bahan fc' (pelat) fc' (balok dan kolom) Untuk D ≤ 12 mm Untuk D ˃ 12 mm
UKURAN BANGU L1 (arah X) L2 (arah Y) L3 (arah Y) H bottom story H typical story KETENTUAN Tinggi Spesi Lapis Kedap Air Pasir Berat Volume Beton bertulang Pasir Spesi Dinding (Pas. Bata) Lapisan Kedap Air Penggantung Plafon Enternit Partisi
Ac Tegel/keramik
utu Bahan 20 25 240 350
DENAH mPa mPa mPa mPa
L1 Polos Ulir
L2
UKURAN BANGUNAN 8 4.5 3 4 4
m m m m m
8000 4500 3000 4000 4000
mm mm mm mm mm
L2
L2 KETENTUAN Tinggi 0.025 0.03
m m
0.045
m
Berat Volume 23.54 17.17 18.64 16.68 18.64 0.98 0.15 0.11 0.10
KN/m3 KN/m3 KN/m3 KN/m3 KN/m3 KN/m3 KN/m2 KN/m2 KN/m2
L3
L1
0.20 0.17
KN/m2 KN/m2
DENAH BANGUNAN L1
L1
Balok Lantai Atap
Balok Lantai 1 - 4
B1 B2 B3 BA1
B1 B2 BA1
Estimasi Ukuran Balok Bentang (L) mm h 800 8000 dipakai Bentang (L) mm h 450 4500 dipakai Bentang (L) mm h 300 3000 dipakai Bentang (L) mm h 321.429 4500 dipakai Estimasi Ukuran Balok Bentang (L) mm h 666.667 8000 dipakai Bentang (L) mm h 375 4500 dipakai Bentang (L) mm h 321.429 4500 dipakai
b 800
550
450
350
400 b 275 400 b 225 400 b 175 300
b 700
400
350
350 b 200 300 b 175 300
Estimasi Ukuran Kolom 3550 Tinggi Dinding 3.55 4.353 Berat Dinding 15.443 Qu Dinding 2779.722 Pu kolom 2779722.360 158841.278 Ag (perlu) Karena denah segi empat 301.275 b 500 b pakai 750 h 800 h pakai 400000 Ag Cara Konvensional 9.81 - 19.62 Beban Kolom dipakai 9.81 36 Luas Pelat Lantai 353.16 Gaya Aksial 1 Lantai 1765.8 P total (5 Lantai) 1765800 100902.85714 Ag (perlu) 240.12241776 b 350 b pakai 612.5 h 650 h pakai 227500 Ag
mm m KN/m2 KN/m2 KN Newton mm2 mm mm mm mm mm2 KN/m2 KN/m2 m2 KN KN Newton mm2 mm mm mm mm mm2
Estimasi Ukuran Pelat Pelat Lantai Diketahui 400 Lebar Balok 40 Bentang Bersih Lnx 4100 Lny 3600 1.1389 β 2 ARAH h min 91.604 h max 117.685 91.604 h pakai 120 Pelat Atap Diketahui 350 Lebar Balok 35 Bentang Bersih Lnx 4150 Lny 3650 1.1370 β 2 ARAH h min 86.172 h max 110.667 86.172 h pakai 100
mm cm mm mm mm mm mm mm mm
mm cm mm mm mm mm mm mm mm
PEMBEBANAN Beban Atap No. Jenis Beban h (m) Berat 1 Pelat 0.1 2 Spesi 0.025 3 Lapisan Kedap Air 0.03 4 Ducting AC 0 TOTAL Beban Mati (qd) 1 Ql Perkantoran 0 TOTAL Beban Hidup (ql) TOTAL BEBAN ATAP
No. 1 2 3 4 5 6 7 8 1
No.
Jenis Beban
Beban Lantai h (m) Berat 0.12 0.025 0.03 0.045
Pelat Spesi Lapisan Kedap Air Pasir Plafond Keramik AC Eternit TOTAL Beban Mati (qd) Ql Perkantoran TOTAL Beban Hidup (ql) TOTAL BEBAN LANTAI
Vol. (KN/m3) 23.54 18.64 18.64 0 0.98
Vol. (KN/m3) 23.54 18.64 18.64 17.17 0.15 0.17 0.20 0.11 2.4525
Beban Lantai (untuk SAP 2000) Jenis Beban h (m) Berat Vol. (KN/m3)
Beban (KN/m2) 2.354 0.466 0.559 0.000 3.380 0.981 0.981 5.625
Beban (KN/m2) 2.825 0.466 0.559 0.773 0.147 0.172 0.196 0.108 5.246 2.453 2.453 10.219
Beban (KN/m2)
2 3 4 5 6 7 8 1
0.025 Spesi 0.03 Lapisan Kedap Air 0.045 Pasir Plafond Keramik AC Eternit TOTAL Beban Mati (qd) Ql Perkantoran TOTAL Beban Hidup (ql) TOTAL BEBAN LANTAI
18.64 18.64 17.17 0.00 0.17 0.20 0.11 2.4525
0.466 0.559 0.773 0.000 0.172 0.196 0.108 2.273 2.453 2.453 6.652
BEBAN DINDING B1 (arah X) B2 (arah Y) B3(arah Y)
Tinggi Lantai (m) 4 4 4
h (m) 0.8 0.55 0.45
Asumsi Tinggi Tembok (m) 3.2 3.45 3.55
PELAT KANTILEVER Jenis Beban Pelat Kantilever Lapisan Kedap Air
Beban Hidup (perkantoran)
No.
Beban Mati Tebal (m) Berat Vol. (KN/m3) 0.1 23.54 0.03 18.64 TOTAL (Qd) Beban Hidup 0.981 TOTAL (Ql) TOTAL BEBAN
Total Beban (KN/m2) 2.354 0.559 2.914 0.981 0.981 5.066
Beban Atap (UNTUK SAP 2000) Jenis Beban h (m) Berat Vol. (KN/m3)
1 2 3 1
0.025 Spesi 0.03 Lapisan Kedap Air 0 Ducting AC TOTAL Beban Mati (qd) 0 Ql Perkantoran TOTAL Beban Hidup (ql) TOTAL BEBAN ATAP
18.64 18.64 0 0.98
Q dinding (KN/m) 8.0050 8.6303 8.8805
Beban (KN/m2)
Tepi 4.0025 4.3152 4.4403
0.466 0.559 0.000 1.025 0.981 0.981 2.800
BERAT TOTAL BANGUNAN BEBAN ATAP (LANTAI 5) Pelat BALOK B1 B2 BA1 KOLOM K1 Total Beban Mati Beban Hidup
n 15 n 20 18 15 n 24
p 8 b 0.35 0.3 0.3 bk 0.5
l 4.5 h 0.7 0.4 0.35 hk 0.8
n 15
p 8
l 4.5
Total Beban (KN/m2)
qd (KN/m2) 3.380 L 8 4.5 4.5 (h/2) 2 3595.640 ql (KN/m2) 0.981 4125.380
BEBAN LANTAI GF Beban Mati Pelat Pelat 1 Pelat 2 Dinding Sisi Luar B1 Sisi Luar B2
n 12 1 n 10 6
KOLOM K1 Total Beban Mati Beban Hidup Hidup 1 Hidup 2 Total Beban
n 26 n 12 1
p l 8 4.5 8 3 tebal h 0.15 3.2 0.15 3.45 Sisi dalam bk hk 0.50 0.65 p 8 8
l 4.5 3
qd (KN/m2) 5.246 5.246 L 8 4.5 (h/2) 2 4100.147 qd (KN/m2) 2.4525 2.4525 4882.985
BEBAN LANTAI 1 Beban Mati Pelat Pelat 1 Pelat 2 BALOK B1 B2 B3 BA1
n 12 1 n 21 18 2 12
p 8 8 b 0.4 0.4 0.4 0.3
l 4.5 3 h 0.8 0.55 0.45 0.35
qd (KN/m2) 5.2459 5.2459 L 8 4.5 3 4.5
KOLOM K1 Dinding Sisi Luar B1 Sisi Luar B2 Total Beban Mati Beban Hidup Beban Hidup 1 Beban Hidup 2 Total Beban
n 24 n 10 6
n 12 1
bk hk 0.5 0.8 tebal h 0.15 3.2 0.15 3.45 Sisi Dalam p 8 8
l 4.5 3
(h(n-(n-1))) 4 L 8 4.5 6450.545 qd (KN/m2) 2.4525 2.4525 6497.633
BEBAN LANTAI 2 Beban Mati Pelat Pelat BALOK B1 B2 BA1 KOLOM K1 Dinding Sisi Luar B1 Sisi Luar B2 Total Beban Mati Beban Hidup Beban Hidup 1 Total Beban
n 12 n 20 18 12 n 24 n 10 6
n 8
p l 8 4.5 b h 0.4 0.8 0.4 0.55 0.3 0.35 bk hk 0.5 0.8 tebal h 0.15 3.2 0.15 3.45 Sisi Dalam p 8
l 4.5
qd (KN/m2) 5.246 L 8 4.5 4.5 (h(n-(n-1))) 4 L 8 4.5 6238.943 qd (KN/m2) 2.4525 6874.631
BEBAN LANTAI 3-4 Beban Mati Pelat Pelat BALOK B1 B2 BA1 KOLOM K1 Dinding Sisi Luar B1 Sisi Luar B2 Total Beban Mati
n 12 n 20 18 12 n 24 n 10 6
p l 8 4.5 b h 0.4 0.8 0.4 0.55 0.3 0.35 bk hk 0.5 0.8 tebal h 0.15 3.2 0.15 3.45 Sisi Dalam
qd (KN/m2) 5.246 L 8 4.5 4.5 (h(n-(n-1))) 4 L 8 4.5 6238.943
Beban Hidup Beban Hidup 1 Total Beban
n 8
p 8
l 4.5
qd (KN/m2) 2.4525 13890.526
TOTAL BERAT BANGUNAN (KN)
NGUNAN
TAI 5) Beban (KN/m) 1824.954 Ber. Vol (KN/m3) Beban (KN) 23.54 922.925 23.54 228.848 23.54 166.868 Ber. Vol (KN/m3) Beban (KN) 23.54 452.045
595.640 Faktor Reduksi 1
Beban (KN) 529.74
125.380
GF Beban (KN/m) 2266.23 125.902 Ber. Vol (KN/m3) Beban (KN) 16.68 640.397 16.68 233.019 436.708 Ber. Vol (KN/m) Beban (KN) 23.54 397.8936
Beban Mati Kantilever (Qd) Depan Samping Belakang
n 4 6 5
Beban Hidup Kantilever (Ql) Depan Samping Belakang
n 4 6 5
Beban Mati Kantilever (Qd) Depan Samping Belakang
n 5 6 5
100.147 Faktor Reduksi 0.7 0.7
Beban (KN) 741.636 41.202
882.985
1 Beban (KN/m) 2266.228 125.902 Ber. Vol (KN/m) Beban (KN) 23.544 1265.725 23.544 419.554 23.544 25.428 23.544 133.494
Ber. Vol (KN/m) 23.544 Ber.Vol (KN/m) 16.677 16.677
Beban (KN) 904.090 Beban (KN) 640.397 233.019 436.708
Faktor Reduksi 0.8 0.8
Beban (KN) 847.584 47.088
450.545
497.633
Beban Hidup Kantilever (Ql) Depan Samping Belakang
n 5 6 5
Beban Mati Kantilever (Qd) Depan Samping Belakang
n 5 6 5
Beban Hidup Kantilever (Ql) Depan Samping Belakang
n 1.5 1.5 1.5
2 Beban (KN/m) 2266.228 Ber. Vol (KN/m) Beban (KN) 23.54 1205.453 23.54 419.554 23.54 133.494 Ber. Vol (KN/m) Beban (KN) 23.54 904.090 Ber.Vol (KN/m) Beban (KN) 16.68 640.397 16.68 233.019 436.708
238.943 Faktor Reduksi 0.9
Beban (KN) 635.688
874.631
3-4
238.943
Beban (KN/m) 2266.23 Ber. Vol (t/m) Beban (KN) 23.54 1205.453 23.54 419.554 23.54 133.494 Ber. Vol (KN/m) Beban (KN) 23.544 904.090 Ber.Vol (KN/m) Beban (KN) 16.677 640.397 16.677 233.019 436.708
Faktor Reduksi 1
Beban (KN) 706.32
890.526
36271.15432875 TON 3697.365
p 8 4.5 8
l 1.5 1.5 1.5
Qd 2.914 2.914 2.914
Beban 139.85136 117.999585 174.8142
p 8 4.5 8
l 1.5 1.5 1.5
Ql 0.981 0.981 0.981
Faktor Reduksi 0.8 0.8 0.8
p 8 4.5 8
l 1.5 1.5 1.5
Qd 2.914 2.914 2.914
Beban 174.8142 117.999585 174.8142
Beban 47.088 39.7305 58.86
p 8 4.5 8
l 1.5 1.5 1.5
Ql 0.981 0.981 0.981
Faktor reduksi 0.9 0.9 0.9
p 8 4.5 8
l 1.5 1.5 1.5
Qd 2.914 2.914 2.914
Beban 174.8142 117.999585 174.8142
p 2.91357 2.91357 2.91357
l 174.8142 117.9996 174.8142
Ql 0.981 0.981 0.981
Beban 58.86 39.7305 58.86
x2
Faktor Reduksi Beban 0.9 749.4841 0.9 505.9018 0.9 749.4841
z
Data Gempa Daerah Gempa Bandung Jenis Tanah Tanah Keras H bangunan 5 Jumlah Tingkat Tingkat Tinggi per-lantai 4 m 20 Tinggi Total m
Respon Permukaan Ss Fa Crs S1 Fv Crs / 1 dtk SMS SM1 Mencari Cs R I Cs Cs Upper Bound Cs Lower Bound
espon Permukaan Respon Desain 1.2 Sds 0.800 1 Sd1 0.433 i T 0.691 0.5 Ts 0.542 1.3 To 0.108 1 Sa 3.380 SMS 1.2 SM1 0.65 Mencari Cs 8.5 T 0.6907 1 k 1.0954 Cs 0.0941 Cs Upper Bound 0.07381 Cs Lower Bound 0.03520
Lantai 5 4 3 2 1 TOTAL
W 4125.37968 6945.2629538 6945.2629538 6874.6309538 6497.6326538 31388.1692
H 20 16 12 8 4
H^k 26.614 20.843 15.209 9.755 4.565
T 0.5 2.5 V
k 1 2 2954.181
T 0 0.108 0.542 0.592 0.642 0.692 0.742 0.792 0.847 0.897 0.947 0.997 1.047 1.097 1.147 1.197 1.247 1.297 1.347 1.397
as 0.320 0.800 0.800 0.732 0.675 0.627 0.584 0.547 0.512 0.483 0.458 0.435 0.414 0.395 0.378 0.362 0.348 0.334 0.322 0.310
W . (H^k) 109792.2 144758.5 105630.7 67060.36 29664.21 456906
CVx 0.240295 0.316823 0.231187 0.146771 0.064924
F 709.8747 935.9535 682.9679 433.5869 191.7976 2954.18
OK!!!
RESPON SPEKTRUM 0.900 0.800 0.700 0.600 0.500 0.400 0.300 0.200 0.100 0.000
0.1083333333 0 0.5416666667 0.5916666667 0.6416666667 0.6916666667 0.7416666667 0.7916666667 0.8466666667 0.8966666667 0.9466666667 0.9966666667 1.0466666667 1.0966666667 1.1466666667 1.196666666 1.2466 1 RESPON SPEKTRUM
UM
667 6666667 1.0966666667 1.1466666667 1.1966666667 1.2466666667 1.2966666667 1.3466666667 1.3966666667
Ketentuan Diameter Tulangan Tul. Pokok Pelat Tul. Susut Beton (fc') Mutu Bahan Baja (fy) β1 Kmaks ρb ρmin Ketentuan Lain ρmaks Ey m
10 8 20 240 0.85 5.979 0.0430 0.0058 0.0323 0.0012 14.118
mm mm MPa MPa
Pelat Lantai (Ty Diketahui Qu Lantai Ly Lx Ly/Lx Jenis Pelat Lny Lnx Tebal Pelat
In Tabel PBI (1971) Mlx (-) Mtx Mly (-) Mty Perhitungan Tul.
ds (mm) d (mm) Qu (KN/m2) Qd (KN/m2) Mu (KNm) Mn (KNm) Rn (MPa) m ρ perlu ρ minimum ρb
ρ max dipakai ρ As (mm2) Asst (mm2) Dipakai As As 1 Tul.Pokok Tulangan Pokok As 1 Tul. Bagi Tulangan Bagi Tul Pokok Tul Bagi
KONTR
As Pakai a c Ey Es
Pelat Lantai (Type 1) Diketahui 10.219 KN/m2 4.5 m 4 m 1.125 m 2 ARAH 4 m 3.2 m 0.12 m Interpolasi 1.1 1.125 25 25.75 59 60.25 21 20.75 54 54.5 Arah X Lapangan Tumpuan Mlx (-) Mtx 25 25 95 95 10.219 10.219 5.246 5.246 4.210 9.851 5262824.66 12313987.79 0.583 1.364 14.118 14.118 0.00247 0.00593 0.0058 0.0058 0.0430 0.0430
1.2 28 64 20 56 Arah Y Lapangan Tumpuan Mly (-)Mty 30 30 90 90 10.219 10.219 5.246 5.246 3.393 8.911 4240916.96 11138793.93 0.524 1.375 14.118 14.118 0.00222 0.00598 0.0058 0.0058 0.0430 0.0430
Pelat Atap B3 Diketahui Qu Lantai Ly Lx Ly/Lx Jenis Pelat Tebal Pelat Pelat Terjepit Penuh Perhitungan Tul.
Mu (KNm) ds (mm) d (mm) K maks K a As Tul. Pokok(mm2)
0.0323 0.0058 554.167 240 554.167 78.5 141.654 50.24
0.0323 0.0058 554.167 240 554.167 78.5 141.654 50.24
0.0323 0.0058 525.000 240 525.000 78.5 149.524 50.24
0.0323 0.0058 525.000 240 525.000 78.5 149.524 50.24
As min Tul. Pok (mm2) Dipakai As
209.33
209.33
209.33
209.33
P10 - 140
P10 - 140 P8 - 200
As Tul. Bagi (mm2) As min Tul. Bagi (mm2) Dipakai As Jarak Tul. Bagi (s) Jarak Tul. Min (s min) Jarak Tul. Dipakai (mm)
Digunakan P10 - 135
P10 - 135 P8 - 200
KONTROL KAPASITAS PENAMPANG 581.481 581.481 560.714 8.209 8.209 7.916 9.658 9.658 9.313 0.0012 0.0012 0.0012 0.026510 0.026510 0.025992 >> 0.0015 >> 0.0015 >> 0.0015
560.714 7.916 9.313 0.0012 0.025992 >> 0.0015
Juml. Tulangan (n)
Jarak Tul.Pokok (s) Jarak Tul. Min (s min) Jarak Tul. Dipakai (mm) Luas Tulangan Pokok
Luas Tulangan Pokok Digunakan Tulangan Pokok Tulangan Bagi
Qu Atap Ly Lx Ly/Lx Jenis Pelat Lny Lnx Tebal Pelat Pelat Atap B3 Diketahui 5.625 8 3 2.667
KN/m2 m m m
Perhitungan Tul.
1 ARAH 0.1
m
Pelat Terjepit Penuh Area Lapangan 2.109 25 75 5.979 0.469 OKE!! 2.097 148.563
Tabel PBI (1971) Mlx (-) Mtx Mly (-) Mty
Tumpuan 4.219 25 75 5.979 0.938 OKE!! 4.257 301.529
ds (mm) d (mm) Qu (KN/m2) Qd (KN/m2) Mu (KNm) Mn (KNm) Rn (MPa) m ρ perlu ρ minimum ρb
Pelat Atap Diketahui 5.625 4.5 4 1.125 2 ARAH 4.5 4 0.1 Interpolasi 1.1 25 59 21 54 Arah X Lapangan Mlx 25 75 5.625 3.380 2.318 2896902.81 0.515 14.118 0.0022 0.0058 0.0430
437.500 437.500 5.570 179.520 300 179.520 135 581.7764173314
437.500 437.500 5.570 179.520 300 179.520 135 581.7764173314
ρ max dipakai ρ As (mm2) Asst (mm2) Dipakai As As 1 Tul.Pokok Tulangan Pokok As 1 Tul. Susut
0.0323 0.0058 437.5 200 437.500 78.5 179.429 50.24
87.500
87.500
Tulangan Susut
251.20
200 200 251.33 500 251.33 200 251.327 Digunakan
200 200 251.33 500 251.33 200 251.327 P10 - 135 P8 - 200
Digunakan Tul Pokok Tul Bagi As Pakai a c Ey Es
P10 - 170
KONTROL KAPASITAS PENAMPANG 461.765 6.519 7.669 0.0012 0.026337 >> 0.0015
ap ui KN/m2 m m m 2 ARAH m m m Interpolasi 1.125 25.75 60.25 20.75 54.5 Arah X Tumpuan (-) Mtx 25 75 5.625 3.380 5.423 6778190.07 1.205 14.118 0.0052 0.0058 0.0430
1.2 28 64 20 56 Arah Y Lapangan Tumpuan Mly (-)Mty 30 30 70 70 5.625 5.625 3.380 3.380 1.868 4.905 2334397.41 6131308.86 0.476 1.251 14.118 14.118 0.0020 0.0054 0.0058 0.0058 0.0430 0.0430
Pelat Atap (Type 2) Diketahui 5.625 Qu Lantai Ly 4.5 4 Lx 1.125 Ly/Lx 2 ARAH Jenis Pelat Lny 4.5 Lnx 4 0.1 Tebal Pelat Interpolasi 1.1 Tabel PBI (1971) 42 Mlx (-) Mtx 42 Mly 37 37 (-) Mty Arah X Perhitungan Tul. Lapangan Mlx 25 ds (mm) 75 d (mm) 5.625 Qu (KN/m2) 3.380 Qd (KN/m2) 3.870 Mu (KNm) 4837546.44 Mn (KNm) 0.860 Rn (MPa) 14.118 m 0.0037 ρ perlu 0.0058 ρ minimum 0.0430 ρb
0.0323 0.0058 437.5 200 437.500 78.5 179.429 50.24
0.0323 0.0058 408.3 200 408.333 78.5 192.245 50.24
0.0323 0.0058 408.3 200 408.333 78.5 192.245 50.24
ρ max dipakai ρ As (mm2) Asst (mm2) Dipakai As As 1 Tul.Pokok Tulangan Pokok As 1 Tul. Susut
0.0323 0.0058 437.5 200 437.5 78.5 179.429 50.24
251.20
251.20
251.20
Tulangan Susut
251.20
Digunakan P10 - 170 P8 - 240
Digunakan P10 - 180
NTROL KAPASITAS PENAMPANG 461.765 436.111 6.519 6.157 7.669 7.243 0.0012 0.0012 0.026337 0.025992 >> 0.0015 >> 0.0015
P10 - 180 P8 - 240 436.111 6.157 7.243 0.0012 0.025992 >> 0.0015
Tul Pokok Tul Susut As Pakai a c Ey Es
P10 - 170
KONTROL KAPASITAS PENAMPANG 461.765 6.519 7.669 0.0012 0.026337 >> 0.0015
ype 2) ui KN/m2 m m m 2 ARAH m m m Pelat Kantilever Diketahui
Interpolasi 1.125 43 43 37.25 37.25
1.2 46 46 38 38
Arah X
Arah Y Tumpuan (-) Mtx 25 75 5.625 3.380 3.870 4837546.44 0.860 14.118 0.0037 0.0058 0.0430
Lapangan Mly 30 70 5.625 3.380 3.353 4190665.23 0.855 14.118 0.0037 0.0058 0.0430
Tumpuan (-)Mty 30 70 5.625 3.380 3.353 4190665.23 0.855 14.118 0.0037 0.0058 0.0430
Qu Lantai L1 L2 Pd PU Jenis Pelat Tebal Pelat Pelat Terjepit Penuh Perhitungan Tul.
Mu (KNm) Mn (KNm) ds (mm) d (mm) Rn (MPa) ρ perlu ρ minimum ρb
0.0323 0.0058 437.5 200 437.5 78.5 179.429 50.24
0.0323 0.0058 408.3 200 408.3 78.5 192.245 50.24
0.0323 0.0058 408.3 200 408.3 78.5 192.245 50.24
251.20
251.20
251.20
Digunakan P10 - 170 P8 - 240
P10 - 180
KONTROL KAPASITAS PENAMPANG 461.765 436.111 6.519 6.157 7.669 7.243 0.0012 0.0012 0.026337 0.025992 >> 0.0015 >> 0.0015
P10 - 180 P8 - 240 436.111 6.157 7.243 0.0012 0.025992 >> 0.0015
ρ max ρ pakai As Tul. Pokok(mm2) As 1 Tul. Pokok (mm2) Jumlah Tulangan (n) Dipakai (batang) Jarak Tul.Pokok (s) Jarak Tul. Dipakai (mm) Luas Tul. Pok (mm2) As Tul. Bagi (mm2) As 1 Tul. Bagi (mm2) Jumlah Tulangan (n) Dipakai (batang) Jarak Tul.Pokok (s) Jarak Tul. Dipakai (mm) Digunakan Tulangan Pokok Tulangan Bagi
Pelat Kantilever Diketahui 5.066 2 1.5 1.130 1.356 1 ARAH 0.1
KN/m2 m m KN/M KN/M m Area
L1 12.844 16055046 25 75 2.854 0.01310 0.0058 0.0430
L2 7.733 9666651.38 25 75 1.719 0.00756 0.0058 0.0430
0.0323 0.0131 982.867 78.540 12.514 13 79.909 79.909
0.0323 0.0076 567.329 78.540 7.223 8 138.438 138.438
75
130
1047.198 200 50.27 3.979 5 251.327 251.327 200 Digunakan P10 - 75 P8 - 200
604.152 200 50.27 3.979 5 251.327 251.327 200 P10 - 130 P8 - 200
c Rumus a b c
KONTROL 17000
KONTROL → 17000 a
c Rumus a b c
a b
8500 1275000
→ 8500 a2 → 1275000 a
a b
c a b c Jadi Nilai a Nilai c (Gaya Tekan) As ρ As' n tulangan (jumlah tul.) s tulangan (jarak tul.) Jadi di gunakan
16055046
→ 16055046
c a b c Jadi Nilai a Nilai c (Gaya Tekan) As ρ As' n tulangan (jumlah tul.) s tulangan (jarak tul.) Jadi di gunakan
1 150 1888.829 13.876 235888.150 982.867 0.013 982.867 12.514 79.909 P10 - 75
Dibagi 8500 mm N mm2 > 0.0058 mm2 ≈ 6 batang ≈ 170 mm OKE!!
KONTROL 17000 8500 1275000
→ 17000 a → 8500 a2 → 1275000 a
9666651.38 → 1 150 1137.253 8.009 136158.987 567.329 0.008 567.329 7.223 138.438 P10 - 130
16055046 Dibagi 8500 mm N mm2 > 0.0058 mm2 ≈ 8 batang ≈ 130 mm OKE!!
Pembagian Desain Lantai Desain 5 (Atap) 1 Desain 4 3 1 Desain 2 1
Kiri Kanan M+ MM+ M1 295.2016614 542.2297459 295.20166 542.2297459 2 231.7199 485.9389 231.7199 485.9389 3 204.242 357.8133 204.242 357.8133 4 108.4295 270.8887 108.4295 270.8887 5 (atap) 48.668 124.3145 49.1043 125.3145 Lantai
Lantai 1 2 3 4 5 (atap)
Lantai 1 2 3 4 5 (atap)
Kiri M+ 205.442 193.4862 179.9116 121.6097 33.4727
Kanan M405.8219 387.8149 302.2327 176.1337 51.5365
Kiri M+ 13.1119 11.5768 8.2358 4.8423 5.7463
M+ 201.5147 191.7176 177.5374 117.2995 33.714
M401.8355 389.8316 313.7657 177.9714 50.6725
Kanan M23.3954 21.7774 18.5415 13.6062 16.8094
M+ 13.1232 11.5904 8.6069 5.1188 5.6684
M21.9145 21.941 18.4658 13.5958 16.6735
Lantai 1
Kiri M+ 139.2816
Kanan M166.4858
M+ 128.5798
M103.8491
Balok 1 ΣM 1674.8628 1435.3176 1124.1106 758.6364 347.4013
M Max
M (Trial) 542.2297 553.074340773 485.9389 466.501344 357.8133 372.125832 270.8887 251.926491 125.3145 114.036195
M+ 284.36 251.16 189.93 127.39 59.66
Momen Pakai CEK (50% dari M-) 276.5371703863 233.250672 186.062916 125.9632455 57.0180975
Mom Redistribusi 15% -2% 4% -4% 7% 9%
Ket OK OK OK OK OK
M+ max 284.36 59.66
Balok 2 ΣM
M Max
1214.6141 1162.8503 973.4474 593.0143 169.3957
405.8219 389.8316 313.7657 177.9714 51.5365
M (Trial) 401.763681 382.034968 310.628043 195.76854 56.174785
M+ 205.54 199.39 176.10 100.74 28.52
Momen Pakai CEK (50% dari M-) 200.8818405 191.017484 155.3140215 97.88427 28.0873925
Mom Redistribusi 15% 1% 2% 1% -10% -9%
Ket OK OK OK OK OK
M+ max 205.54 28.52
Balok Anak 1 ΣM
M Max
71.5450 66.8856 53.8500 37.1631 44.8976
23.3954 21.9410 18.5415 13.6062 16.8094
M (Trial) 23.629354 22.16041 17.79984 12.381642 14.960366
M+ 12.14 11.28 9.13 6.20 7.49
Momen Pakai CEK (50% dari M-) 11.814677 11.080205 8.89992 6.190821 7.480183
Mom Redistribusi 15% -1% -1% 4% 9% 11%
Ket OK OK OK OK OK
M+ max 12.14 7.49
Balok 3 ΣM
M Max
538.20
166.4858
M (Trial) 178.139806
M+ 90.96
Momen Pakai CEK (50% dari M-) 89.070
Mom Redistribusi 15% -7%
Ket OK
M+ max 90.96
Momen Desain M- max Perbandingan Momen 553.074
1.94499946
114.036195
Momen Desain M- max Perbandingan Momen 401.764
1.9546418985
56.174785
Momen Desain M- max Perbandingan Momen 23.629 14.960366
1.9459005105
Lantai 1 2 3 4 5 (Atap)
Momen max (lapangan) 347.1003 330.8055 347.1003 277.4482 215.0737 132.3728 132.3728
Lantai 1 2 3 4 5 (Atap)
Momen max (lapangan) 130.4972 121.0892 130.4972 101.5336 79.2507 8.3783 8.3783
Lantai 1 2 3 4 5 (Atap)
Momen max (lapangan) 7.5269 7.1072 7.5269 6.0829 5.0387 4.9776 4.9776
Momen Desain M- max Perbandingan Momen 178.139806 1.9584767946
Lantai 1
Momen max (lapangan) 22.6465 22.6465
Diameter Tulangan
Pokok
Sengkang Selimut Beton Pb ρb ρ min ρ maks β1 Ketentuan Lain φ Єc Єc'u Єs Єy Ad13 Ad16 Ad19 Luas Tulangan Ad22 Ad25 Ad27
25 350 13 16 19 22 25 27 10 40 0.032594 0.004 0.024445 0.85 0.8 23500 0.003 200000 0.00175 132.7323 201.0619 283.5287 380.1327 490.8739 572.5553
MPa MPa
Bentang φ ρ pakai m Rn
mm
mm mm
mm2
AN
Mutu Bahan
Ketentuan Beton (fc') Baja - Tulangan (fy
Mu+ MuMn bd2 d perlu d ᴓ tul ds ds pakai b h h ef Ag Mn 691342925.965732 C1 C2 C3 a (+) a (-) a pakai c
TUMPUAN
C T As (tarik) Asd n n pakai As pakai
ρ
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
P Keseimbangan a c d
P εs
B Mn (Momen Nominal)
Perencanaan Tula
P Dipakai tulangan desak
P Luas Tulangan (As') d' h efektif desak a c
P εs
B Mn
Bentang φ ρ pakai m Rn Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn
LAPANGAN
277680240 C1 C2 C3 a (+) a (-) a pakai c C T As (tarik) Asd n n pakai As pakai
ρ
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
P Keseimbangan a c
d
P εs
B Mn (Momen Nominal)
Perencanaan Tula
P Dipakai tulangan desak
P Luas Tulangan (As') d' h efektif desak a c
P εs
B Mn
B1 Lantai L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu/φ Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C 6281500
8 8000 0.8 0.0122227444 16.470588235 3.847350026 284.36 553.07434077 691.34292597 179693274.93 670.24860113 680 22 61 75 400 800 739 320000 d- a/2 4250
1 -1478 162668.923756643 1358.2350734926 119.7649265074 119.7649265074 a/β1 140.89991354
m mm
MPa KNm KNm KNm mm3 mm mm mm mm mm mm mm mm mm2
mm mm mm mm
0.85 x f'c x a x b C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
baris 3 baris 2 baris 1
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
((n2+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3) x1 + (d/2)+ ᴓsengkang + Pb (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As pakai x fy) x (d - a/2) OKE
1018001.8753 1018001.8753 2908.5767866 380.13271108 7.6514772389 8 3041.0616887
Nmm Nmm mm2 mm2 batang batang mm2
0.0102877594 0 4 4 25 25 23.5 84.5 85 70.666666667
C=T 125.22018718 147.31786727 715
batang batang batang mm mm mm mm mm
mm mm mm
0.011560352 694385282.66 694.38528266
Nmm KNm
Perencanaan Tulangan Rangkap
4
Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d' - a/2) OKE
TIDAK DIPERLUKAN
22 1520.5308443 61 66 734
mm2 mm
62.61009359 73.658933636
mm mm
mm
0.0268945408 373964272.68 373.96427268
Nmm KNm
B1 Lantai L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
φ x Mu Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C
8 8000 0.8 0.0122227444 16.470588235 3.847350026 347.10 553.07434077 277.68024 72174415.669 424.77763497 430 22 61 400 800 739 320000 d- a/2
m mm
MPa KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2
6281500 1 -1478 65336.5270588235 1432.3862364809 45.6137635191 45.6137635191 a/β1 0.85 x f'c x a x b C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
baris 3 baris 2 baris 1
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1
4250
53.663251199 387716.98991 387716.98991 1107.7628283 380.13271108 2.9141476017 6 2280.7962665
mm mm mm mm Nmm Nmm mm2 mm2 batang batang mm2
0.0077158196 0 2 4 25 25 0 61 70.666666667
C=T 93.915140386 110.48840045
batang batang batang mm mm mm mm mm
mm mm
h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As pakai x fy) x (d - a/2) OKE Perencanaan Tulangan Rangkap
4
Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
739
mm
0.0170654548 552442726.56 552.44272656
Nmm KNm
TIDAK DIPERLUKAN
22 1520.5308443 61 739
mm2 mm mm
62.61009359 73.658933636
mm mm
0.0270981821 376625201.66 376.62520166
Nmm KNm
B1 Atap Bentang φ ρ pakai m Rn Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn 142545243.75 C1 C2 C3 a (+) a (-) a pakai c C
L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu/φ Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C 4752562.5
8 8000 0.8 0.0122227444 16.4705882353 3.847350026 59.66 114.036195 142.54524375 37050240.5 325.358002822 330 22 61 350 700 639 245000 d- a/2 3718.75
1 -1278 38331.4941176471 1247.2676268571 30.7323731429 30.7323731429 a/β1 36.1557331093 0.85 x f'c x a x b 228572.02525
m mm
MPa KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2
mm mm mm mm Nmm
C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
T As (tarik) Asd n n pakai As pakai
ρ baris 3 baris 2 baris 1
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
a c d εs
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
Mn (Momen Nominal)
(As pakai x fy) x (d - a/2)
OKE Perencanaan Tulangan Rangkap
228572.02525 653.062929287 380.132711084 1.7179866669 5 1900.66355542
Nmm mm2 mm2 batang batang mm2
0.0084983839 0 2 3 25 25 18.8 79.8 92
batang batang batang mm mm mm mm mm
C=T 89.4429908434 105.227048051 620.2
mm mm mm
0.0146817656 382826857.203 382.826857203
Nmm KNm
TIDAK DIPERLUKAN
Dipakai tulangan desak Luas Tulangan (As') d' h efektif desak a c εs Mn
Perhitungan Tulangan Desak 2 D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d' - a/2) OKE
22 760.265422169 61 639
mm2 mm mm
35.7771963374 42.0908192204
mm mm
0.0425443737 165273332.744 165.273332744
Nmm KNm
B1 Atap Bentang φ ρ pakai m Rn Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn
L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
φ x Mu Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C
8 8000 0.8 0.0122227444 16.4705882353 3.847350026 132.37 114.036195 105.89824 27524981.9448 280.433246168 290 22 61 350 700 639 245000 d- a/2
m mm
MPa KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2
105898240
4752562.5
C1 C2 C3 a (+) a (-) a pakai c C T As (tarik) Asd n n pakai As pakai
1 -1278 28476.8376470588 1255.3149863122 22.6850136879 22.6850136879 a/β1 0.85 x f'c x a x b C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
ρ
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
a c
baris 3 baris 2 baris 1
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1
3718.75
26.6882513975 168719.789303 168719.789303 482.056540867 380.132711084 1.2681269641 4 1520.53084434
mm mm mm mm Nmm Nmm mm2 mm2 batang batang mm2
0.0067987071 0 0 4 25 25 0 61 54
batang batang batang mm mm mm mm mm
C=T 71.5543926747 84.1816384408
mm mm
d
h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
εs Mn (Momen Nominal)
(As pakai x fy) x (d - a/2)
OKE Perencanaan Tulangan Rangkap
Dipakai tulangan desak Luas Tulangan (As') d' h efektif desak a c εs Mn
Perhitungan Tulangan Desak 2 D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
639
mm
0.0197721869 321026607.642 321.026607642
Nmm KNm
TIDAK DIPERLUKAN
22 760.265422169 61 639
mm2 mm mm
35.7771963374 42.0908192204
mm mm
0.0425443737 165273332.744 165.273332744
Nmm KNm
B2 Lantai Bentang φ ρ pakai m Rn Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn
L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu/φ Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
502204601.25 C1 C2 C3 a (+) a (-) a pakai c C
h - ds bxh C 4156500
4.5 4500 0.8 0.0122227444 16.4705882353 3.847350026 205.54 401.763681 502.20460125 130532599.805094 571.2543212202 580 22 61 400 550 489 220000 d- a/2 4250
1 -978 118165.788529412 836.7861576754 141.2138423246 141.2138423246 a/β1 166.1339321466 0.85 x f'c x a x b 1200317.65975947
C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
T As (tarik) Asd n n pakai As pakai
ρ baris 3 baris 2 baris 1
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
((n2+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
a c d εs Mn (Momen Nominal)
(As pakai x fy) x (d - a/2)
OKE Perencanaan Tulangan Rangkap
1200317.65975947 3429.4790278842 380.1327110844 9.0217940416 10 3801.3271108437
0.0194341877 0 5 5 25 25 23.5 84.5 47.5
C=T 156.5252339759 184.1473340893 465.5 0.0045836015 515205586.831538 515.2055868315 DIPERLUKAN
Perencanaan Tulangan Rangkap Tulangan rangkap dibutuhkan jika Bentang φ ρ pakai m Rn Mu+ MuMn perlu b h bd2 d perlu d ᴓ tul ds d' h ef Ag c a As1 (tul.tarik) Mn1 Mn2
L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu/φ
Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + ᴓtul+0.5 ᴓtul Pb + ᴓsengkang +0.5 ᴓtul h - ds bxh (600/(600+fy)) x h c x β1 ρxbxh Anggap Tulangan Baja Tarik Sudah Leleh As1 x fy x (h-a/2) Mn1 < Mn perlu Mn perlu - Mn1 Mn2 = T2 x (d -d')
h efektif < h perlu 4.5 4500 0.8 0.0122227444 16.4705882353 3.847350026 205.54 401.76 502.20460125 400 550 130532599.805094 571.2543212202 580 22 83 61 467 220000 347.3684210526 295.2631578947 2689.0037593985 300574009.695291 300.5740096953 201.6305915547
T2 = Cs ε's As' (Tul. Tekan) As2 As (Tul Tarik)
Mn2/(d-d') ((c-d')/c) x εc Baja Desak Sudah Leleh fs = fy T2/ fy Tambahan Luas Tulangan Tarik As1 +As2
n (Tul. Tarik)
As/Asd
n (Tul. Tekan)
As'/Asd
Asn Tarik
n x 0.25 x π x (ᴓtulangan)^2
As'n Tekan
n x 0.25 x π x (ᴓtulangan)^2
As1 ρ n (JBT) min (JBD) min JBD
Cc Cs T a c ε's (desak) εs (tarik)
Cek Rasio Tulangan As - As' As1/(b x h eff) n1 n2
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang 0.85 x f'c x a x b As'n x (fy - (0.85 f'c)) Asn x fy Keseimbangan Gaya Dalam Ts = Cc +Cs (T-Cs)/(0.85 x f'c x b) a/β1 ((c-d')/c) x εc ((c- h eff)/c) x εc Tulangan Desak Sudah Leleh
496627.07279485 0.0024731818 1418.9344936996 1418.9344936996 4107.9382530981 10.8065897338 11 3.7327345222 5 4181.459821928 OKE 1900.6635554218 OKE 2689.0037593985 0.0143950951 6 5 25 25 33.6
8500 624843.143844925 1463510.93767481 98.6667992741 116.0785873813 0.0014234818 0.0090694095
Cc Cs Mn
M1 M2
0.85 x f'c x a x b As'n x (fy - (0.85 f'c)) Cc x (d - a/2) Cs x (d - h eff) M1 + M2
838667.79382988 624843.143844925 445052986.985597 70607275.2544765 515660262.240073 515.6602622401
OKE
B2 Lantai Bentang φ ρ pakai m Rn Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn
L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
φ x Mu Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C
4.5 4500 0.8 0.0122227444 16.4705882353 3.847350026 130.50 401.763681 104.39776 27134978.4384881 260.4562268333 270 22 61 400 550 489 220000 d- a/2
104397760 C1 C2 C3 a (+) a (-) a pakai c C T As (tarik) Asd n n pakai As pakai
ρ
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
a c
4156500
4250
1 -978 24564.1788235294 952.2027862357 25.7972137643 25.7972137643 a/β1 30.3496632522 0.85 x f'c x a x b 219276.316996963 C=T 219276.316996963 T/fy 626.5037628485 0.25 x π x ᴓtul 380.1327110844 As (tarik)/Asd 1.6481185243 3 1140.3981332531 OKE Cek Rasio Tulangan As pakai/(b x h eff) 0.0058302563 OKE baris 3 n3 0 baris 2 n2 0 3 baris 1 n1 25 25 (n2((d/2) +jbt +(d/2)))/(n1+n2) 0 x1 + (d/2)+ ᴓsengkang + Pb 61 (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 117 OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam C=T (As pakai x fy)/(0.85 x f'c x b) 46.9575701928 a/β1 55.2442002268
d
h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
εs Mn (Momen Nominal)
(As pakai x fy) x (d - a/2)
OKE Perencanaan Tulangan Rangkap
Dipakai tulangan desak Luas Tulangan (As') d' h efektif desak a c εs Mn
2
Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
389 0.0181243894 145893898.899169 145.8938988992 TIDAK DIPERLUKAN
22 760.2654221687 61 489 31.3050467952 36.8294668179 0.0368322356 125954401.696072 125.9544016961
B2 Atap m mm
MPa KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2 d- a/2 4250
Bentang φ ρ pakai m Rn
0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn
Mu/φ Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
70218481.25
mm mm mm mm Nmm
C1 C2 C3 a (+) a (-) a pakai c C
L
h - ds bxh C 2161125 1 -678 22029.3274509804 643.7813520362 34.2186479638 34.2186479638 a/β1 0.85 x f'c x a x b
Nmm mm2 mm2 batang batang mm2
C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
T As (tarik) Asd n n pakai As pakai
ρ batang batang batang mm mm mm mm mm
(JBT) min (JBD) min x1 ds pakai JBD
C=T mm mm mm
a c d εs
Nmm KNm DIPERLUKAN
baris 3 baris 2 baris 1
Jumlah tulangan
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
Mn (Momen Nominal)
(As pakai x fy) x (d - a/2)
OKE Perencanaan Tulangan Rangkap
efektif < h perlu m mm
MPa KNm KNm KNm mm mm mm3 mm mm mm mm mm mm mm2 mm mm mm2 Nmm KNm KNm
Dipakai tulangan desak Luas Tulangan (As') d' h efektif desak a c εs Mn
3
Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
N
mm2 mm2 mm2 batang batang mm2 OKE mm2 OKE mm2 OKE batang batang mm mm mm
a N N mm mm BELUM LELEH SUDAH LELEH
N N Nmm Nmm Nmm KNm
B2 Atap m mm
MPa KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2 d- a/2
Bentang φ ρ pakai m Rn Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn
L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
φ x Mu Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C
4250
6702640
mm mm mm mm Nmm Nmm mm2 mm2 batang batang mm2
2161125
C1 C2 C3 a (+) a (-) a pakai c C T As (tarik) Asd n n pakai As pakai
1 -678 2102.7890196079 674.8842225833 3.1157774167 3.1157774167 a/β1 0.85 x f'c x a x b C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
ρ batang batang batang mm mm mm mm mm
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
C=T mm mm
a c
baris 3 baris 2 baris 1
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1
mm
d
h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
εs Nmm KNm
Mn (Momen Nominal)
OKE Perencanaan Tulangan Rangkap
DAK DIPERLUKAN
Dipakai tulangan desak mm2 mm mm mm mm
Luas Tulangan (As') d' h efektif desak a c εs
Nmm KNm
(As pakai x fy) x (d - a/2)
Mn
2
Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
B3 4.5 4500 0.8 0.0122227444 16.4705882353 3.847350026 28.52 56.174785 70.21848125 18251128.900679 246.6517714017 250 22 61 300 400 339 120000 d- a/2 3187.5
1 78 74509804 62 8 8 40.2572328986 218143.88076917
m mm
MPa KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2
mm mm mm mm Nmm
Bentang φ ρ pakai m Rn Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn 222674757.5 C1 C2 C3 a (+) a (-) a pakai c C
L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu/φ Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C 3306500 1 -778 52394.0605882353 703.5265321269 74.4734678731 74.4734678731 a/β1 0.85 x f'c x a x b
218143.88076917 623.2682307691 380.1327110844 1.6396069388 6 2280.7962665062
Nmm mm2 mm2 batang batang mm2
0.0224267086 0 2 4 25 25 15.6666666667 76.6666666667 37.3333333333
ρ batang batang batang mm mm mm mm mm
mm mm mm
0.0035844016
(JBT) min (JBD) min x1 ds pakai JBD
208129807.12901 208.129807129
a c d εs
y Nmm KNm
TIDAK DIPERLUKAN
baris 3 baris 2 baris 1
Jumlah tulangan
g C=T 125.2201871807 147.3178672715 323.3333333333
C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
T As (tarik) Asd n n pakai As pakai
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
Mn (Momen Nominal)
(As pakai x fy) x (d - a/2)
OKE Perencanaan Tulangan Rangkap
Perencanaan Tulangan Rangkap Tulangan rangkap dibutuhkan jika
22
g 1140.3981332531 61 339
mm2 mm mm
62.6100935904 73.6589336357
mm mm
k 0.0108068792
y 122813162.58616 122.8131625862
Nmm KNm
Bentang φ ρ pakai m Rn Mu+ MuMn perlu b h bd2 d perlu d ᴓ tul ds d' h ef Ag c a As1 (tul.tarik) Mn1 Mn2
L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu/φ
Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + ᴓtul+0.5 ᴓtul Pb + ᴓsengkang +0.5 ᴓtul h - ds bxh (600/(600+fy)) x h c x β1 ρxbxh Anggap Tulangan Baja Tarik Sudah Leleh As1 x fy x (h-a/2) Mn1 < Mn perlu Mn perlu - Mn1 Mn2 = T2 x (d -d')
T2 = Cs ε's As' (Tul. Tekan) As2 As (Tul Tarik)
Mn2/(d-d') ((c-d')/c) x εc Baja Desak Sudah Leleh fs = fy T2/ fy Tambahan Luas Tulangan Tarik As1 +As2
n (Tul. Tarik)
As/Asd
n (Tul. Tekan)
As'/Asd
Asn Tarik
n x 0.25 x π x (ᴓtulangan)^2
As'n Tekan
n x 0.25 x π x (ᴓtulangan)^2
As1 ρ n (JBT) min (JBD) min JBD
Cc Cs T a c ε's (desak) εs (tarik)
Cek Rasio Tulangan As - As' As1/(b x h eff) n1 n2
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang 0.85 x f'c x a x b As'n x (fy - (0.85 f'c)) Asn x fy Keseimbangan Gaya Dalam Ts = Cc +Cs (T-Cs)/(0.85 x f'c x b) a/β1 ((c-d')/c) x εc ((c- h eff)/c) x εc Tulangan Desak Sudah Leleh
Cc Cs M1 M2
Mn
0.85 x f'c x a x b As'n x (fy - (0.85 f'c)) Cc x (d - a/2) Cs x (d - h eff) M1 + M2 OKE
B3 4.5 4500 0.8 0.0122227444 16.4705882353 3.847350026 8.38 56.174785 6.70264 1742144.5812721 76.2046494923 80 22 61 300 400 339 120000 d- a/2
m mm
Bentang φ ρ pakai m Rn
0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
MPa KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2
L
Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn
φ x Mu Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
18117200
h - ds bxh C 3306500
3187.5
1 78 90196079 33 7 7 3.6656204902 19863.081031421 19863.081031421 56.7516600898 380.1327110844 0.1492943344 5 1900.6635554218
mm mm mm mm Nmm Nmm mm2 mm2 batang batang mm2
1 -778 4262.8705882353 772.4815894039 5.5184105961 5.5184105961 a/β1 0.85 x f'c x a x b C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
C1 C2 C3 a (+) a (-) a pakai c C T As (tarik) Asd n n pakai As pakai
ρ 0.0186889238 0 2 3 25 25 18.8 79.8 67
batang batang batang mm mm mm mm mm
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
g C=T 104.3501559839 122.7648893929
mm mm
a c d
baris 3 baris 2 baris 1
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai
389
mm
Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
εs 0.0065059752
y 224066798.83646 224.0667988365
Mn (Momen Nominal)
Nmm KNm
(As pakai x fy) x (d - a/2)
OKE Perencanaan Tulangan Rangkap
TIDAK DIPERLUKAN Dipakai tulangan desak 22
g 760.2654221687 61 339 41.7400623936 49.1059557571
mm2 mm mm mm mm
k
Luas Tulangan (As') d' h efektif desak a c εs
0.0177103188
y 84652125.262845 84.6521252628
Nmm KNm
Mn
2
Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
BA Lantai 3 3000 0.8 0.0122227444 16.470588235 3.847350026
m mm
MPa
Bentang φ ρ pakai m Rn
0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
k 90.96 178.139806 222.6747575 57877436.676 380.3861087 390 22 61 400 450 389 180000 d- a/2 4250
KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2
87.615844557 633024.47692
Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn
Mu/φ Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
29536692.5
1 78 05882353 mm mm mm mm Nmm
C1 C2 C3 a (+) a (-) a pakai c C
L
h - ds bxh C 1842375 1 -578 9266.4133333333 561.4969479951 16.5030520049 16.5030520049 a/β1 0.85 x f'c x a x b
633024.47692 1808.6413626 380.13271108 4.7579208784 7 2660.9289776
Nmm mm2 mm2 batang batang mm2
0.017101086 0 2 5 25 25 13.428571429 74.428571429 47.5
C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
T As (tarik) Asd n n pakai As pakai
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE
ρ batang batang batang mm mm mm mm mm
baris 3 baris 2 baris 1
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
ang C=T 109.56766378 128.90313386 375.57142857
mm mm mm
a c d
ik 0.0057407827
εs
fy 298757554.08 298.75755408
Nmm KNm
DIPERLUKAN
Mn (Momen Nominal)
(As pakai x fy) x (d - a/2)
OKE Perencanaan Tulangan Rangkap
kap
Perhitungan Tulangan Desak h efektif < h perlu 3 m 3000 mm 0.8 0.0122227444 16.470588235 3.847350026 MPa
k 90.96 178.139806 222.6747575 400 450 57877436.676 380.3861087 390 22 83 61 367 180000 284.21052632 241.57894737 2200.093985
KNm KNm KNm mm mm mm3 mm mm mm mm mm mm mm2 mm mm mm2
189590204.29 189.59020429
Nmm KNm
33.084553206
KNm
ah Leleh
Dipakai tulangan desak Luas Tulangan (As') d' h efektif desak a c εs Mn
2 Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
108119.45492 0.0023561111
N
= fy 308.91272835 mm2 308.91272835 mm2 2509.0067133 mm2 6.6003441434 batang 9 0.8126444248 batang 4 3421.1943998 mm2 OKE 1520.5308443 mm2 OKE 2200.093985 0.0149870162 5 4 25 25 47.5
mm2 OKE batang batang mm mm mm
8500 499874.51508 1197418.0399
a N N
ang
Cc +Cs
eh
82.063944099 mm 96.545816587 mm 0.0011045269 SUDAH LELEH 0.008403912 SUDAH LELEH
697543.52484 499874.51508 243420388.27 11497113.847 254917502.12 254.91750212
N N Nmm Nmm Nmm KNm
BA Lantai 3 3000 0.8 0.0122227444 16.470588235 3.847350026
m mm
MPa
Bentang
L
φ ρ pakai m Rn
0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
k 22.65 178.139806 18.1172 4709007.4669 108.50123809 110 22 61 400 450 389 180000 d- a/2 4250
KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2
Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn
φ x Mu Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
6021520
h - ds bxh C 1842375
1 78 05882353
6.4922477601 46906.490067 46906.490067 134.01854305 380.13271108 0.3525572495 4 1520.5308443
mm mm mm mm Nmm Nmm mm2 mm2 batang batang mm2
0.0097720491 0 0 4 25 25 0 61 70.666666667
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE
ρ batang batang batang mm mm mm mm mm
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
ang C=T 62.61009359 73.658933636 389
1 -578 1889.1043137255 574.712960305 3.287039695 3.287039695 a/β1 0.85 x f'c x a x b C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
C1 C2 C3 a (+) a (-) a pakai c C T As (tarik) Asd n n pakai As pakai
mm mm mm
a c d
baris 3 baris 2 baris 1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai
ik 0.0128432921
Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
εs
fy 190360173.22 190.36017322
Nmm KNm
Mn (Momen Nominal)
(As pakai x fy) x (d - a/2)
OKE Perencanaan Tulangan Rangkap
TIDAK DIPERLUKAN
ak
Perhitungan Tulangan Desak 22
Dipakai tulangan desak
ang 760.26542217 61 389
mm2 mm mm
31.305046795 36.829466818
mm mm
Luas Tulangan (As') d' h efektif desak
m a c
ak 0.0286865842
εs
fy 99345111.92 99.34511192
Nmm KNm
Mn
2 Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
BA Lantai L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu/φ Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C 1842375 1 -578 9266.4133333333 561.4969479951 16.5030520049 16.5030520049 a/β1 0.85 x f'c x a x b
B 4.5 4500 0.8 0.0122227444 16.4705882353 3.847350026
m mm
MPa
Bentang φ ρ pakai m Rn
Perhitu 12.14 KNm 23.629354 KNm 29.5366925 KNm 7677152.40377 mm3 159.970334789 mm 160 mm 22 mm 61 mm 300 mm 350 mm 289 mm 105000 mm2 d- a/2 3187.5
19.4153552998 105206.956531
mm mm mm mm Nmm
Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn 18700457.5 C1 C2 C3 a (+) a (-) a pakai c C
C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang eimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As pakai x fy) x (d - a/2)
OKE canaan Tulangan Rangkap
105206.956531 Nmm 300.591304374 mm2 380.132711084 mm2 0.7907535858 batang 5 batang 1900.66355542 mm2
T As (tarik) Asd n n pakai As pakai Cek
0.0219223017 0 2 3 25 25 18.8 79.8 67
C=T 104.350155984 122.764889393 270.2
ρ batang batang batang mm mm mm mm mm
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
Periksa K Keseimbangan Gaya mm mm mm
a c d
Periksa R 0.0036028651
εs
Baja Tari 145037208.202 145.037208202
Nmm KNm
TIDAK DIPERLUKAN
Mn (Momen Nominal) Perencanaan Tulangan
Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
Perhitun 22
Dipakai tulangan desak
Periksa K 760.265422169 61 289
mm2 mm mm
Luas Tulangan (As') d' h efektif desak
Keseimb 41.7400623936 49.1059557571
mm mm
a c
Periksa R 0.0146556995
εs
Baja Tari 71347480.3749 71.3474803749
Nmm KNm
Mn
BA Lantai L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
φ x Mu Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C 1842375
B 4.5 4500 0.8 0.0122227444 16.4705882353 3.847350026
m mm
MPa
Bentang φ ρ pakai m Rn
Perhitu 7.53 KNm 23.629354 KNm 6.02152 KNm 1565108.44071 mm3 72.2289978865 mm 80 mm 22 mm 61 mm 300 mm 350 mm 289 mm 105000 mm2 d- a/2 3187.5
Mu+ MuMn bd2 d perlu d ᴓ tul ds b h h ef Ag Mn 3982080
1 -578 1889.1043137255 574.712960305 3.287039695 3.287039695 a/β1 0.85 x f'c x a x b C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang eimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai
3.8671055235 20954.8780553 20954.8780553 59.871080158 380.132711084 0.1575004687 4 1520.53084434
mm mm mm mm Nmm Nmm mm2 mm2 batang batang mm2
C1 C2 C3 a (+) a (-) a pakai c C T As (tarik) Asd n n pakai As pakai Cek
0.0175378413
ρ
0 batang 0 batang 4 batang 25 mm 25 mm 0 mm 61 mm 37.3333333333 mm
C=T 83.4801247872 98.2119115143 289
Jumlah tulangan (JBT) min (JBD) min x1 ds pakai JBD
Periksa K Keseimbangan Gaya mm mm mm
a c d
Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As pakai x fy) x (d - a/2)
OKE canaan Tulangan Rangkap Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
Periksa R 0.0058278498
εs
Baja Tari 131588226.595 131.588226595
Nmm KNm
Mn (Momen Nominal)
TIDAK DIPERLUKAN
Perencanaan Tulangan
Perhitun 22
Dipakai tulangan desak
Periksa K 760.265422169 61 289
mm2 mm mm
Luas Tulangan (As') d' h efektif desak
Keseimb 41.7400623936 49.1059557571
mm mm
a c
Periksa R 0.0146556995
εs
Baja Tari 71347480.3749 71.3474803749
Nmm KNm
Mn
BA Atap L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu/φ Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C 1842375 1 -578 5866.8101960784 567.6650135986 10.3349864014 10.3349864014 a/β1 0.85 x f'c x a x b
4.5 4500 0.8 0.0122227444 16.4705882353 3.847350026 7.49 14.960366 18.7004575 4860607.2683204 127.2871722827 130 22 61 300 350 289 105000 d- a/2 3187.5
12.158807531 65885.538308769
m mm
MPa KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2
mm mm mm mm Nmm
C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
baris 3 baris 2 baris 1
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As pakai x fy) x (d - a/2) OKE Perencanaan Tulangan Rangkap
65885.538308769 Nmm 188.2443951679 mm2 380.1327110844 mm2 0.4952070413 batang 5 batang 1900.6635554218 mm2
0.0219223017 0 2 3 25 25 18.8 79.8 67
batang batang batang mm mm mm mm mm
C=T 104.3501559839 122.7648893929 270.2
mm mm mm
0.0036028651 145037208.20202 145.037208202
Nmm KNm
TIDAK DIPERLUKAN
2
Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
22 760.2654221687 61 289
mm2 mm mm
41.7400623936 49.1059557571
mm mm
0.0146556995 71347480.374892 71.3474803749
Nmm KNm
BA Atap L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
φ x Mu Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C 1842375
4.5 4500 0.8 0.0122227444 16.4705882353 3.847350026 4.98 14.960366 3.98208 1035018.9021329 58.737236972 60 22 61 300 350 289 105000 d- a/2 3187.5
m mm
MPa KNm KNm KNm mm3 mm mm mm mm mm mm mm mm2
1 -578 1249.28 575.8304725792 2.1695274208 2.1695274208 a/β1 0.85 x f'c x a x b C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
baris 3 baris 2 baris 1
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2 n1
(n2((d/2) +jbt +(d/2)))/(n1+n2) x1 + (d/2)+ ᴓsengkang + Pb (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai
2.552385201 13830.73730768 13830.73730768 39.5163923077 380.1327110844 0.1039542011 2 760.2654221687
mm mm mm mm Nmm Nmm mm2 mm2 batang batang mm2
0.0087689207 0 0 2 25 25 0 61 156
batang batang batang mm mm mm mm mm
C=T 41.7400623936 49.1059557571 289
mm mm mm
Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As pakai x fy) x (d - a/2) OKE Perencanaan Tulangan Rangkap
2
Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d - a/2) OKE
0.0146556995 71347480.374892 71.3474803749
Nmm KNm
TIDAK DIPERLUKAN
22 760.2654221687 61 289
mm2 mm mm
41.7400623936 49.1059557571
mm mm
0.0146556995 71347480.374892 71.3474803749
Nmm KNm
Perencanaan Tulangan Rangkap Tulangan rangkap dibutuhkan jika Bentang φ ρ pakai m Rn Mu+ MuMn perlu b h bd2 d perlu d ᴓ tul ds d' h ef Ag c a As1 (tul.tarik) Mn1 Mn2
L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
φ x Mu
Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + ᴓtul+0.5 ᴓtul Pb + ᴓsengkang +0.5 ᴓtul h - ds bxh (600/(600+fy)) x h c x β1 ρxbxh Anggap Tulangan Baja Tarik Sudah Leleh As1 x fy x (h-a/2) Mn1 < Mn perlu Mn perlu - Mn1 Mn2 = T2 x (d -d')
h efektif < h perlu 4.5 m 4500 mm 0.8 0.012223 16.47059 3.84735 MPa 205.54 401.7637 321.4109 400 550 83540864 457.0035 460 22 83 61 467 220000 347.3684 295.2632 2689.004
KNm KNm KNm mm mm mm3 mm mm mm mm mm mm mm2 mm mm mm2
3.0E+008 300.574
Nmm Nmm
20.83694
KNm
T2 = Cs ε's As' (Tul. Tekan) As2 As (Tul Tarik)
Mn2/(d-d') ((c-d')/c) x εc Baja Desak Sudah Leleh fs = fy T2/ fy Tambahan Luas Tulangan Tarik As1 +As2
n (Tul. Tarik)
As/Asd
n (Tul. Tekan)
As'/Asd
Asn Tarik
n x 0.25 x π x (ᴓtulangan)^2
As'n Tekan
n x 0.25 x π x (ᴓtulangan)^2
As1 ρ n (JBT) min (JBD) min JBD
Cc Cs T a c ε's (desak) εs (tarik)
Cek Rasio Tulangan As - As' As1/(b x h eff) n1 n2
51322.5 0.002473
N
146.6357 mm2 146.6357 mm2 2835.639 mm2 7.459604 batang 8 0.385749 batang 1 3041.062 mm2 OKE 380.1327 mm2 OKE
2689.004 mm2 0.014395 OKE 5 batang 3 batang 25 mm 25 mm (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)47.5 mm OKE Periksa Kapasitas Penampang 0.85 x f'c x a x b 8500 a As'n x (fy - (0.85 f'c)) 124968.6 N Asn x fy 1064372 N Keseimbangan Gaya Dalam Ts = Cc +Cs (T-Cs)/(0.85 x f'c x b) 110.518 mm a/β1 130.0212 mm ((c-d')/c) x εc 0.001593 BELUM LELEH ((h eff - c)/c) x εc 0.007775 SUDAH LELEH
f's Cc Cs Mn
Tulangan Desak Belum Leleh ε's x Es 0.85 x f'c x a x b As'n x (f's - (0.85 f'c)) M1 Cc x (d - a/2) M2 Cs x (d - h eff) M1 + M2 OKE
318.5074 939403 112997.3 3.8E+008 -790981 3.8E+008 379.4239
MPa N N Nmm Nmm Nmm KNm
LUM LELEH DAH LELEH
Berdasarkan SNI 1991, pasal 3.15.12.2 Mutu Baja (fy) Asst 0.002.b.ht < BJTD-30 BJTD- 40 0.0018.b.ht 0.0018.b.ht(400/fy) > BJTD-40 B1 LANTAI GF, 2, 3 ,4, 5 400 b h 800 13 Dipakai Tulangan D12 132.7323 Ad 240 fy 576 As st 4.339562 n 6 Di pakai
mm mm mm mm2 Mpa mm2 buah buah
LANTAI Atap 350 b h 700 13 Dipakai Tulangan D12 132.7323 Ad 240 fy 441 As st 3.322477 n 4 Di pakai
, pasal 3.15.12.2 Asst 0.002.b.ht 0.0018.b.ht 0.0018.b.ht(400/fy) B2
tap mm mm mm mm2 Mpa mm2 buah buah
LANTAI GF, 2, 3 ,4, 5 400 b h 550 13 Dipakai Tulangan D12 132.7323 Ad 240 fy 396 As st 2.983449 n 4 Di pakai
mm mm mm mm2 Mpa mm2 buah buah
B2 LANTAI Atap 300 b h 400 13 Dipakai Tulangan D12 132.7323 Ad 240 fy 216 As st 1.627336 n 2 Di pakai
B3 LANTAI GF mm mm mm mm2 Mpa mm2 buah buah
b h Dipakai Tulangan D12 Ad fy As st n Di pakai
B3 LANTAI GF 400 450 13 132.7323 240 324 2.441004 4
BA mm mm mm mm2 Mpa mm2 buah buah
LANTAI GF, 2, 3 ,4, 5 300 b h 350 13 Dipakai Tulangan D12 132.7323 Ad 240 fy 189 As st 1.423919 n 2 Di pakai
mm mm mm mm2 Mpa mm2 buah buah
BA LANTAI Atap 300 b h 350 13 Dipakai Tulangan D12 132.7323 Ad 240 fy 189 As st 1.423919 n 2 Di pakai
mm mm mm mm2 Mpa mm2 buah buah
Balok
b
h
B1 Lantai
400
800
B1 Atap
350
700
B2 Lantai
400
550
B2 Atap
300
400
B3 Lantai
400
450
BA Lantai
300
350
BA Atap
300
350
fy f'c Es Єy εc β1 φo
Ketentuan Lain 350 25 200000 0.00175 0.003 0.85 1.25
MPa MPa MPa
Jenis Tulangan Tarik Tekan Tarik Tekan Tarik Tekan Tarik Tekan Tarik Tekan Tarik Tekan Tarik Tekan
8 4 5 2 11 5 6 3 9 4 5 2 5 2
M- (tumpuan) D D D D D D D D D D D D D D
Tul. Yg digunakan
mpuan) 22 22 22 22 22 22 22 22 22 22 22 22 22 22
6 4 4 2 3 2 5 2 4 2 4 2 2 2
M+ (lapangan) D D D D D D D D D D D D D D
22 22 22 22 22 22 22 22 22 22 22 22 22 22
B1 Lantai Momen Tumpuan (m-) Desak Tarik As' (desak) As (tarik) Mn d' (desak) ds (tarik) Cc Cs Ts a c ε's f's Cc Cs M1 M2 Mkap Rasio Desak Tarik As' (desak) As (tarik) Mn
4 8 (π x ᴓtul^2)/4 (π x ᴓtul^2)/4
0.85 x f'c x b x a As' x fy φo x As x fy (Ts-Cs)/(0.85 x f'c x b) a/β1 ((c-d')/c) x εc Baja Desak Belum Leleh (f's = ε's x Es) ε's x Es 0.85 x f'c x b x a As' x fy Cc (d-(a/2)) Cs (d-d') 720825025.002943 720.8250250029 1.0380764728 8 4 (π x ᴓtul^2)/4 (π x ᴓtul^2)/4
d' (desak) ds (tarik) Syarat Cc
50% x Mkap (-) 0.85 x f'c x b x a As' x ((a-(β1xds))/a) x εcu x Es Cs As' x a x εc x Es As' x β1 x ds x x εc x Es Ts φo x As x fy Ts = Cc + Cs Cc + Cs -Ts = 0 ax2 +bx + c (x =a ) x --> ax2 8500 bx 1159404.76880731 c 131830024.204058 x=a a/β1 Cc 0.85 x f'c x b x a Cs As' x ((a-(β1xd'))/a) x εcu x Es M1 Cc (d-(a/2)) M2 Cs (d-d') 709174552.797553 Mkap + 709.1745527976 Rasio 1.0212983635 Cek Mkap (+) > 50% Mkap (-)
Lantai
B1 Atap
Tumpuan (m-)
D 22 D 22 1520.5308443375 mm2 3041.0616886749 mm2 694.3852826612 KNm 75 mm 85 mm 8500 a 532185.79551811 N 1330464.4887953 N 93.9151403855 mm 110.4884004536 mm 0.0009635871 m Leleh (f's = ε's x Es) 192.7174272117 Mpa 798278.69327717 N 293032.79231676 N 533284037.92022 Nmm 187540987.08273 Nmm 025.002943 Nmm 250250029 KNm Design Berhasil D 22 D 22 3041.0616886749 mm2 1520.5308443375 mm2 694.3852826612 KNm
Momen Tumpuan (m-) Desak Tarik As' (desak) As (tarik) Mn d' (desak) ds (tarik) Cc Cs Ts a c ε's f's Cc Cs M1 M2 Mkap Rasio Desak Tarik As' (desak) As (tarik) Mn
2 5 (π x ᴓtul^2)/4 (π x ᴓtul^2)/4
D D 760.26542217 1900.6635554 382.8268572 61 79.8 0.85 x f'c x b x a 7437.5 As' x fy 266092.89776 φo x As x fy 831540.3055 (Ts-Cs)/(0.85 x f'c x b) 76.026542217 a/β1 89.442990843 ((c-d')/c) x εc 0.000954004 Baja Desak Belum Leleh (f's = ε's x Es) ε's x Es 190.80080334 0.85 x f'c x b x a 565447.40774 As' x f's 145059.2533 Cc (d-(a/2)) 329195976.67 Cs (d-d') 81117134.446 410313111.117249 410.3131111172 1.0717981338 Design Berhasil 5 D 2 D (π x ᴓtul^2)/4 1900.6635554 (π x ᴓtul^2)/4 760.26542217 142.54524375
66 mm 85 mm 360.4125125015 KNm 8500 a ((a-(β1xds))/a) x εcu x Es 1824637.013205 a 131830024.20406 /a 665232.24439764 Nmm = Cc + Cs Cs -Ts = 0 (b (±) ((b2 -4ac)^0.5))/2.a
(-) -210.18863523 (+) 73.788074198 86.8094990565 mm 627198.63068324 N 437392.02065935 N 425307131.38964 Nmm 283867421.40792 Nmm 552.797553 Nmm 745527976 KNm Design Berhasil OKE
d' (desak) ds (tarik) Syarat Cc
61 79.8 50% x Mkap (-) 205.1565556 0.85 x f'c x b x a 7437.5 As' x ((a-(β1xd'))/a) x εcu x Es Cs As' x a x εc x Es 1140398.1333 As' x β1 x ds x x εc x Es 77353205.379 Ts φo x As x fy 332616.1222 Ts = Cc + Cs Cc + Cs -Ts = 0 ax2 +bx + c (x =a ) x --> (b (±) ((b2 -4ac)^0.5))/2.a ax2 7437.5 bx 807782.011054276 (-) c 77353205.3785574 (+) x=a a/β1 72.041239838 Cc 0.85 x f'c x b x a 455435.7131 Cs As' x ((a-(β1xds))/a) x εcu x Es 174780.57469 M1 Cc (d-(a/2)) 266056152.55 M2 Cs (d-d') 97737297.366 363793449.911812 Mkap + 363.7934499118 Rasio 2.5521261905 Design Berhasil Cek Mkap (+) > 50% Mkap (-) OKE
B2 Lantai Momen Tumpuan (m-) 22 22 mm2 mm2 KNm mm mm a N N mm mm
Desak Tarik As' (desak) As (tarik) Mn d' (desak) ds (tarik) Cc Cs Ts a c ε's
s x Es) MPa N N Nmm Nmm Nmm KNm Design Berhasil 22 22 mm2 mm2 KNm
f's Cc Cs M1 M2 Mkap Rasio Desak Tarik As' (desak) As (tarik) Mn
5 11 (π x ᴓtul^2)/4 (π x ᴓtul^2)/4
D 22 D 22 1900.6635554 mm2 4181.4598219 mm2 515.20558683 KNm 61 mm 84.5 mm 0.85 x f'c x b x a 8500 a As' x fy 665232.2444 N φo x As x fy 1829388.6721 N (Ts-Cs)/(0.85 x f'c x b) 136.95957973 mm a/β1 161.12891733 mm ((d'-c)/c) x εc 0.0018642635 Baja Desak Telah Leleh (f's =fy) ε's x Es 372.85269083 MPa 0.85 x f'c x b x a 1164156.4277 N As' x f's 708667.52101 N Cc (d-(a/2)) 462193629.55 Nmm Cs (d-d') 286656012.25 Nmm 748849641.802266 Nmm 748.8496418023 KNm 1.4534967418 Design Berhasil 11 D 22 5 D 22 (π x ᴓtul^2)/4 4181.4598219 mm2 (π x ᴓtul^2)/4 1900.6635554 mm2 (As pakai x fy) x (d - a/2) 515.20558683 KNm
mm mm KNm a
cu x Es a /a Nmm
±) ((b2 -4ac)^0.5))/2.a -169.84439989 61.235053862 mm N N Nmm Nmm Nmm KNm Design Berhasil OKE
d' (desak) ds (tarik) Syarat Cc
61 mm 84.5 mm 50% x Mkap (-) 374.4248209 KNm 0.85 x f'c x b x a 8500 a As' x ((a-(β1xds))/a) x εcu x Es Cs As' x a x εc x Es 2508875.8932 a As' x β1 x ds x x εc x Es 180200011 /a Ts φo x As x fy 831540.3055 Nmm Ts = Cc + Cs Cc + Cs -Ts = 0 ax2 +bx + c (x =a ) x --> (b (±) ((b2 -4ac)^0.5))/2.a ax2 8500 bx 1677335.58765976 (-) -274.55067738 c 180200011.025988 (+) 77.217078828 C a/β1 90.84362215 mm Cc 0.85 x f'c x b x a 656345.17004 N Cs As' x ((a-(β1xds))/a) x εcu x Es 824206.94381 N M1 Cc (d-(a/2)) 275716290.34 Nmm M2 Cs (d-d') 333391708.77 Nmm 609107999.111216 Nmm Mkap + 609.1079991112 KNm Rasio 1.1822620225 Design Berhasil Cek Mkap (+) > 50% Mkap (-) OKE
B2 Atap
B3 La
Momen Tumpuan (m-) Desak Tarik As' (desak) As (tarik) Mn d' (desak) ds (tarik) Cc Cs Ts a c ε's f's Cc Cs M1 M2 Mkap Rasio Desak Tarik As' (desak) As (tarik) Mn
3 6 (π x ᴓtul^2)/4 (π x ᴓtul^2)/4
D 22 D 22 1140.3981333 mm2 2280.7962665 mm2 208.12980713 KNm 61 mm 76.666666667 mm 0.85 x f'c x b x a 6375 a As' x fy 399139.34664 N φo x As x fy 997848.3666 N (Ts-Cs)/(0.85 x f'c x b) 93.915140386 mm a/β1 110.48840045 mm ((c-d')/c) x εc 0.0013437175 Baja Desak Belum Leleh (f's = ε's x Es) ε's x Es 268.74350747 MPa 0.85 x f'c x b x a 598709.01996 N As' x f's 306474.59424 N Cc (d-(a/2)) 165468662.29 Nmm Cs (d-d') 80398501.888 Nmm 245867164.178317 Nmm 245.8671641783 KNm 1.1813164465 Design Berhasil 6 D 22 3 D 22 (π x ᴓtul^2)/4 2280.7962665 mm2 (π x ᴓtul^2)/4 1140.3981333 mm2 (As pakai x fy) x (d - a/2) 208.12980713 KNm
Momen Tump Desak Tarik As' (desak) As (tarik) Mn d' (desak) ds (tarik) Cc Cs Ts a c ε's
Baja Desak Belum Le f's Cc Cs M1 M2 Mkap Rasio Desak Tarik As' (desak) As (tarik) Mn
d' (desak) ds (tarik) Syarat Cc
61 mm 61 mm 50% x Mkap (-) 122.9335821 KNm 0.85 x f'c x b x a 6375 a As' x ((a-(β1xds))/a) x εcu x Es Cs As' x a 2280.7962665 a As' x β1 x dsx x εc x Es 70955571.851 /a Ts φo x As x fy 498924.1833 Nmm Ts = Cc + Cs Cc + Cs -Ts = 0 ax2 +bx + c (x =a ) x --> (b (±) ((b2 -4ac)^0.5))/2.a ax2 6375 bx -496643.387031723 (-) -151.41386924 c 70955571.8510076 (+) 73.509024216 C a/β1 86.48120496 mm Cc 0.85 x f'c x b x a 468620.02937 N Cs As' x ((a-(β1xds))/a) x εcu x Es 403214.3435 N M1 Cc (h-(a/2)) 167184599.35 Nmm M2 Cs (h-d') 136689662.45 Nmm 303874261.791213 Nmm Mkap + 303.8742617912 KNm Rasio 1.4600227905 Design Berhasil Cek Mkap (+) > 50% Mkap (-) OKE
d' (desak) ds (tarik) Syarat Cc Cs Ts
Ts = Cc Cc + Cs -T ax2 +bx + c ax2 bx c x=a Cc Cs M1 M2 Mkap + Rasio Cek
B3 Lantai
BA Lantai
Momen Tumpuan (m-)
Momen Tumpuan (m-)
4 9 (π x ᴓtul^2)/4 (π x ᴓtul^2)/4
D 22 D 22 1520.5308443 mm2 3421.1943998 mm2 254.91750212 KNm 61 mm 83 mm 0.85 x f'c x b x a 8500 a As' x fy 532185.79552 N φo x As x fy 1496772.5499 N (Ts-Cs)/(0.85 x f'c x b) 113.48079463 mm a/β1 133.50681721 mm ((c-d')/c) x εc 0.0016292835 Baja Desak Belum Leleh (f's = ε's x Es) ε's x Es 325.85669583 MPa 0.85 x f'c x b x a 964586.75438 N As' x f's 495475.15685 N Cc (d-(a/2)) 299272303.17 Nmm Cs (d-d') 151615398 Nmm 450887701.162593 Nmm 450.8877011626 KNm 1.7687592943 Design Berhasil 9 D 22 4 D 22 (π x ᴓtul^2)/4 3421.1943998 mm2 (π x ᴓtul^2)/4 1520.5308443 mm2 254.91750212 KNm
Desak Tarik As' (desak) As (tarik) Mn d' (desak) ds (tarik) Cc Cs Ts a c ε's
Baja Desak Belum Leleh (f's = ε's f's Cc Cs M1 M2 Mkap Rasio Desak Tarik As' (desak) As (tarik) Mn
61 mm 83 mm 50% x Mkap (-) 225.4438506 KNm 0.85 x f'c x b x a 8500 a As' x ((a-(β1xds))/a) x εcu x Es As' x εc x Es x a 3421.1943998 a As' x β1 x dsx εc x Es 144819158.94 /a φo x As x fy 665232.2444 Nmm Ts = Cc + Cs Cc + Cs -Ts = 0 (x =a ) x --> (b (±) ((b2 -4ac)^0.5))/2 8500 -661811.049997879 (-) -175.13981846 144819158.941811 (+) 97.279694934 a/β1 114.44669992 mm 0.85 x f'c x b x a 826877.40694 N As' x ((a-(β1xd'))/a) x εcu x Es 564028.18292 N Cc (d-(a/2)) 256147313.11 Nmm Cs (d-d') 172592624 Nmm 428739937.087624 Nmm 428.7399370876 KNm 1.6818772094 Design Berhasil Mkap (+) > 50% Mkap (-) OKE
d' (desak) ds (tarik) Syarat Cc Cs Ts Ts = Cc + Cs Cc + Cs -Ts = 0 ax2 +bx + c ax2 bx c x=a Cc Cs M1 M2 Mkap + Rasio Cek
BA Lantai
BA Atap
Momen Tumpuan (m-)
Momen Tumpuan (m-)
2 5 (π x ᴓtul^2)/4 (π x ᴓtul^2)/4 (As pakai x fy) x (d - a/2)
D 22 D 22 760.26542217 mm2 1900.6635554 mm2 145.0372082 KNm 61 mm 79.8 mm 0.85 x f'c x b x a 6375 a As' x fy 266092.89776 N φo x As x fy 831540.3055 N (Ts-Cs)/(0.85 x f'c x b) 88.697632586 mm a/β1 104.35015598 mm ((c-d')/c) x εs 0.0012462892 Baja Desak Belum Leleh (f's = ε's x Es) ε's x Es 249.25783143 MPa 0.85 x f'c x b x a 565447.40774 N As' x f's 189502.11044 N Cc (d-(a/2)) 127706966.36 Nmm Cs (d-d') 39643841.505 Nmm 167350807.866486 Nmm 167.3508078665 KNm 1.1538474157 Design Berhasil 5 D 22 2 D 22 (π x ᴓtul^2)/4 1900.6635554 mm2 (π x ᴓtul^2)/4 760.26542217 mm2 (As pakai x fy) x (d - a/2) 145.0372082 KNm
Desak Tarik As' (desak) As (tarik) Mn d' (desak) ds (tarik) Cc Cs Ts a c ε's
Baja Desak Belum Leleh (f's = ε's f's Cc Cs M1 M2 Mkap Rasio Desak Tarik As' (desak) As (tarik) Mn
61 mm 61 mm 50% x Mkap (-) 83.67540393 KNm 0.85 x f'c x b x a 6375 a As' x ((a-(β1xds))/a) x εcu x Es As' x a 1900.6635554 a As' x β1 x ds x x εc x Es 59129643.209 /a φo x As x fy 332616.1222 Nmm Ts = Cc + Cs Cc + Cs -Ts = 0 (x =a ) x --> (b (±) ((b2 -4ac)^0.5))/2 6375 -330715.458643398 (-) -125.67834021 59129643.209173 (+) 73.801405518 a/β1 86.825182962 mm 0.85 x f'c x b x a 470483.96018 N As' x ((a-(β1xds))/a) x εcu x Es 339198.71443 N Cc (d-(a/2)) 106699838.08 Nmm Cs (d-d') 70960371.059 Nmm 177660209.137539 Nmm 177.6602091375 KNm 1.2249284948 Design Berhasil Mkap (+) > 50% Mkap (-) OKE
d' (desak) ds (tarik) Syarat Cc Cs Ts Ts = Cc + Cs Cc + Cs -Ts = 0 ax2 +bx + c ax2 bx c x=a Cc Cs M1 M2 Mkap + Rasio Cek
BA Atap Momen Tumpuan (m-) 2 5 (π x ᴓtul^2)/4 (π x ᴓtul^2)/4 (As pakai x fy) x (d - a/2)
D 22 D 22 760.26542217 mm2 1900.6635554 mm2 145.0372082 KNm 61 mm 79.8 mm 0.85 x f'c x b x a 6375 a As' x fy 266092.89776 N φo x As x fy 831540.3055 N (Ts-Cs)/(0.85 x f'c x b) 88.697632586 mm a/β1 104.35015598 mm ((c-d')/c) x εc 0.0012462892 Baja Desak Belum Leleh (f's = ε's x Es) ε's x Es 249.25783143 MPa 0.85 x f'c x b x a 565447.40774 N As' x f's 189502.11044 N Cc (d-(a/2)) 127706966.36 Nmm Cs (d-d') 39643841.505 Nmm 167350807.866486 Nmm 167.3508078665 KNm 1.1538474157 Design Berhasil 5 D 22 2 D 22 (π x ᴓtul^2)/4 1900.6635554 mm2 (π x ᴓtul^2)/4 760.26542217 mm2 (As pakai x fy) x (d - a/2) 145.0372082 KNm
61 mm 79.8 mm 50% x Mkap (-) 83.675403933 KNm 0.85 x f'c x b x a 6375 a As' x ((a-(β1xds))/a) x εcu x Es As' x a 1900.6635554 a As' x β1 x ds x x εc x Es 77353205.379 /a φo x As x fy 332616.1222 Nmm Ts = Cc + Cs Cc + Cs -Ts = 0 (x =a ) x --> (b (±) ((b2 -4ac)^0.5))/2 6375 -330715.458643398 (-) -139.10489446 77353205.3785574 (+) 87.227959771 a/β1 102.62112914 mm 0.85 x f'c x b x a 556078.24354 N As' x ((a-(β1xds))/a) x εcu x Es 253604.43107 N Cc (d-(a/2)) 121719652.78 Nmm Cs (d-d') 53054046.98 Nmm 174773699.76263 Nmm 174.7736997626 KNm 1.2050266406 Design Berhasil Mkap (+) > 50% Mkap (-) OKE
REKAPITULASI GAYA GESER HASIL SAP2000 Lantai L1 L2 L3 L4 L5 (Atap)
Lantai L1 L2 L3 L4 L5 (Atap)
Lantai L1
Lantai L1
kiri 103.3342 100.6513 99.7463 99.6118 56.6707
kiri 27.2978 27.2219 27.2639 28.0053 10.0464
kiri 9.1693
kiri 5.9926
dead tengah 48.6969 48.3986 48.5961 48.8218 34.6108
dead tengah 2.7545 3.2381 3.3539 4.3453 4.4116
dead tengah 6.3621
dead tengah 2.09156
kanan 103.3342 100.6513 99.7463 99.6118 56.5707
kanan 26.6645 27.1481 27.2639 28.2553 9.6218
kanan 1.5918
kanan 5.5107
kiri 21.0142 20.8732 20.9826 20.9963 9.1158
B1 live tengah 21.0142 20.8732 20.9826 20.9963 9.1158
kiri 0.6891 1.1851 1.3655 1.2366 1.8672
B2 live tengah 0.6891 1.1851 1.3655 1.2366 1.8672
kiri 1.4175
B3 live tengah 0.00907
kiri 0.6719
BA live tengah 0.6719
kanan 21.0142 20.8732 20.9826 20.9963 9.1158
gempa ex 114.8956 109.1126 85.8488 53.2348 18.2876
gempa kanan 0.6891 1.1851 1.3655 1.2366 1.8672
ex 7.7414 3.5428 2.7304 1.9567 0.7775
gempa kanan 0.00907
ex 1.0082
gempa kanan 0.6719
ex 0.9851
L2 L3 L4 L5 (Atap)
5.9911 6.0215 6.0749 6.5886
1.6404 1.6709 1.7243 3.0824
6.0854 6.0755 5.8994 6.5016
0.87174 0.8696 0.8439 0.7342
0.87174 0.8696 0.8439 0.7342
0.87174 0.8696 0.8439 0.7342
0.4688 0.3546 0.2437 0.1058
SAP2000 gempa ey 65.6145 62.2797 49.1544 30.8828 10.9096
gempa ey 99.319 95.4171 74.788 44.8668 15.2017
gempa ey 63.6273
gempa ey 15.272
V2 S L 297.54443 297.54443 291.07035 291.07035 257.69685 257.69685 212.07885 212.07885 105.62997 105.62997
V2 S 151.80079 134.97235 125.63588 105.07301 26.995529
L 155.38705 130.16588 126.4462 105.84764 26.735328
V2 S L 67.099353 46.120926
V2 S L 13.449663 12.893291
14.5983 11.2957 6.5778 2.6719
12.737348 11.432807 10.440405 11.208894
13.055508 11.751421 10.029992 11.132237
Perhitungan Ges B1 lantai(gf-4) 297.5444 297.5444 297.5444 297.5444
PERHITUNGAN Data L. B1 fy f'c φ b balok b kolom h balok P10 L netto d Mkap Mkap + Ve
B1 (Lantai gf - 4) 8000 240 25 0.75 400 500 800 10 7500 715 720.8250 709.1746 190.6666 Dalam Sendi Plastis
Vu1 Vs1 Ad sengkang S Spakai s< d/4 s< 24 ds s< 8 db s< 300 Spakai panajang sendi plastis sengkang x
488.211 650.948 78.540 4 82.817 75 178.75 240 176 300 75 1430 1500 P10-75 Luar Sendi Plastis 3.75
2h Y Vc Vu2 =Y Vs2 S Spakai syarat : s< d/2 Spakai sengkang
1.6 488.211 238.333 488.211 412.615 130.654 100 357.5 100 P10-100
ngan Geser B1 ATAP 105.6300 SAP V2 ka, V2 ki
105.6300 105.6300 105.6300
Satuan mm mpa mpa
297.5444 -
mm mm mm mm mm mm KNm KNm KN
KN KN mm2 kaki mm mm OK OK OK OK mm
m
297.5444
+
488.2110
-106.8778
488.2110
m KN KN KN mm mm OK mm mm
Data 297.5444 + 297.5444
190.6666
+
488.2110
L. B1 fy f'c φ b balok b kolom h balok P10 L netto d Mkap Mkap + Ve
-106.8778 Dalam Sendi Plastis
488.2110
Vu1 Vs1 Ad sengkang S Spakai s< d/4 s< 24 ds s< 8 db s< 300 Spakai panajang sendi plastis sengkang Luar Sendi Plastis x
2h Y Vc Vu2 =Y Vs2 S Spakai syarat : s< d/2 Spakai sengkang
B1 (ATAP)
Satuan
8000 240 25 0.75 400 500 800 10 7500 620 410.3131 363.7934 103.2142
mm mpa mpa
105.6300 -
mm mm mm mm mm mm KNm KNm KN
105.6300
+
208.8442
Dalam Sendi Plastis 208.844 278.459 78.540 2 83.966 75 155.05 240 176 300 75 1240 1300 P10-75 Luar Sendi Plastis 3.75
KN KN mm2 kaki mm mm OK OK OK OK mm
m
-2.4158
208.8442
1.6 208.844 206.733 208.844 71.726 325.978
m
300
KN KN KN mm mm
310.1 300 P10-300
OK mm mm
105.6300 + 105.6300
+
103.2142 208.8442
-2.4158
208.8442
TULANGAN GESER B1 DARI SAP
GF, 1 , 2, 3, 4 5 (ATAP) Lantai 297.544434 105.63 Gy geser kiri (VGki) 297.544434 105.63 Gy geser kanan (VGka) 8000 8000 L balok 500 500 b Kolom 400 350 b Balok 800 700 h balok 7500 7500 L netto 715 620.2 d Balok 25 25 f'c 240 240 fy 0.8 0.8 Ф 720.825025 410.3131 Mkap709.174553 363.7934 Mkap+ 190.66661037 103.214208 Ve Vu,ki -106.8778237 -2.415764 Vu,ka 488.21104443 208.84418 488.21104443 208.84418 Vu, pakai Ø Sengkang 10 10 78.53981634 78.5398163 As, Ø Daerah Sendi Plastis 953.33333333 1033.66667 Vs, maks 610.26380554 261.055225 Vs OKE OKE 2 2 Kaki Sengkang 44.169201456 89.5633831 s s < d/4 s < 24 ds s < 8 Diameter TulPokok s < 300 Dipakai sengkang Panjang Sendi Plastis Vu Vc Vs
40
110
OK OK OK OK
OK OK OK OK
P10-40
P10-110
1430
1240.4
1450
1300
Daerah Luar Sendi Plastis 586.91617729 177.057318 238.33333333 180.891667 495.31188828 40.4299808
kN kN mm mm mm mm mm mm MPa MPa kNm kNm kN kN kN kN mm mm2 kN kN buah mm mm
mm mm kN kN kN
Kaki sengkang s s < d/2 s > 25 Dipakai sengkang
2 2 54.419983864 578.308194
50
250
OK OK
OK OK
P10-50
P10-250
buah mm mm
TULANGAN GESER B2 DARI SAP
GF, 1 , 2, 3, 4 5 (ATAP) Lantai 151.800788 26.99553 Gy geser kiri (VGki) 155.387053 26.73533 Gy geser kanan (VGka) 4500 4500 L balok 500 500 b Kolom 400 300 b Balok 550 400 h balok L netto 4000 4000 465.5 323.3333 d Balok 25 25 f'c 240 240 fy Ф 0.8 0.8 748.849642 245.8672 Mkap609.107999 303.8743 Mkap+ Ve 339.48941023 137.435356 187.68862247 110.439828 Vu,ki 494.87646341 164.170685 Vu,ka 494.87646341 164.170685 Vu, pakai 10 10 Ø Sengkang 78.53981634 78.5398163 As, Ø Daerah Sendi Plastis Vs, maks 620.66666667 538.888889 618.59557926 205.213356 Vs OKE OKE 4 2 Kaki Sengkang 56.737995392 59.398568 s s s s s
< < <
25 Dipakai sengkang
75
100
OK OK
OK OK
P10-75
P10-100
mm mm kN kN kN buah mm mm
TULANGAN GESER B3 DARI SAP
GF Lantai 67.0993534 Gy geser kiri (VGki) 46.1209256 Gy geser kanan (VGka) 3000 L balok 500 b Kolom 400 b Balok 450 h balok L netto 2500 375.571429 d Balok 25 f'c 240 fy Ф 0.8 450.887701 Mkap428.739937 Mkap+ Ve 351.8510553 Vu,ki 284.75170191 397.97198086 Vu,ka 397.97198086 Vu, pakai 10 Ø Sengkang 78.53981634 As, Ø Daerah Sendi Plastis Vs, maks 500.76190476 497.46497608 Vs OKE
kN kN mm mm mm mm mm mm MPa MPa kNm kNm kN kN kN kN mm mm2 kN kN
B
Kaki Sengkang s
4 56.923441736
50
s < d/4 s < 24 ds s < 8 Diameter TulPokok s < 300 Dipakai sengkang Panjang Sendi Plastis
67.09935
OK OK OK OK
351.8511
P10-50 751.14285714
650
Daerah Luar Sendi Plastis Vu 368.53470833 125.19047619 Vc 335.47790923 Vs 4 Kaki sengkang 84.409190002 s
75
s < d/2 s > 25 Dipakai sengkang
buah mm mm
mm mm kN kN kN buah mm mm
-284.7517
OK OK
Vu
P10-75
TULANGAN GESER BA DARI SAP
Lantai Gy geser kiri (VGki) Gy geser kanan (VGka) L balok b Kolom b Balok h balok L netto d Balok f'c fy Ф MkapMkap+ Ve Vu,ki Vu,ka
GF, 1 , 2, 3, 4
5 (ATAP)
13.4496633 11.20889 13.0555079 11.13224 4500 4500 500 500 300 300 350 350 4000
4000
270.2 25 240
270.2 25 240
0.8
0.8
167.350808 167.3508 177.660209 174.7737 86.252754251 85.5311269 72.803090928 74.322233 99.308262178 96.6633638
kN kN mm mm mm mm mm mm MPa MPa kNm kNm kN kN kN
99.308262178 96.6633638 10 10 78.53981634 78.5398163 Daerah Sendi Plastis 270.2 450.333333 124.13532772 120.829205 OKE OKE 2 2 82.058026566 84.3032944
Vu, pakai Ø Sengkang As, Ø Vs, maks Vs Kaki Sengkang s
s < d/4 s < 24 ds s < 8 Diameter TulPokok s < 300 Dipakai sengkang Panjang Sendi Plastis Vu Vc Vs Kaki sengkang s
85
85
OK OK OK OK
OK OK OK OK
P10-85
P10-85
540.4
540.4
600
600
Daerah Luar Sendi Plastis 95.33248649 93.3121942 67.55 67.55 51.615608113 49.0902428 2 2 197.34922037 207.501521
s < d/2 s > 25 Dipakai sengkang
125
125
OK OK
OK OK
P10-125
P10-125
kN mm mm2 kN kN buah mm mm
mm mm kN kN kN buah mm mm
Lantai VG,ki VG,ka
SFD B1 (Pakai) GF, 1 , 2, 3, 4 5 (ATAP) 297.54443405 105.63 297.54443405 105.63
B1 LANTAI
B1 ATA 297.5444
297.5444
105.63
190.6666
190.6666
103.2142
VE
VE 488.211
106.8778
2.415764
Vu
Lantai VG,ki VG,ka
586.9161772903
Vu
177.057
SFD B2 (Pakai) GF, 1 , 2, 3, 4 5 (ATAP) 151.80078776 26.99553 155.38705318 26.73533
B2 LANTAI
B2 ATA 155.3871
151.8008
26.99553
339.4894
339.4894 VE
137.4354 VE
494.8765
-187.6886 Vu
-110.4398 418.0795031742
SFD B3 (Pakai) GF Lantai VG,ki 67.099353389 VG,ka 46.120925562
B3 LANTAI 46.12093
Vu
154.767
351.8511 VE
397.972
368.5347083344
Lantai VG,ki VG,ka
SFD BA (Pakai) GF, 1 , 2, 3, 4 5 (ATAP) 13.449663323 11.20889 13.055507927 11.13224
BA LANTAI
BA ATA 13.05551
13.44966
11.20889
86.25275
86.25275
85.53113
VE
VE
99.3083
-72.8031
-74.3222
Vu
95.3324864903
600D85
Vu
93.312
`
B1 ATAP 105.63
103.2142 VE 208.8442
177.0573179733
`
B2 ATAP 26.73533
137.4354 VE
164.1707
154.7677848911
`
`
BA ATAP 11.13224
85.53113 VE
96.6634
93.3121942156
Lantai
Kode Balok
GF, 2, 3, 4, 5
B1
B2
BA
B3 Lantai
Atap
B1
B2
BA
Ukuran b h 400 800
400 550
300 350
400 450
350 700
300 400
300 350
Momen (-) Tumpuan (Tarik) (+) Tumpuan (Tekan) (-) Lapangan (Tarik) (+) Lapangan (Tekan) (-) Tumpuan (Tarik) (+) Tumpuan (Tekan) (-) Lapangan (Tarik) (+) Lapangan (Tekan) (-) Tumpuan (+)Tumpuan (-) Lapangan (+)Lapangan (-) Tumpuan (+)Tumpuan (-) Lapangan (+) Lapangan (-) Tumpuan (+) Tumpuan (-) Lapangan (+) Lapangan (-) Tumpuan (+) Tumpuan (-)Lapangan (+) Lapangan (-)Tumpuan (+)Tumpuan (-) Lapangan (+) Lapangan
φTulangan Jml Tul (mm) 22 8D22 22 4D22 22 6D22 22 4D22 22 11D22 22 5D22 22 3D22 22 2D22 22 5D22 22 2D22 22 4D22 22 2D22 22 9D22 22 4D22 22 4D22 22 2D22 22 5D22 22 2D22 22 4D22 22 2D22 22 6D22 22 3D22 22 5D22 22 2D22 22 5D22 22 2D22 22 2D22 22 2D22
Mu (kNm)
Mn (kNm)
Tulangan φ Tul Susut Susut (mm)
553.074 691.3429 6
13
4
13
2
13
4
13
4
13
2
13
2
13
347.10 277.6802 401.764 502.2046 130.50 104.3978 23.6294 29.53669 7.53
6.02152
178.14 222.6748 22.65
18.1172
114.036 142.5452 132.37 105.8982 56.2
70.21848
8.38
6.70264
14.9604 18.70046 4.98
3.98208
Momen V2 V ki V ka
Sengkang Sendi Plastis L sendi plastis Luar Sendi Plastis
297.54 297.544
P10-75
1500
P10-100
151.8 155.387
P10-50
1000
P10-75
13.45 13.0555
P10-85
600
P10-125
67.099 46.1209
P10-50
650
P10-75
105.63 105.63
P10-75
1300
P10-300
26.996 26.7353
P10-50
700
P10-100
11.209 11.1322
P10-85
600
P10-125
Lantai Balok Induk Mkap+ GF, 2, 3, 4, 5 B1 DESAIN 1 709.1746 atap B1 DESAIN 2 363.7934
Lantai Balok Induk Mkap+ GF, 2, 3, 4, 5 B2 DESAIN 1 609.108 atap B2 DESAIN 2 303.8743
Lantai Balok Induk Mkap+ GF, 2, 3, 4, 5 BA DESAIN 1 177.6602 atap BA DESAIN 2 174.7737
Lantai GF
Balok Induk Mkap+ B3 DESAIN 1 428.7399
Balok Induk B1 MkapMn+ MnMkap+/MtMn Mkap-/MtMn 720.825 552.4427 694.3853 1.0212983635 1.0380764728 410.3131 321.0266 382.8269 2.5521261905 1.0717981338
Keterangan OK OK
Balok Induk B2 MkapMn+ MnMkap+/MtMn Mkap-/MtMn 748.8496 145.8939 515.2056 1.1822620225 1.4534967418 245.8672 224.0668 208.1298 1.4600227905 1.1813164465
Keterangan OK OK
Balok Anak MkapMn+ MnMkap+/MtMn Mkap-/MtMn 167.3508 131.5882 145.0372 1.2249284948 1.1538474157 167.3508 71.34748 145.0372 1.2050266406 1.1538474157
Keterangan OK OK
Balok Induk B3 MkapMn+ MnMkap+/MtMn Mkap-/MtMn 450.8877 99.34511 254.9175 1.6818772094 1.7687592943
Keterangan OK
ARAH X
h
b
d URAIAN
SAT
f'c β
MPa
fy
MPa
h
mm
b
mm
d'
mm
Ast d Ag As=As' Ast Pn
Xb ab f's
Csb Tsb Pnb Mnb
Arah X
25 0.85
350 800 500 61 1.0%
mm2 mm mm2 mm2 mm2 1. Sentris (Mn=0) N kN 2. Patah Seimbang mm mm mm
(Patah Seimbang) f's=fs=fy= Ccb
Rasio Tulangan 1%
739 400000 2000 4000 9815000 9815 466.737 396.726 521.583 OK
Mpa N kN N kN N kN kN Nm kNm
350 4215217.10526316 4215.217 657500.000 657.5 700000 700
4172.717 1310135.566
1310.136
3. Patah Desak Pengali x diambil x
1.5
xb mm mm
700.105 700.000
>Xb -OKa f's
mm mm
595 547.722 OK
f's=fy= fs Patah Desak fsXb -OK-
>Xb -OK348.5 511.997
OK
>Xb -OK595 547.722
OK
350 42.4390243902 OK 42.4390243902 5924500 5924.500 986250.000 986.250 127317.073170732 127.317
348.5 511.997 OK
350 33.4285714286 OK 33.4285714286 6321875 6321.875 1315000.000 1315.000 133714.285714286 133.714
350 42.4390243902 OK 42.4390243902 5924500 5924.500 1315000.000 1315.000 169756.097560976 169.756
6783.433
7503.161
7069.744
659245.052
1139106.330
729399.777
659.245
1139.106
729.400
0.6
0.6
0.6
166
280
166
OK < xb
OK < xb
141.1 379.5180722892 350
Patah Tarik
OK < xb
238 469.2857142857 350
Patah Tarik
141.1 379.5180722892 350
Patah Tarik
350 2398700 2398.7 986250.000 986.250 1050000 1050.000
350 2528750 2528.75 1315000.000 1315.000 1400000 1400.000
350 2398700 2398.7 1315000.000 1315.000 1400000 1400.000
2334.950
2443.750
2313.700
815297.965
1630963.750
943581.715
815.298
1630.964
943.582
61.765 428523529.412
131.765 942364705.882
82.353 556952941.176
428.524
942.365
556.953
10472.5 0 6783.433 659.245 3942.703 914.357 2334.950 815.298 0 428.524
11130 0 7503.161 1139.106 4130.217 1770.328 2443.750 1630.964 0 942.365
11130 0 7069.744 729.400 3921.453 1042.640 2313.700 943.582 0 556.953
DIAGRAM Mn-Pn Arah X
1500
2000
Mn (kNm)
2500
1500
2000
2500
Mn (kNm)
REKAPITULASI PU - MUX - MUY KETERANGAN
K1-GF K1-1 K1-2 K1-3 K1-4
Kolom
PuX 2893.9615 2191.7487 1517.7744 890.1099 325.1002
Mu
Pu
Muy KNm
KNm Lantai 1 Lantai 2 Lantai 3 Lantai 4 Lantai 5
Mux 678.1992 582.2239 523.7634 406.6073 198.0177
2893.9615 2191.7487 1517.7744 890.1099 325.1002
338.2536 329.6791 283.6474 206.4645 102.3568
Rasio Tulangan 2,5% Arah X
Arah Y
25 0.85
0.85
350
350
800
500
500
800
61
61
2.5% 739 400000 5000 10000
2.5% 439 400000 5000 10000
11787500 11787.5
11787500 11787.5
466.737 396.726 521.583
277.263 235.674 467.995
OK
25
OK
350 4215217.10526316 4215.217 1643750.000 1643.75 1750000 1750
350 4006452.63157895 4006.453 1643750.000 1643.75 1750000 1750
4108.967
3900.203
2000424.316
1170924.182
2000.424
1170.924
1.5
1.5
700.105 700.000
415.895 410.000
>Xb -OK-
>Xb -OK595 547.722
OK
348.5 511.997 OK
350 33.4285714286 OK 33.4285714286 6321875 6321.875 1643750.000 1643.750 167142.857142857 167.143
350 42.4390243902 OK 42.4390243902 5924500 5924.500 1643750.000 1643.750 212195.12195122 212.195
7798.482
7356.055
1261884.866
799554.503
1261.885
799.555
0.6
0.6
280
166
OK < xb 238 469.2857142857 350
Patah Tarik
OK < xb 141.1 379.5180722892 350
Patah Tarik
350 2528750 2528.75 1643750.000 1643.750 1750000 1750.000
350 2398700 2398.7 1643750.000 1643.750 1750000 1750.000
2422.500
2292.450
1861060.000
1071865.465
1861.060
1071.865
164.706 1149132352.941
102.941 678176470.588
1149.132
678.176
11787.5 0 7798.482 1261.885 4108.967 2000.424 2422.500 1861.060 0 1149.132
2500
11787.5 0 7356.055 799.555 3900.203 1170.924 2292.450 1071.865 0 678.176
3000
3500
2500
3000
3500
U - MUX - MUY
Puy 2893.9615 2191.7487 1517.7744 890.1099 325.1002
Muy 338.2536 329.6791 283.6474 206.4645 102.3568
Mu Mux KNm 678.1992 582.2239 523.7634 406.6073 198.0177
Diameter Tulangan mm 25 25 25 25 25
rasio tulangan 1 kolom
Rasio Tulangan 3% Arah X
Arah Y
25 0.85
0.85
350
350
800
500
500
800
61
61
3.0% 739 400000 6000 12000
3.0% 439 400000 6000 12000
12445000 12445
12445000 12445
466.737 396.726 521.583
277.263 235.674 467.995
OK
25
OK
350 4215217.10526316 4215.217 1972500.000 1972.5 2100000 2100
350 4006452.63157895 4006.453 1972500.000 1972.5 2100000 2100
4087.717
3878.953
2230520.566
1299207.932
2230.521
1299.208
1.5
1.5
700.105 700.000
415.895 410.000
>Xb -OK-
>Xb -OK595 547.722
OK
348.5 511.997 OK
350 33.4285714286 OK 33.4285714286 6321875 6321.875 1972500.000 1972.500 200571.428571429 200.571
350 42.4390243902 OK 42.4390243902 5924500 5924.500 1972500.000 1972.500 254634.146341463 254.634
8093.804
7642.366
1384663.402
869709.229
1384.663
869.709
0.6
0.6
280
166
OK < xb 238 469.2857142857 350
Patah Tarik
OK < xb 141.1 379.5180722892 350
Patah Tarik
350 2528750 2528.75 1972500.000 1972.500 2100000 2100.000
350 2398700 2398.7 1972500.000 1972.500 2100000 2100.000
2401.250
2271.200
2091156.250
1200149.215
2091.156
1200.149
197.647 1344370588.235
123.529 792194117.647
1344.371
792.194
12445 0 8093.804 1384.663 4087.717 2230.521 2401.250 2091.156 0 1344.371
3500
12445 0 7642.366 869.709 3878.953 1299.208 2271.200 1200.149 0 792.194
4000
1%
1,5%
2%
2,5%
3%
3,5%
4%
4,5%
5%
5,5%
6%
K1-1
K1-2
k1-3
k1-4
k1-5
k1-4
3500
k1-5
4000
Juml (%) 1.0% 1.0% 1.0% 1.0% 1.0%
Arah Y Tulangan Perlu 8.15 8.15 8.15 8.15 8.15
0.01 0.0196349541
Rasio Tulangan 3,5% Arah X
Arah Y
25 0.85
0.85
350
350
800
500
500
800
61
61
3.5% 739 400000 7000 14000
3.5% 439 400000 7000 14000
13102500 13102.5
13102500 13102.5
466.737 396.726 521.583
277.263 235.674 467.995
OK
25
OK
350 4215217.10526316 4215.217 2301250.000 2301.25 2450000 2450
350 4006452.63157895 4006.453 2301250.000 2301.25 2450000 2450
4066.467
3857.703
2460616.816
1427491.682
2460.617
1427.492
1.5
1.5
700.105 700.000
415.895 410.000
>Xb -OK-
>Xb -OK595 547.722
OK
348.5 511.997 OK
350 33.4285714286 OK 33.4285714286 6321875 6321.875 2301250.000 2301.250 234000 234.000
350 42.4390243902 OK 42.4390243902 5924500 5924.500 2301250.000 2301.250 297073.170731707 297.073
8389.125
7928.677
1507441.938
939863.954
1507.442
939.864
0.6
0.6
280
166
OK < xb
OK < xb
238 469.2857142857 350
Patah Tarik
141.1 379.5180722892 350
Patah Tarik
350 2528750 2528.75 2301250.000 2301.250 2450000 2450.000
350 2398700 2398.7 2301250.000 2301.250 2450000 2450.000
2380.000
2249.950
2321252.500
1328432.965
2321.253
1328.433
230.588 1528079411.765
144.118 899005882.353
1528.079
899.006
13102.5 0 8389.125 1507.442 4066.467 2460.617 2380.000 2321.253 0 1528.079
13102.5 0 7928.677 939.864 3857.703 1427.492 2249.950 1328.433 0 899.006
18000
1%
1,5%
2%
2,5%
3%
3,5%
4%
4,5%
5%
5,5%
6%
K1-1
K1-2
k1-3
k1-4
k1-5
16000
14000
12000
10000
Pn (kN) 8000
6000
4000
2000
0 0
k1-4
2000
k1-5
0 0
Jumlah Tulangan Arah X Tulangan Pakai 10.00 10.00 10.00 10.00 10.00
(%) 1.0% 1.0% 1.0% 1.0% 1.0%
Rasio Tulangan 4% Arah X
Arah Y
25 0.85
0.85
350
350
800
500
500
800
61
61
4.0% 739 400000 8000 16000
4.0% 439 400000 8000 16000
13760000 13760
13760000 13760
466.737 396.726 521.583
277.263 235.674 467.995
OK
25
OK
350 4215217.10526316 4215.217 2630000.000 2630 2800000 2800
350 4006452.63157895 4006.453 2630000.000 2630 2800000 2800
4045.217
3836.453
2690713.066
1555775.432
2690.713
1555.775
1.5
1.5
700.105 700.000
415.895 410.000
>Xb -OK-
>Xb -OK595 547.722
OK
348.5 511.997 OK
350 33.4285714286 OK 33.4285714286 6321875 6321.875 2630000.000 2630.000 267428.571428571 267.429
350 42.4390243902 OK 42.4390243902 5924500 5924.500 2630000.000 2630.000 339512.195121951 339.512
8684.446
8214.988
1630220.473
1010018.680
1630.220
1010.019
0.6
0.6
280
166
OK < xb
OK < xb
238 469.2857142857 350
Patah Tarik
141.1 379.5180722892 350
Patah Tarik
350 2528750 2528.75 2630000.000 2630.000 2800000 2800.000
350 2398700 2398.7 2630000.000 2630.000 2800000 2800.000
2358.750
2228.700
2551348.750
1456716.715
2551.349
1456.717
263.529 1700258823.529
164.706 998611764.706
1700.259
998.612
13760 0 8684.446 1630.220 4045.217 2690.713 2358.750 2551.349 0 1700.259
13760 0 8214.988 1010.019 3836.453 1555.775 2228.700 1456.717 0 998.612
500
1000
500
Arah X Tulangan Perlu
1000
Tulangan 8.15 8.15 8.15 8.15 8.15
10.00 10.00 10.00 10.00 10.00
Rasio Tulangan 4,5% Arah X Arah Y
Rasio Tulangan 5 Arah X
25 0.85
0.85
25 0.85
350
350
350
800
500
800
500
800
500
61
61
61
4.5%
5.0%
739 400000 9000 18000
4.5% 439 400000 9000 18000
739 400000 10000 20000
14417500 14417.5
14417500 14417.5
15075000 15075
466.737 396.726 521.583
277.263 235.674 467.995
466.737 396.726 521.583
OK
25
OK
350 4215217.10526316 4215.217 2958750.000 2958.75 3150000 3150
OK
350 4006452.63157895 4006.453 2958750.000 2958.75 3150000 3150
350 4215217.10526316 4215.217 3287500.000 3287.5 3500000 3500
4023.967
3815.203
4002.717
2920809.316
1684059.182
3150905.566
2920.809
1684.059
3150.906
1.5
1.5
1.5
700.105 700.000
415.895 410.000
700.105 700.000
>Xb -OK-
>Xb -OK595 547.722
OK
>Xb -OK348.5 511.997
OK
350 33.4285714286 OK 33.4285714286 6321875 6321.875 2958750.000 2958.750 300857.142857143 300.857
595 547.722 OK
350 42.4390243902 OK 42.4390243902 5924500 5924.500 2958750.000 2958.750 381951.219512195 381.951
350 33.4285714286 OK 33.4285714286 6321875 6321.875 3287500.000 3287.500 334285.714285714 334.286
8979.768
8501.299
9275.089
1752999.009
1080173.405
1875777.545
1752.999
1080.173
1875.778
0.6
0.6
0.6
280
166
280
OK < xb 238 469.2857142857 350
Patah Tarik
OK < xb
OK < xb
141.1 379.5180722892 350
Patah Tarik
238 469.2857142857 350
Patah Tarik
350 2528750 2528.75 2958750.000 2958.750 3150000 3150.000
350 2398700 2398.7 2958750.000 2958.750 3150000 3150.000
350 2528750 2528.75 3287500.000 3287.500 3500000 3500.000
2337.500
2207.450
2316.250
2781445.000
1585000.465
3011541.250
2781.445
1585.000
3011.541
296.471 1860908823.529
185.294 1091011764.706
329.412 2010029411.765
1860.909
1091.012
2010.029
14417.5 0 8979.768 1752.999 4023.967 2920.809 2337.500 2781.445 0 1860.909
14417.5 0 8501.299 1080.173 3815.203 1684.059 2207.450 1585.000 0 1091.012
15075 0 9275.089 1875.778 4002.717 3150.906 2316.250 3011.541 0 2010.029
DIAGRAM Mn-Pn Arah Y
1000
1500
Mn (kNm)
1000
1500
Mn (kNm)
Rasio Tulangan 5%
Rasio Tulangan 5,5% Arah Y
Arah X
0.85
25 0.85
350
350
500
800
800
500
61
61
5.0% 439 400000 10000 20000
5.5% 739 400000 11000 22000
15075000 15075
15732500 15732.5
277.263 235.674 467.995
466.737 396.726 521.583
25
OK
OK
350 4006452.63157895 4006.453 3287500.000 3287.5 3500000 3500
350 4215217.10526316 4215.217 3616250.000 3616.25 3850000 3850
3793.953
3981.467
1812342.932
3381001.816
1812.343
3381.002
1.5
1.5
415.895 410.000
700.105 700.000
>Xb -OK-
>Xb -OK348.5 511.997
OK
595 547.722 OK
350 42.4390243902 OK 42.4390243902 5924500 5924.500 3287500.000 3287.500 424390.243902439 424.390
350 33.4285714286 OK 33.4285714286 6321875 6321.875 3616250.000 3616.250 367714.285714286 367.714
8787.610
9570.411
1150328.131
1998556.080
1150.328
1998.556
0.6
0.6
166
280
OK < xb 141.1 379.5180722892 350
Patah Tarik
OK < xb 238 469.2857142857 350
Patah Tarik
350 2398700 2398.7 3287500.000 3287.500 3500000 3500.000
350 2528750 2528.75 3616250.000 3616.250 3850000 3850.000
2186.200
2295.000
1713284.215
3241637.500
1713.284
3241.638
205.882 1176205882.353
362.353 2147620588.235
1176.206
2147.621
500
15075 0 8787.610 1150.328 3793.953 1812.343 2186.200 1713.284 0 1176.206
15732.5 0 9570.411 1998.556 3981.467 3381.002 2295.000 3241.638 0 2147.621
2000
500
2000
io Tulangan 5,5%
Rasio Tulangan 6% Arah Y
Arah X
Arah Y
0.85
25 0.85
0.85
350
350
350
500
800
500
800
500
800
61
61
61
5.5% 439 400000 11000 22000
6.0% 739 400000 12000 24000
6.0% 439 400000 12000 24000
15732500 15732.5
16390000 16390
16390000 16390
277.263 235.674 467.995
466.737 396.726 521.583
277.263 235.674 467.995
25
OK
OK
350 4006452.63157895 4006.453 3616250.000 3616.25 3850000 3850
25
OK
350 4215217.10526316 4215.217 3945000.000 3945 4200000 4200
350 4006452.63157895 4006.453 3945000.000 3945 4200000 4200
3772.703
3960.217
3751.453
1940626.682
3611098.066
2068910.432
1940.627
3611.098
2068.910
1.5
1.5
1.5
415.895 410.000
700.105 700.000
415.895 410.000
>Xb -OK-
>Xb -OK348.5 511.997
OK
>Xb -OK595 547.722
OK
350 42.4390243902 OK 42.4390243902 5924500 5924.500 3616250.000 3616.250 466829.268292683 466.829
348.5 511.997 OK
350 33.4285714286 OK 33.4285714286 6321875 6321.875 3945000.000 3945.000 401142.857142857 401.143
350 42.4390243902 OK 42.4390243902 5924500 5924.500 3945000.000 3945.000 509268.292682927 509.268
9073.921
9865.732
9360.232
1220482.857
2121334.616
1290637.582
1220.483
2121.335
1290.638
0.6
0.6
0.6
166
280
166
OK < xb 141.1 379.5180722892 350
Patah Tarik
OK < xb 238 469.2857142857 350
Patah Tarik
OK < xb 141.1 379.5180722892 350
Patah Tarik
350 2398700 2398.7 3616250.000 3616.250 3850000 3850.000
350 2528750 2528.75 3945000.000 3945.000 4200000 4200.000
350 2398700 2398.7 3945000.000 3945.000 4200000 4200.000
2164.950
2273.750
2143.700
1841567.965
3471733.750
1969851.715
1841.568
3471.734
1969.852
226.471 1254194117.647
395.294 2273682352.941
247.059 1324976470.588
1254.194
2273.682
1324.976
15732.5 0 9073.921 1220.483 3772.703 1940.627 2164.950 1841.568 0 1254.194
16390 0 9865.732 2121.335 3960.217 3611.098 2273.750 3471.734 0 2273.682
16390 0 9360.232 1290.638 3751.453 2068.910 2143.700 1969.852 0 1324.976
1% 1,5% 2% 2,5% 3% 3,5% 4% 4,5% 5% 5,5% 6% K1-1Y k1-Y2 k1-3Y k1-4y k1-5Y
2500
k1-5Y
2500
d 5
d4 d 3
d2 d 1
DESAIN PENULANGAN KOLOM 1
bc hc Tinggi eff (d) Luas Penampang (Ag)
= = = = = =
MPa MPa mm mm mm mm2
f'c fy
400000
Pu Mux Muy
= = =
kN kNm kNm
2893.96153616 678.199204312 338.253600606
= = = = > >
kNm kNm kN
1043.3834 520.3902 4452.2485
Pakai Mnx Mny Pn Kontrol Faktor Reduksi Pn Pn
25 350 500 800 739
0.65 0,1*Ag*f'c 1000
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima Dari Grafik Rasio Tulangan (ρ)
Luas Tulangan (As) Dipakai Tul Pokok (D) Luas Diameter Tul Jumlah Tulangan (n) Dipakai Jumlah Tulangan Luas Tulangan Pakai (As)
= = = = = = =
mm2 mm mm2
1.00% 4000
25 490.8738521234 8.1487330863
mm2
10 4908.7385212341
Rasio Tul Pakai
=
1.23% Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Momen Joint Kolom-Balok ε'c = z1 = εy = εs1 = C = Es = fs1 = β1 = a = Cc = As1 = As2 = As3 = As4 = As5 = Fs1 = Fs2 = Fs3 = Fs4 = Fs5 = Fs1 * ( h/2 - di ) = Fs2 * ( h/2 - di ) = Fs3 * ( h/2 - di ) = Fs4 * ( h/2 - di ) = Fs5 * ( h/2 - di ) = Pn = Mn = 6 . . (Mg - Mg ) 5
cm kg/cm² kg/cm² cm kg cm² cm² cm² cm² cm² kg kg kg kg kg KgCm KgCm KgCm KgCm KgCm KN KNm
=
0.003 -1 0.00175 -0.00175 465.7894736842 200000 350 0.85 395.9210526316 6730657.8947369 981.7477042468 981.7477042468 981.7477042468 981.7477042468 981.7477042468 343.6116964864 343.6116964864 343.6116964864 343.6116964864 343.6116964864 136.7071785946 136.7821785946 136.8571785946 136.9321785946 137.0071785946 8448.7163771688 2044.1444715739 1372.7995946885
OK --> Strong Column Weak Beam
6 Me 5 . . (Mg - Mg )
Ket : Me Mg
= =
Momen Kapasitas Kolom yang Merang Momen KapasitasBalok Pada Joint Ba
PENULANGAN GESER KOLOM LANTAI 1 Mk(atas)
Mkbawah H Mnk bawah Mnk atas Gaya Geser (Ve) Vu Vu pakai Dipakai Tul Sengkang : Sengkang ø10 Luas Diameter Tul
= = = = = =
m
= =
mm mm2
= =
mm mm
≥
mm (h balok)
≥ ≥
mm (1/6 H) mm
kN kN
4 678.199204312 338.2536 339.1317 254.1132012296
339.1317 10 78.5398163397
DAERAH SENDI PLASTIS Panjang daerah Plastis (lo) Pakai Lo Kontrol
1000
1000 800 666.6666666667 500
OK = = = =
Vs Pakai Sengkang Av jarak Sengkang (S) Kontrol
S pakai
≤
mm2 kaki mm2 mm mm (1/4 *b kolom)
≤
mm (6* D pokok)
≤
mm ( S harus 100150 mm)
=
mm
452.1756 2 157.0796326795 89.8514802492 125 150 155.5555555556
75 OK
DAERAH LUAR SENDI PLASTIS Panjang daerah (L) Vc Pakai Sengkang 2 kaki Av jarak Sengkang (S) S pakai Kontrol
= =
mm mm
2000 467.0414862514
= = = ≤ ≤
mm2 mm mm mm (d/2) mm
157.0796326795 86.991516147
80 369.5 300
OK
bc hc Ф pokok
500 Es 800 25 10 737.5 662.5 587.5 512.5 437.5 362.5
Ф sengkang d1 d2 d3 d4 d5 d6
200000
SAIN PENULANGAN KOLOM LANTAI 2
3 25 350 500 800 739 400000
4 25 350 500 800 739 400000
5 25 350 500 800 739 400000
25 350 500 800 739 400000
2191.7487402 1517.77440587 890.109933472 325.100246125 582.22385148 523.763393623 406.607252964 198.017703375 329.679118152 283.64742962 206.464527161 102.356815893 895.7290 507.1986 3371.9211
805.7898 436.3807 2335.0375
625.5496 317.6377 1369.3999
304.6426 157.4720 500.1542
0.65
0.65
0.65
0.65
1000
1000
1000
1000
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan TIDAK OK Faktor Reduksi Gunakan = 0.65 dapat Pn=1000 diterima
Dari Grafik Mn-Pn Didapat :
2.00%
2.00%
2.00%
2.00%
8000
8000
8000
8000
25
25
25
25
490.8738521234 16.2974661726
490.8738521234 16.2974661726
490.8738521234 16.2974661726
490.8738521234 16.2974661726
17
17
17
17
8344.8554860979 8344.8554860979 8344.8554860979 8344.8554860979
2.09% 2.09% 2.09% 2.09% Kontrol Rasio Kontrol Rasio Kontrol Rasio Kontrol Rasio Tulangan (1% < Tulangan (1% < Tulangan (1% < Tulangan (1% < ρ< 6%) OK ρ< 6%) OK ρ< 6%) OK ρ< 6%) OK 0.003 0.003 0.003 0.003 -1 -1 -1 -1 0.00175 0.00175 0.00175 0.00175 -0.00175 -0.00175 -0.00175 -0.00175 46.5789473684 46.5789473684 46.5789473684 46.5789473684 200000 200000 200000 200000 350 350 350 350 0.85 0.85 0.85 0.85 39.5921052632 39.5921052632 39.5921052632 39.5921052632 686527.10526316 686527.10526316 686527.10526316 686527.10526316 29.4524311274 29.4524311274 29.4524311274 29.4524311274 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 103.0835089459 103.0835089459 103.0835089459 103.0835089459 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 -3479.0684269246 -3479.0684269246 -3479.0684269246 -3479.0684269246 -901.9807032768 -901.9807032768 -901.9807032768 -901.9807032768 -644.271930912 -644.271930912 -644.271930912 -644.271930912 -386.5631585472 -386.5631585472 -386.5631585472 -386.5631585472 -128.8543861824 -128.8543861824 -128.8543861824 -128.8543861824 6867.676334507 6867.676334507 6867.676334507 6867.676334507 1386.5016763126 1386.5016763126 1386.5016763126 1386.5016763126 1173.5507760656 1173.5507760656 1173.5507760656 1173.5507760656
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
apasitas Kolom yang Merangka Pada Joint Balok-Kolom apasitasBalok Pada Joint Balok-Kolom
OK --> Strong Column Weak Beam
4 4 4 465.779081184 419.010714899 325.285802371 263.7433 226.9179 165.1716 198.4563 182.3805939263
124.29064 161.4821646487
102.7803738 122.614356025
4 158.4141627 81.8855 74.9060180855 60.0749038535
198.4563 161.482164649 122.614356025 74.9060180855 10 78.5398163397
10 78.5398163397
10 78.5398163397
10 78.5398163397
1000
1000
1000
1000
1000
1000
1000
1000
800
800
800
800
666.6666666667 500
666.6666666667 500
666.6666666667 500
666.6666666667 500
OK
OK
OK
OK
264.6084 2 157.0796326795 153.5425443506
215.3095528649 2 157.0796326795 188.6987662737
163.4858080333 2 157.0796326795 248.5148251173
99.8746907806 2 157.0796326795 406.7962230971
125
125
125
125
150
150
150
150
155.5555555556
155.5555555556
155.5555555556
155.5555555556
120
120
120
120
OK
OK
OK
OK
2000 428.4302320692
2000 391.3716730608
2000 356.8594673241
2000 325.7923424023
157.0796326795 94.8314193336
157.0796326795 103.8109035199
157.0796326795 113.8505510228
157.0796326795 124.7071883058
OK
75
100
100
100
369.5 300
369.5 300
369.5 300
369.5 300
OK
OK
OK
6 25 350 500 800 739 400000
182.1717 174.5199 117.8181 268.4922 181.2586 280.2642
0.65 1000
TIDAK OK Gunakan Pn=1000
2.00% 8000
25 490.8738521234 16.2974661726
17 8344.8554860979
2.09% Kontrol Rasio Tulangan (1% < ρ< 6%) OK 0.003 -1 0.00175 -0.00175 46.5789473684 200000 350 0.85 39.5921052632 686527.10526316 29.4524311274 9.8174770425 9.8174770425 9.8174770425 9.8174770425 103.0835089459 34.3611696486 34.3611696486 34.3611696486 34.3611696486 -3479.0684269246 -901.9807032768 -644.271930912 -386.5631585472 -128.8543861824 6867.676334507 1386.5016763126 572.9078991073
OK --> Strong Column Weak Beam
4 61.07569 90.9911 31.2970918472 38.0166975
38.0166975 10 78.5398163397 1000
1000 650 666.6666666667 500
OK 50.68893 2 157.0796326795 801.5289924753 125 150 155.5555555556
120 OK
2000 317.9333992783 157.0796326795 127.7898046722
100 369.5 300
OK
d 5
d4 d 3
d2 d 1
DESAIN PENULANGAN KOLOM 1
bc hc Tinggi eff (d) Luas Penampang (Ag)
= = = = = =
MPa MPa mm mm mm mm2
f'c fy
400000
Pu Mux Muy
= = =
kN kNm kNm
2893.96153616 678.199204312 338.253600606
= = = = > >
kNm kNm kN
1043.3834 520.3902 4452.2485
Pakai Mnx Mny Pn Kontrol Faktor Reduksi Pn Pn
25 350 500 800 739
0.65 0,1*Ag*f'c 1000
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima Dari Grafik Rasio Tulangan (ρ)
Luas Tulangan (As) Dipakai Tul Pokok (D) Luas Diameter Tul Jumlah Tulangan (n) Dipakai Jumlah Tulangan Luas Tulangan Pakai (As)
= = = = = = =
mm2 mm mm2
1.00% 4000
25 490.8738521234 8.1487330863
mm2
10 4908.7385212341
Rasio Tul Pakai
=
1.23% Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Momen Joint Kolom-Balok ε'c = z1 = εy = εs1 = C = Es = fs1 = β1 = a = Cc = As1 = As2 = As3 = As4 = As5 = Fs1 = Fs2 = Fs3 = Fs4 = Fs5 = Fs1 * ( h/2 - di ) = Fs2 * ( h/2 - di ) = Fs3 * ( h/2 - di ) = Fs4 * ( h/2 - di ) = Fs5 * ( h/2 - di ) = Pn = Mn = 6 . . (Mg - Mg ) 5
cm kg/cm² kg/cm² cm kg cm² cm² cm² cm² cm² kg kg kg kg kg KgCm KgCm KgCm KgCm KgCm KN KNm
=
0.003 -1 0.00175 -0.00175 465.7894736842 200000 350 0.85 395.9210526316 6730657.8947369 981.7477042468 981.7477042468 981.7477042468 981.7477042468 981.7477042468 343.6116964864 343.6116964864 343.6116964864 343.6116964864 343.6116964864 136.7071785946 136.7821785946 136.8571785946 136.9321785946 137.0071785946 8448.7163771688 2044.1444715739 1372.7995946885
OK --> Strong Column Weak Beam
6 Me 5 . . (Mg - Mg )
Ket : Me Mg
= =
Momen Kapasitas Kolom yang Merang Momen KapasitasBalok Pada Joint Ba
PENULANGAN GESER KOLOM LANTAI 1 Mk(atas)
Mkbawah H Mnk bawah Mnk atas Gaya Geser (Ve) Vu Vu pakai Dipakai Tul Sengkang : Sengkang ø10 Luas Diameter Tul
= = = = = =
m
= =
mm mm2
= =
mm mm
≥
mm (h balok)
≥ ≥
mm (1/6 H) mm
kN kN
4 678.199204312 338.2536 339.1317 254.1132012296
339.1317 10 78.5398163397
DAERAH SENDI PLASTIS Panjang daerah Plastis (lo) Pakai Lo Kontrol
1000
1000 800 666.6666666667 500
OK = = = =
Vs Pakai Sengkang Av jarak Sengkang (S) Kontrol
S pakai
≤
mm2 kaki mm2 mm mm (1/4 *b kolom)
≤
mm (6* D pokok)
≤
mm ( S harus 100150 mm)
=
mm
452.1756 2 157.0796326795 89.8514802492 125 150 155.5555555556
75 OK
DAERAH LUAR SENDI PLASTIS Panjang daerah (L) Vc Pakai Sengkang 2 kaki Av jarak Sengkang (S) S pakai Kontrol
= =
mm mm
2000 467.0414862514
= = = ≤ ≤
mm2 mm mm mm (d/2) mm
157.0796326795 86.991516147
80 369.5 300
OK
bc hc Ф pokok
500 Es 800 25 10 737.5 662.5 587.5 512.5 437.5 362.5
Ф sengkang d1 d2 d3 d4 d5 d6
200000
SAIN PENULANGAN KOLOM LANTAI 2
3 25 350 500 800 739 400000
4 25 350 500 800 739 400000
5 25 350 500 800 739 400000
25 350 500 800 739 400000
2191.7487402 1517.77440587 890.109933472 325.100246125 582.22385148 523.763393623 406.607252964 198.017703375 329.679118152 283.64742962 206.464527161 102.356815893 895.7290 507.1986 3371.9211
805.7898 436.3807 2335.0375
625.5496 317.6377 1369.3999
304.6426 157.4720 500.1542
0.65
0.65
0.65
0.65
1000
1000
1000
1000
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan TIDAK OK Faktor Reduksi Gunakan = 0.65 dapat Pn=1000 diterima
Dari Grafik Mn-Pn Didapat :
2.00%
2.00%
2.00%
2.00%
8000
8000
8000
8000
25
25
25
25
490.8738521234 16.2974661726
490.8738521234 16.2974661726
490.8738521234 16.2974661726
490.8738521234 16.2974661726
17
17
17
17
8344.8554860979 8344.8554860979 8344.8554860979 8344.8554860979
2.09% 2.09% 2.09% 2.09% Kontrol Rasio Kontrol Rasio Kontrol Rasio Kontrol Rasio Tulangan (1% < Tulangan (1% < Tulangan (1% < Tulangan (1% < ρ< 6%) OK ρ< 6%) OK ρ< 6%) OK ρ< 6%) OK 0.003 0.003 0.003 0.003 -1 -1 -1 -1 0.00175 0.00175 0.00175 0.00175 -0.00175 -0.00175 -0.00175 -0.00175 46.5789473684 46.5789473684 46.5789473684 46.5789473684 200000 200000 200000 200000 350 350 350 350 0.85 0.85 0.85 0.85 39.5921052632 39.5921052632 39.5921052632 39.5921052632 686527.10526316 686527.10526316 686527.10526316 686527.10526316 29.4524311274 29.4524311274 29.4524311274 29.4524311274 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 9.8174770425 103.0835089459 103.0835089459 103.0835089459 103.0835089459 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 34.3611696486 -3479.0684269246 -3479.0684269246 -3479.0684269246 -3479.0684269246 -901.9807032768 -901.9807032768 -901.9807032768 -901.9807032768 -644.271930912 -644.271930912 -644.271930912 -644.271930912 -386.5631585472 -386.5631585472 -386.5631585472 -386.5631585472 -128.8543861824 -128.8543861824 -128.8543861824 -128.8543861824 6867.676334507 6867.676334507 6867.676334507 6867.676334507 1386.5016763126 1386.5016763126 1386.5016763126 1386.5016763126 1173.5507760656 1173.5507760656 1173.5507760656 1173.5507760656
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
apasitas Kolom yang Merangka Pada Joint Balok-Kolom apasitasBalok Pada Joint Balok-Kolom
OK --> Strong Column Weak Beam
4 4 4 465.779081184 419.010714899 325.285802371 263.7433 226.9179 165.1716 198.4563 182.3805939263
124.29064 161.4821646487
102.7803738 122.614356025
4 158.4141627 81.8855 74.9060180855 60.0749038535
198.4563 161.482164649 122.614356025 74.9060180855 10 78.5398163397
10 78.5398163397
10 78.5398163397
10 78.5398163397
1000
1000
1000
1000
1000
1000
1000
1000
800
800
800
800
666.6666666667 500
666.6666666667 500
666.6666666667 500
666.6666666667 500
OK
OK
OK
OK
264.6084 2 157.0796326795 153.5425443506
215.3095528649 2 157.0796326795 188.6987662737
163.4858080333 2 157.0796326795 248.5148251173
99.8746907806 2 157.0796326795 406.7962230971
125
125
125
125
150
150
150
150
155.5555555556
155.5555555556
155.5555555556
155.5555555556
120
120
120
120
OK
OK
OK
OK
2000 428.4302320692
2000 391.3716730608
2000 356.8594673241
2000 325.7923424023
157.0796326795 94.8314193336
157.0796326795 103.8109035199
157.0796326795 113.8505510228
157.0796326795 124.7071883058
OK
75
100
100
100
369.5 300
369.5 300
369.5 300
369.5 300
OK
OK
OK
6 25 350 500 800 739 400000
182.1717 174.5199 117.8181 268.4922 181.2586 280.2642
0.65 1000
TIDAK OK Gunakan Pn=1000
2.00% 8000
25 490.8738521234 16.2974661726
17 8344.8554860979
2.09% Kontrol Rasio Tulangan (1% < ρ< 6%) OK 0.003 -1 0.00175 -0.00175 46.5789473684 200000 350 0.85 39.5921052632 686527.10526316 29.4524311274 9.8174770425 9.8174770425 9.8174770425 9.8174770425 103.0835089459 34.3611696486 34.3611696486 34.3611696486 34.3611696486 -3479.0684269246 -901.9807032768 -644.271930912 -386.5631585472 -128.8543861824 6867.676334507 1386.5016763126 572.9078991073
OK --> Strong Column Weak Beam
4 61.07569 90.9911 31.2970918472 38.0166975
38.0166975 10 78.5398163397 1000
1000 650 666.6666666667 500
OK 50.68893 2 157.0796326795 801.5289924753 125 150 155.5555555556
120 OK
2000 317.9333992783 157.0796326795 127.7898046722
100 369.5 300
OK
PONDASI MENERUS F'c Fy Deform Fy Polos B kolom H kolom Vu
25 Mpa 350 Mpa 240 Mpa 0.5 m 0.8 m 1722.104 Kn
Mu Max Q1 (Pu ) Q2 Q3 Q4 Z Tanah Qc q ULT Qall (net) Q netto tanah L2 L2 dipakai Q loads Bj Tanah A Telapak Perlu
2074.241 Knm 2895.75434256 Kn/m2 2324.32598714 Kn/m2 2325.66726184 Kn/m2 2847.12647784 Kn/m2 3.5 m 230 Kg/cm2 66.4 Kg/cm2 2213.3333333333 Kn/m2 2149.3333333333 Kn/m2 4.5 m 0.25 m 10392.874 Kn/m2 16 Kn/m3 4.6955756338 m2
Resultante Foundation (X) L L pakai L1=a a pakai B H sloof
3.7614892053 m 16.0459568214 m 17 1.500 m 1.5 m 0.8 m 1m
Vc = Ambil bidang geser terbesar Vu/Φ Vu/Φ Terletak sejauh d dari mukakolom Vu/Φ Kritis Vu/Φ Kritis Vu/Φ Kritis
0.8333333333
0.28
b.d
0.1333333333
2296.138 KN = = =
8.25 8.250 2228.6045
-
Vc+Vs >= Vu/Φ Kritis 1.6666666667
b.d
=
2228.6045294118
b 1333.3333333333 d 1603.4672156863 d
800 mm
d d Vc=1/6*b*d (fc^0,5) Vu/Φ Kritis Vs=Vu/Φ Kritis Vsmin
666666.666666667 666.6666666667 1958.471 1291.8039803922 266666.666666667 266.6666666667 Aman
-Vc
vs>>Vmin
Tulangan Geser Digunakan tulangan D Av S Digunakan tulangan D-13 Syarat s≤d/2 s≤300mm
s Digunakan tulangan D-13 Syarat s≤d/2 s≤300mm
13 mm 265.4645792283 mm2 Daerah 1 (Muka tumpuan sampai Vsmin) 71.9246914704 mm 70 oke oke Daerah 2 (dari VS Min sampai Vv=0) 348.4222602372 mm 300 mm oke oke
Lokasi Vsmin (Vc+Vsmin/Vu/Φ Kritis )=x/0,5L X
Mumaks Mu/Φ b sloof h sloof Rn m p p min
4.051 Meter
Perencanaan Tulangan Lentur Sloof 2074.241 KNm 2592.801 KNm 800 mm 1000 mm 3.2410015625 Mpa 16.4705882353 0.008730163 0.004
= = = = N KN KN KN N KN
2228.6045294118 2228.6045294118 1.3898659777 1
p pakai As Digunakan tulangan D As Jumlah tulangan dalam 1 meter
0.008730163 6984.1303916002 mm2 25 mm 490.8738521234 mm2 14.2279536003 batang 15 batang Daerah Oversteak 687.7637251794 Knm 1.0746308206 Mpa
Mu Tumpuan Rn p p min p pakai As Digunakan tulangan D As Jumlah tulangan dalam 1 meter
0.0027488022 0.004 0.004 3200 mm2 25 mm 490.874 mm2 6.518986469 batang 7 batang
Perencanaan Tulangan daerah Overstake Vu/Φ d sloof daerah Vu/Φ krirtis Vu/Φ krirtis Overstake >>Vs Min DiGunakan Vs Digunakan Tulangan D Luas 1 Tulangan S Digunakan
2296.138 KN 1000 mm 1200 mm 378.86277 KN 266.6666666667 KN 378.86277 KN 13 mm 132.7322896142 mm2 122.6203919825 mm D13-120
Perencanaan Pelat Pondasi Qu sloof Ukuran Pelat b Pelat h Pelat d plat
611.3455334928 Kn/m
Qu Pelat
407.5636889952 KN/m2
0.2844349566 m 0.3 m 0.2 m
1.5
Lp x Vu Plat Vu/Φ
0.35 meter 0.15 Meter 61.1345533493 Kn 81.512737799 Kn
Ukuran Pelat B H
Mu MU/0,8 Rn m p p min
1.5 Meter 0.3 Meter Perencanaan Tulangan Lentur Pelat 24.963275951 KnM 31.2040949387 Knm 0.7801023735 16.4705882353 0.0164513757 0.004
Tulangan Pokok As Digunakan Tulangan D 22 S Tulangan D22-330
1200 mm2 380.1327110844 mm2 316.777259237 mm
Tulangan Susut As Digunakan Tulangan D13 S
Tulangan D13-150
900 mm2 132.7322896142 mm2 147.4803217935 mm
Aman
KN
d)*1/2L d) d
-
2296.138 270.1338824 270.1338824
270.1338824 d
meter meter
270.1338824 d
i m
Tinggi Lantai Lebar Tangga Lebar Ruang Syarat bordes L bordes h bordes Tebal Bordes Uptrede (t) Antrede (L) Tebal Plat
Mutu Bahan
Diameter Tulangan
Selimut Beton
Ketentuan Lain
Luas Tulangan
120 - 200
Data Lantai 4m 2.25 m 4.5 m cm 150 cm 2m 15 cm 17 cm 30 cm 15 cm 150 mm
Ketentuan Beton (fc') Baja - Tulangan (fy)
Pokok
Sengkang Pb ρb ρ min ρ maks β1 φ Єc Єc'u Єs Єy Ad13 Ad16 Ad19 Ad22 Ad25 Ad27 φo
400 cm 225 cm 450 cm 1.5 m 0.15 m 0.17 m 0.3 m 0.15 m
25 350 13 16 19 22 25 27 10 20 0.032593985 0.004 0.0244454887 0.85 0.8 23500 0.003 200000 0.00175 132.73228961 201.06192983 283.52873699 380.13271108 490.87385212 572.55526112 1.25
MPa MPa
mm
mm mm
mm2
syarat
2t + L
60 - 65 64
jumlah anak tangga
(hlantai/t)+1
OKE 24.52941
25 L ideal
375 3.75 0.882353
cos alpha Pembebanan Tangga Pada Tangga Bebab Mati Berat Sendiri Pelat Tangga (15 cm) Beban anak tangga Berat 1 anak tangga dalam 1 m berat per 1 m Berat komponen lain spesi keramik pasir total berat komponen lain qd total Beban Hidup ql tangga Pada Bordes Beban Mati Berat Sendiri Pelat Tangga (15 cm) Berat komponen lain spesi keramik pasir total berat komponen lain qd total Beban Hidup ql tangga
4.00248 0.600372 3.333333 2.00124 0.465975 0.171675 0.772538 1.410188 7.413908 3
3.5316 0.55917 0.772538 0.465975 1.797683 5.329283 3
Kombinasi Beban Pada Tangga qu Pada Bordes
13.69669
qu
11.19514 Analisis Struktur
R1 R2 total R
35.41776 32.73753 68.15529 kontrol
zigma P
68.15529 OKE Menghitung Momen Rencana Tangga 2.585863 45.79274
x M maks
Penulangan Tangga Tulangan Pokok Tangga tulangan d
Mu
[c] [b] [a] a Cc = Ts As Asd jarak antar tulangan s < 2h di pakai jarak di pakai L tulangan pokok
13 123.5
a 0,85. f ' c.a.b. d 2 57240927 -2624375 10625 24.1779 1467.944 132.7323 90.42054 300 75 D13 - 75 1769.764 OKE Tulangan Susut Tangga
tulangan Asd Asst jarak antar tulangan s < 5h s 25 Dipakai sengkang
OK OK
P10-150
OKE
ER Bordes kN kN mm mm mm mm mm
SFD B3 (Pakai) GF Lantai VG,ki 21.457 VG,ka 23.66
BALOK BORDES 23.66
mm MPa MPa kNm kNm kN kN kN kN mm mm2
21.457
128.786
128.786 VE
astis kN kN
152.446
buah mm mm -107.329 Vu
mm mm
i Plastis kN kN kN buah mm mm
123.1199414802
tinggi lantai lebar bordes tebal plat tangga uptrede antrede selimut beton sebagai patokan jumlah anak tangga anak tangga 1 anak tangga 2 anak tangga 3 anak tangga 4 jumlah anak tangga L L L L
ideal ideal ideal ideal
cos cos cos cos
1 2 3 4
400 cm 150 cm 15 cm 17 cm 30 cm 20 mm 64 syarat 60 - 65 cm 24.5294117647 6 buah 6 buah 6 buah 6 buah 24 buah 1.8 m 1.8 m 1.8 m 1.8 m
α1 α2 α3 α4
0.8700221858 0.863957905 0.863957905 0.8700221858
b
1000 mm
Pembebanan Pada Tangga
berat sendiri berat sendiri berat 1 anak dalam 1m Berat per1m
Pada Tangga Beban Mati pelat tangga 1 0.4137825516 t/m pelat tangga 2 0.4166869681 t/m Beban Anak Tangga tangga 0.0612 t/m 3.3333333333 anak tangga 0.204 t/m Berat Komponen Lain
Berat tot komp lain Qd total type 1 Qd total type2
0.1415 t/m 0.7592825516 t/m 7.4485618311 kn/m 0.7621869681 t/m
24
7.4770541571 kN/m Beban Hidup pada tangga (QL) 0.3 t/m Pada Bordes Beban Mati Berat sendiri pelat bordes 0.36 t/m2 Berat Komp lain
total
0.1415 t/m
Qd total
0.5015 t/m
pada tangga type 1 (Qu) pada tangga type 2 (Qu) Pada Bordes (Qu)
Kombinasi Beban 1.3911390619 t/m 13.6470741973 kN/m 1.3946243617 t/m 13.6812649885 kN/m 1.0818 t/m 10.612458 kN/m
Analisis Struktur Reaksi R1 Reaksi R2 reaksi R1 reaksi R2
Type 1 22.3764072149 kN 19.7238530605 kN Type 2 22.4234040115 kN 19.7406376307 kN
momen maximum x Mu x Mu
Mu f`c pelat
type 1 1.6396486816 m 18.344723294 kNm type 2 1.6389861632 m 18.3609655344 kNm Perencanaan Tulangan Tangga type 1 dan 4 18.344723294 KNm 25 Mpa
diameter tulangan 13 mm Fy 350 Mpa d 123.5 mm ø 0.8 Mu/ø 22.9309041175 KNm 0.85.f`c.b.a 21250 a Mu/ø 0.85.f`c.b.a 22930904.1175041 21250 a
-
1 a a Cc As A1d s s syarat syarat
A1d fy Asst s s pakai s s s P Asst pakai
b h qd bordes P qd total qL Qu MuMu+ f`c Es fy ε cu εs m ρb
a2
#VALUE! mm #VALUE! mm = Ts #VALUE! mm2 132.7322896142 mm2 #VALUE! mm 90 mm < 300 oke dipakai D 13 As pakai 1474.8032179352 mm2 Tulangan Susut Tangga P 10 mm 78.5398163397 mm2 240 MPa 300 mm2 261.7993877992 mm 200 mm < 750 < 450 oke dipakai 10 392.6990816987 cm2
estimasi ukuran balok bordes 25 cm 50 cm 1.0818 t/m 0.15 ton 2.1417 t/m 0.3 t/m 3.05004 t/m 3.656295 t/m 1.8281475 t/m Desain Balok Bordes 25 Mpa 255 kg/cm2 2100000 kg/cm2 3570 kg/cm2 0.003 0.0017 16.4705882353 0.0329407295
-2
-
-
Rb Rm MuMu+ φ Mn bh2 b coba2 h ht pakai
85.6967094839 kg/cm2 29.9938483194 kg/cm2 3.656295 t/m 1.8281475 t/m 0.8 4.57036875 t/m 15237.6870794791 25 cm 24.6882053455 cm 40 cm Desain Momen Negatif (Tumpuan) tulangan pokok 13 mm 1.3 cm tul sengkang 10 mm 1 cm selimut beton 4 cm h 34.35 cm Mn 457036.875 kgcm Mn cc 457036.875 5418.75 a 457036.875 216750 a 1 a2 a 77.8326948917 cm a 2.1673051083 cm a pakai 2.1673051083 cm Cc 11744.0845556219 kg Ts = Cc 11744.0845556219 As 3.2896595394 cm2 A1d 1.3273228961 cm2 n tulangan 2.4784169315 tulangan 3 Tulangan n tul max 1 baris 3.6052631579 tulangan n tul baris 1 3 tulangan n tul baris 2 0 tulangan Kontrol Momen As 3.9819686884 cm2 Ts Cc 14215.6282176775 5418.75 a a 2.6234146653 cm Cc 14215.6282176775 Mn 469660.085505758 Kgcm Mu 375728.068404607 Kgcm syarat oke
h efektif φ Mu+
Desain Momen Positif (Lapangan) 34.35 cm 0.8 182814.75 kgcm
-80
Mn Mn 228518.4375 228518.4375 1 a2 a a a pakai Cc Ts As A1d n tulangan n max dalam 1 baris n dalam baris 1 n dalam baris 2 As Ts cc a Cc Mn Mu+ Syarat diameter Tulangan A1d Fy Asst n tulangan n max dalam 1 baris n tulangan baris 1 n tulangan baris 2
Type 1
Type 2
228518.4375 kgcm Cc 5418.75 a 186134.0625 a
.
-68.7
67.4495302291 cm 1.2504697709 cm 1.2504697709 cm 6775.9830713117 Kg 6775.9830713117 Kg 1.8980344738 cm2 1.3273228961 cm3 1.4299719226 tulangan 2 tulangan 3.6052631579 tulangan 2 tulangan 0 tulangan Kontrol Momen 2.6546457923 cm2 9477.0854784517 5418.75 a 1.7489431102 cm 9477.0854784517 317250.444508608 kgcm 253800.355606887 kgcm oke Tulangan Susut Balok Bordes 8 mm 0.8 cm 0.5026548246 cm2 240 Mpa 2448 Kg/cm2 1.4 cm2 2.7852115041 tulangan 3 tulangan 3.6052631579 tulangan 3 tulangan 0 tulangan Rekapitulasi perencanaan Tulangan Anak tangga tulangan pokok D 13 Tulangan susut D 10 tulangan pokok D 13 Tulangan susut D 10
Rekapitula Type type 1 type 2 type 3
Dimensi balok b (cm) 25 25 25
h (cm) 40 40 35
Rekapitulas Type type 1 type 2 type 3
Dimensi balok b (cm) 25 25 25
h (cm) 40 40 35
4m 1.5 m 0.15 m 0.17 m 0.3 m 0.2
1.5
1.75 5.8333333333
1.5
6.6667
2
buah 0
oke
type1
1.02
1.5
1.8 H total
ga type3
1.02
1.5
1.75
Perencanaan Tulangan Tangga type2 Mu f`c pelat
(d-a/2) -
10625 a2
diameter tulangan Fy d ø Mu/ø 0.85.f`c.b.a Mu/ø 22.951206918
a
2158.203
=
0
1 a a Cc As A1d s s syarat syarat
mm
dipakai 90
D As pakai Tulangan Susut Tangga P
#VALUE!
A1d fy Asst s s pakai s s s dipakai 200 oke
P Asst pakai
Perencanaan B
estimasi ukuran balok bordes b h qd bordes P qd total qL Qu MuMu+ Desain Balok Bordes f`c Es fy ε cu εs m ρb
Rb Rm MuMu+ φ Mn bh2 b coba2 h ht pakai
Desain Momen Negatif (Tumpua tulangan pokok tul sengkang
h a/2 40 a/2 2709.375 a2 168.6871972318
selimut beton h Mn Mn 413145 413145 1 a a a pakai Cc Ts = Cc As A1d n tulangan n tul max 1 baris n tul baris 1 n tul baris 2 Kontrol Momen As Ts 14215.6282176775 a Cc Mn Mu syarat
Desain Momen Positif (Lapanga h efektif φ Mu+
Mn h a
a/2 34.35 a/2 2709.375 a2 84.3436
Mn 206572.5 206572.5 1 a a a pakai Cc Ts As A1d n tulangan
n max dalam 1 baris n dalam baris 1 n dalam baris 2 Kontrol Momen As Ts cc a Cc Mn Mu+ Syarat Tulangan Susut Balok Bordes diameter Tulangan A1d Fy Asst n tulangan n max dalam 1 baris n tulangan baris 1 n tulangan baris 2
n Anak tangga jarak 90
Mu 18.34472
200 jarak 90
Mu 18.36097
200
Knm
Knm
Rekapitulasi Perencanaan Balok Bordes Tumpuan (M-) Penulangan Tulangan (mm) Tarik Desak rasio tulangan (%) Tulangan susut (mm) D 13 3 2 0.6636614 P D 13 3 2 0.6636614 P D 13 3 2 0.7584702 P Rekapitulasi Perencanaan Balok Bordes Lapangan (M+) Penulangan Tulangan (mm) Tarik Desak rasio tulangan (%) Tulangan susut (mm) D 13 2 2 0.5309292 P D 13 2 2 0.5309292 P D 13 2 2 0.6067762 P
1.5
1.75 5.8333333
1.5
1.5
2
6.666667
0
5 8 type 2
1.02
1.5 3.91
type 4
1.02
naan Tulangan Tangga type2 dan 3 18.3609655344 KNm 25 Mpa 13 mm 350 Mpa 123.5 mm 0.8 22.951206918 KNm 21250 a 0.85.f`c.b.a 21250 a
(d-a/2) -
10625 a2
a2 0.0010806407 mm 1.9989193593 mm = Ts 121.3629611011 mm2 132.7322896142 mm2 0.9143439133 mm 90 mm < 300 oke dipakai 13 442.4409653806 cm2 Tulangan Susut Tangga 10 mm 78.5398163397 mm2 350 MPa 300 mm2 261.7993877992 mm 200 cm < 750 < 450 oke dipakai 10 392.6990816987 cm2
-2 a
cm
90 oke
200 oke
Perencanaan Balok Bordes
stimasi ukuran balok bordes 25 cm 50 cm 1.0818 t/m 0.15 ton 1.8816 t/m 0.3 t/m 2.73792 t/m 3.30516 t/m 1.65258 t/m Desain Balok Bordes 25 Mpa 255 kg/cm2 2100000 kg/cm2 3570 kg/cm2 0.003 0.0017 16.4705882353 0.0329407295
0.0021601136
=
85.6967094839 kg/cm2 29.9938483194 kg/cm2 3.30516 t/m 1.65258 t/m 0.8 4.13145 t/m 13774.32450817 25 cm 23.4728136432 cm 40 cm ain Momen Negatif (Tumpuan) 13 mm 1.3 cm 10 mm 1 cm 4 cm 34.35 cm 413145 kgcm cc h 5418.75 a 40 216750 a a2 -80 152.487 78.0461930128 cm 1.9538069872 cm 1.9538069872 cm 10587.19161182 kg 10587.19161182 2.9655998913 cm2 1.3273228961 cm2 2.2342716304 tulangan 3 Tulangan 3.6052631579 tulangan 3 tulangan 0 tulangan Kontrol Momen 3.9819686884 cm2 Cc 5418.75 a 2.6234146653 cm 14215.62821768 469660.0855058 Kgcm 375728.0684046 Kgcm oke
ain Momen Positif (Lapangan) 34.35 cm 0.8 165258 kgcm
-
a/2 a/2 2709.375 a2
206572.5 kgcm Cc . 5418.75 a 186134.0625 a
h
a2 -68.7 a 67.5716631339 cm 1.1283368661 cm 1.1283368661 cm 6114.175393036 Kg 6114.175393036 Kg 1.7126541717 cm2 1.3273228961 cm3 1.2903071112 tulangan 2 tulangan 3.6052631579 tulangan 2 tulangan 0 tulangan Kontrol Momen 2.6546457923 cm2 9477.085478452 5418.75 a 1.7489431102 cm 9477.085478452 317250.4445086 kgcm 253800.3556069 kgcm oke ulangan Susut Balok Bordes 8 mm 0.8 cm 0.5026548246 cm2 240 Mpa 2448 Kg/cm2 1.4 cm2 2.7852115041 tulangan 3 tulangan 3.6052631579 tulangan 3 tulangan 0 tulangan
-
34.35 -
a/2 a/2 2709.375 a2 76.2435986159
-)
8 8 8
jumlah 3 3 3
Mu- awal 365630 330516 295403
Kontrol Momen (kgcm) Mu - (stlh penulangan) 375728.068404607 375728.068404607 318865.555533897
Ket oke oke oke
8 8 8
jumlah 3 3 3
Kontrol Momen (kgcm) Mu+ awal Mu + (stlh penulangan) 182815 253800.355606887 165258 253800.355606887 147701 215892.01369308
Ket oke oke oke
angan susut (mm)
+)
angan susut (mm)
1.75
1.8
0
estimasi ukuran balok bordes b 25 cm h 50 cm qd bordes 1.0818 t/m P 0.15 ton qd total 1.6215 t/m qL 0.3 t/m Qu 2.4258 t/m Mu2.954025 t/m Mu+ 1.4770125 t/m Desain Balok Bordes f`c 25 Mpa 255 kg/cm2 Es 2100000 kg/cm2 fy 3570 kg/cm2 ε cu 0.003 εs 0.0017 m 16.4705882 ρb 0.03294073
Rb Rm MuMu+ φ Mn bh2 b coba2 h ht pakai
85.6967095 kg/cm2 29.9938483 kg/cm2 2.954025 t/m 1.4770125 t/m 0.8 3.69253125 t/m 12310.9619 25 cm 22.1909549 cm 35 cm Desain Momen Negatif (Tumpuan) tulangan pokok 13 mm 1.3 cm tul sengkang 10 mm 1 cm selimut beton 4 cm h 29.35 cm Mn 369253.125 kgcm Mn cc h 369253.125 5418.75 a 35 369253.125 189656.25 a 1 a2 -70 136.2872 a 67.9956482 cm a 2.00435176 cm a pakai 2.00435176 cm Cc 10861.0811 kg Ts = Cc 10861.0811 As 3.04231964 cm2 A1d 1.3273229 cm2 n tulangan 2.29207199 tulangan 3 Tulangan n tul max 1 baris 3.60526316 tulangan n tul baris 1 3 tulangan n tul baris 2 0 tulangan Kontrol Momen As 3.98196869 cm2 Ts Cc 14215.6282176775 5418.75 a a 2.62341467 cm Cc 14215.6282 Mn 398581.944 Kgcm Mu 318865.556 Kgcm syarat oke Desain Momen Positif (Lapangan) h efektif 29.35 cm φ 0.8 Mu+ 147701.25 kgcm
Mn
184626.563 kgcm Mn Cc . h 184626.5625 5418.75 a 184626.5625 159040.313 a 1 a2 -58.7 a a 57.5152073 cm a 1.18479272 cm a pakai 1.18479272 cm Cc 6420.09553 Kg Ts 6420.09553 Kg As 1.79834609 cm2 A1d 1.3273229 cm3 n tulangan 1.35486707 tulangan 2 tulangan n max dalam 1 baris 3.60526316 tulangan n dalam baris 1 2 tulangan n dalam baris 2 0 tulangan Kontrol Momen As 2.65464579 cm2 Ts 9477.08548 cc 5418.75 a a 1.74894311 cm Cc 9477.08548 Mn 269865.017 kgcm Mu+ 215892.014 kgcm Syarat oke Tulangan Susut Balok Bordes diameter Tulangan 8 mm 0.8 cm A1d 0.50265482 cm2 Fy 240 Mpa 2448 Kg/cm2 Asst 1.225 cm2 n tulangan 2.43706007 tulangan 3 tulangan n max dalam 1 baris 3.60526316 tulangan n tulangan baris 1 3 tulangan n tulangan baris 2 0 tulangan
29.35 -
-
a/2 a/2 2709.375 a2
-
a/2 a/2 2709.375 a2 68.143599
-
tinggi lantai lebar bordes tebal plat tangga uptrede antrede selimut beton sebagai patokan jumlah anak tangga anak tangga 1 anak tangga 2 anak tangga 3 anak tangga 4 jumlah anak tangga L L L L
ideal ideal ideal ideal
cos cos cos cos
1 2 3 4
400 cm 150 cm 15 cm 17 cm 30 cm 20 mm 64 syarat 60 - 65 cm 24.5294117647 6 buah 6 buah 6 buah 6 buah 24 buah 1.8 m 1.8 m 1.8 m 1.8 m
α1 α2 α3 α4
0.8700221858 0.863957905 0.863957905 0.8700221858
b
100 cm
Pembebanan Pada Tangga
berat sendiri berat sendiri berat 1 anak dalam 1m Berat per1m
Pada Tangga Beban Mati pelat tangga 1 0.4137825516 t/m pelat tangga 2 0.4166869681 t/m Beban Anak Tangga tangga 0.0612 t/m 3.3333333333 anak tangga 0.204 t/m Berat Komponen Lain
Berat tot komp lain Qd total type 1 Qd total type2
0.1415 t/m 0.7592825516 t/m 7.4485618311 kn/m 0.7621869681 t/m
24
7.4770541571 kN/m Beban Hidup pada tangga (QL) 0.3 t/m Pada Bordes Beban Mati Berat sendiri pelat bordes 0.36 t/m2 Berat Komp lain
total Qd total pada tangga type 1 (Qu) pada tangga type 2 (Qu) Pada Bordes (Qu)
0.1415 t/m 0.5015 t/m Kombinasi Beban 1.3911390619 t/m 13.6470741973 kN/m 1.3946243617 t/m 13.6812649885 kN/m 1.0818 t/m 10.612458 kN/m
Analisis Struktur Reaksi R1 Reaksi R2 reaksi R1 reaksi R2
Type 1 22.3764072149 kN 19.7238530605 kN Type 2 22.4234040115 kN 19.7406376307 kN
momen maximum x Mu x Mu
type 1 1.6396486816 m 18.344723294 kNm type 2 1.6389861632 m 18.3609655344 kNm
Perencanaan Tulangan Tangga type 1 dan 4 Mu 183447.23294 kNm f`c pelat 25 Mpa 255 kg/cm2 diameter tulangan 13 mm Fy 3570 Mpa d 123.5 mm ø 0.8 Mu/ø 229309.041175 kNm 0.85.f`c.b.a 21675 a Mu/ø 0.85.f`c.b.a 229309.041175041 267686.25 a
-
1 a a Cc As A1d s s syarat syarat
A1d fy Asst s s pakai s s s P Asst pakai
b h qd bordes P qd total qL Qu MuMu+ f`c Es fy ε cu εs m ρb
a2 0.8886017606 cm 23.8113982394 cm = Ts 5.3950821176 cm2 1.3273228961 cm2 24.6024595585 cm 20 cm < 30 oke dipakai D 13 As pakai 6.6366144807 cm2 Tulangan Susut Tangga P 10 mm 0.7853981634 cm2 240 MPa 3 cm2 26.1799387799 cm 25 cm < 75 < 45 oke dipakai 10 3.1415926536 cm2
estimasi ukuran balok bordes 25 cm 50 cm 1.0818 t/m 0.15 ton 2.1417 t/m 0.3 t/m 3.05004 t/m 3.656295 t/m 1.8281475 t/m Desain Balok Bordes 25 Mpa 255 kg/cm2 2100000 kg/cm2 36414 kg/cm2 0.003 0.01734 168 0.0007462424
-24.7
-
-
Rb Rm MuMu+ φ Mn bh2 b coba2 h ht pakai
25.4703081356 kg/cm2 8.9146078475 kg/cm2 3.656295 t/m 1.8281475 t/m 0.8 4.57036875 t/m 51268.30959036 25 cm 45.2850127925 cm 40 cm Desain Momen Negatif (Tumpuan) tulangan pokok 13 mm 1.3 cm tul sengkang 10 mm 1 cm selimut beton 4 cm h 34.35 cm Mn 457036.875 kgcm Mn cc 457036.875 5418.75 a 457036.875 216750 a 1 a2 a 77.8326948917 cm a 2.1673051083 cm a pakai 2.1673051083 cm Cc 11744.08455562 kg Ts = Cc 11744.08455562 As 0.3225156411 cm2 A1d 1.3273228961 cm2 n tulangan 0.2429820521 tulangan 2 Tulangan n tul max 1 baris 3.6052631579 tulangan n tul baris 1 2 tulangan n tul baris 2 0 tulangan Kontrol Momen As 2.6546457923 cm2 Ts Cc 96666.2718802068 5418.75 a a 17.8392197241 cm Cc 96666.27188021 Mn 2458261.007093 Kgcm Mu 1966608.805674 Kgcm syarat oke
h efektif φ Mu+
Desain Momen Positif (Lapangan) 34.35 cm 0.8 182814.75 kgcm
-80
Mn Mn
228518.4375 kgcm Cc 5418.75 a 186134.0625 a
228518.4375 228518.4375 1 a2 a 67.4495302291 cm a 1.2504697709 cm a pakai 1.2504697709 cm Cc 6775.983071312 Kg Ts 6775.983071312 Kg As 0.1860818112 cm2 A1d 1.3273228961 cm3 n tulangan 0.1401933257 tulangan 2 tulangan n max dalam 1 baris 3.6052631579 tulangan n dalam baris 1 2 tulangan n dalam baris 2 0 tulangan Kontrol Momen As 2.6546457923 cm2 Ts 96666.27188021 cc 5418.75 a a 17.8392197241 cm Cc 96666.27188021 Mn 2458261.007093 kgcm Mu+ 1966608.805674 kgcm Syarat oke Tulangan Susut Balok Bordes diameter Tulangan 8 mm 0.8 cm A1d 0.5026548246 cm2 Fy 240 Mpa 2448 Kg/cm2 Asst 1.4 cm2 n tulangan 2.7852115041 tulangan 3 tulangan n max dalam 1 baris 3.6052631579 tulangan n tulangan baris 1 3 tulangan n tulangan baris 2 0 tulangan
Type 1
Type 2
.
-68.7
Rekapitulasi perencanaan Tulangan Anak tangga tulangan pokok D 13 Tulangan susut D 10 tulangan pokok D 13 Tulangan susut D 10
Reka Type type 1 type 2 type 3
Dimensi balok b (cm) h 25 25 25
(cm) 40 40 35
Rekap Type type 1 type 2 type 3
b (cm) 25 25 25
Dimensi balok h (cm) 40 40 35
4m 1.5 m 0.15 m 0.17 m 0.3 m 0.2
1.5
1.5
6.6667
2
buah 0
oke
type1
1.02
1.5
gga type3
1.02
1.5
(d-a/2) -
10837.5 a2
a
21.15885
=
0
cm
200 oke
250 oke
Perencan
h a/2 40 a/2 2709.375 a2 168.6871972318
h a
gan Anak tangga jarak 200
a/2 34.35 a/2 2709.375 a2 84.3436
Mu 183447
250 jarak 200
Mu 183610
250
Knm
Knm
Rekapitulasi Perencanaan Balok Bordes Tumpuan (M-) Penulangan Tulangan (mm) Tarik Desak rasio tulangan (%) D 13 2 2 0.5309291585 D 13 2 2 0.5309291585 D 13 3 2 0.7584702264 Rekapitulasi Perencanaan Balok Bordes Lapangan (M+) Penulangan Tulangan (mm) Tarik Desak rasio tulangan (%) D 13 2 2 0.5309291585 D 13 2 2 0.5309291585 D 13 1 2 0.4550821358
1.75 5.8333333333
1.5
1.75 5.8333333
1.5
5 8 type 2
1.02
1.8 H total
3.91
type 4
1.75
Perencanaan Tulangan Tangga type2 dan 3 Mu 183609.6553438 kNm f`c pelat 25 Mpa 255 kg/cm2 diameter tulangan 13 mm Fy 3570 Mpa d 123.5 mm ø 0.8 Mu/ø 229512.0691798 kNm 0.85.f`c.b.a 21675 a Mu/ø 0.85.f`c.b.a 229512.069179769 267686.25 a
(d-a/2) -
1 a a Cc As A1d s s syarat syarat
A1d fy Asst s s pakai s s s
Asst pakai
a2 -24.7 a 0.8894190478 cm 23.8105809522 cm = Ts 5.4000442188 cm2 1.3273228961 cm2 24.5798523561 cm 20 cm < 30 cm oke dipakai D 13 200 As pakai 6.6366144807 cm2 oke Tulangan Susut Tangga P 10 mm 0.7853981634 cm2 3570 MPa 3 cm2 26.1799387799 cm 25 cm < 75 < 45 oke dipakai P 10 250 3.1415926536 cm2 oke
Perencanaan Balok Bordes b h qd bordes P qd total qL Qu MuMu+ f`c Es fy ε cu εs m ρb
estimasi ukuran balok bordes 25 cm 50 cm 1.0818 t/m 0.15 ton 1.8816 t/m 0.3 t/m 2.73792 t/m 3.30516 t/m 1.65258 t/m Desain Balok Bordes 25 Mpa 255 kg/cm2 2100000 kg/cm2 36414 kg/cm2 0.003 0.01734 168 0.0007462424
Rb Rm MuMu+ φ Mn bh2 b coba2 h ht pakai
25.4703081356 kg/cm2 8.9146078475 kg/cm2 3.30516 t/m 1.65258 t/m 0.8 4.13145 t/m 46344.71948398 25 cm 43.0556474735 cm 40 cm Desain Momen Negatif (Tumpuan) tulangan pokok 13 mm 1.3 cm tul sengkang 10 mm 1 cm selimut beton 4 cm h 34.35 cm Mn 413145 kgcm Mn cc h 413145 5418.75 a 40 413145 216750 a 1 a2 -80 152.48719723 a 78.0461930128 cm a 1.9538069872 cm a pakai 1.9538069872 cm Cc 10587.19161182 kg Ts = Cc 10587.19161182 As 0.2907450874 cm2 A1d 1.3273228961 cm2 n tulangan 0.2190462383 tulangan 2 Tulangan n tul max 1 baris 3.6052631579 tulangan n tul baris 1 2 tulangan n tul baris 2 0 tulangan Kontrol Momen As 2.6546457923 cm2 Ts Cc 96666.2718802068 5418.75 a a 17.8392197241 cm Cc 96666.27188021 Mn 2458261.007093 Kgcm Mu 1966608.805674 Kgcm syarat oke Desain Momen Positif (Lapangan) h efektif 34.35 cm φ 0.8 Mu+ 165258 kgcm
Mn Mn
206572.5 kgcm Cc . 5418.75 a 186134.0625 a
h 206572.5 206572.5 1 a2 -68.7 a a 67.5716631339 cm a 1.1283368661 cm a pakai 1.1283368661 cm Cc 6114.175393036 Kg Ts 6114.175393036 Kg As 0.1679072717 cm2 A1d 1.3273228961 cm3 n tulangan 0.1265006972 tulangan 2 tulangan n max dalam 1 baris 3.6052631579 tulangan n dalam baris 1 2 tulangan n dalam baris 2 0 tulangan Kontrol Momen As 2.6546457923 cm2 Ts 96666.27188021 cc 5418.75 a a 17.8392197241 cm Cc 96666.27188021 Mn 2458261.007093 kgcm Mu+ 1966608.805674 kgcm Syarat oke Tulangan Susut Balok Bordes diameter Tulangan 8 mm 0.8 cm A1d 0.5026548246 cm2 Fy 240 Mpa 2448 Kg/cm2 Asst 1.4 cm2 n tulangan 2.7852115041 tulangan 3 tulangan n max dalam 1 baris 3.6052631579 tulangan n tulangan baris 1 3 tulangan n tulangan baris 2 0 tulangan
34.35 -
Bordes Tumpuan (M-) ulangan Tulangan susut (mm) P 8 P 8 P 8
jumlah 3 3 3
Mu- awal 365629.5 330516 295402.5
Bordes Lapangan (M+) ulangan Tulangan susut (mm) P 8 P 8 P 8
jumlah 3 3 3
Mu+ awal 182814.75 165258 147701.25
Kontrol Momen (kgcm)
Kontrol Momen (kgcm)
1.5
2
6.666667
0
type 2
1.5
1.75
type 4
1.02
1.8
10837.5 a2
21.177584238
=
0
s
estimasi ukuran balok bor b h qd bordes P qd total qL Qu MuMu+ Desain Balok Bordes f`c Es fy ε cu εs m ρb
Rb Rm MuMu+ φ Mn bh2 b coba2 h ht pakai
Desain Momen Negatif (Tum tulangan pokok tul sengkang
-
a/2 a/2 2709.375 a2
selimut beton h Mn Mn 369253.125 369253.125 1 a a a pakai Cc Ts = Cc As A1d n tulangan n tul max 1 baris n tul baris 1 n tul baris 2 Kontrol Momen As Ts 144999.40782031 a Cc Mn Mu syarat
Desain Momen Positif (Lapa h efektif φ Mu+
Mn -
-
a/2 a/2 2709.375 a2 76.2435986159
Mn 184626.5625 184626.5625 1 a a a pakai Cc Ts As A1d n tulangan
n max dalam 1 baris n dalam baris 1 n dalam baris 2 Kontrol Momen As Ts cc a Cc Mn Mu+ Syarat Tulangan Susut Balok Bord diameter Tulangan A1d Fy Asst n tulangan n max dalam 1 baris n tulangan baris 1 n tulangan baris 2
Kontrol Momen (kgcm) Mu - (stlh penulangan) 1966608.80567413 1966608.80567413 1852580.31803449
Ket oke oke oke
Kontrol Momen (kgcm) Mu + (stlh penulangan) 1966608.80567413 1966608.80567413 962416.94547514
Ket oke oke oke
masi ukuran balok bordes 25 cm 50 cm 1.0818 t/m 0.15 ton 1.6215 t/m 0.3 t/m 2.4258 t/m 2.954025 t/m 1.4770125 t/m Desain Balok Bordes 25 Mpa 255 kg/cm2 2100000 kg/cm2 36414 kg/cm2 0.003 0.01734 168 0.00074624
25.4703081 kg/cm2 8.91460785 kg/cm2 2.954025 t/m 1.4770125 t/m 0.8 3.69253125 t/m 41421.1294 25 cm 40.7043631 cm 35 cm n Momen Negatif (Tumpuan) 13 mm 1.3 cm 10 mm 1 cm 4 cm 29.35 cm 369253.125 kgcm cc h a/2 5418.75 a 35 a/2 189656.25 a 2709.375 a2 a2 -70 136.2872 67.9956482 cm 2.00435176 cm 2.00435176 cm 10861.0811 kg 10861.0811 0.29826663 cm2 1.3273229 cm2 0.22471294 tulangan 3 Tulangan 3.60526316 tulangan 3 tulangan 0 tulangan Kontrol Momen 3.98196869 cm2 Cc 5418.75 a 26.7588296 cm 144999.408 2315725.4 Kgcm 1852580.32 Kgcm oke
n Momen Positif (Lapangan) 29.35 cm 0.8 147701.25 kgcm
184626.563 kgcm Cc . h 5418.75 a 159040.313 a a2 -58.7 a 57.5152073 cm 1.18479272 cm 1.18479272 cm 6420.09553 Kg 6420.09553 Kg 0.17630844 cm2 1.3273229 cm3 0.13283011 tulangan 1 tulangan 3.60526316 tulangan 1 tulangan 0 tulangan Kontrol Momen 1.3273229 cm2 48333.1359 5418.75 a 8.91960986 cm 48333.1359 1203021.18 kgcm 962416.945 kgcm oke angan Susut Balok Bordes 8 mm 0.8 cm 0.50265482 cm2 240 Mpa 2448 Kg/cm2 1.225 cm2 2.43706007 tulangan 3 tulangan 3.60526316 tulangan 3 tulangan 0 tulangan
a/2 29.35 a/2 2709.375 a2 68.143599
Diketahui Tipe Lift Kapasitas Lebar pintu (opening width) Dimensi Sangkar (car size) Internal Eksternal Hoistway (min) 2 buah Ruang mesin (min) 2 buah Beban Reaksi Ruang Mesin (kg) Kolom Lift Balok Lift Pembebanan Pada Balok Dimensi Balok Pengatrol Beban Balok Pengatrol Beban Balok Perletakan Beban Lift Tengah (Pengaku) Ketentuan Mutu Bahan
Diameter Tulangan
Selimut Beton
Ketentuan Lain
Luas Tulangan
Luas Tulangan
d (tinggi efektif) Pembebanan Pada Balok Balok Perletakan Mesin 1 Beban sendiri balok Beban Reaction (r1) q
2100
M Lapangan M Tumpuan V Tumpuan
Perhitungan Penulangan Balok Perletakan Mes Tulangan Lapangan Penutup Beton D tul pokok D tul sengkang d (Mu/b.d²) (Mu/b.d²) 1.2287314109 ρ (kalkulator) ρ min ρ maks ρ < ρ min < ρ maks As Jumlah Tulangan
Tulangan Tumpuan (Mu/b.d²) (Mu/b.d²) 1.2510446138 ρ (kalkulator) ρ min ρ maks ρ < ρ min < ρ maks As Jumlah Tulangan
420 2100 Tulangan Geser Daerah Tumpuan V Tumpuan Vu Vc Ø x Vc/2 Ø x Vc Ø x Vc/2 < Vu < Ø x Vc s < d/2 Av min Av Daerah Lapangan V Lapangan Vu Vc Ø x Vc/2 Ø x Vc Ø x Vc/2 < Vu < Ø x Vc s < d/2 Av min Av
Pembebanan Pada Balok Balok Perletakan Mesin 2 Beban sendiri balok Beban Reaction
q
2100
M Lapangan M Tumpuan V Tumpuan
Perhitungan Penulangan Balok Perletakan Mes Tulangan Lapangan Penutup Beton D tul pokok D tul sengkang d (Mu/b.d²) (Mu/b.d²) 0.974166101 ρ (kalkulator) ρ min ρ maks ρ < ρ min < ρ maks As Jumlah Tulangan Tulangan Tumpuan (Mu/b.d²) (Mu/b.d²) 0.9964793038 ρ (kalkulator) ρ min ρ maks ρ < ρ min < ρ maks As Jumlah Tulangan
420 2100 Tulangan Geser Daerah Tumpuan V Tumpuan Vu Vc Ø x Vc/2 Ø x Vc Ø x Vc/2 < Vu < Ø x Vc s < d/2 Av min Av Daerah Lapangan V Lapangan Vu Vc Ø x Vc/2 Ø x Vc Ø x Vc/2 < Vu < Ø x Vc s < d/2 Av min Av
Diketahui Passenger 10 750 800
orang kg mm
b (mm) 1350 1460
h (mm) 1400 1515
2000 3850 R1 5450 200 200
3600 4200 R2 4300 200 300
Dimensi
Pembebanan Pada Balok b (mm) 200 6200 4300 1000 Ketentuan Beton (fc') Baja - Tulangan (fy)
Pokok
Sengkang Pb ρb ρ min ρ maks β1 φ Єc Єc'u Єs Єy Ad13 Ad16
h (mm) 300 Kg Kg Kg/m2
25 350 13 16 19 22 27 30 10 40 0.032593985 0.004 0.0244454887 0.85 0.8 23500 0.003 200000 0.00175 132.7322896142 201.0619298297
MPa MPa
mm
mm mm
mm2
283.5287369865 380.1327110844 572.5552611167 706.8583470577 1.25
Ad19 Ad22 Ad25 Ad27 φo
mm2
243.5
mm
Pembebanan Pada Balok rletakan Mesin 1 144 5450 144
2.1
1457.085 kgm 14.57085 kNm 1483.545 kgm 14.83545 kNm 2876.2 kgm 28.762 kNm
gan Penulangan Balok Perletakan Mesin 1 gan Lapangan 20 13 10 243.5 1228.7314109348 = ρ x 0.8 x fy ( 1- 0.588 x ρ x fy/f'c) 280ρ 0.00424 0.004 0.0244454887 194.8 mm² 1.4676157593
2D13
0.02 0.013 0.01 0.2435
-2024.96ρ²
2
gan Tumpuan 1251.0446137564 = ρ x 0.8 x fy ( 1- 0.588 x ρ x fy/f'c) 280ρ 0.00437 0.004 0.0244454887 194.8 mm² 1.4676157593
-2024.96ρ²
2
2D13
630
2100 ngan Geser
40.5833333333
2876.2 kgm 28.762 kNm KN 15.21875 KN 30.4375 KN
maka dipasang tul geser min 121.75 23.1904761905 mm² 78.5398163397 mm²
120 mm
D10-120 2725.0041666667 kg 27.2500416667 kN 40.5833333333 KN 15.21875 KN 30.4375 KN maka dipasang tul geser min 121.75 23.1904761905 mm² 78.5398163397 mm²
D10-120
Pembebanan Pada Balok rletakan Mesin 2 144 4300
120 mm
144
2.1
1155.21 kgm 11.5521 kNm 1181.67 kgm 11.8167 kNm 2301.2 kgm 23.012 kNm
gan Penulangan Balok Perletakan Mesin 2 gan Lapangan 20 13 10 243.5 974.166100966 = ρ x 0.8 x fy ( 1- 0.588 x ρ x fy/f'c) 280ρ 0.00525 0.004 0.0244454887
0.02 0.013 0.01 0.2435
-2024.96ρ²
194.8 mm² 1.4676157593
2
2D13
gan Tumpuan 996.4793037876 = ρ x 0.8 x fy ( 1- 0.588 x ρ x fy/f'c) 280ρ 0.00536 0.004 0.0244454887 194.8 mm² 1.4676157593
2D13
-2024.96ρ²
2
630
2100 ngan Geser
40.5833333333
2301.2 kgm 23.012 kNm KN 15.21875 KN 30.4375 KN
maka dipasang tul geser min 121.75 23.1904761905 mm² 78.5398163397 mm²
120 mm
D10-120 2150.0041666667 kg 21.5000416667 kN 40.5833333333 KN 15.21875 KN 30.4375 KN maka dipasang tul geser min 121.75 23.1904761905 mm² 78.5398163397 mm²
D10-120
120 mm
BALOK LIFT Bentang
L
φ ρ pakai m Rn
0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu+ (SAP) Mu- (SAP) Mn bd2 d perlu d ᴓ tul ds ds pakai b h h ef Ag Mn
Mu/φ Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C 1028500
41963750
1 -484 19747.64705 439.0186614034 44.9813385966
C1 C2 C3 a (+) a (-) a pakai c C T As (tarik) Asd n n pakai As pakai
44.9813385966 a/β1 0.85 x f'c x a x b C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE
ρ baris 3 Jumlah tulangan
baris 2
Jumlah tulangan baris 1 (JBT) min (JBD) min x1
((n2+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3)
ds pakai
x1 + (d/2)+ ᴓsengkang + Pb (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Keseimbangan Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy
JBD
a c d εs Mn (Momen Nominal)
(As pakai x fy) x (d - a/2) OKE
Perencanaan Tulangan Rangkap
Perhitungan Tulangan Desak Dipakai tulangan desak Luas Tulangan (As') d' h efektif desak a c εs Mn
2 Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d' - a/2) OKE
b h Dipakai Tulangan D12 Ad fy As st n
BALOK PENGATROL LIFT 200 300 13 132.7322896142 350 108 0.8136678747
Di pakai
2
Tulangan Susut (Pinggang)
b h Dipakai Tulangan D10
= = =
Ad fy
= =
As st n Di pakai
= = =
BALOK LIFT L
0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m))
2.1 2100 0.8 0.0122227444 16.4705882353 3.847350026
m mm
MPa
15.79 33.57 41.96375 10907182.79251 233.5292571875 240 16 58 60 200 300 242 60000
KNm KNm KNm mm3 mm mm mm mm mm mm mm mm mm2
Perhitungan Dimensi Balok
Mu/φ Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + 0.5 ᴓtul
h - ds bxh C 1028500
d- a/2 2125
1 -484 19747.6470588235 439.0186614034 44.9813385966 44.9813385966 a/β1 0.85 x f'c x a x b C=T T/fy 0.25 x π x ᴓtul As (tarik)/Asd
OKE Cek Rasio Tulangan As pakai/(b x h eff) OKE n3 n2
52.9192218784 191170.6890357 191170.6890357 546.2019686733 201.0619298297 2.7165857263 3 603.1857894892
mm mm mm mm Nmm Nmm mm2 mm2 batang batang mm2
0.0124625163 0 0
batang batang
n1
+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3) x1 + (d/2)+ ᴓsengkang + Pb (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang Gaya Dalam (As pakai x fy)/(0.85 x f'c x b) a/β1 h -ds pakai Periksa Regangan Baja Tarik ((d-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As pakai x fy) x (d - a/2)
3 25 25 0 58 75 26
batang mm mm mm mm mm mm
C=T 49.6741238403 58.4401456945 225
mm mm mm
0.0085502792 206464344.2859 206.4643442859
Nmm KNm
OKE
angan Rangkap
DIPERLUKAN
Perhitungan Tulangan Desak D Periksa Kapasitas Penampang n x 0.25 x π x (ᴓtulangan)^2 Pb + ᴓsengkang + 0.5 ᴓtul h - d' Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) a/β1 Periksa Regangan Baja Desak ((h-c)/c) x εc Baja Tarik Telah Leleh f's = fy (As' x fy) x (d' - a/2) OKE
ATROL LIFT mm mm mm mm2 Mpa mm2 buah
16 402.1238596595 58 60 242
mm2 mm mm mm
33.1160825602 38.9600971296
mm mm
0.0156344505 31729456.69938 31.7294566994
Nmm KNm
buah
n Susut (Pinggang)
cm 20 30 1
m 0.2 0.3 0.01
0.7853981634 350
cm2
1.2 1.5278874537 2
Mpa
cm2 buah buah
Perencanaan Tu Tulangan rangkap dibutuhkan jika Bentang φ ρ pakai m Rn Perhitungan Mu+ MuMn perlu b h bd2 d perlu d ᴓ tul ds d' h ef Ag c a As1 (tul.tarik)
Anggap Tulangan Ba Mn1
Mn1
Mn1 < M Mn2
Mn2 = T2 T2 = Cs ε's
Baja Desak Belum As' (Tul. Tekan) As2 As (Tul Tarik) n (Tul. Tarik) n (Tul. Tekan) Asn Tarik As'n Tekan
Cek Rasio As1 ρ n (JBT) min (JBD) min JBD
O Periksa Kapasi Cc Cs T
Keseimbangan Gay a c ε's (desak) εs (tarik)
Tulangan Desa Cc Cs Mn
O
Momen Kapasitas Balok Lift Momen Tumpuan (m-) Desak Tarik As' (desak) As (tarik) Mn d' (desak) ds (tarik) Cc Cs Ts a c ε's f's Cc Cs M1 M2 Mkap Rasio Desak Tarik As' (desak) As (tarik) Mn d' (desak) ds (tarik) Syarat Cc Cs Ts
ax2 +bx + c ax2 bx
2 5 (π x ᴓtul^2)/4 (π x ᴓtul^2)/4
0.85 x f'c x b x a As' x fy φo x As x fy (Ts-Cs)/(0.85 x f'c x b) a/β1 ((c-d')/c) x εc Baja Desak Belum Leleh (f's = ε's x Es) ε's x Es 0.85 x f'c x b x a As' x fy Cc (d-(a/2)) Cs (d-d') 67728381.1781372 67.728 1.3852460122 5 2 (π x ᴓtul^2)/4 (π x ᴓtul^2)/4
50% x Mkap (-) 0.85 x f'c x b x a As' x ((a-(β1xds))/a) x εcu x Es As' x a x εc x Es As' x β1 x ds x x εc x Es φo x As x fy Ts = Cc + Cs Cc + Cs -Ts = 0 (x =a ) x --> 4250 427256.600888212
c x=a Cc Cs M1 M2 Mkap + Rasio Cek
38453094.0799391 a/β1 0.85 x f'c x b x a As' x ((a-(β1xds))/a) x εcu x Es Cc (d-(a/2)) Cs (d-d') 63453012.9010388 63.453 1.2978020669 Mkap (+) > 50% Mkap (-)
Perencanaan Tulangan Rangkap Tulangan rangkap dibutuhkan jika L 0.5 x ρmaks fy/(0.85 x f'c) ρ x fy x (1-(0.5 x ρ x m)) Perhitungan Dimensi Balok
Mu/φ
Mn/Rn (Mn/Rn)/b
Pb + ᴓsengkang + ᴓtul+0.5 ᴓ Pb + ᴓsengkang +0.5 ᴓtul
74 58
h - ds bxh (600/(600+fy)) x h c x β1 ρxbxh Anggap Tulangan Baja Tarik Sudah Leleh As1 x fy x (h-a/2)
As1 x fy x (h-a/2) Mn1 < Mn perlu Mn perlu - Mn1 Mn2 = T2 x (d -d') Mn2/(d-d') ((c-d')/c) x εc Baja Desak Belum Leleh fs = εs x Es T2/ fy Tambahan Luas Tulangan Tarik As1 +As2 As/Asd As'/Asd n x 0.25 x π x (ᴓtulangan)^2 n x 0.25 x π x (ᴓtulangan)^2 Cek Rasio Tulangan As - As' As1/(b x h eff) n1 n2
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) OKE Periksa Kapasitas Penampang 0.85 x f'c x a x b As'n x (fy - (0.85 f'c)) Asn x fy Keseimbangan Gaya Dalam Ts = Cc +Cs (T-Cs)/(0.85 x f'c x b) a/β1 ((c-d')/c) x εc ((c- h eff)/c) x εc Tulangan Desak Sudah Leleh 0.85 x f'c x a x b As'n x (fy - (0.85 f'c)) M1 Cc x (d - a/2) M2 Cs x (d - h eff) M1 + M2 OKE
s Balok Lift
an (m-)
D D 402.1238596595 1005.309649149 48.8926736347 60 75 4250 140743.3508808 439822.9715026 70.3716754404 82.7902064005 0.0008258298 (f's = ε's x Es) 165.1659590525 299079.6206217 66417.17293855 56769547.64328 10958833.53486 81372
16 16 mm2 mm2 KNm mm mm a N N mm mm
Mpa N N Nmm Nmm Nmm KNm Design Berhasil D 16 D 16 1005.309649149 mm2 402.1238596595 mm2 48.8926736347 KNm 60 mm 75 mm 33.864190589 KNm 4250 a ((a-(β1xds))/a) x εcu x Es 603185.7894892 a 38453094.07994 /a 175929.188601 Nmm Cs =0 (b (±) ((b2 -4ac)^0.5))/2.a (-)
-157.8498938237
10388
(+) 67.4340340103 243605.4478624 66496.15048878 51483705.81306 11969307.08798
57.3189289088 mm N N Nmm Nmm Nmm KNm Design Berhasil OKE
h efektif < h perlu 2.1 m 2100 mm 0.8 0.0122227444 16.4705882353 3.847350026 MPa 15.79 34.71 43.3875 200 300 11277242.70138 237.4578141626 240 16 75 60 226 60000 189.4736842105 161.0526315789 733.3646616541
KNm KNm KNm mm mm mm3 mm mm mm mm mm mm mm2 mm mm mm2
37339840.72022
Nmm
37.3398407202
KNm
6.0476592798
KNm
35997.97190344 0.0020816667
N
86.4643040115 86.4643040115 819.8289656656 4.0774947617 5 0.4300381683 2 1005.309649149
mm2 mm2 mm2 batang batang mm2 OKE
402.1238596595
mm2 OKE
733.3646616541 0.0162248819 3 2 25 25 26
mm2 OKE batang batang mm mm mm
4250 132198.2188631 351858.3772021
a N N
51.6847431386 60.805580163 -3.974537E-005 0.0081502924
mm mm BELUM LELEH SUDAH LELEH
219660.158339 132198.2188631 47041898.57059 1850775.064083 48892673.63468 48.8926736347
N N Nmm Nmm Nmm KNm
TULANGAN GESER BALOK LIFT Gy geser kiri (VGki) Gy geser kanan (VGka) L balok b Kolom b Balok h balok L netto d Balok f'c fy Ф MkapMkap+ Ve Vu,ki Vu,ka Vu, pakai Ø Sengkang As, Ø Vs, maks Vs Kaki Sengkang s s < d/4 s < 24 ds s < 8 Diameter TulPokok s < 300 Dipakai sengkang Panjang Sendi Plastis Vu Vc Vs Kaki sengkang s s < d/2
43.8265 43.8265 2100 200 200 300 1900 240 25 350 0.8 67.7283811781 63.453012901 69.042838989 25.216338989 112.869338989 112.869338989 10 78.5398163397 Daerah Sendi Plastis (Lapangan) 160 141.0866737363 OKE 2 93.5218670598
70 OK OK OK OK
P10-70 480
500 Daerah Luar Sendi Plastis (Tumpuan) 89.8027600417 40 72.2534500521 2 182.6167350565
100 OK
s > 25 Dipakai sengkang
OK
P10-100
SFD BALOK LIFT (SAP)
GESER BALOK LIFT kN kN mm mm mm mm mm mm MPa MPa kNm kNm kN kN kN kN mm mm2
VG,ki VG,ka
GESER
43.8265
69.04284
di Plastis (Lapangan) kN kN buah mm mm -25.21634 Vu
mm mm
endi Plastis (Tumpuan) kN kN kN buah mm mm
SFD BALOK LIFT (SAP) GF 43.8265 43.8265
GESER BALOK LIFT 43.8265
210 2.1
69.04284 VE 112.8693
89.8027600417
210 2.1
ARAH X
b
URAIAN f'c MPa β fy MPa h mm b mm d' mm Ast mm2 d (tinggi ef) mm Ag mm2 As=As' mm2 Ast mm2 1. Kapasitas Nominal beban Axial/sentris Pn N kN 2. Patah Seimbang Xb mm ab mm f's mm (Patah Seimbang) f's=fs=fy= Mpa Ccb N kN Csb N kN Tsb N kN Pnb kN Mnb Nm kNm 3. Patah Desak Pengali xb x mm
SAT
diambil x
mm
a f's
mm mm
f's=fy= fs Patah Desak fsXb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 347242.188 347.242 106084.239130435 106.084 1591.330 135476.230 135.476
0.5 84
0.5 84
0.5 84
>Xb -OK-
230.000 >Xb -OK-
195.5 457.209 OK
195.5 457.209 OK
OK < xb
OK < xb
OK < xb
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 138774.275 138.774 277265.625 277.266 354.615 106626.102 106.626
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 185032.366 185.032 369687.5 369.688 308.451 121326.178 121.326
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 185032.366 185.032 369687.5 369.688 308.451 121326.178 121.326
40.147 68880120.634 68.880
53.529 89366516.544 89.367
53.529 89366516.544 89.367
2765.39453125 0 1531.040 123.463 978.647
2939.015625 0 1591.330 135.476 973.036
2939.015625 0 1591.330 135.476 973.036
155.429 354.615 106.626 0 68.880
177.232 308.451 121.326 0 89.367
177.232 308.451 121.326 0 89.367
Rasio Tulangan 2,5% Arah X Arah Y 25 25 0.85 0.85 350 350 325 325 325 325 56.5 56.5 2.5% 2.5% 268.5 268.5 105625 105625 1320.3125 1320.3125 2640.625 2640.625
Rasio Tulangan 3% Arah X Arah Y 25 25 0.85 0.85 350 350 325 325 325 325 56.5 56.5 3.0% 3.0% 268.5 268.5 105625 105625 1584.375 1584.375 3168.75 3168.75
3112636.71875 3112.63671875
3112636.71875 3112.63671875
3286257.8125 3286.2578125
3286257.8125 3286.2578125
169.579 144.142 400.093
169.579 144.142 400.093
169.579 144.142 400.093
169.579 144.142 400.093
OK
OK
OK
OK
400.093 995481.414473684 995.481 500191.293 500.1912934998 528247.934124767 528.2479341248 967.425 199034.895 199.035
400.093 995481.414473684 995.481 500191.293 500.1912934998 528247.934124767 528.2479341248 967.425 199034.895 199.035
400.093 995481.414473684 995.481 600229.552 600.2295521997 633897.520949721 633.8975209497 961.813 220837.806 220.838
400.093 995481.414473684 995.481 600229.552 600.2295521997 633897.520949721 633.8975209497 961.813 220837.806 220.838
1.4 237.411
1.4 237.411
1.4 237.411
1.4 237.411
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 434052.734 434.053 132605.298913044 132.605 1651.619 147489.380 147.489
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 434052.734 434.053 132605.298913044 132.605 1651.619 147489.380 147.489
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 520863.281 520.863 159126.358695652 159.126 1711.909 159502.531 159.503
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 520863.281 520.863 159126.358695652 159.126 1711.909 159502.531 159.503
0.5 84
0.5 84
0.5 84
0.5 84
OK < xb
OK < xb
OK < xb
OK < xb
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 231290.458 231.290 462109.375 462.109 262.287 136026.255 136.026
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 231290.458 231.290 462109.375 462.109 262.287 136026.255 136.026
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 277548.549 277.549 554531.25 554.531 216.124 150726.331 150.726
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 277548.549 277.549 554531.25 554.531 216.124 150726.331 150.726
66.912 108616090.303 108.616
66.912 108616090.303 108.616
80.294 126628841.912 126.629
80.294 126628841.912 126.629
3112.63671875 0 1651.619 147.489 967.425
3112.63671875 0 1651.619 147.489 967.425
3286.2578125 0 1711.909 159.503 961.813
3286.2578125 0 1711.909 159.503 961.813
199.035 262.287 136.026 0 108.616
199.035 262.287 136.026 0 108.616
220.838 216.124 150.726 0 126.629
220.838 216.124 150.726 0 126.629
Rasio Tulangan 3,5% Arah X Arah Y 25 25 0.85 0.85 350 350 325 325 325 325 56.5 56.5 3.5% 3.5% 268.5 268.5 105625 105625 1848.4375 1848.4375 3696.875 3696.875
Rasio Tulangan 4% Arah X Arah Y 25 25 0.85 0.85 350 350 325 325 325 325 56.5 56.5 4.0% 4.0% 268.5 268.5 105625 105625 2112.5 2112.5 4225 4225
3459878.90625 3459.87890625
3459878.90625 3459.87890625
3633500 3633.5
3633500 3633.5
169.579 144.142 400.093
169.579 144.142 400.093
169.579 144.142 400.093
169.579 144.142 400.093
OK
OK
OK
400.093 400.093 995481.414473684 995481.414473684 995.481 995.481 700267.811 700267.811 700.2678108997 700.2678108997 739547.107774674 739547.107774674 739.5471077747 739.5471077747 956.202 956.202 242640.718 242640.718 242.641 242.641 1.4 237.411
1.4 237.411
OK
400.093 995481.414473684 995.481 800306.070 800.3060695996 845196.694599628 845.1966945996 950.591 264443.629 264.444
400.093 995481.414473684 995.481 800306.070 800.3060695996 845196.694599628 845.1966945996 950.591 264443.629 264.444
1.4 237.411
1.4 237.411
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 607673.828 607.674 185647.418478261 185.647 1772.198 171515.681 171.516
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 607673.828 607.674 185647.418478261 185.647 1772.198 171515.681 171.516
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 694484.375 694.484 212168.47826087 212.168 1832.488 183528.831 183.529
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 694484.375 694.484 212168.47826087 212.168 1832.488 183528.831 183.529
0.5 84
0.5 84
0.5 84
0.5 84
OK < xb
OK < xb
OK < xb
OK < xb
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 323806.641 323.807 646953.125 646.953 169.960 165426.408 165.426
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 323806.641 323.807 646953.125 646.953 169.960 165426.408 165.426
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 370064.732 370.065 739375 739.375 123.796 180126.484 180.126
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 370064.732 370.065 739375 739.375 123.796 180126.484 180.126
93.676 143404771.369 143.405
93.676 143404771.369 143.405
107.059 158943878.676 158.944
107.059 158943878.676 158.944
3459.87890625 0 1772.198 171.516 956.202
3459.87890625 0 1772.198 171.516 956.202
3633.5 0 1832.488 183.529 950.591
3633.5 0 1832.488 183.529 950.591
242.641 169.960 165.426 0 143.405
242.641 169.960 165.426 0 143.405
264.444 123.796 180.126 0 158.944
264.444 123.796 180.126 0 158.944
Rasio Tulangan 4,5% Arah X Arah Y 25 25 0.85 0.85 350 350 325 325 325 325 56.5 56.5 4.5% 4.5% 268.5 268.5 105625 105625 2376.5625 2376.5625 4753.125 4753.125
Rasio Tulangan 5% Arah X 25 0.85 350 325 325 56.5 5.0% 268.5 105625 2640.625 5281.25
3807121.09375 3807.12109375
3807121.09375 3807.12109375
3980742.1875 3980.7421875
169.579 144.142 400.093
169.579 144.142 400.093
169.579 144.142 400.093
OK
OK
OK
400.093 995481.414473684 995.481 900344.328 900.3443282996 950846.281424581 950.8462814246 944.979 286246.541 286.247
400.093 995481.414473684 995.481 900344.328 900.3443282996 950846.281424581 950.8462814246 944.979 286246.541 286.247
400.093 995481.414473684 995.481 1000382.587 1000.3825869995 1056495.86824953 1056.4958682495 939.368 308049.453 308.049
1.4 237.411
1.4 237.411
1.4 237.411
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 781294.922 781.295 238689.538043478 238.690 1892.777 195541.982 195.542
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 781294.922 781.295 238689.538043478 238.690 1892.777 195541.982 195.542
0.5 84
0.5 84
OK < xb
OK < xb
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 868105.469 868.105 265210.597826087 265.211 1953.067 207555.132 207.555 0.5 84 OK < xb
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 416322.824 416.323 831796.875 831.797 77.632 194826.561 194.827
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 416322.824 416.323 831796.875 831.797 77.632 194826.561 194.827
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 462580.915 462.581 924218.75 924.219 31.468 209526.637 209.527
120.441 173246163.833 173.246
120.441 173246163.833 173.246
133.824 186311626.838 186.312
3807.12109375 0 1892.777 195.542 944.979
3807.12109375 0 1892.777 195.542 944.979
3980.7421875 0 1953.067 207.555 939.368
286.247 77.632 194.827 0 173.246
286.247 77.632 194.827 0 173.246
308.049 31.468 209.527 0 186.312
Rasio Tulangan 5% Arah Y 25 0.85 350 325 325 56.5 5.0% 268.5 105625 2640.625 5281.25
Rasio Tulangan 5,5% Arah X Arah Y 25 25 0.85 0.85 350 350 325 325 325 325 56.5 56.5 5.5% 5.5% 268.5 268.5 105625 105625 2904.6875 2904.6875 5809.375 5809.375
3980742.1875 3980.7421875
4154363.28125 4154.36328125
4154363.28125 4154.36328125
169.579 144.142 400.093
169.579 144.142 400.093
169.579 144.142 400.093
OK
OK
OK
400.093 995481.414473684 995.481 1000382.587 1000.3825869995 1056495.86824953 1056.4958682495 939.368 308049.453 308.049
400.093 995481.414473684 995.481 1100420.846 1100.4208456995 1162145.45507449 1162.1454550745 933.757 329852.364 329.852
400.093 995481.414473684 995.481 1100420.846 1100.4208456995 1162145.45507449 1162.1454550745 933.757 329852.364 329.852
1.4 237.411
1.4 237.411
1.4 237.411
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 868105.469 868.105 265210.597826087 265.211 1953.067 207555.132 207.555
230.000
350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 954916.016 954.916 291731.657608696 291.732 2013.356 219568.282 219.568
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 954916.016 954.916 291731.657608696 291.732 2013.356 219568.282 219.568
0.5 84
0.5 84
>Xb -OK195.5 457.209 OK
0.5 84 OK < xb
OK < xb
OK < xb
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 462580.915 462.581 924218.75 924.219 31.468 209526.637 209.527
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 508839.007 508.839 1016640.625 1016.641 -14.695 224226.713 224.227
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 508839.007 508.839 1016640.625 1016.641 -14.695 224226.713 224.227
133.824 186311626.838 186.312
147.206 198140267.693 198.140
147.206 198140267.693 198.140
3980.7421875 0 1953.067 207.555 939.368
4154.36328125 0 2013.356 219.568 933.757
4154.36328125 0 2013.356 219.568 933.757
308.049 31.468 209.527 0 186.312
329.852 -14.695 224.227 0 198.140
329.852 -14.695 224.227 0 198.140
Rasio Tulangan 6% Arah X Arah Y 25 25 0.85 0.85 350 350 325 325 325 325 56.5 56.5 6.0% 6.0% 268.5 268.5 105625 105625 3168.75 3168.75 6337.5 6337.5 4327984.375 4327.984375
4327984.375 4327.984375
169.579 144.142 400.093
169.579 144.142 400.093
OK
OK
400.093 995481.414473684 995.481 1200459.104 1200.4591043995 1267795.04189944 1267.7950418995 928.145 351655.276 351.655
400.093 995481.414473684 995.481 1200459.104 1200.4591043995 1267795.04189944 1267.7950418995 928.145 351655.276 351.655
1.4 237.411
1.4 237.411
230.000
350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 1041726.563 1041.727 318252.717391304 318.253 2073.646 231581.433 231.581
230.000 >Xb -OK195.5 457.209 OK 350 100.4347826087 OK 100.4347826087 1350171.875 1350.172 1041726.563 1041.727 318252.717391304 318.253 2073.646 231581.433 231.581
0.5 84
0.5 84
>Xb -OK195.5 457.209 OK
OK < xb
OK < xb
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 555097.098 555.097 1109062.5 1109.063 -60.859 238926.790 238.927
71.4 196.4285714286 196.4285714286 Patah Tarik 350 493106.25 493.10625 555097.098 555.097 1109062.5 1109.063 -60.859 238926.790 238.927
160.588 208732086.397 208.732
160.588 208732086.397 208.732
4327.984375 0 2073.646 231.581 928.145
4327.984375 0 2073.646 231.581 928.145
351.655 -60.859 238.927 0 208.732
351.655 -60.859 238.927 0 208.732
GESER DARI SAP V2
KET 1
35.826 MOMEN DARI SAP F3
KET 1
385.318
KET
M2 1
3.094
KET
M3 1
27.571
DESAIN PENULANGAN KOLOM LIFT Lantai f'c fy bc hc Tinggi eff (d) Luas Penampang (Ag)
= = = = = =
MPa MPa mm mm mm mm2
= = =
kN kNm kNm
= = = = > >
kNm kNm kN
Dari Grafik Mn-Pn Didapat : Rasio Tulangan (ρ) Luas Tulangan (As) Dipakai Tul Pokok (D) Luas Diameter Tul Jumlah Tulangan (n) Dipakai Jumlah Tulangan Luas Tulangan Pakai (As) Rasio Tul Pakai
= = = = = = = =
mm2 mm mm2
Kontrol Momen Joint Kolom-Balok ε'c z1 εy εs1
= = = =
Pu Mux Muy Pakai Mnx Mny Pn Kontrol Faktor Reduksi Pn Pn
mm2
C Es fs1 β1 a Cc As1 As2 As3 As4 As5 Fs1 Fs2 Fs3 Fs4 Fs5 Fs1 * Fs2 * Fs3 * Fs4 * Fs5 * Pn Mn
( ( ( ( (
h/2 h/2 h/2 h/2 h/2
-
di di di di di
) ) ) ) )
= = = = = = = = = = = = = = = = = = = = = = =
cm kg/cm² kg/cm² cm kg cm² cm² cm² cm² cm² kg kg kg kg kg Kgm Kgm Kgm Kgm Kgm KN KNm
=
6
Me 5 . . (Mg - Mg
)
Mkap Mkap +
Ket : Me Mg
= =
Mkatas H Mkbawah GAYA GESER LANTAI 1 Mnk bawah Mnk atas
= =
Gaya Geser (Ve) Vu Vu pakai Dipakai Tul Sengkang : Sengkang ø10 Luas Diameter Tul
= = =
kN kN
= =
mm mm2 DAERAH SENDI PLASTIS
Panjang daerah Plastis (lo) Pakai Lo Kontrol
= = ≥ ≥ ≥
mm mm mm (h balok) mm (1/6 H) mm
Vs Pakai Sengkang 2 kaki Av jarak Sengkang (S) S pakai Kontrol
=
mm2
= = = ≤ ≤ ≤
mm2 mm mm mm (1/4 *b kolom) mm (6* D pokok) mm ( S harus 100150 mm) DAERAH LUAR SENDI PLASTIS
Panjang daerah (L) Vc Pakai Sengkang 2 kaki Av jarak Sengkang (S) S pakai Kontrol
= =
mm mm
= = = ≤ ≤
mm2 mm mm mm (d/2) mm
bc hc Ф pokok Ф sengkang d1 d2 d3 d4 d5
AN KOLOM LIFT 1 25 350 325 325 268.5 105625 385.318 27.571 3.094 42.4169230769 4.76 592.7969230769 0.65 0,1*Ag*f'c 264.0625 OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima 2% 2112.5 13 132.7322896142 15.9154943092 16 2123.7166338267 0.020106193 Kontrol Rasio Tulangan (1% < ρ< 6%) OK 0.003 -1 0.002 -0.002
16.11 2040000 4080 0.85 13.6935 96462.1490625 6.6366144807 2.6546457923 2.6546457923 6.6366144807 5.3092915846 270.7738708129 108.3095483252 108.3095483252 270.7738708129 216.6190966503 -2870.2030306168 -717.0092099126 -285.9372075784 362.8369868893 1152.4135941797 972.2031590078 150.111366911 125.934138316 OK --> Strong Column Weak Beam 67.7283811781 63.453012901
Momen Kapasitas Kolom yang Merangka Pada Joint Balok-Kolom Momen KapasitasBalok Pada Joint Balok-Kolom
4m
LANTAI 1 42.4169230769 4.76
35.826 11.7942307692 35.826 10 78.5398163397
I PLASTIS 487.5 487.5 325 54.1666666667 325 OK 47.768 2 157.0796326795 309.0260944786 75 81.25 78 136.1111111111 OK
NDI PLASTIS 3025 91.6670802198 2 157.0796326795 161.0344569246 100 134.25 300 OK
DESAIN 1
325 325 13 10 268.5 228.7 188.9 149.1 109.3
d 5
d d 5 4
d 3
d 2
d 1
d 5
d4 d 3
d2 d 1
DESAIN PENULANGAN KOLOM 1
bc hc Tinggi eff (d) Luas Penampang (Ag)
= = = = = =
MPa MPa mm mm mm mm2
f'c fy
90000
Pu Mux Muy
= = =
kN kNm kNm
2893.96153616 678.199204312 338.253600606
= = = = > >
kNm kNm kN
1043.3834 520.3902 4452.2485
Pakai Mnx Mny Pn Kontrol Faktor Reduksi Pn Pn
25 350 300 300 739
0.65 0,1*Ag*f'c 225
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima Dari Grafik Rasio Tulangan (ρ)
Luas Tulangan (As) Dipakai Tul Pokok (D) Luas Diameter Tul Jumlah Tulangan (n) Dipakai Jumlah Tulangan Luas Tulangan Pakai (As)
= = = = = = =
mm2 mm mm2
1.00% 900
13 132.7322896142 6.7805656228
mm2
10 1327.3228961417
=
Rasio Tul Pakai
1.47% Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Momen Joint Kolom-Balok ε'c = z1 = εy = εs1 = C = Es = fs1 = β1 = a = Cc = As1 = As2 = As3 = As4 = As5 = Fs1 = Fs2 = Fs3 = Fs4 = Fs5 = Fs1 * ( h/2 - di ) = Fs2 * ( h/2 - di ) = Fs3 * ( h/2 - di ) = Fs4 * ( h/2 - di ) = Fs5 * ( h/2 - di ) = Pn = Mn = 6 . . (Mg - Mg ) 5
Me
6 . . (Mg 5
cm kg/cm² kg/cm² cm kg cm² cm² cm² cm² cm² kg kg kg kg kg KgCm KgCm KgCm KgCm KgCm KN KNm
= Mg
0.003 -1 0.00175 -0.00175 153.7894736842 200000 350 0.85 130.7210526316 833346.71052632 265.4645792283 265.4645792283 265.4645792283 265.4645792283 265.4645792283 92.9126027299 92.9126027299 92.9126027299 92.9126027299 92.9126027299 13.6933904095 13.7307904095 13.7681904095 13.8055904095 13.8429904095 1297.9097241759 139.3749790229 1372.7995946885
TIDAK OK
)
Ket : Me Mg
= =
Momen Kapasitas Kolom yang Merang Momen KapasitasBalok Pada Joint Ba
PENULANGAN GESER KOLOM LANTAI 1 Mk(atas)
Mkbawah H Mnk bawah Mnk atas Gaya Geser (Ve) Vu Vu pakai Dipakai Tul Sengkang : Sengkang ø10 Luas Diameter Tul
= = = = = =
m
= =
mm mm2
= =
mm mm
≥
mm (h balok)
≥ ≥
mm (1/6 H) mm
kN kN
4 678.199204312 338.2536 339.1317 254.1132012296
339.1317 10 78.5398163397
DAERAH SENDI PLASTIS Panjang daerah Plastis (lo) Pakai Lo Kontrol
1000
1000 800 666.6666666667 500
OK = = = =
Vs Pakai Sengkang Av jarak Sengkang (S) Kontrol
S pakai
≤
mm2 kaki mm2 mm mm (1/4 *b kolom)
≤
mm (6* D pokok)
≤
mm ( S harus 100150 mm)
=
mm
452.1756 2 157.0796326795 89.8514802492 75 78 133.3333333333
75 OK
DAERAH LUAR SENDI PLASTIS Panjang daerah (L)
=
mm
2000
Vc Pakai Sengkang 2 kaki Av jarak Sengkang (S) S pakai Kontrol
=
mm
= = = ≤ ≤
mm2 mm mm mm (d/2) mm
609.082852226 157.0796326795 66.7046311418
80 369.5 300
OK
bc hc Ф pokok
300 Es 300 13 10 243.5 206.1 168.7 131.3 93.9 56.5
Ф sengkang d1 d2 d3 d4 d5 d6
200000
SAIN PENULANGAN KOLOM LANTAI 2
3 25 350 300 300 739 90000
4 25 350 300 300 739 90000
5 25 350 300 300 739 90000
25 350 300 300 739 90000
2191.7487402 1517.77440587 890.109933472 325.100246125 582.22385148 523.763393623 406.607252964 198.017703375 329.679118152 283.64742962 206.464527161 102.356815893 895.7290 507.1986 3371.9211
805.7898 436.3807 2335.0375
625.5496 317.6377 1369.3999
304.6426 157.4720 500.1542
0.65
0.65
0.65
0.65
225
225
225
225
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
Dari Grafik Mn-Pn Didapat :
2.00%
2.00%
2.00%
2.00%
1800
1800
1800
1800
13
13
13
13
132.7322896142 13.5611312457
132.7322896142 13.5611312457
132.7322896142 13.5611312457
132.7322896142 13.5611312457
14
14
14
14
1858.2520545984 1858.2520545984 1858.2520545984 1858.2520545984
2.06% 2.06% 2.06% 2.06% Kontrol Rasio Kontrol Rasio Kontrol Rasio Kontrol Rasio Tulangan (1% < Tulangan (1% < Tulangan (1% < Tulangan (1% < ρ< 6%) OK ρ< 6%) OK ρ< 6%) OK ρ< 6%) OK 0.003 0.003 0.003 0.003 -1 -1 -1 -1 0.00175 0.00175 0.00175 0.00175 -0.00175 -0.00175 -0.00175 -0.00175 15.3789473684 15.3789473684 15.3789473684 15.3789473684 200000 200000 200000 200000 350 350 350 350 0.85 0.85 0.85 0.85 13.0721052632 13.0721052632 13.0721052632 13.0721052632 85001.364473684 85001.364473684 85001.364473684 85001.364473684 7.9639373769 7.9639373769 7.9639373769 7.9639373769 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 2.6546457923 27.873780819 27.873780819 27.873780819 27.873780819 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 9.291260273 -260.6198506574 -260.6198506574 -260.6198506574 -260.6198506574 -52.1239701315 -52.1239701315 -52.1239701315 -52.1239701315 -17.3746567105 -17.3746567105 -17.3746567105 -17.3746567105 17.3746567105 17.3746567105 17.3746567105 17.3746567105 52.1239701315 52.1239701315 52.1239701315 52.1239701315 850.664032956 850.664032956 850.664032956 850.664032956 71.9186455299 71.9186455299 71.9186455299 71.9186455299 1173.5507760656 1173.5507760656 1173.5507760656 1173.5507760656
TIDAK OK
TIDAK OK
TIDAK OK
apasitas Kolom yang Merangka Pada Joint Balok-Kolom apasitasBalok Pada Joint Balok-Kolom
TIDAK OK
4 4 4 465.779081184 419.010714899 325.285802371 263.7433 226.9179 165.1716 198.4563 182.3805939263
124.29064 161.4821646487
102.7803738 122.614356025
4 158.4141627 81.8855 74.9060180855 60.0749038535
198.4563 161.482164649 122.614356025 74.9060180855 10 78.5398163397
10 78.5398163397
10 78.5398163397
10 78.5398163397
1000
1000
1000
1000
1000
1000
1000
1000
800
800
800
800
666.6666666667 500
666.6666666667 500
666.6666666667 500
666.6666666667 500
OK
OK
OK
OK
264.6084 2 157.0796326795 153.5425443506
215.3095528649 2 157.0796326795 188.6987662737
163.4858080333 2 157.0796326795 248.5148251173
99.8746907806 2 157.0796326795 406.7962230971
75
75
75
75
78
78
78
78
133.3333333333
133.3333333333
133.3333333333
133.3333333333
120 TIDAK OK
120 TIDAK OK
120 TIDAK OK
120 TIDAK OK
2000
2000
2000
2000
506.1195077401
407.2966837178
315.2641350864
232.4184686282
157.0796326795 80.2748093508
157.0796326795 99.7519710244
157.0796326795 128.8717696398
157.0796326795 174.8081692145
75
100
100
100
369.5 300
369.5 300
369.5 300
369.5 300
OK
OK
OK
OK
6 25 350 300 300 739 90000
182.1717 174.5199 117.8181 268.4922 181.2586 280.2642
0.65 225
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima 2.00% 1800
13 132.7322896142 13.5611312457
14 1858.2520545984
2.06% Kontrol Rasio Tulangan (1% < ρ< 6%) OK 0.003 -1 0.00175 -0.00175 15.3789473684 200000 350 0.85 13.0721052632 85001.364473684 7.9639373769 2.6546457923 2.6546457923 2.6546457923 2.6546457923 27.873780819 9.291260273 9.291260273 9.291260273 9.291260273 -260.6198506574 -52.1239701315 -17.3746567105 17.3746567105 52.1239701315 850.664032956 71.9186455299 572.9078991073
TIDAK OK
4 61.07569 90.9911 31.2970918472 38.0166975
38.0166975 10 78.5398163397 1000
1000 650 666.6666666667 500
OK 50.68893 2 157.0796326795 801.5289924753 75 78 133.3333333333
120 TIDAK OK 2000
211.4612869643 157.0796326795 192.1327897688
100 369.5 300
OK
PELAT LANTAI Diamter tulangan yang digunakan :
Tulangan Pokok Tulangan Susut
Mutu Beton (f'c) Mutu Baja (fy) pmin
20 240 0.006
Jenis Pelat
PELAT 1
Qu Ly Lx Ly/Lx Tipe Tebal rencana pelat
29.861 2.100 1.550 1.355 2 ARAH 120 h Max h min
Tabel PBI 1971 (terjepit Penuh ke-4 sisi) Mlx Mly Mtx Mty Penulangan ds Wd Wu Mu Mn d Rn m ρ perlu ρ minimum ρb ρ max dipakai ρ As Asst Dipakai As Ad Pokok Tulangan Pokok Ad Susut
0.056 0.042
1.300 50.000 38.000 50.000 38.000 Arah Lx Mlx 25.000 4.320 9.184 3.705 4.631 95.000 0.513 14.118 0.002 0.006 0.043 0.032 0.006 554.167 240.000 554.167 78.540
141.726 50.265
Tulangan Susut Digunakan Tul Pokok Tul Susut
209.440 P10-125 P8-200
LAT LANTAI 10 8 β1 =
0.850
PELAT 1 29.861 2.100 1.550 1.355 2 ARAH 120 56.000 41.831
1.400 53.000 38.000 53.000 38.000
1.355 51.645 38.000 51.645 38.000 Arah Ly
Mtx 25.000 4.320 9.184 3.705 4.631 95.000 0.513 14.118 0.002 0.006 0.060 0.045 0.006 554.167 240.000 554.167
Mly 35.000 4.320 9.184 2.726 3.408 85.000 0.472 14.118 0.002 0.006 0.060 0.045 0.006 495.833 240.000 495.833
Mty 35.000 4.320 9.184 2.726 3.408 85.000 0.472 14.118 0.002 0.006 0.060 0.045 0.006 495.833 240.000 495.833
78.540
78.540
78.540
141.726 50.265
158.400 50.265
158.400 50.265
209.440
209.440
209.440
P10-125 P8-200
P10-150 P8-200
P10-150 P8-200
