excel perancangan gedung
DESCRIPTION
Perancangan struktur bangunan gedung tahan gempaTRANSCRIPT
Data Soal Mutu BahanFungsi Bangunan Pertokoan fc' (pelat) 20 mPaLokasi Bangunan Bandung fc' (balok dan kolom) 25 mPaBanyak Tingkat 5 240 mPa PolosJenis Tanah Tanah Keras 350 mPa Ulir
Tingkat Daktilitas Daktilitas PenuhTebal (m)
Tebal Dinding 0.15 UKURAN BANGUNANTebal Plat Lantai 0.12
Tebal Plat Atap 0.1 L1 (arah X) 8 m 8000
Beban Hidup (ql) KN/m2 L2 (arah Y) 4.5 m 4500ql atap 0.98 L3 (arah Y) 3 m 3000ql lantai ( Perkantoran ) 2.45 H bottom story 4 m 4000
H typical story 4 m 4000
KETENTUAN Tinggi
Spesi 0.025Lapis Kedap Air 0.03
Pasir 0.045
Berat Volume Beton bertulang 23.54 KN/m3Pasir 17.17 KN/m3Spesi 18.64 KN/m3Dinding (Pas. Bata) 16.68 KN/m3Lapisan Kedap Air 18.64 KN/m3Penggantung 0.98 KN/m3Plafon 0.15 KN/m2Enternit 0.11 KN/m2Partisi 0.10 KN/m2
Untuk D ≤ 12 mm Untuk D ˃ 12 mm
mm
m
Ac 0.20 KN/m2Tegel/keramik 0.17 KN/m2
DENAH BANGUNANL1 L1 L1
L2
UKURAN BANGUNANmm mm L2mm mm mm
L2
L3
L1
Estimasi Ukuran Balok Estimasi Ukuran Kolom
Balok Lantai 1 - 4
B1Bentang (L) mm h b
Tinggi Dinding 8000
800800 400
dipakai Berat Dinding
B2Bentang (L) mm h b Qu Dinding
4500450
550275
Pu kolomdipakai 400
B3Bentang (L) mm h b Ag (perlu)
3000300
450225 Karena denah segi empat
dipakai 400 b
BA1Bentang (L) mm h b b pakai
4500321.4286
350175 h
dipakai 300 h pakaiAg
Estimasi Ukuran Balok Cara Konvensional
Balo
k La
ntai
Ata
p B1Bentang (L) mm h b Beban Kolom
8000666.6667
700 350dipakai
dipakai Luas Pelat Lantai
B2Bentang (L) mm h b Gaya Aksial 1 Lantai
4500375
400200
P total (5 Lantai)dipakai 300
BA1Bentang (L) mm h b Ag (perlu)
4500321.4286
350175 b
dipakai 300 b pakaihh pakaiAg
Estimasi Ukuran Kolom Estimasi Ukuran Pelat3550 mm Pelat Lantai3.55 m Diketahui
4.353 KN/m2Lebar Balok
400 mm15.443 KN/m2 40 cm
2779.722 KN Bentang Bersih2779722.360 Newton Lnx 4100 mm158841.278 mm2 Lny 3600 mm
Karena denah segi empatβ
1.1389 mm301.275 mm 2 ARAH
500 mm h min 91.604 mm750 mm h max 117.685 mm800 mm
h pakai91.604 mm
400000 mm2 120 mm
Cara Konvensional Pelat Atap9.81 - 19.62 KN/m2 Diketahui
9.81 KN/m2Lebar Balok
350 mm36 m2 35 cm
353.16 KN Bentang Bersih1765.8 KN Lnx 4150 mm
1765800 Newton Lny 3650 mm100902.85714 mm2
β1.1370 mm
240.12241776 mm 2 ARAH350 mm h min 86.172 mm
612.5 mm h max 110.667 mm650 mm
h pakai86.172 mm
227500 mm2 100 mm
PEMBEBANANBEBAN DINDING
Beban Atap No. Jenis Beban h (m) Berat Vol. (KN/m3) Beban (KN/m2) B1 (arah X)
1 Pelat 0.1 23.54 2.354 B2 (arah Y)2 Spesi 0.025 18.64 0.466 B3(arah Y)3 Lapisan Kedap Air 0.03 18.64 0.5594 Ducting AC 0 0 0.000
TOTAL Beban Mati (qd) 3.3801 Ql Perkantoran 0 0.98 0.981
TOTAL Beban Hidup (ql) 0.981 PELAT KANTILEVERTOTAL BEBAN ATAP 5.625Beban Mati
Beban Lantai Jenis BebanNo. Jenis Beban h (m) Berat Vol. (KN/m3) Beban (KN/m2) Pelat Kantilever
1 Pelat 0.12 23.54 2.825 Lapisan Kedap Air2 Spesi 0.025 18.64 0.466 TOTAL (Qd)3 Lapisan Kedap Air 0.03 18.64 0.559 Beban Hidup4 Pasir 0.045 17.17 0.773 Beban Hidup (perkantoran)5 Plafond 0.15 0.147 TOTAL (Ql)6 Keramik 0.17 0.172 TOTAL BEBAN 7 AC 0.20 0.1968 Eternit 0.11 0.108
TOTAL Beban Mati (qd) 5.2461 Ql Perkantoran 2.4525 2.453
TOTAL Beban Hidup (ql) 2.453TOTAL BEBAN LANTAI 10.219
Beban Lantai (untuk SAP 2000) Beban Atap (UNTUK SAP 2000)No. Jenis Beban h (m) Berat Vol. (KN/m3) Beban (KN/m2) No.
2 Spesi 0.025 18.64 0.466 13 Lapisan Kedap Air 0.03 18.64 0.559 24 Pasir 0.045 17.17 0.773 35 Plafond 0.00 0.000 TOTAL Beban Mati (qd)6 Keramik 0.17 0.172 17 AC 0.20 0.196 TOTAL Beban Hidup (ql)8 Eternit 0.11 0.108 TOTAL BEBAN ATAP
TOTAL Beban Mati (qd) 2.2731 Ql Perkantoran 2.4525 2.453
TOTAL Beban Hidup (ql) 2.453TOTAL BEBAN LANTAI 6.652
BEBAN DINDINGTinggi Lantai (m) h (m) Asumsi Tinggi Tembok (m) Q dinding (KN/m) Tepi
4 0.8 3.2 8.0050 4.00254 0.55 3.45 8.6303 4.31524 0.45 3.55 8.8805 4.4403
PELAT KANTILEVERBeban Mati
Tebal (m) Berat Vol. (KN/m3) Total Beban (KN/m2)0.1 23.54 2.354
0.03 18.64 0.559TOTAL (Qd) 2.914
Beban Hidup0.981 0.981
TOTAL (Ql) 0.981
TOTAL BEBAN 5.066
Beban Atap (UNTUK SAP 2000)Jenis Beban h (m) Berat Vol. (KN/m3) Beban (KN/m2)
Spesi 0.025 18.64 0.466Lapisan Kedap Air 0.03 18.64 0.559Ducting AC 0 0 0.000
TOTAL Beban Mati (qd) 1.025
Ql Perkantoran 0 0.98 0.981TOTAL Beban Hidup (ql) 0.981
TOTAL BEBAN ATAP 2.800
BERAT TOTAL BANGUNAN
BEBAN ATAP (LANTAI 5)
Pelatn p l qd (KN/m2) Beban (KN/m)
15 8 4.5 3.380 1824.954
BALOK n b h L Ber. Vol (KN/m3)B1 20 0.35 0.7 8 23.54B2 18 0.3 0.4 4.5 23.54BA1 15 0.3 0.35 4.5 23.54KOLOM n bk hk (h/2) Ber. Vol (KN/m3)K1 24 0.5 0.8 2 23.54Total Beban Mati 3595.640
Beban Hidup n p l ql (KN/m2) Faktor Reduksi
15 8 4.5 0.981 1Total Beban (KN/m2) 4125.380
BEBAN LANTAI GF
Beban Mati Pelat n p l qd (KN/m2) Beban (KN/m)Pelat 1 12 8 4.5 5.246 2266.23Pelat 2 1 8 3 5.246 125.902
Dinding n tebal h L Ber. Vol (KN/m3)Sisi Luar B1 10 0.15 3.2 8 16.68Sisi Luar B2 6 0.15 3.45 4.5 16.68
Sisi dalamKOLOM n bk hk (h/2) Ber. Vol (KN/m)K1 26 0.50 0.65 2 23.54Total Beban Mati 4100.147Beban Hidup n p l qd (KN/m2) Faktor ReduksiHidup 1 12 8 4.5 2.4525 0.7Hidup 2 1 8 3 2.4525 0.7Total Beban 4882.985
BEBAN LANTAI 1
Beban Mati Pelat n p l qd (KN/m2) Beban (KN/m)Pelat 1 12 8 4.5 5.2459 2266.228Pelat 2 1 8 3 5.2459 125.902
BALOK n b h L Ber. Vol (KN/m)B1 21 0.4 0.8 8 23.544B2 18 0.4 0.55 4.5 23.544B3 2 0.4 0.45 3 23.544BA1 12 0.3 0.35 4.5 23.544
KOLOM n bk hk (h(n-(n-1))) Ber. Vol (KN/m)K1 24 0.5 0.8 4 23.544Dinding n tebal h L Ber.Vol (KN/m)Sisi Luar B1 10 0.15 3.2 8 16.677Sisi Luar B2 6 0.15 3.45 4.5 16.677
Sisi DalamTotal Beban Mati 6450.545Beban Hidup n p l qd (KN/m2) Faktor ReduksiBeban Hidup 1 12 8 4.5 2.4525 0.8Beban Hidup 2 1 8 3 2.4525 0.8Total Beban 6497.633
BEBAN LANTAI 2
Beban Mati Pelat n p l qd (KN/m2) Beban (KN/m)Pelat 12 8 4.5 5.246 2266.228
BALOK n b h L Ber. Vol (KN/m)B1 20 0.4 0.8 8 23.54B2 18 0.4 0.55 4.5 23.54BA1 12 0.3 0.35 4.5 23.54KOLOM n bk hk (h(n-(n-1))) Ber. Vol (KN/m)K1 24 0.5 0.8 4 23.54Dinding n tebal h L Ber.Vol (KN/m)Sisi Luar B1 10 0.15 3.2 8 16.68Sisi Luar B2 6 0.15 3.45 4.5 16.68
Sisi DalamTotal Beban Mati 6238.943Beban Hidup n p l qd (KN/m2) Faktor ReduksiBeban Hidup 1 8 8 4.5 2.4525 0.9Total Beban 6874.631
BEBAN LANTAI 3-4
Beban Mati Pelat n p l qd (KN/m2) Beban (KN/m)Pelat 12 8 4.5 5.246 2266.23
BALOK n b h L Ber. Vol (t/m)B1 20 0.4 0.8 8 23.54B2 18 0.4 0.55 4.5 23.54BA1 12 0.3 0.35 4.5 23.54KOLOM n bk hk (h(n-(n-1))) Ber. Vol (KN/m)K1 24 0.5 0.8 4 23.544Dinding n tebal h L Ber.Vol (KN/m)Sisi Luar B1 10 0.15 3.2 8 16.677Sisi Luar B2 6 0.15 3.45 4.5 16.677
Sisi DalamTotal Beban Mati 6238.943
Beban Hidup n p l qd (KN/m2) Faktor ReduksiBeban Hidup 1 8 8 4.5 2.4525 1Total Beban 13890.526
TOTAL BERAT BANGUNAN (KN) 36271.15432875TON
3697.365
BERAT TOTAL BANGUNAN
BEBAN ATAP (LANTAI 5)
Beban (KN/m)1824.954
Beban (KN)922.925228.848166.868
Beban (KN)452.045
3595.640
Beban (KN)529.74
4125.380
BEBAN LANTAI GF
Beban (KN/m)2266.23125.902
Beban (KN) Beban Mati Kantilever (Qd) n p l Qd Beban640.397 Depan 4 8 1.5 2.914 139.85136233.019 Samping 6 4.5 1.5 2.914 117.999585436.708 Belakang 5 8 1.5 2.914 174.8142
Beban (KN)397.8936
4100.147
Beban (KN) Beban Hidup Kantilever (Ql) n p l Ql Faktor Reduksi741.636 Depan 4 8 1.5 0.981 0.841.202 Samping 6 4.5 1.5 0.981 0.8
4882.985 Belakang 5 8 1.5 0.981 0.8
BEBAN LANTAI 1
Beban (KN/m)2266.228125.902
Beban (KN) Beban Mati Kantilever (Qd) n p l Qd Beban1265.725 Depan 5 8 1.5 2.914 174.8142419.554 Samping 6 4.5 1.5 2.914 117.99958525.428 Belakang 5 8 1.5 2.914 174.8142
133.494
Beban (KN)904.090
Beban (KN)640.397233.019436.708
6450.545
Beban (KN) Beban Hidup Kantilever (Ql) n p l Ql Faktor reduksi847.584 Depan 5 8 1.5 0.981 0.947.088 Samping 6 4.5 1.5 0.981 0.9
6497.633 Belakang 5 8 1.5 0.981 0.9
BEBAN LANTAI 2
Beban (KN/m)2266.228
Beban (KN) Beban Mati Kantilever (Qd) n p l Qd Beban1205.453 Depan 5 8 1.5 2.914 174.8142419.554 Samping 6 4.5 1.5 2.914 117.999585133.494 Belakang 5 8 1.5 2.914 174.8142
Beban (KN)904.090
Beban (KN)640.397233.019436.708
6238.943
Beban (KN) Beban Hidup Kantilever (Ql) n p l Ql Faktor Reduksi
635.688 Depan 1.5 2.91357 174.8142 0.981 0.9
6874.631 Samping 1.5 2.91357 117.9996 0.981 0.9
BEBAN LANTAI 3-4 Belakang 1.5 2.91357 174.8142 0.981 0.9
Beban (KN/m)2266.23
Beban (KN)1205.453419.554133.494
Beban (KN)904.090
Beban (KN)640.397233.019436.708
6238.943
Beban (KN)706.32
13890.526
36271.15432875TON
3697.365
Beban47.088
39.730558.86
Beban58.86
39.730558.86
x2
Beban749.4841505.9018749.4841
Data Gempa Respon Permukaan Respon DesainDaerah Gempa Bandung Ss 1.2 SdsJenis Tanah Tanah Keras Fa 1 Sd1
H bangunan Crs i TJumlah Tingkat 5 Tingkat S1 0.5 Ts
z Tinggi per-lantai 4 m Fv 1.3 ToTinggi Total 20 m Crs / 1 dtk 1 Sa
SMS 1.2SM1 0.65
Mencari CsR 8.5 TI 1 k
Cs 0.0941Cs Upper Bound 0.07381Cs Lower Bound 0.03520
Respon Desain Lantai W H H^k W . (H^k) CVx F
0.800 5 4125.37968 20 26.614 109792.2 0.240295 709.8747
0.433 4 6945.2629538 16 20.843 144758.5 0.316823 935.9535
0.691 3 6945.2629538 12 15.209 105630.7 0.231187 682.9679
0.542 2 6874.6309538 8 9.755 67060.36 0.146771 433.5869
0.108 1 6497.6326538 4 4.565 29664.21 0.064924 191.7976
3.380 TOTAL 31388.169195 456905.9 2954.181 OK!!!
1.20.65
Mencari Cs T k T as0.6907 0.5 1 0 0.3201.0954 2.5 2 0.108 0.800
0.0941 V 2954.181 0.542 0.8000.07381 0.592 0.7320.03520 0.642 0.675
0.692 0.6270.742 0.5840.792 0.5470.847 0.5120.897 0.4830.947 0.4580.997 0.4351.047 0.4141.097 0.3951.147 0.3781.197 0.3621.247 0.3481.297 0.3341.347 0.3221.397 0.310
0
0.10833333333...
0.54166666666...
0.59166666666...
0.64166666666...
0.69166666666...
0.74166666666...
0.79166666666...
0.84666666666...
0.89666666666...
0.94666666666...
0.99666666666...
1.0466666666...
1.0966666666...
1.1466666666...
1.1966666666...
1.2466666666...
1.2966666666...
1.3466666666...
1.3966666666...0.000
0.100
0.200
0.300
0.400
0.500
0.600
0.700
0.800
0.900
RESPON SPEKTRUM
RESPON SPEKTRUM
0
0.10833333333...
0.54166666666...
0.59166666666...
0.64166666666...
0.69166666666...
0.74166666666...
0.79166666666...
0.84666666666...
0.89666666666...
0.94666666666...
0.99666666666...
1.0466666666...
1.0966666666...
1.1466666666...
1.1966666666...
1.2466666666...
1.2966666666...
1.3466666666...
1.3966666666...0.000
0.100
0.200
0.300
0.400
0.500
0.600
0.700
0.800
0.900
RESPON SPEKTRUM
RESPON SPEKTRUM
Ketentuan Pelat Lantai (Type 1)
Tul. Pokok 10 mm DiketahuiTul. Susut 8 mm Qu Lantai 10.219
Mutu BahanBeton (fc') 20 MPa Ly 4.5Baja (fy) 240 MPa Lx 4
Ketentuan Lain
β1 0.85 Ly/Lx 1.125
Kmaks 5.979 Jenis Pelat 2 ARAHρb 0.0430 Lny 4ρmin 0.0058 Lnx 3.2ρmaks 0.0323 Tebal Pelat 0.12
Ey 0.0012 Interpolasim 14.118 Tabel PBI (1971) 1.1
Mlx 25(-) Mtx 59Mly 21
(-) Mty 54
Perhitungan Tul.Arah X
LapanganMlx
ds (mm) 25
d (mm) 95
Qu (KN/m2) 10.219
Qd (KN/m2) 5.246
Mu (KNm) 4.210
Mn (KNm) 5262824.66
Rn (MPa) 0.583
m 14.118
ρ perlu 0.00247
ρ minimum 0.0058
ρ b 0.0430
Diameter Tulangan Pelat
ρ max 0.0323
dipakai ρ 0.0058
As (mm2) 554.167
Asst (mm2) 240
Dipakai As 554.167
As 1 Tul.Pokok 78.5
Tulangan Pokok 141.654
As 1 Tul. Bagi 50.24
Tulangan Bagi 209.33
DigunakanTul Pokok P10 - 135
Tul BagiKONTROL KAPASITAS PENAMPANG
As Pakai 581.481
a 8.209
c 9.658
Ey 0.0012
Es 0.026510>> 0.0015
Pelat Lantai (Type 1)
DiketahuiKN/m2
mmm
2 ARAHmmm
Interpolasi1.125 1.2 Pelat Atap B325.75 28 Diketahui60.25 64 Qu Lantai 5.625 KN/m220.75 20 Ly 8 m54.5 56 Lx 3 m
Arah X Arah Y Ly/Lx 2.667 mTumpuan Lapangan Tumpuan Jenis Pelat 1 ARAH
(-) Mtx Mly (-)Mty Tebal Pelat 0.1 m25 30 30 Pelat Terjepit Penuh95 90 90
Perhitungan Tul.Area
10.219 10.219 10.219 Lapangan Tumpuan5.246 5.246 5.246 Mu (KNm) 2.109 4.2199.851 3.393 8.911 ds (mm) 25 25
12313987.79 4240916.96 11138793.93 d (mm) 75 751.364 0.524 1.375 K maks 5.979 5.979
14.118 14.118 14.118K
0.469 0.9380.00593 0.00222 0.00598 OKE!! OKE!!0.0058 0.0058 0.0058 a 2.097 4.2570.0430 0.0430 0.0430 As Tul. Pokok(mm2) 148.563 301.529
0.0323 0.0323 0.0323 As min Tul. Pok (mm2) 437.500 437.5000.0058 0.0058 0.0058 Dipakai As 437.500 437.500
554.167 525.000 525.000 Juml. Tulangan (n) 5.570 5.570240 240 240 Jarak Tul.Pokok (s) 179.520 179.520
554.167 525.000 525.000 Jarak Tul. Min (s min) 300 30078.5 78.5 78.5 179.520 179.520
141.654 149.524 149.524 135 13550.24 50.24 50.24 Luas Tulangan Pokok 581.776417331443 581.776417331443
209.33 209.33 209.33 As Tul. Bagi (mm2) 87.500 87.500
Digunakan As min Tul. Bagi (mm2) 200 200P10 - 135 P10 - 140 P10 - 140 Dipakai As 200 200P8 - 200 P8 - 200 Jarak Tul. Bagi (s) 251.33 251.33
KONTROL KAPASITAS PENAMPANG Jarak Tul. Min (s min) 500 500581.481 560.714 560.714 251.33 251.33
8.209 7.916 7.916 200 2009.658 9.313 9.313 Luas Tulangan Pokok 251.327 251.327
0.0012 0.0012 0.0012 Digunakan0.026510 0.025992 0.025992 Tulangan Pokok P10 - 135>> 0.0015 >> 0.0015 >> 0.0015 Tulangan Bagi P8 - 200
Jarak Tul. Dipakai (mm)
Jarak Tul. Dipakai (mm)
Pelat Atap Pelat Atap (Type 2)
Diketahui DiketahuiQu Atap 5.625 KN/m2 Qu Lantai 5.625Ly 4.5 m Ly 4.5Lx 4 m Lx 4
Ly/Lx 1.125 m Ly/Lx 1.125
Jenis Pelat 2 ARAH Jenis Pelat 2 ARAHLny 4.5 m Lny 4.5Lnx 4 m Lnx 4Tebal Pelat 0.1 m Tebal Pelat 0.1
Interpolasi InterpolasiTabel PBI (1971) 1.1 1.125 1.2 Tabel PBI (1971) 1.1
Mlx 25 25.75 28 Mlx 42(-) Mtx 59 60.25 64 (-) Mtx 42Mly 21 20.75 20 Mly 37
(-) Mty 54 54.5 56 (-) Mty 37
Perhitungan Tul.Arah X Arah Y
Perhitungan Tul.Arah X
Lapangan Tumpuan Lapangan Tumpuan LapanganMlx (-) Mtx Mly (-)Mty Mlx
ds (mm) 25 25 30 30 ds (mm) 25
d (mm) 75 75 70 70 d (mm) 75
Qu (KN/m2) 5.625 5.625 5.625 5.625 Qu (KN/m2) 5.625
Qd (KN/m2) 3.380 3.380 3.380 3.380 Qd (KN/m2) 3.380
Mu (KNm) 2.318 5.423 1.868 4.905 Mu (KNm) 3.870
Mn (KNm) 2896902.81 6778190.07 2334397.41 6131308.86 Mn (KNm) 4837546.44
Rn (MPa) 0.515 1.205 0.476 1.251 Rn (MPa) 0.860
m 14.118 14.118 14.118 14.118 m 14.118
ρ perlu 0.0022 0.0052 0.0020 0.0054 ρ perlu 0.0037
ρ minimum 0.0058 0.0058 0.0058 0.0058 ρ minimum 0.0058
ρ b 0.0430 0.0430 0.0430 0.0430 ρ b 0.0430
ρ max 0.0323 0.0323 0.0323 0.0323 ρ max 0.0323
dipakai ρ 0.0058 0.0058 0.0058 0.0058 dipakai ρ 0.0058
As (mm2) 437.5 437.5 408.3 408.3 As (mm2) 437.5
Asst (mm2) 200 200 200 200 Asst (mm2) 200
Dipakai As 437.500 437.500 408.333 408.333 Dipakai As 437.5
As 1 Tul.Pokok 78.5 78.5 78.5 78.5 As 1 Tul.Pokok 78.5
Tulangan Pokok 179.429 179.429 192.245 192.245 Tulangan Pokok 179.429
As 1 Tul. Susut 50.24 50.24 50.24 50.24 As 1 Tul. Susut 50.24
Tulangan Susut 251.20 251.20 251.20 251.20 Tulangan Susut 251.20
Digunakan DigunakanTul Pokok P10 - 170 P10 - 170 P10 - 180 P10 - 180 Tul Pokok P10 - 170
Tul Bagi P8 - 240 P8 - 240 Tul SusutKONTROL KAPASITAS PENAMPANG KONTROL KAPASITAS PENAMPANG
As Pakai 461.765 461.765 436.111 436.111 As Pakai 461.765
a 6.519 6.519 6.157 6.157 a 6.519
c 7.669 7.669 7.243 7.243 c 7.669
Ey 0.0012 0.0012 0.0012 0.0012 Ey 0.0012
Es 0.026337 0.026337 0.025992 0.025992 Es 0.026337>> 0.0015 >> 0.0015 >> 0.0015 >> 0.0015 >> 0.0015
Pelat Atap (Type 2)
DiketahuiKN/m2
mmm
2 ARAHmmm
Interpolasi Pelat Kantilever 1.125 1.2 Diketahui
43 46 Qu Lantai 5.066 KN/m243 46 L 1 2 m
37.25 38 L 2 1.5 m 37.25 38 Pd 1.130 KN/M
Arah X Arah Y PU 1.356 KN/MTumpuan Lapangan Tumpuan Jenis Pelat 1 ARAH
(-) Mtx Mly (-)Mty Tebal Pelat 0.1 m25 30 30 Pelat Terjepit Penuh75 70 70
Perhitungan Tul.Area
5.625 5.625 5.625 L 1 L 23.380 3.380 3.380 Mu (KNm) 12.844 7.7333.870 3.353 3.353 Mn (KNm) 16055046 9666651.37
4837546.44 4190665.23 4190665.23 ds (mm) 25 250.860 0.855 0.855 d (mm) 75 75
14.118 14.118 14.118 Rn (MPa) 2.854 1.7190.0037 0.0037 0.0037 ρ perlu 0.01310 0.007560.0058 0.0058 0.0058 ρ minimum 0.0058 0.00580.0430 0.0430 0.0430 ρ b 0.0430 0.0430
0.0323 0.0323 0.0323 ρ max 0.0323 0.03230.0058 0.0058 0.0058 ρ pakai 0.0131 0.0076437.5 408.3 408.3 As Tul. Pokok(mm2) 982.867 567.329200 200 200 As 1 Tul. Pokok (mm2) 78.540 78.540
437.5 408.3 408.3 Jumlah Tulangan (n) 12.514 7.22378.5 78.5 78.5 Dipakai (batang) 13 8
179.429 192.245 192.245 Jarak Tul.Pokok (s) 79.909 138.43850.24 50.24 50.24 79.909 138.438
251.20 251.20 251.20 75 130
Digunakan Luas Tul. Pok (mm2) 1047.198 604.152P10 - 170 P10 - 180 P10 - 180 As Tul. Bagi (mm2) 200 200P8 - 240 P8 - 240 As 1 Tul. Bagi (mm2) 50.27 50.27
KONTROL KAPASITAS PENAMPANG Jumlah Tulangan (n) 3.979 3.979461.765 436.111 436.111 Dipakai (batang) 5 5
6.519 6.157 6.157 Jarak Tul.Pokok (s) 251.327 251.3277.669 7.243 7.243 251.327 251.327
0.0012 0.0012 0.0012 200 2000.026337 0.025992 0.025992 Digunakan>> 0.0015 >> 0.0015 >> 0.0015 Tulangan Pokok P10 - 75 P10 - 130
Tulangan Bagi P8 - 200 P8 - 200
Jarak Tul. Dipakai (mm)
Jarak Tul. Dipakai (mm)
KONTROL KONTROLc 17000 → 17000 a c 17000 → 17000 a
Rumus a b c Rumus a b c
a 8500 → 8500 a2 a 8500 → 8500 a2b 1275000 → 1275000 a b 1275000 → 1275000 a
c 16055046 → 16055046 c 9666651.37 → 16055046a 1
Dibagi 8500a 1
Dibagi 8500b 150 b 150
c 1888.829 c 1137.253
Jadi Nilai a 13.876 mm Jadi Nilai a 8.009 mm
Nilai c (Gaya Tekan) 235888.150 N Nilai c (Gaya Tekan) 136158.987 N
As 982.867 mm2 As 567.329 mm2
ρ 0.013 > 0.0058 ρ 0.008 > 0.0058
As' 982.867 mm2 As' 567.329 mm2
n tulangan (jumlah tul.) 12.514 ≈ 6 batang n tulangan (jumlah tul.) 7.223 ≈ 8 batang
s tulangan (jarak tul.) 79.909 ≈ 170 mm s tulangan (jarak tul.) 138.438 ≈ 130 mm
Jadi di gunakan P10 - 75 OKE!! Jadi di gunakan P10 - 130 OKE!!
Pembagian Desain Balok 1 Lantai Desain
LantaiKiri Kanan
Σ M M Max 5 (Atap) 1 Desain M+ M- M+ M-
4
1 Desain
1 295.2016614 542.2297459 295.20166 542.2297459 1674.8628 542.22973 2 231.7199 485.9389 231.7199 485.9389 1435.3176 485.93892 3 204.242 357.8133 204.242 357.8133 1124.1106 357.81331 4 108.4295 270.8887 108.4295 270.8887 758.6364 270.8887
5 (atap) 48.668 124.3145 49.1043 125.3145 347.4013 125.3145
Balok 2
LantaiKiri Kanan
Σ M M Max M+ M- M+ M-
1 205.442 405.8219 201.5147 401.8355 1214.6141 405.82192 193.4862 387.8149 191.7176 389.8316 1162.8503 389.83163 179.9116 302.2327 177.5374 313.7657 973.4474 313.76574 121.6097 176.1337 117.2995 177.9714 593.0143 177.9714
5 (atap) 33.4727 51.5365 33.714 50.6725 169.3957 51.5365
Balok Anak 1
LantaiKiri Kanan
Σ M M Max M+ M- M+ M-
1 13.1119 23.3954 13.1232 21.9145 71.5450 23.39542 11.5768 21.7774 11.5904 21.941 66.8856 21.94103 8.2358 18.5415 8.6069 18.4658 53.8500 18.54154 4.8423 13.6062 5.1188 13.5958 37.1631 13.6062
5 (atap) 5.7463 16.8094 5.6684 16.6735 44.8976 16.8094
Balok 3
LantaiKiri Kanan
Σ M M Max M+ M- M+ M-
1 139.2816 166.4858 128.5798 103.8491 538.20 166.4858
Balok 1 Momen Pakai Momen Desain
M (Trial) M+ CEK (50% dari M-) Redistribusi 15% Ket M+ max M- max Perbandingan Momen 553.074340773 284.36 276.537170386293 -2% OK
284.36 553.074 1.94499946002316466.501344 251.16 233.250672 4% OK372.125832 189.93 186.062916 -4% OK251.926491 127.39 125.9632455 7% OK114.036195 59.66 57.0180975 9% OK 59.66 114.036195
Balok 2Momen Pakai Momen Desain
M (Trial) M+ CEK (50% dari M-) Redistribusi 15% Ket M+ max M- max Perbandingan Momen 401.763681 205.54 200.8818405 1% OK
205.54 401.764 1.95464189846961382.034968 199.39 191.017484 2% OK310.628043 176.10 155.3140215 1% OK195.76854 100.74 97.88427 -10% OK56.174785 28.52 28.0873925 -9% OK 28.52 56.174785
Balok Anak 1Momen Pakai Momen Desain
M (Trial) M+ CEK (50% dari M-) Redistribusi 15% Ket M+ max M- max Perbandingan Momen 23.629354 12.14 11.814677 -1% OK
12.14 23.629 1.945900510460822.16041 11.28 11.080205 -1% OK17.79984 9.13 8.89992 4% OK
12.381642 6.20 6.190821 9% OK14.960366 7.49 7.480183 11% OK 7.49 14.960366
Balok 3Momen Pakai Momen Desain
M (Trial) M+ CEK (50% dari M-) Redistribusi 15% Ket M+ max M- max Perbandingan Momen
178.139806 90.96 89.070 -7% OK 90.96 178.139806 1.95847679460831
Lantai Momen max (lapangan)1 347.1003
347.10032 330.80553 277.44824 215.0737
5 (Atap) 132.3728 132.3728
Lantai Momen max (lapangan)1 130.4972
130.49722 121.08923 101.53364 79.2507
5 (Atap) 8.3783 8.3783
Lantai Momen max (lapangan)1 7.5269
7.52692 7.10723 6.08294 5.0387
5 (Atap) 4.9776 4.9776
Lantai Momen max (lapangan)1 22.6465 22.6465
Ketentuan
TUM
PUAN
B1 Lantai Mutu Bahan Beton (fc') 25 MPa
Baja - Tulangan (f 350 MPaBentang L
Diameter TulanganPokok
13
mm
16 φ 19 ρ pakai 0.5 x ρmaks22 m fy/(0.85 x f'c)25 Rn ρ x fy x (1-(0.5 x ρ x m))27 Perhitungan Dimensi Balok
Sengkang 10 mm Mu+Selimut Beton Pb 40 mm Mu-
Ketentuan Lain
ρb 0.032594 Mn Mu/φ ρ min 0.004 bd2 Mn/Rnρ maks 0.024445 d perlu (Mn/Rn)/bβ1 0.85 d φ 0.8 ᴓ tulЄc 23500 ds Pb + ᴓsengkang + 0.5 ᴓtulЄc'u 0.003 ds pakaiЄs 200000 bЄy 0.00175 h
Luas Tulangan
Ad13 132.7323
mm2
h eff h - ds
Ad16 201.0619 Ag b x h
Ad19 283.5287 Mn C
Ad22 380.1327 691342925.965732 6281500
Ad25 490.8739 C1 1
Ad27 572.5553 C2 -1478C3 162668.923756643
a (+) 1358.23507349258
a (-) 119.764926507423
a pakai 119.764926507423c a/β1
TUM
PUAN
C 0.85 x f'c x a x bT C = T
As (tarik) T/fyAsd n As (tarik)/Asdn pakaiAs pakai
OKECek Rasio Tulangan
ρ As pakai/(b x h eff)OKE
Jumlah tulangan baris 3 baris 2 baris 1
(JBT) min(JBD) minx1 ((n2+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3)ds pakai x1 + (d/2)+ ᴓsengkang + Pb
JBD (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKEPeriksa Kapasitas Penampang
Keseimbangan Gaya Dalam
a (As pakai x fy)/(0.85 x f'c x b)
cd h -ds pakai
Periksa Regangan Baja Tarik εs ((d-c)/c) x εc
Baja Tarik Telah Leleh f's = fy
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)
OKE
0.25 x π x ᴓtul
a/β1
TUM
PUAN
Perencanaan Tulangan Rangkap
Perhitungan Tulangan Desak Dipakai tulangan desak 4
Periksa Kapasitas Penampang
Luas Tulangan (As')d' Pb + ᴓsengkang + 0.5 ᴓtul
h efektif desak h - d'Keseimbangan Gaya Dalam
a (As'x fy)/(0.85 x f'c x b)
cPeriksa Regangan Baja Desak
εs ((h-c)/c) x εcBaja Tarik Telah Leleh f's = fy
Mn (As' x fy) x (d' - a/2)
OKE
n x 0.25 x π x (ᴓtulangan)^2
a/β1
LAPA
NG
AN
B1 Lantai Bentang L
φ ρ pakai 0.5 x ρmaksm fy/(0.85 x f'c)
Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi BalokMu+Mu-Mn φ x Mubd2 Mn/Rnd perlu (Mn/Rn)/bd ᴓ tulds Pb + ᴓsengkang + 0.5 ᴓtulbhh eff h - ds
Ag b x h
Mn C
LAPA
NG
AN
277680240 6281500C1 1C2 -1478C3 65336.5270588235a (+) 1432.38623648092a (-) 45.6137635190785
a pakai 45.6137635190785cC 0.85 x f'c x a x bT C = TAs (tarik) T/fyAsd n As (tarik)/Asdn pakaiAs pakai
OKECek Rasio Tulangan
ρ As pakai/(b x h eff)OKE
Jumlah tulangan baris 3 baris 2 baris 1
(JBT) min(JBD) minx1 (n2((d/2) +jbt +(d/2)))/(n1+n2)ds pakai x1 + (d/2)+ ᴓsengkang + Pb
JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKEPeriksa Kapasitas Penampang
Keseimbangan Gaya Dalama (As pakai x fy)/(0.85 x f'c x b)c
a/β1
0.25 x π x ᴓtul
a/β1
LAPA
NG
AN
d h -ds pakaiPeriksa Regangan Baja Tarik
εs ((d-c)/c) x εcBaja Tarik Telah Leleh f's = fy
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)
OKEPerencanaan Tulangan Rangkap
Perhitungan Tulangan Desak Dipakai tulangan desak 4
Periksa Kapasitas PenampangLuas Tulangan (As')d' Pb + ᴓsengkang + 0.5 ᴓtul
h efektif desak h - d'Keseimbangan Gaya Dalam
a (As'x fy)/(0.85 x f'c x b)
cPeriksa Regangan Baja Desak
εs ((h-c)/c) x εcBaja Tarik Telah Leleh f's = fy
Mn (As' x fy) x (d - a/2)
OKE
n x 0.25 x π x (ᴓtulangan)^2
a/β1
B1 Lantai B1 Atap L
8 mBentang L
8000 mm0.8 φ
0.5 x ρmaks 0.0122227444 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.470588235 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.847350026 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok284.36 KNm Mu+
553.07434077 KNm Mu- Mu/φ 691.34292597 KNm Mn Mu/φ Mn/Rn 179693274.93 mm3 bd2 Mn/Rn
(Mn/Rn)/b 670.24860113 mm d perlu (Mn/Rn)/b680 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul75 mm b
400 mm h800 mm h eff h - ds
h - ds 739 mm Ag b x h b x h 320000 mm2 Mn C
C d- a/2 142545243.75 4752562.56281500 4250 C1 1
1 C2 -1278-1478 C3 38331.4941176471
162668.923756643 a (+) 1247.267626857091358.23507349258 mm a (-) 30.7323731429126119.764926507423 mm a pakai 30.7323731429126119.764926507423 mm c
140.89991354 mm C 0.85 x f'c x a x ba/β1
a/β1
0.85 x f'c x a x b 1018001.8753 Nmm T C = TC = T 1018001.8753 Nmm As (tarik) T/fyT/fy 2908.5767866 mm2 Asd
380.13271108 mm2 n As (tarik)/AsdAs (tarik)/Asd 7.6514772389 batang n pakai
8 batang As pakai3041.0616887 mm2 OKE
OKE Cek Rasio Tulangan Cek Rasio Tulangan ρ As pakai/(b x h eff)
As pakai/(b x h eff) 0.0102877594 OKEOKE
Jumlah tulangan baris 3
n3 0 batang baris 2 n2 4 batang baris 1 n1 4 batang (JBT) min
25 mm (JBD) min25 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)
((n2+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3) 23.5 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pbx1 + (d/2)+ ᴓsengkang + Pb 84.5 mm JBD (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
85 OKE(b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 70.666666667 mm Periksa Kapasitas Penampang
OKE Keseimbangan Gaya DalamPeriksa Kapasitas Penampang a (As pakai x fy)/(0.85 x f'c x b)
Keseimbangan Gaya Dalam C = T c(As pakai x fy)/(0.85 x f'c x b) 125.22018718 mm d h -ds pakai
147.31786727 mm Periksa Regangan Baja Tarik
h -ds pakai 715 mm εs ((d-c)/c) x εcPeriksa Regangan Baja Tarik Baja Tarik Telah Leleh f's = fy
((d-c)/c) x εc 0.011560352Mn (Momen Nominal) (As pakai x fy) x (d - a/2)
Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)694385282.66 Nmm OKE694.38528266 KNm Perencanaan Tulangan Rangkap
OKE
0.25 x π x ᴓtul0.25 x π x ᴓtul
a/β1
a/β1
Perencanaan Tulangan Rangkap TIDAK DIPERLUKAN
Perhitungan Tulangan Desak Dipakai tulangan desak 2
Perhitungan Tulangan Desak Periksa Kapasitas PenampangD 22 Luas Tulangan (As')
Periksa Kapasitas Penampang d' Pb + ᴓsengkang + 0.5 ᴓtul1520.5308443 mm2 h efektif desak h - d'
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm Keseimbangan Gaya Dalam 66 a (As'x fy)/(0.85 x f'c x b)
h - d' 734 mm cKeseimbangan Gaya Dalam Periksa Regangan Baja Desak (As'x fy)/(0.85 x f'c x b) 62.61009359 mm εs ((h-c)/c) x εc
73.658933636 mm Baja Tarik Telah Leleh f's = fyPeriksa Regangan Baja Desak
Mn (As' x fy) x (d' - a/2)((h-c)/c) x εc 0.0268945408
Baja Tarik Telah Leleh f's = fy OKE
(As' x fy) x (d' - a/2)373964272.68 Nmm373.96427268 KNm
OKE
n x 0.25 x π x (ᴓtulangan)^2
n x 0.25 x π x (ᴓtulangan)^2
a/β1
a/β1
B1 Lantai B1 Atap L
8 mBentang L
8000 mm0.8 φ
0.5 x ρmaks 0.0122227444 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.470588235 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.847350026 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok347.10 KNm Mu+
553.07434077 KNm Mu-φ x Mu 277.68024 KNm Mn φ x MuMn/Rn 72174415.669 mm3 bd2 Mn/Rn
(Mn/Rn)/b 424.77763497 mm d perlu (Mn/Rn)/b430 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul400 mm b800 mm h
h - ds 739 mm h eff h - ds b x h 320000 mm2 Ag b x h
C d- a/2 Mn C
6281500 4250 105898240 4752562.51 C1 1
-1478 C2 -127865336.5270588235 C3 28476.8376470588
1432.38623648092 mm a (+) 1255.3149863121545.6137635190785 mm a (-) 22.6850136878536
45.6137635190785 mm a pakai 22.685013687853653.663251199 mm c
0.85 x f'c x a x b 387716.98991 Nmm C 0.85 x f'c x a x bC = T 387716.98991 Nmm T C = TT/fy 1107.7628283 mm2 As (tarik) T/fy
380.13271108 mm2 Asd As (tarik)/Asd 2.9141476017 batang n As (tarik)/Asd
6 batang n pakai2280.7962665 mm2 As pakai
OKE OKECek Rasio Tulangan Cek Rasio Tulangan
As pakai/(b x h eff) 0.0077158196 ρ As pakai/(b x h eff)OKE OKE
n3 0 batangJumlah tulangan
baris 3 n2 2 batang baris 2 n1 4 batang baris 1
25 mm (JBT) min25 mm (JBD) min
(n2((d/2) +jbt +(d/2)))/(n1+n2) 0 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)x1 + (d/2)+ ᴓsengkang + Pb 61 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pb
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 70.666666667 mm JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKE OKEPeriksa Kapasitas Penampang Periksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T Keseimbangan Gaya Dalam(As pakai x fy)/(0.85 x f'c x b) 93.915140386 mm a (As pakai x fy)/(0.85 x f'c x b)
110.48840045 mm c
a/β1 a/β1
0.25 x π x ᴓtul 0.25 x π x ᴓtul
a/β1 a/β1
h -ds pakai 739 mm d h -ds pakaiPeriksa Regangan Baja Tarik Periksa Regangan Baja Tarik
((d-c)/c) x εc 0.0170654548 εs ((d-c)/c) x εcBaja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)552442726.56 Nmm
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)552.44272656 KNm
OKE OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN Perencanaan Tulangan Rangkap
Perhitungan Tulangan Desak Perhitungan Tulangan Desak D 22 Dipakai tulangan desak 2
Periksa Kapasitas Penampang Periksa Kapasitas Penampang1520.5308443 mm2 Luas Tulangan (As')
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm d' Pb + ᴓsengkang + 0.5 ᴓtulh - d' 739 mm h efektif desak h - d'
Keseimbangan Gaya Dalam Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) 62.61009359 mm a (As'x fy)/(0.85 x f'c x b)
73.658933636 mm cPeriksa Regangan Baja Desak Periksa Regangan Baja Desak
((h-c)/c) x εc 0.0270981821 εs ((h-c)/c) x εcBaja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As' x fy) x (d - a/2)376625201.66 Nmm
Mn (As' x fy) x (d - a/2)376.62520166 KNm
OKE OKE
n x 0.25 x π x (ᴓtulangan)^2 n x 0.25 x π x (ᴓtulangan)^2
a/β1 a/β1
B1 Atap B2 LantaiL
8 mBentang L
8000 mm0.8 φ
0.5 x ρmaks 0.01222274436 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.4705882353 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.84735002597 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok59.66 KNm Mu+
114.036195 KNm Mu-Mu/φ 142.54524375 KNm Mn Mu/φ Mn/Rn 37050240.5 mm3 bd2 Mn/Rn
(Mn/Rn)/b 325.358002822 mm d perlu (Mn/Rn)/b330 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul350 mm b700 mm h
h - ds 639 mm h eff h - ds b x h 245000 mm2 Ag b x h
C d- a/2 Mn C4752562.5 3718.75 502204601.25 4156500
1 C1 1
-1278 C2 -97838331.4941176471 C3 118165.788529412
1247.26762685709 mm a (+) 836.78615767535730.7323731429126 mm a (-) 141.213842324643
30.7323731429126 mm a pakai 141.21384232464336.1557331093 mm c
0.85 x f'c x a x b 228572.02525 Nmm C 0.85 x f'c x a x ba/β1 a/β1
C = T 228572.02525 Nmm T C = TT/fy 653.062929287 mm2 As (tarik) T/fy
380.132711084 mm2 Asd As (tarik)/Asd 1.71798666688 batang n As (tarik)/Asd
5 batang n pakai1900.66355542 mm2 As pakai
OKE OKECek Rasio Tulangan Cek Rasio Tulangan
As pakai/(b x h eff) 0.00849838388 ρ As pakai/(b x h eff)OKE OKE
n3 0 batangJumlah tulangan
baris 3 n2 2 batang baris 2 n1 3 batang baris 1
25 mm (JBT) min25 mm (JBD) min
(n2((d/2) +jbt +(d/2)))/(n1+n2) 18.8 mm x1 ((n2+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3)x1 + (d/2)+ ᴓsengkang + Pb 79.8 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pb
(b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 92 mm JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKE OKEPeriksa Kapasitas Penampang Periksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T Keseimbangan Gaya Dalam(As pakai x fy)/(0.85 x f'c x b) 89.4429908434 mm a (As pakai x fy)/(0.85 x f'c x b)
105.227048051 mm ch -ds pakai 620.2 mm d h -ds pakai
Periksa Regangan Baja Tarik Periksa Regangan Baja Tarik ((d-c)/c) x εc 0.01468176562 εs ((d-c)/c) x εc
Baja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)382826857.203 Nmm
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)382.826857203 KNm
OKE OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN Perencanaan Tulangan Rangkap
0.25 x π x ᴓtul 0.25 x π x ᴓtul
a/β1 a/β1
Perhitungan Tulangan Desak Perencanaan Tulangan RangkapD 22 Tulangan rangkap dibutuhkan jika
Periksa Kapasitas PenampangBentang L
760.265422169 mm2Pb + ᴓsengkang + 0.5 ᴓtul 61 mm φ
h - d' 639 mm ρ pakai 0.5 x ρmaksKeseimbangan Gaya Dalam m fy/(0.85 x f'c)
(As'x fy)/(0.85 x f'c x b) 35.7771963374 mm Rn ρ x fy x (1-(0.5 x ρ x m))42.0908192204 mm Perhitungan Dimensi Balok
Periksa Regangan Baja Desak Mu+((h-c)/c) x εc 0.0425443737 Mu-
Baja Tarik Telah Leleh f's = fy Mn perlu Mu/φ
(As' x fy) x (d' - a/2)165273332.744 Nmm b165.273332744 KNm h
OKE bd2 Mn/Rnd perlu (Mn/Rn)/bd ᴓ tulds Pb + ᴓsengkang + ᴓtul+0.5 ᴓtuld' Pb + ᴓsengkang +0.5 ᴓtulh eff h - dsAg b x hc (600/(600+fy)) x h aAs1 (tul.tarik)
Anggap Tulangan Baja Tarik Sudah Leleh
Mn1 As1 x fy x (h-a/2)
Mn1 < Mn perlu
Mn2 Mn perlu - Mn1Mn2 = T2 x (d -d')
n x 0.25 x π x (ᴓtulangan)^2
a/β1
c x β1ρ x b x h
T2 = Cs Mn2/(d-d')ε's ((c-d')/c) x εc
Baja Desak Sudah Leleh fs = fyAs' (Tul. Tekan) T2/ fyAs2 Tambahan Luas Tulangan TarikAs (Tul Tarik) As1 +As2
n (Tul. Tarik) As/Asd
n (Tul. Tekan) As'/Asd
Asn Tarik
As'n Tekan
Cek Rasio TulanganAs1 As - As'ρ As1/(b x h eff)
nn1n2
(JBT) min(JBD) minJBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKEPeriksa Kapasitas Penampang
Cc 0.85 x f'c x a x bCs As'n x (fy - (0.85 f'c))T Asn x fy
Keseimbangan Gaya Dalam Ts = Cc +Csa (T-Cs)/(0.85 x f'c x b)cε's (desak) ((c-d')/c) x εcεs (tarik) ((c- h eff)/c) x εc
Tulangan Desak Sudah Leleh
n x 0.25 x π x (ᴓtulangan)^2
n x 0.25 x π x (ᴓtulangan)^2
a/β1
Cc 0.85 x f'c x a x bCs As'n x (fy - (0.85 f'c))
Mn
M1M2
M1 + M2
OKE
B1 Atap B2 LantaiL
8 mBentang L
8000 mm0.8 φ
0.5 x ρmaks 0.01222274436 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.4705882353 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.84735002597 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok132.37 KNm Mu+
114.036195 KNm Mu-φ x Mu 105.89824 KNm Mn φ x MuMn/Rn 27524981.9448 mm3 bd2 Mn/Rn
(Mn/Rn)/b 280.433246168 mm d perlu (Mn/Rn)/b290 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul350 mm b700 mm h
h - ds 639 mm h eff h - ds b x h 245000 mm2 Ag b x h
C d- a/2 Mn C
4752562.5 3718.75 104397760 41565001 C1 1
-1278 C2 -97828476.8376470588 C3 24564.1788235294
1255.31498631215 mm a (+) 952.20278623565122.6850136878536 mm a (-) 25.7972137643486
22.6850136878536 mm a pakai 25.797213764348626.6882513975 mm c
0.85 x f'c x a x b 168719.789303 Nmm C 0.85 x f'c x a x bC = T 168719.789303 Nmm T C = TT/fy 482.056540867 mm2 As (tarik) T/fy
380.132711084 mm2 Asd As (tarik)/Asd 1.26812696411 batang n As (tarik)/Asd
4 batang n pakai1520.53084434 mm2 As pakai
OKE OKECek Rasio Tulangan Cek Rasio Tulangan
As pakai/(b x h eff) 0.00679870711 ρ As pakai/(b x h eff)OKE OKE
n3 0 batangJumlah tulangan
baris 3 n2 0 batang baris 2 n1 4 batang baris 1
25 mm (JBT) min25 mm (JBD) min
(n2((d/2) +jbt +(d/2)))/(n1+n2) 0 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)x1 + (d/2)+ ᴓsengkang + Pb 61 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pb
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 54 mm JBD (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKE OKEPeriksa Kapasitas Penampang Periksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T Keseimbangan Gaya Dalam(As pakai x fy)/(0.85 x f'c x b) 71.5543926747 mm a (As pakai x fy)/(0.85 x f'c x b)
84.1816384408 mm c
a/β1 a/β1
0.25 x π x ᴓtul 0.25 x π x ᴓtul
a/β1 a/β1
h -ds pakai 639 mm d h -ds pakaiPeriksa Regangan Baja Tarik Periksa Regangan Baja Tarik
((d-c)/c) x εc 0.01977218685 εs ((d-c)/c) x εcBaja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)321026607.642 Nmm
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)321.026607642 KNm
OKE OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN Perencanaan Tulangan Rangkap
Perhitungan Tulangan Desak Perhitungan Tulangan Desak D 22 Dipakai tulangan desak 2
Periksa Kapasitas Penampang Periksa Kapasitas Penampang760.265422169 mm2 Luas Tulangan (As')
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm d' Pb + ᴓsengkang + 0.5 ᴓtulh - d' 639 mm h efektif desak h - d'
Keseimbangan Gaya Dalam Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) 35.7771963374 mm a (As'x fy)/(0.85 x f'c x b)
42.0908192204 mm cPeriksa Regangan Baja Desak Periksa Regangan Baja Desak
((h-c)/c) x εc 0.0425443737 εs ((h-c)/c) x εcBaja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As' x fy) x (d - a/2)165273332.744 Nmm
Mn (As' x fy) x (d - a/2)165.273332744 KNm
OKE OKE
n x 0.25 x π x (ᴓtulangan)^2 n x 0.25 x π x (ᴓtulangan)^2
a/β1 a/β1
B2 Lantai B2 AtapL
4.5 mBentang L
4500 mm0.8 φ
0.5 x ρmaks 0.0122227443609 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.470588235294 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.8473500259695 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok205.54 KNm Mu+
401.763681 KNm Mu-Mu/φ 502.20460125 KNm Mn Mu/φ Mn/Rn 130532599.80509 mm3 bd2 Mn/Rn
(Mn/Rn)/b 571.25432122019 mm d perlu (Mn/Rn)/b580 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul400 mm b550 mm h
h - ds 489 mm h eff h - ds b x h 220000 mm2 Ag b x h
C d- a/2 Mn C4156500 4250 70218481.25 2161125
1 C1 1
-978 C2 -678118165.788529412 C3 22029.3274509804
836.786157675357 mm a (+) 643.781352036209141.213842324643 mm a (-) 34.2186479637909
141.213842324643 mm a pakai 34.2186479637909166.13393214664 mm c
0.85 x f'c x a x b 1200317.6597595 Nmm C 0.85 x f'c x a x ba/β1 a/β1
C = T 1200317.6597595 Nmm T C = TT/fy 3429.4790278842 mm2 As (tarik) T/fy
380.13271108437 mm2 Asd As (tarik)/Asd 9.0217940416158 batang n As (tarik)/Asd
10 batang n pakai3801.3271108436 mm2 As pakai
OKE OKECek Rasio Tulangan Cek Rasio Tulangan
As pakai/(b x h eff) 0.0194341876832 ρ As pakai/(b x h eff)OKE OKE
n3 0 batangJumlah tulangan
baris 3 n2 5 batang baris 2 n1 5 batang baris 1
25 mm (JBT) min25 mm (JBD) min
((n2+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3) 23.5 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)x1 + (d/2)+ ᴓsengkang + Pb 84.5 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pb
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 47.5 mm JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKE OKEPeriksa Kapasitas Penampang Periksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T Keseimbangan Gaya Dalam(As pakai x fy)/(0.85 x f'c x b) 156.52523397592 mm a (As pakai x fy)/(0.85 x f'c x b)
184.14733408931 mm ch -ds pakai 465.5 mm d h -ds pakai
Periksa Regangan Baja Tarik Periksa Regangan Baja Tarik ((d-c)/c) x εc 0.0045836015053 εs ((d-c)/c) x εc
Baja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)515205586.83154 Nmm
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)515.20558683154 KNm
OKE OKEPerencanaan Tulangan Rangkap DIPERLUKAN Perencanaan Tulangan Rangkap
0.25 x π x ᴓtul 0.25 x π x ᴓtul
a/β1 a/β1
Perencanaan Tulangan Rangkap Perhitungan Tulangan Desak Tulangan rangkap dibutuhkan jika h effektif < h perlu Dipakai tulangan desak 3
L4.5 m Periksa Kapasitas Penampang
4500 mm Luas Tulangan (As')0.8 d' Pb + ᴓsengkang + 0.5 ᴓtul
0.5 x ρmaks 0.0122227443609 h efektif desak h - d'fy/(0.85 x f'c) 16.470588235294 Keseimbangan Gaya Dalam
ρ x fy x (1-(0.5 x ρ x m)) 3.8473500259695 MPa a (As'x fy)/(0.85 x f'c x b)
Perhitungan Dimensi Balok c205.54 KNm Periksa Regangan Baja Desak 401.76 KNm εs ((h-c)/c) x εc
Mu/φ 502.20460125 KNm Baja Tarik Telah Leleh f's = fy400 mm Mn (As' x fy) x (d - a/2)550 mm
Mn/Rn 130532599.80509 mm3 OKE(Mn/Rn)/b 571.25432122019 mm
580 mm22 mm
Pb + ᴓsengkang + ᴓtul+0.5 ᴓtul 83 mmPb + ᴓsengkang +0.5 ᴓtul 61 mm
h - ds 467 mm b x h 220000 mm2
(600/(600+fy)) x h 347.36842105263 mm295.26315789474 mm2689.0037593985 mm2
Anggap Tulangan Baja Tarik Sudah Leleh
As1 x fy x (h-a/2)300574009.69529 Nmm300.57400969529 KNm
Mn1 < Mn perluMn perlu - Mn1 201.63059155471 KNm
Mn2 = T2 x (d -d')
n x 0.25 x π x (ᴓtulangan)^2
a/β1
c x β1ρ x b x h
Mn2/(d-d') 496627.07279485 N((c-d')/c) x εc 0.0024731818182
Baja Desak Sudah Leleh fs = fyT2/ fy 1418.9344936996 mm2
Tambahan Luas Tulangan Tarik 1418.9344936996 mm2 As1 +As2 4107.9382530981 mm2
As/Asd10.806589733832
batang11
As'/Asd 3.732734522246 batang5
4181.459821928 mm2OKE
1900.6635554218 mm2OKE
Cek Rasio TulanganAs - As' 2689.0037593985 mm2
As1/(b x h eff) 0.0143950950717 OKEn1 6 batangn2 5 batang
25 mm25 mm
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 33.6 mmOKE
Periksa Kapasitas Penampang0.85 x f'c x a x b 8500 a
As'n x (fy - (0.85 f'c)) 624843.14384492 NAsn x fy 1463510.9376748 N
Keseimbangan Gaya Dalam Ts = Cc +Cs(T-Cs)/(0.85 x f'c x b) 98.666799274104 mm
116.0785873813 mm((c-d')/c) x εc 0.0014234818486 BELUM LELEH
((c- h eff)/c) x εc 0.0090694094545 SUDAH LELEHTulangan Desak Sudah Leleh
n x 0.25 x π x (ᴓtulangan)^2
n x 0.25 x π x (ᴓtulangan)^2
a/β1
0.85 x f'c x a x b 838667.79382988 NAs'n x (fy - (0.85 f'c)) 624843.14384492 N
Cc x (d - a/2) 445052986.9856 NmmCs x (d - h eff) 70607275.254477 Nmm
M1 + M2515660262.24007 Nmm515.66026224007 KNm
OKE
B2 Lantai B2 AtapL
4.5 mBentang L
4500 mm0.8 φ
0.5 x ρmaks 0.0122227443609 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.470588235294 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.8473500259695 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok130.50 KNm Mu+
401.763681 KNm Mu-φ x Mu 104.39776 KNm Mn φ x MuMn/Rn 27134978.438488 mm3 bd2 Mn/Rn
(Mn/Rn)/b 260.45622683326 mm d perlu (Mn/Rn)/b270 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul400 mm b550 mm h
h - ds 489 mm h eff h - ds b x h 220000 mm2 Ag b x h
C d- a/2 Mn C
4156500 4250 6702640 21611251 C1 1
-978 C2 -67824564.1788235294 C3 2102.78901960784
952.202786235651 mm a (+) 674.88422258330725.7972137643486 mm a (-) 3.1157774166935
25.7972137643486 mm a pakai 3.115777416693530.349663252175 mm c
0.85 x f'c x a x b 219276.31699696 Nmm C 0.85 x f'c x a x bC = T 219276.31699696 Nmm T C = TT/fy 626.50376284847 mm2 As (tarik) T/fy
380.13271108437 mm2 Asd As (tarik)/Asd 1.6481185243472 batang n As (tarik)/Asd
3 batang n pakai1140.3981332531 mm2 As pakai
OKE OKECek Rasio Tulangan Cek Rasio Tulangan
As pakai/(b x h eff) 0.005830256305 ρ As pakai/(b x h eff)OKE OKE
n3 0 batangJumlah tulangan
baris 3 n2 0 batang baris 2 n1 3 batang baris 1
25 mm (JBT) min25 mm (JBD) min
(n2((d/2) +jbt +(d/2)))/(n1+n2) 0 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)x1 + (d/2)+ ᴓsengkang + Pb 61 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pb
(b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 117 mm JBD (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKE OKEPeriksa Kapasitas Penampang Periksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T Keseimbangan Gaya Dalam(As pakai x fy)/(0.85 x f'c x b) 46.957570192775 mm a (As pakai x fy)/(0.85 x f'c x b)
55.244200226794 mm c
a/β1 a/β1
0.25 x π x ᴓtul 0.25 x π x ᴓtul
a/β1 a/β1
h -ds pakai 389 mm d h -ds pakaiPeriksa Regangan Baja Tarik Periksa Regangan Baja Tarik
((d-c)/c) x εc 0.018124389442 εs ((d-c)/c) x εcBaja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)145893898.89917 Nmm
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)145.89389889917 KNm
OKE OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN Perencanaan Tulangan Rangkap
Perhitungan Tulangan Desak Perhitungan Tulangan Desak D 22 Dipakai tulangan desak 2
Periksa Kapasitas Penampang Periksa Kapasitas Penampang760.26542216873 mm2 Luas Tulangan (As')
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm d' Pb + ᴓsengkang + 0.5 ᴓtulh - d' 489 mm h efektif desak h - d'
Keseimbangan Gaya Dalam Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) 31.305046795183 mm a (As'x fy)/(0.85 x f'c x b)
36.829466817862 mm cPeriksa Regangan Baja Desak Periksa Regangan Baja Desak
((h-c)/c) x εc 0.0368322356187 εs ((h-c)/c) x εcBaja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As' x fy) x (d - a/2)125954401.69607 Nmm
Mn (As' x fy) x (d - a/2)125.95440169607 KNm
OKE OKE
n x 0.25 x π x (ᴓtulangan)^2 n x 0.25 x π x (ᴓtulangan)^2
a/β1 a/β1
B2 Atap B3L
4.5 mBentang L
4500 mm0.8 φ
0.5 x ρmaks 0.0122227443609 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.470588235294 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.8473500259695 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok28.52 KNm Mu+
56.174785 KNm Mu-Mu/φ 70.21848125 KNm Mn Mu/φ Mn/Rn 18251128.900679 mm3 bd2 Mn/Rn
(Mn/Rn)/b 246.6517714017 mm d perlu (Mn/Rn)/b250 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul300 mm b400 mm h
h - ds 339 mm h eff h - ds b x h 120000 mm2 Ag b x h
C d- a/2 Mn C2161125 3187.5 222674757.5 3306500
1 C1 1
-678 C2 -77822029.3274509804 C3 52394.0605882353
643.781352036209 mm a (+) 703.52653212688634.2186479637909 mm a (-) 74.4734678731145
34.2186479637909 mm a pakai 74.473467873114540.257232898578 mm c
0.85 x f'c x a x b 218143.88076917 Nmm C 0.85 x f'c x a x ba/β1 a/β1
C = T 218143.88076917 Nmm T C = TT/fy 623.26823076905 mm2 As (tarik) T/fy
380.13271108437 mm2 Asd As (tarik)/Asd 1.639606938827 batang n As (tarik)/Asd
6 batang n pakai2280.7962665062 mm2 As pakai
OKE OKECek Rasio Tulangan Cek Rasio Tulangan As pakai/(b x h eff) 0.0224267086185 ρ As pakai/(b x h eff)
OKE OKEn3 0 batang
Jumlah tulangan baris 3
n2 2 batang baris 2 n1 4 batang baris 1
25 mm (JBT) min25 mm (JBD) min
(n2((d/2) +jbt +(d/2)))/(n1+n2) 15.666666666667 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)x1 + (d/2)+ ᴓsengkang + Pb 76.666666666667 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pb
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 37.333333333333 mm JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKE OKEPeriksa Kapasitas Penampang Periksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T Keseimbangan Gaya Dalam(As pakai x fy)/(0.85 x f'c x b) 125.22018718073 mm a (As pakai x fy)/(0.85 x f'c x b)
147.31786727145 mm ch -ds pakai 323.33333333333 mm d h -ds pakai
Periksa Regangan Baja Tarik Periksa Regangan Baja Tarik ((d-c)/c) x εc 0.0035844015934 εs ((d-c)/c) x εc
Baja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)208129807.12901 Nmm
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)208.12980712901 KNm
OKE OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN Perencanaan Tulangan Rangkap
0.25 x π x ᴓtul 0.25 x π x ᴓtul
a/β1 a/β1
Perhitungan Tulangan Desak Perencanaan Tulangan RangkapD 22 Tulangan rangkap dibutuhkan jika
Periksa Kapasitas PenampangBentang L
1140.3981332531 mm2Pb + ᴓsengkang + 0.5 ᴓtul 61 mm φ
h - d' 339 mm ρ pakai 0.5 x ρmaksKeseimbangan Gaya Dalam m fy/(0.85 x f'c)
(As'x fy)/(0.85 x f'c x b) 62.610093590366 mm Rn ρ x fy x (1-(0.5 x ρ x m))73.658933635725 mm Perhitungan Dimensi Balok
Periksa Regangan Baja Desak Mu+((h-c)/c) x εc 0.0108068792175 Mu-
Baja Tarik Telah Leleh f's = fy Mn perlu Mu/φ
(As' x fy) x (d - a/2)122813162.58616 Nmm b122.81316258616 KNm h
OKE bd2 Mn/Rnd perlu (Mn/Rn)/bd ᴓ tulds Pb + ᴓsengkang + ᴓtul+0.5 ᴓtuld' Pb + ᴓsengkang +0.5 ᴓtulh eff h - dsAg b x hc (600/(600+fy)) x h aAs1 (tul.tarik)
Anggap Tulangan Baja Tarik Sudah Leleh
Mn1 As1 x fy x (h-a/2)
Mn1 < Mn perlu
Mn2 Mn perlu - Mn1Mn2 = T2 x (d -d')
n x 0.25 x π x (ᴓtulangan)^2
a/β1
c x β1ρ x b x h
T2 = Cs Mn2/(d-d')ε's ((c-d')/c) x εc
Baja Desak Sudah Leleh fs = fyAs' (Tul. Tekan) T2/ fyAs2 Tambahan Luas Tulangan TarikAs (Tul Tarik) As1 +As2
n (Tul. Tarik) As/Asd
n (Tul. Tekan) As'/Asd
Asn Tarik
As'n Tekan
Cek Rasio TulanganAs1 As - As'ρ As1/(b x h eff)
nn1n2
(JBT) min(JBD) minJBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKEPeriksa Kapasitas Penampang
Cc 0.85 x f'c x a x bCs As'n x (fy - (0.85 f'c))T Asn x fy
Keseimbangan Gaya Dalam Ts = Cc +Csa (T-Cs)/(0.85 x f'c x b)cε's (desak) ((c-d')/c) x εcεs (tarik) ((c- h eff)/c) x εc
Tulangan Desak Sudah Leleh
n x 0.25 x π x (ᴓtulangan)^2
n x 0.25 x π x (ᴓtulangan)^2
a/β1
Cc 0.85 x f'c x a x bCs As'n x (fy - (0.85 f'c))
Mn
M1M2
M1 + M2
OKE
B3B2 Atap
Bentang LL
4.5 m4500 mm φ 0.8 ρ pakai 0.5 x ρmaks
0.5 x ρmaks 0.0122227443609 m fy/(0.85 x f'c)fy/(0.85 x f'c) 16.470588235294 Rn ρ x fy x (1-(0.5 x ρ x m))
ρ x fy x (1-(0.5 x ρ x m)) 3.8473500259695 MPa Perhitungan Dimensi BalokPerhitungan Dimensi Balok Mu+
8.38 KNm Mu-56.174785 KNm Mn φ x Mu
φ x Mu 6.70264 KNm bd2 Mn/RnMn/Rn 1742144.5812721 mm3 d perlu (Mn/Rn)/b
(Mn/Rn)/b 76.204649492275 mm d 80 mm ᴓ tul22 mm ds Pb + ᴓsengkang + 0.5 ᴓtul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm b300 mm h400 mm h eff h - ds
h - ds 339 mm Ag b x h b x h 120000 mm2 Mn C
C d- a/2 18117200 3306500
2161125 3187.5 C1 11 C2 -778
-678 C3 4262.870588235292102.78901960784 a (+) 772.481589403931
674.884222583307 mm a (-) 5.518410596069543.1157774166935 mm a pakai 5.518410596069543.1157774166935 mm c
3.6656204902277 mm C 0.85 x f'c x a x b0.85 x f'c x a x b 19863.081031421 Nmm T C = T
C = T 19863.081031421 Nmm As (tarik) T/fyT/fy 56.751660089775 mm2 Asd
380.13271108437 mm2 n As (tarik)/AsdAs (tarik)/Asd 0.1492943344125 batang n pakai
5 batang As pakai1900.6635554218 mm2 OKE
OKE Cek Rasio Tulangan Cek Rasio Tulangan ρ As pakai/(b x h eff)As pakai/(b x h eff) 0.0186889238488 OKE
OKEJumlah tulangan
baris 3 n3 0 batang baris 2 n2 2 batang baris 1 n1 3 batang (JBT) min
25 mm (JBD) min25 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)
(n2((d/2) +jbt +(d/2)))/(n1+n2) 18.8 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pbx1 + (d/2)+ ᴓsengkang + Pb 79.8 mm JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
(b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 67 mm OKEOKE Periksa Kapasitas Penampang
Periksa Kapasitas Penampang Keseimbangan Gaya DalamKeseimbangan Gaya Dalam C = T a (As pakai x fy)/(0.85 x f'c x b)
(As pakai x fy)/(0.85 x f'c x b) 104.35015598394 mm c122.76488939287 mm d h -ds pakai
a/β1a/β1
0.25 x π x ᴓtul0.25 x π x ᴓtul
a/β1a/β1
h -ds pakai 389 mm Periksa Regangan Baja Tarik Periksa Regangan Baja Tarik εs ((d-c)/c) x εc
((d-c)/c) x εc 0.0065059752489 Baja Tarik Telah Leleh f's = fyBaja Tarik Telah Leleh f's = fy
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)(As pakai x fy) x (d - a/2)
224066798.83646 Nmm224.06679883646 KNm OKE
OKE Perencanaan Tulangan RangkapPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN
Perhitungan Tulangan Desak Perhitungan Tulangan Desak Dipakai tulangan desak 2
D 22 Periksa Kapasitas PenampangPeriksa Kapasitas Penampang Luas Tulangan (As')
760.26542216873 mm2 d' Pb + ᴓsengkang + 0.5 ᴓtulPb + ᴓsengkang + 0.5 ᴓtul 61 mm h efektif desak h - d'
h - d' 339 mm Keseimbangan Gaya Dalam Keseimbangan Gaya Dalam a (As'x fy)/(0.85 x f'c x b)
(As'x fy)/(0.85 x f'c x b) 41.740062393577 mm c49.10595575715 mm Periksa Regangan Baja Desak
Periksa Regangan Baja Desak εs ((h-c)/c) x εc((h-c)/c) x εc 0.0177103188263 Baja Tarik Telah Leleh f's = fy
Baja Tarik Telah Leleh f's = fyMn (As' x fy) x (d - a/2)
(As' x fy) x (d - a/2)84652125.262844 Nmm84.652125262844 KNm OKE
OKE
n x 0.25 x π x (ᴓtulangan)^2n x 0.25 x π x (ᴓtulangan)^2
a/β1a/β1
B3 BA LantaiL
3 mBentang L
3000 mm0.8 φ
0.5 x ρmaks 0.0122227444 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.470588235 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.847350026 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok90.96 KNm Mu+
178.139806 KNm Mu-Mu/φ 222.6747575 KNm Mn Mu/φ Mn/Rn 57877436.676 mm3 bd2 Mn/Rn
(Mn/Rn)/b 380.3861087 mm d perlu (Mn/Rn)/b390 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul400 mm b450 mm h
h - ds 389 mm h eff h - ds b x h 180000 mm2 Ag b x h
C d- a/2 Mn C3306500 4250 29536692.5 1842375
1 C1 1
-778 C2 -57852394.0605882353 C3 9266.41333333333
703.526532126886 mm a (+) 561.49694799514174.4734678731145 mm a (-) 16.5030520048588
74.4734678731145 mm a pakai 16.503052004858887.615844557 mm c
0.85 x f'c x a x b 633024.47692 Nmm C 0.85 x f'c x a x ba/β1 a/β1
C = T 633024.47692 Nmm T C = TT/fy 1808.6413626 mm2 As (tarik) T/fy
380.13271108 mm2 Asd As (tarik)/Asd 4.7579208784 batang n As (tarik)/Asd
7 batang n pakai2660.9289776 mm2 As pakai
OKE OKECek Rasio Tulangan Cek Rasio Tulangan
As pakai/(b x h eff) 0.017101086 ρ As pakai/(b x h eff)OKE OKE
n3 0 batangJumlah tulangan
baris 3 n2 2 batang baris 2 n1 5 batang baris 1
25 mm (JBT) min25 mm (JBD) min
(n2((d/2) +jbt +(d/2)))/(n1+n2) 13.428571429 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)x1 + (d/2)+ ᴓsengkang + Pb 74.428571429 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pb
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 47.5 mm JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKE OKEPeriksa Kapasitas Penampang Periksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T Keseimbangan Gaya Dalam(As pakai x fy)/(0.85 x f'c x b) 109.56766378 mm a (As pakai x fy)/(0.85 x f'c x b)
128.90313386 mm ch -ds pakai 375.57142857 mm d h -ds pakai
Periksa Regangan Baja Tarik Periksa Regangan Baja Tarik ((d-c)/c) x εc 0.0057407827 εs ((d-c)/c) x εc
Baja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)298757554.08 Nmm
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)298.75755408 KNm
OKE OKEPerencanaan Tulangan Rangkap DIPERLUKAN Perencanaan Tulangan Rangkap
0.25 x π x ᴓtul 0.25 x π x ᴓtul
a/β1 a/β1
Perencanaan Tulangan Rangkap Perhitungan Tulangan Desak Tulangan rangkap dibutuhkan jika h effektif < h perlu Dipakai tulangan desak 2
L3 m Periksa Kapasitas Penampang
3000 mm Luas Tulangan (As')0.8 d' Pb + ᴓsengkang + 0.5 ᴓtul
0.5 x ρmaks 0.0122227444 h efektif desak h - d'fy/(0.85 x f'c) 16.470588235 Keseimbangan Gaya Dalam
ρ x fy x (1-(0.5 x ρ x m)) 3.847350026 MPa a (As'x fy)/(0.85 x f'c x b)
Perhitungan Dimensi Balok c90.96 KNm Periksa Regangan Baja Desak
178.139806 KNm εs ((h-c)/c) x εc Mu/φ 222.6747575 KNm Baja Tarik Telah Leleh f's = fy
400 mm Mn (As' x fy) x (d - a/2)450 mm
Mn/Rn 57877436.676 mm3 OKE(Mn/Rn)/b 380.3861087 mm
390 mm22 mm
Pb + ᴓsengkang + ᴓtul+0.5 ᴓtul 83 mmPb + ᴓsengkang +0.5 ᴓtul 61 mm
h - ds 367 mm b x h 180000 mm2
(600/(600+fy)) x h 284.21052632 mm241.57894737 mm2200.093985 mm2
Anggap Tulangan Baja Tarik Sudah Leleh
As1 x fy x (h-a/2)189590204.29 Nmm189.59020429 KNm
Mn1 < Mn perluMn perlu - Mn1 33.084553206 KNm
Mn2 = T2 x (d -d')
n x 0.25 x π x (ᴓtulangan)^2
a/β1
c x β1ρ x b x h
Mn2/(d-d') 108119.45492 N((c-d')/c) x εc 0.0023561111
Baja Desak Sudah Leleh fs = fyT2/ fy 308.91272835 mm2
Tambahan Luas Tulangan Tarik 308.91272835 mm2 As1 +As2 2509.0067133 mm2
As/Asd6.6003441434
batang9
As'/Asd 0.8126444248 batang4
3421.1943998 mm2OKE
1520.5308443 mm2OKE
Cek Rasio TulanganAs - As' 2200.093985 mm2
As1/(b x h eff) 0.0149870162 OKEn1 5 batangn2 4 batang
25 mm25 mm
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 47.5 mmOKE
Periksa Kapasitas Penampang0.85 x f'c x a x b 8500 a
As'n x (fy - (0.85 f'c)) 499874.51508 NAsn x fy 1197418.0399 N
Keseimbangan Gaya Dalam Ts = Cc +Cs(T-Cs)/(0.85 x f'c x b) 82.063944099 mm
96.545816587 mm((c-d')/c) x εc 0.0011045269 SUDAH LELEH
((c- h eff)/c) x εc 0.008403912 SUDAH LELEHTulangan Desak Sudah Leleh
n x 0.25 x π x (ᴓtulangan)^2
n x 0.25 x π x (ᴓtulangan)^2
a/β1
0.85 x f'c x a x b 697543.52484 NAs'n x (fy - (0.85 f'c)) 499874.51508 N
Cc x (d - a/2) 243420388.27 NmmCs x (d - h eff) 11497113.847 Nmm
M1 + M2254917502.12 Nmm254.91750212 KNm
OKE
B3 BA LantaiL
3 mBentang L
3000 mm0.8 φ
0.5 x ρmaks 0.0122227444 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.470588235 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.847350026 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok22.65 KNm Mu+
178.139806 KNm Mu-φ x Mu 18.1172 KNm Mn φ x MuMn/Rn 4709007.4669 mm3 bd2 Mn/Rn
(Mn/Rn)/b 108.50123809 mm d perlu (Mn/Rn)/b110 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul400 mm b450 mm h
h - ds 389 mm h eff h - ds b x h 180000 mm2 Ag b x h
C d- a/2 Mn C3306500 4250 6021520 1842375
1 C1 1-778 C2 -578
4262.87058823529 C3 1889.10431372549772.481589403931 mm a (+) 574.7129603050495.51841059606954 mm a (-) 3.287039694950985.51841059606954 mm a pakai 3.28703969495098
6.4922477601 mm c0.85 x f'c x a x b 46906.490067 Nmm C 0.85 x f'c x a x b
C = T 46906.490067 Nmm T C = TT/fy 134.01854305 mm2 As (tarik) T/fy
380.13271108 mm2 Asd As (tarik)/Asd 0.3525572495 batang n As (tarik)/Asd
4 batang n pakai1520.5308443 mm2 As pakai
OKE OKECek Rasio Tulangan Cek Rasio Tulangan
As pakai/(b x h eff) 0.0097720491 ρ As pakai/(b x h eff)OKE OKE
n3 0 batangJumlah tulangan
baris 3 n2 0 batang baris 2 n1 4 batang baris 1
25 mm (JBT) min25 mm (JBD) min
(n2((d/2) +jbt +(d/2)))/(n1+n2) 0 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)x1 + (d/2)+ ᴓsengkang + Pb 61 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pb
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 70.666666667 mm JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKE OKEPeriksa Kapasitas Penampang Periksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T Keseimbangan Gaya Dalam(As pakai x fy)/(0.85 x f'c x b) 62.61009359 mm a (As pakai x fy)/(0.85 x f'c x b)
73.658933636 mm ch -ds pakai 389 mm d h -ds pakai
a/β1 a/β1
0.25 x π x ᴓtul 0.25 x π x ᴓtul
a/β1 a/β1
Periksa Regangan Baja Tarik Periksa Regangan Baja Tarik ((d-c)/c) x εc 0.0128432921 εs ((d-c)/c) x εc
Baja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)190360173.22 Nmm
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)190.36017322 KNm
OKE OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN Perencanaan Tulangan Rangkap
Perhitungan Tulangan Desak Perhitungan Tulangan Desak D 22 Dipakai tulangan desak 2
Periksa Kapasitas Penampang Periksa Kapasitas Penampang760.26542217 mm2 Luas Tulangan (As')
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm d' Pb + ᴓsengkang + 0.5 ᴓtulh - d' 389 mm h efektif desak h - d'
Keseimbangan Gaya Dalam Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) 31.305046795 mm a (As'x fy)/(0.85 x f'c x b)
36.829466818 mm cPeriksa Regangan Baja Desak Periksa Regangan Baja Desak
((h-c)/c) x εc 0.0286865842 εs ((h-c)/c) x εcBaja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As' x fy) x (d - a/2)99345111.92 Nmm
Mn (As' x fy) x (d - a/2)99.34511192 KNm
OKE OKE
n x 0.25 x π x (ᴓtulangan)^2 n x 0.25 x π x (ᴓtulangan)^2
a/β1 a/β1
BA Lantai BA AtapL
4.5 mBentang L
4500 mm0.8 φ
0.5 x ρmaks 0.0122227444 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.470588235 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.847350026 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok12.14 KNm Mu+
23.629354 KNm Mu-Mu/φ 29.5366925 KNm Mn Mu/φ Mn/Rn 7677152.4038 mm3 bd2 Mn/Rn
(Mn/Rn)/b 159.97033479 mm d perlu (Mn/Rn)/b160 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul300 mm b350 mm h
h - ds 289 mm h eff h - ds b x h 105000 mm2 Ag b x h
C d- a/2 Mn C1842375 3187.5 18700457.5 1842375
1 C1 1
-578 C2 -5789266.41333333333 C3 5866.81019607843
561.496947995141 mm a (+) 567.66501359862516.5030520048588 mm a (-) 10.3349864013755
16.5030520048588 mm a pakai 10.334986401375519.4153553 mm c
0.85 x f'c x a x b 105206.95653 Nmm C 0.85 x f'c x a x ba/β1 a/β1
C = T 105206.95653 Nmm T C = TT/fy 300.59130437 mm2 As (tarik) T/fy
380.13271108 mm2 Asd As (tarik)/Asd 0.7907535858 batang n As (tarik)/Asd
5 batang n pakai1900.6635554 mm2 As pakai
OKE OKECek Rasio Tulangan Cek Rasio Tulangan
As pakai/(b x h eff) 0.0219223017 ρ As pakai/(b x h eff)OKE OKE
n3 0 batangJumlah tulangan
baris 3 n2 2 batang baris 2 n1 3 batang baris 1
25 mm (JBT) min25 mm (JBD) min
(n2((d/2) +jbt +(d/2)))/(n1+n2) 18.8 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)x1 + (d/2)+ ᴓsengkang + Pb 79.8 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pb
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 67 mm JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKE OKEPeriksa Kapasitas Penampang Periksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T Keseimbangan Gaya Dalam(As pakai x fy)/(0.85 x f'c x b) 104.35015598 mm a (As pakai x fy)/(0.85 x f'c x b)
122.76488939 mm ch -ds pakai 270.2 mm d h -ds pakai
Periksa Regangan Baja Tarik Periksa Regangan Baja Tarik ((d-c)/c) x εc 0.0036028651 εs ((d-c)/c) x εc
Baja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)145037208.2 Nmm
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)145.0372082 KNm
OKE OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN Perencanaan Tulangan Rangkap
0.25 x π x ᴓtul 0.25 x π x ᴓtul
a/β1 a/β1
Perhitungan Tulangan Desak Perhitungan Tulangan Desak D 22 Dipakai tulangan desak 2
Periksa Kapasitas Penampang Periksa Kapasitas Penampang760.26542217 mm2 Luas Tulangan (As')
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm d' Pb + ᴓsengkang + 0.5 ᴓtulh - d' 289 mm h efektif desak h - d'
Keseimbangan Gaya Dalam Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) 41.740062394 mm a (As'x fy)/(0.85 x f'c x b)
49.105955757 mm cPeriksa Regangan Baja Desak Periksa Regangan Baja Desak
((h-c)/c) x εc 0.0146556995 εs ((h-c)/c) x εcBaja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As' x fy) x (d - a/2)71347480.375 Nmm
Mn (As' x fy) x (d - a/2)71.347480375 KNm
OKE OKE
n x 0.25 x π x (ᴓtulangan)^2 n x 0.25 x π x (ᴓtulangan)^2
a/β1 a/β1
BA Lantai BA AtapL
4.5 mBentang L
4500 mm0.8 φ
0.5 x ρmaks 0.0122227444 ρ pakai 0.5 x ρmaksfy/(0.85 x f'c) 16.470588235 m fy/(0.85 x f'c)
ρ x fy x (1-(0.5 x ρ x m)) 3.847350026 MPa Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi Balok Perhitungan Dimensi Balok7.53 KNm Mu+
23.629354 KNm Mu-φ x Mu 6.02152 KNm Mn φ x MuMn/Rn 1565108.4407 mm3 bd2 Mn/Rn
(Mn/Rn)/b 72.228997887 mm d perlu (Mn/Rn)/b80 mm d 22 mm ᴓ tul
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm ds Pb + ᴓsengkang + 0.5 ᴓtul300 mm b350 mm h
h - ds 289 mm h eff h - ds b x h 105000 mm2 Ag b x h
C d- a/2 Mn C1842375 3187.5 3982080 1842375
1 C1 1-578 C2 -578
1889.10431372549 C3 1249.28574.712960305049 mm a (+) 575.8304725791883.28703969495098 mm a (-) 2.169527420812533.28703969495098 mm a pakai 2.16952742081253
3.8671055235 mm c0.85 x f'c x a x b 20954.878055 Nmm C 0.85 x f'c x a x b
C = T 20954.878055 Nmm T C = TT/fy 59.871080158 mm2 As (tarik) T/fy
380.13271108 mm2 Asd As (tarik)/Asd 0.1575004687 batang n As (tarik)/Asd
4 batang n pakai1520.5308443 mm2 As pakai
OKE OKECek Rasio Tulangan Cek Rasio Tulangan
As pakai/(b x h eff) 0.0175378413 ρ As pakai/(b x h eff)OKE OKE
n3 0 batangJumlah tulangan
baris 3 n2 0 batang baris 2 n1 4 batang baris 1
25 mm (JBT) min25 mm (JBD) min
(n2((d/2) +jbt +(d/2)))/(n1+n2) 0 mm x1 (n2((d/2) +jbt +(d/2)))/(n1+n2)x1 + (d/2)+ ᴓsengkang + Pb 61 mm ds pakai x1 + (d/2)+ ᴓsengkang + Pb
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 37.333333333 mm JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKE OKEPeriksa Kapasitas Penampang Periksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T Keseimbangan Gaya Dalam(As pakai x fy)/(0.85 x f'c x b) 83.480124787 mm a (As pakai x fy)/(0.85 x f'c x b)
98.211911514 mm ch -ds pakai 289 mm d h -ds pakai
a/β1 a/β1
0.25 x π x ᴓtul 0.25 x π x ᴓtul
a/β1 a/β1
Periksa Regangan Baja Tarik Periksa Regangan Baja Tarik ((d-c)/c) x εc 0.0058278498 εs ((d-c)/c) x εc
Baja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)131588226.59 Nmm
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)131.58822659 KNm
OKE OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN Perencanaan Tulangan Rangkap
Perhitungan Tulangan Desak Perhitungan Tulangan Desak D 22 Dipakai tulangan desak 2
Periksa Kapasitas Penampang Periksa Kapasitas Penampang760.26542217 mm2 Luas Tulangan (As')
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm d' Pb + ᴓsengkang + 0.5 ᴓtulh - d' 289 mm h efektif desak h - d'
Keseimbangan Gaya Dalam Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) 41.740062394 mm a (As'x fy)/(0.85 x f'c x b)
49.105955757 mm cPeriksa Regangan Baja Desak Periksa Regangan Baja Desak
((h-c)/c) x εc 0.0146556995 εs ((h-c)/c) x εcBaja Tarik Telah Leleh f's = fy Baja Tarik Telah Leleh f's = fy
(As' x fy) x (d - a/2)71347480.375 Nmm
Mn (As' x fy) x (d - a/2)71.347480375 KNm
OKE OKE
n x 0.25 x π x (ᴓtulangan)^2 n x 0.25 x π x (ᴓtulangan)^2
a/β1 a/β1
BA AtapL
4.5 m4500 mm0.8
0.5 x ρmaks 0.0122227443609fy/(0.85 x f'c) 16.470588235294
ρ x fy x (1-(0.5 x ρ x m)) 3.8473500259695 MPa
Perhitungan Dimensi Balok7.49 KNm
14.960366 KNmMu/φ 18.7004575 KNmMn/Rn 4860607.2683204 mm3
(Mn/Rn)/b 127.28717228273 mm130 mm22 mm
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm300 mm350 mm
h - ds 289 mm b x h 105000 mm2
C d- a/21842375 3187.5
1
-5785866.81019607843
567.665013598625 mm10.3349864013755 mm
10.3349864013755 mm12.15880753103 mm
0.85 x f'c x a x b 65885.538308769 Nmma/β1
C = T 65885.538308769 NmmT/fy 188.24439516791 mm2
380.13271108437 mm2As (tarik)/Asd 0.4952070413276 batang
5 batang1900.6635554218 mm2
OKECek Rasio Tulangan
As pakai/(b x h eff) 0.0219223016773OKE
n3 0 batangn2 2 batangn1 3 batang
25 mm25 mm
(n2((d/2) +jbt +(d/2)))/(n1+n2) 18.8 mmx1 + (d/2)+ ᴓsengkang + Pb 79.8 mm
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 67 mm
OKEPeriksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T(As pakai x fy)/(0.85 x f'c x b) 104.35015598394 mm
122.76488939287 mm
h -ds pakai 270.2 mmPeriksa Regangan Baja Tarik
((d-c)/c) x εc 0.00360286507Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)145037208.20202 Nmm145.03720820202 KNm
OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN
0.25 x π x ᴓtul
a/β1
Perhitungan Tulangan Desak D 22
Periksa Kapasitas Penampang760.26542216873 mm2
Pb + ᴓsengkang + 0.5 ᴓtul 61 mmh - d' 289 mm
Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) 41.740062393577 mm
49.10595575715 mmPeriksa Regangan Baja Desak
((h-c)/c) x εc 0.0146556995304Baja Tarik Telah Leleh f's = fy
(As' x fy) x (d - a/2)71347480.374892 Nmm71.347480374892 KNm
OKE
n x 0.25 x π x (ᴓtulangan)^2
a/β1
BA AtapL
4.5 m4500 mm0.8
0.5 x ρmaks 0.0122227443609fy/(0.85 x f'c) 16.470588235294
ρ x fy x (1-(0.5 x ρ x m)) 3.8473500259695 MPa
Perhitungan Dimensi Balok4.98 KNm
14.960366 KNmφ x Mu 3.98208 KNmMn/Rn 1035018.9021329 mm3
(Mn/Rn)/b 58.737236972041 mm60 mm22 mm
Pb + ᴓsengkang + 0.5 ᴓtul 61 mm300 mm350 mm
h - ds 289 mm b x h 105000 mm2
C d- a/21842375 3187.5
1-578
1249.28575.830472579188 mm2.16952742081253 mm2.16952742081253 mm
2.5523852009559 mm0.85 x f'c x a x b 13830.73730768 Nmm
C = T 13830.73730768 NmmT/fy 39.516392307657 mm2
380.13271108437 mm2As (tarik)/Asd 0.1039542011392 batang
2 batang760.26542216873 mm2
OKECek Rasio Tulangan
As pakai/(b x h eff) 0.0087689206709OKE
n3 0 batangn2 0 batangn1 2 batang
25 mm25 mm
(n2((d/2) +jbt +(d/2)))/(n1+n2) 0 mmx1 + (d/2)+ ᴓsengkang + Pb 61 mm
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 156 mm
OKEPeriksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T(As pakai x fy)/(0.85 x f'c x b) 41.740062393577 mm
49.10595575715 mmh -ds pakai 289 mm
a/β1
0.25 x π x ᴓtul
a/β1
Periksa Regangan Baja Tarik ((d-c)/c) x εc 0.0146556995304
Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)71347480.374892 Nmm71.347480374892 KNm
OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN
Perhitungan Tulangan Desak D 22
Periksa Kapasitas Penampang760.26542216873 mm2
Pb + ᴓsengkang + 0.5 ᴓtul 61 mmh - d' 289 mm
Keseimbangan Gaya Dalam (As'x fy)/(0.85 x f'c x b) 41.740062393577 mm
49.10595575715 mmPeriksa Regangan Baja Desak
((h-c)/c) x εc 0.0146556995304Baja Tarik Telah Leleh f's = fy
(As' x fy) x (d - a/2)71347480.374892 Nmm71.347480374892 KNm
OKE
n x 0.25 x π x (ᴓtulangan)^2
a/β1
Perencanaan Tulangan RangkapTulangan rangkap dibutuhkan jika h effektif < h perlu
Bentang L4.5 m
4500 mm
φ 0.8ρ pakai 0.5 x ρmaks 0.012223m fy/(0.85 x f'c) 16.47059Rn ρ x fy x (1-(0.5 x ρ x m)) 3.84735 MPa
Perhitungan Dimensi BalokMu+ 205.54 KNm
Mu- 401.7637 KNmMn perlu φ x Mu 321.4109 KNmb 400 mmh 550 mmbd2 Mn/Rn 83540864 mm3d perlu (Mn/Rn)/b 457.0035 mmd 460 mmᴓ tul 22 mmds Pb + ᴓsengkang + ᴓtul+0.5 ᴓtul 83 mmd' Pb + ᴓsengkang +0.5 ᴓtul 61 mm
h eff h - ds 467 mm
Ag b x h 220000 mm2
c (600/(600+fy)) x h 347.3684 mm
a 295.2632 mm
As1 (tul.tarik) 2689.004 mm2Anggap Tulangan Baja Tarik Sudah Leleh
Mn1 As1 x fy x (h-a/2)3.01E+08 Nmm300.574 Nmm
Mn1 < Mn perlu
Mn2 Mn perlu - Mn1 20.83694 KNmMn2 = T2 x (d -d')
c x β1ρ x b x h
T2 = Cs Mn2/(d-d') 51322.5 Nε's ((c-d')/c) x εc 0.002473
Baja Desak Sudah Leleh fs = fyAs' (Tul. Tekan) T2/ fy 146.6357 mm2As2 Tambahan Luas Tulangan Tarik 146.6357 mm2 As (Tul Tarik) As1 +As2 2835.639 mm2
n (Tul. Tarik) As/Asd7.459604
batang8
n (Tul. Tekan) As'/Asd 0.385749 batang1
Asn Tarik 3041.062 mm2OKE
As'n Tekan380.1327 mm2
OKECek Rasio Tulangan
As1 As - As' 2689.004 mm2ρ As1/(b x h eff) 0.014395 OKE
nn1 5 batang
n2 3 batang
(JBT) min 25 mm
(JBD) min 25 mm
JBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)47.5 mmOKE
Periksa Kapasitas Penampang
Cc 0.85 x f'c x a x b 8500 a
Cs As'n x (fy - (0.85 f'c)) 124968.6 N
T Asn x fy 1064372 NKeseimbangan Gaya Dalam Ts = Cc +Cs
a (T-Cs)/(0.85 x f'c x b) 110.518 mm
c 130.0212 mm
ε's (desak) ((c-d')/c) x εc 0.001593BELUM LELEHεs (tarik) ((h eff - c)/c) x εc 0.007775SUDAH LELEH
n x 0.25 x π x (ᴓtulangan)^2
n x 0.25 x π x (ᴓtulangan)^2
a/β1
Tulangan Desak Belum Leleh
f's ε's x Es 318.5074 MPa
Cc 0.85 x f'c x a x b 939403 NCs As'n x (f's - (0.85 f'c)) 112997.3 N
Mn
M1 Cc x (d - a/2) 3.8E+08 NmmM2 Cs x (d - h eff) -790981 Nmm
M1 + M23.79E+08 Nmm379.4239 KNm
OKE
Berdasarkan SNI 1991, pasal 3.15.12.2Mutu Baja (fy) Asst< BJTD-30 0.002.b.htBJTD- 40 0.0018.b.ht
> BJTD-40 0.0018.b.ht(400/fy)
B1LANTAI GF, 2, 3 ,4, 5 LANTAI Atap
b 400 mm b 350 mmh 800 mm h 700 mmDipakai Tulangan D12 13 mm Dipakai Tulangan D12 13 mmAd 132.7323 mm2 Ad 132.7323 mm2fy 240 Mpa fy 240 MpaAs st 576 mm2 As st 441 mm2n 4.339562 buah n 3.322477 buahDi pakai 6 buah Di pakai 4 buah
B2LANTAI GF, 2, 3 ,4, 5 LANTAI Atap
b 400 mm b 300 mmh 550 mm h 400 mmDipakai Tulangan D12 13 mm Dipakai Tulangan D12 13 mmAd 132.7323 mm2 Ad 132.7323 mm2fy 240 Mpa fy 240 MpaAs st 396 mm2 As st 216 mm2n 2.983449 buah n 1.627336 buahDi pakai 4 buah Di pakai 2 buah
B3 BALANTAI GF LANTAI GF, 2, 3 ,4, 5
b 400 mm b 300 mmh 450 mm h 350 mmDipakai Tulangan D12 13 mm Dipakai Tulangan D12 13 mmAd 132.7323 mm2 Ad 132.7323 mm2fy 240 Mpa fy 240 MpaAs st 324 mm2 As st 189 mm2n 2.441004 buah n 1.423919 buahDi pakai 4 buah Di pakai 2 buah
BALANTAI Atap
b 300 mmh 350 mmDipakai Tulangan D12 13 mmAd 132.7323 mm2fy 240 MpaAs st 189 mm2n 1.423919 buahDi pakai 2 buah
Balok b h Jenis TulanganTul. Yg digunakan
M- (tumpuan)
B1 Lantai 400 800Tarik 8 D 22
Tekan 4 D 22
B1 Atap 350 700Tarik 5 D 22Tekan 2 D 22
B2 Lantai 400 550Tarik 11 D 22
Tekan 5 D 22
B2 Atap 300 400Tarik 6 D 22Tekan 3 D 22
B3 Lantai 400 450Tarik 9 D 22Tekan 4 D 22
BA Lantai 300 350Tarik 5 D 22Tekan 2 D 22
BA Atap 300 350Tarik 5 D 22Tekan 2 D 22
Ketentuan Lainfy 350 MPaf'c 25 MPaEs 200000 MPaЄy 0.00175εc 0.003β1 0.85φo 1.25
Tul. Yg digunakanM+ (lapangan)
6 D 224 D 224 D 222 D 223 D 222 D 225 D 222 D 224 D 222 D 224 D 222 D 222 D 222 D 22
B1 Lantai B1 AtapMomen Tumpuan (m-) Momen Tumpuan (m-)
Desak 4 D 22 Desak 2Tarik 8 D 22 Tarik 5
As' (desak) 1520.5308443375 mm2 As' (desak)As (tarik) 3041.0616886749 mm2 As (tarik)
Mn 694.38528266119 KNm Mnd' (desak) 75 mm d' (desak)ds (tarik) 85 mm ds (tarik)
Cc 0.85 x f'c x b x a 8500 a Cc 0.85 x f'c x b x aCs As' x fy 532185.79551811 N Cs As' x fyTs 1330464.4887953 N Tsa (Ts-Cs)/(0.85 x f'c x b) 93.915140385549 mm a (Ts-Cs)/(0.85 x f'c x b)c 110.48840045359 mm c
ε's 0.0009635871361 ε'sBaja Desak Belum Leleh (f's = ε's x Es) Baja Desak Belum Leleh (f's = ε's x Es)
f's ε's x Es 192.71742721171 Mpa f's ε's x EsCc 0.85 x f'c x b x a 798278.69327717 N Cc 0.85 x f'c x b x aCs As' x fy 293032.79231676 N Cs As' x f's
M1 Cc (d-(a/2)) 533284037.92022 Nmm M1 Cc (d-(a/2))M2 Cs (d-d') 187540987.08273 Nmm M2 Cs (d-d')
Mkap -720825025.002943 Nmm
Mkap -410313111.117249
720.825025002943 KNm 410.313111117249Rasio 1.03807647281984 Design Berhasil Rasio 1.07179813379559
Desak 8 D 22 Desak 5Tarik 4 D 22 Tarik 2
As' (desak) 3041.0616886749 mm2 As' (desak)As (tarik) 1520.5308443375 mm2 As (tarik)
Mn 694.38528266119 KNm Mn
(π x ᴓtul^2)/4 (π x ᴓtul^2)/4(π x ᴓtul^2)/4 (π x ᴓtul^2)/4
φo x As x fy φo x As x fy
a/β1 a/β1((c-d')/c) x εc ((c-d')/c) x εc
(π x ᴓtul^2)/4 (π x ᴓtul^2)/4(π x ᴓtul^2)/4 (π x ᴓtul^2)/4
d' (desak) 66 mm d' (desak)ds (tarik) 85 mm ds (tarik)
Syarat 50% x Mkap (-) 360.41251250147 KNm Syarat 50% x Mkap (-)Cc 0.85 x f'c x b x a 8500 a Cc 0.85 x f'c x b x a
Cs CsAs' x a x εc x Es 1824637.013205 a As' x a x εc x EsAs' x β1 x ds x x εc x Es 131830024.20406 /a As' x β1 x ds x x εc x Es
Ts 665232.24439764 Nmm TsTs = Cc + Cs Ts = Cc + Cs
Cc + Cs -Ts = 0 Cc + Cs -Ts = 0ax2 +bx + c (x =a ) x --> ax2 +bx + c (x =a ) x -->
ax2 8500 ax2 7437.5bx 1159404.76880731 (-) -210.1886352 bx 807782.011054276c 131830024.204058 (+) 73.788074198 c 77353205.3785574
x = a a/β1 86.809499056503 mm x = a a/β1Cc 0.85 x f'c x b x a 627198.63068324 N Cc 0.85 x f'c x b x aCs 437392.02065935 N Cs
M1 Cc (d-(a/2)) 425307131.38964 Nmm M1 Cc (d-(a/2))M2 Cs (d-d') 283867421.40792 Nmm M2 Cs (d-d')
Mkap +709174552.797553 Nmm
Mkap +363793449.911812
709.174552797553 KNm 363.793449911812Rasio 1.02129836346715 Design Berhasil Rasio 2.55212619054371Cek Mkap (+) > 50% Mkap (-) OKE Cek Mkap (+) > 50% Mkap (-)
As' x ((a-(β1xds))/a) x εcu x Es As' x ((a-(β1xd'))/a) x εcu x Es
φo x As x fy φo x As x fy
(b (±) ((b2 -4ac)^0.5))/2.a
As' x ((a-(β1xd'))/a) x εcu x Es As' x ((a-(β1xds))/a) x εcu x Es
B1 Atap B2 Lantai B2 AtapMomen Tumpuan (m-) Momen Tumpuan (m-) Momen Tumpuan (m-)
D 22 Desak 5 D 22 Desak D 22 Tarik 11 D 22 Tarik
760.26542217 mm2 As' (desak) 1900.6635554 mm2 As' (desak)1900.6635554 mm2 As (tarik) 4181.4598219 mm2 As (tarik)382.8268572 KNm Mn 515.20558683 KNm Mn
61 mm d' (desak) 61 mm d' (desak)79.8 mm ds (tarik) 84.5 mm ds (tarik)
7437.5 a Cc 0.85 x f'c x b x a 8500 a Cc266092.89776 N Cs As' x fy 665232.2444 N Cs831540.3055 N Ts 1829388.6721 N Ts
76.026542217 mm a (Ts-Cs)/(0.85 x f'c x b) 136.95957973 mm a89.442990843 mm c 161.12891733 mm c0.000954004 ε's 0.0018642635 ε's
Baja Desak Belum Leleh (f's = ε's x Es) Baja Desak Telah Leleh (f's =fy) Baja Desak Belum Leleh (f's = ε's x Es)190.80080334 MPa f's ε's x Es 372.85269083 MPa f's 565447.40774 N Cc 0.85 x f'c x b x a 1164156.4277 N Cc145059.2533 N Cs As' x f's 708667.52101 N Cs
329195976.67 Nmm M1 Cc (d-(a/2)) 462193629.55 Nmm M1 81117134.446 Nmm M2 Cs (d-d') 286656012.25 Nmm M2
410313111.117249 NmmMkap -
748849641.802266 NmmMkap -
410.313111117249 KNm 748.849641802266 KNmDesign Berhasil Rasio 1.45349674177179 Design Berhasil Rasio
D 22 Desak 11 D 22 Desak D 22 Tarik 5 D 22 Tarik
1900.6635554 mm2 As' (desak) 4181.4598219 mm2 As' (desak)760.26542217 mm2 As (tarik) 1900.6635554 mm2 As (tarik)142.54524375 KNm Mn (As pakai x fy) x (d - a/2) 515.20558683 KNm Mn
(π x ᴓtul^2)/4(π x ᴓtul^2)/4
φo x As x fy
a/β1((d'-c)/c) x εc
(π x ᴓtul^2)/4(π x ᴓtul^2)/4
61 mm d' (desak) 61 mm d' (desak)79.8 mm ds (tarik) 84.5 mm ds (tarik)
205.1565556 KNm Syarat 50% x Mkap (-) 374.4248209 KNm Syarat7437.5 a Cc 0.85 x f'c x b x a 8500 a Cc
Cs Cs1140398.1333 a As' x a x εc x Es 2508875.8932 a77353205.379 /a As' x β1 x ds x x εc x Es 180200011 /a332616.1222 Nmm Ts 831540.3055 Nmm Ts
Ts = Cc + Cs Ts = Cc + Cs Ts = Cc + CsCc + Cs -Ts = 0 Cc + Cs -Ts = 0 Cc + Cs -Ts = 0
ax2 +bx + c (x =a ) x --> ax2 +bx + c ax2 8500 ax2
(-) -169.84439989 bx 1677335.58765976 (-) -274.55067738 bx(+) 61.235053862 c 180200011.025988 (+) 77.217078828 c
72.041239838 mm C a/β1 90.84362215 mm C455435.7131 N Cc 0.85 x f'c x b x a 656345.17004 N Cc
174780.57469 N Cs 824206.94381 N Cs266056152.55 Nmm M1 Cc (d-(a/2)) 275716290.34 Nmm M1 97737297.366 Nmm M2 Cs (d-d') 333391708.77 Nmm M2
363793449.911812 NmmMkap +
609107999.111216 NmmMkap +
363.793449911812 KNm 609.107999111216 KNmDesign Berhasil Rasio 1.18226202253972 Design Berhasil Rasio
OKE Cek Mkap (+) > 50% Mkap (-) OKE Cek
As' x ((a-(β1xd'))/a) x εcu x Es As' x ((a-(β1xds))/a) x εcu x Es
φo x As x fy
(b (±) ((b2 -4ac)^0.5))/2.a (b (±) ((b2 -4ac)^0.5))/2.a
As' x ((a-(β1xds))/a) x εcu x Es
B2 Atap B3 LantaiMomen Tumpuan (m-) Momen Tumpuan (m-)
3 D 22 Desak 4 D6 D 22 Tarik 9 D
1140.3981333 mm2 As' (desak) 1520.53084432280.7962665 mm2 As (tarik) 3421.1943998208.12980713 KNm Mn 254.91750212
61 mm d' (desak) 6176.666666667 mm ds (tarik) 83
0.85 x f'c x b x a 6375 a Cc 0.85 x f'c x b x a 8500As' x fy 399139.34664 N Cs As' x fy 532185.79552
997848.3666 N Ts 1496772.5499(Ts-Cs)/(0.85 x f'c x b) 93.915140386 mm a (Ts-Cs)/(0.85 x f'c x b) 113.48079463
110.48840045 mm c 133.506817210.0013437175 ε's 0.0016292835
Baja Desak Belum Leleh (f's = ε's x Es) Baja Desak Belum Leleh (f's = ε's x Es)ε's x Es 268.74350747 MPa f's ε's x Es 325.85669583
0.85 x f'c x b x a 598709.01996 N Cc 0.85 x f'c x b x a 964586.75438As' x f's 306474.59424 N Cs As' x f's 495475.15685
Cc (d-(a/2)) 165468662.29 Nmm M1 Cc (d-(a/2)) 299272303.17Cs (d-d') 80398501.888 Nmm M2 Cs (d-d') 151615398
245867164.178317 NmmMkap -
450887701.162593245.867164178317 KNm 450.887701162593
1.18131644654781 Design Berhasil Rasio 1.76875929433314 Design Berhasil6 D 22 Desak 9 D3 D 22 Tarik 4 D
2280.7962665 mm2 As' (desak) 3421.19439981140.3981333 mm2 As (tarik) 1520.5308443
(As pakai x fy) x (d - a/2) 208.12980713 KNm Mn 254.91750212
(π x ᴓtul^2)/4 (π x ᴓtul^2)/4(π x ᴓtul^2)/4 (π x ᴓtul^2)/4
φo x As x fy φo x As x fy
a/β1 a/β1((c-d')/c) x εc ((c-d')/c) x εc
(π x ᴓtul^2)/4 (π x ᴓtul^2)/4(π x ᴓtul^2)/4 (π x ᴓtul^2)/4
61 mm d' (desak) 6161 mm ds (tarik) 83
50% x Mkap (-) 122.9335821 KNm Syarat 50% x Mkap (-) 225.44385060.85 x f'c x b x a 6375 a Cc 0.85 x f'c x b x a 8500
CsAs' x a 2280.7962665 a As' x εc x Es x a 3421.1943998As' x β1 x dsx x εc x Es 70955571.851 /a As' x β1 x dsx εc x Es 144819158.94
498924.1833 Nmm Ts 665232.2444Ts = Cc + Cs Ts = Cc + Cs
Cc + Cs -Ts = 0 Cc + Cs -Ts = 0(x =a ) x --> ax2 +bx + c (x =a ) x -->
6375 ax2 8500-496643.387031723 (-) -151.41386924 bx -661811.049997879 (-)70955571.8510076 (+) 73.509024216 c 144819158.941811 (+)
a/β1 86.48120496 mm x = a a/β1 114.446699920.85 x f'c x b x a 468620.02937 N Cc 0.85 x f'c x b x a 826877.40694
403214.3435 N Cs 564028.18292Cc (h-(a/2)) 167184599.35 Nmm M1 Cc (d-(a/2)) 256147313.11
Cs (h-d') 136689662.45 Nmm M2 Cs (d-d') 172592624303874261.791213 Nmm
Mkap +428739937.087624
303.874261791213 KNm 428.7399370876241.46002279050238 Design Berhasil Rasio 1.68187720938097 Design Berhasil
Mkap (+) > 50% Mkap (-) OKE Cek Mkap (+) > 50% Mkap (-) OKE
As' x ((a-(β1xds))/a) x εcu x Es As' x ((a-(β1xds))/a) x εcu x Es
φo x As x fy φo x As x fy
(b (±) ((b2 -4ac)^0.5))/2.a (b (±) ((b2 -4ac)^0.5))/2
As' x ((a-(β1xds))/a) x εcu x Es As' x ((a-(β1xd'))/a) x εcu x Es
B3 Lantai BA Lantai BA AtapMomen Tumpuan (m-) Momen Tumpuan (m-) Momen Tumpuan (m-)
22 Desak 2 D 22 Desak 22 Tarik 5 D 22 Tarik
mm2 As' (desak) 760.26542217 mm2 As' (desak)mm2 As (tarik) 1900.6635554 mm2 As (tarik)KNm Mn (As pakai x fy) x (d - a/2) 145.0372082 KNm Mnmm d' (desak) 61 mm d' (desak)mm ds (tarik) 79.8 mm ds (tarik)
a Cc 0.85 x f'c x b x a 6375 a CcN Cs As' x fy 266092.89776 N CsN Ts 831540.3055 N Ts
mm a (Ts-Cs)/(0.85 x f'c x b) 88.697632586 mm amm c 104.35015598 mm c
ε's 0.0012462892 ε'sBaja Desak Belum Leleh (f's = ε's x Es) Baja Desak Belum Leleh (f's = ε's x Es) Baja Desak Belum Leleh (f's = ε's x Es)
MPa f's ε's x Es 249.25783143 MPa f's N Cc 0.85 x f'c x b x a 565447.40774 N CcN Cs As' x f's 189502.11044 N Cs
Nmm M1 Cc (d-(a/2)) 127706966.36 Nmm M1 Nmm M2 Cs (d-d') 39643841.505 Nmm M2Nmm
Mkap -167350807.866486 Nmm
Mkap -KNm 167.350807866486 KNm
Design Berhasil Rasio 1.15384741571545 Design Berhasil Rasio22 Desak 5 D 22 Desak 22 Tarik 2 D 22 Tarik
mm2 As' (desak) 1900.6635554 mm2 As' (desak)mm2 As (tarik) 760.26542217 mm2 As (tarik)KNm Mn (As pakai x fy) x (d - a/2) 145.0372082 KNm Mn
(π x ᴓtul^2)/4(π x ᴓtul^2)/4
φo x As x fy
a/β1((c-d')/c) x εs
(π x ᴓtul^2)/4(π x ᴓtul^2)/4
mm d' (desak) 61 mm d' (desak)mm ds (tarik) 61 mm ds (tarik)KNm Syarat 50% x Mkap (-) 83.67540393 KNm Syarat
a Cc 0.85 x f'c x b x a 6375 a Cc
Cs Csa As' x a 1900.6635554 a/a As' x β1 x ds x x εc x Es 59129643.209 /a
Nmm Ts 332616.1222 Nmm TsTs = Cc + Cs Ts = Cc + Cs Ts = Cc + Cs
Cc + Cs -Ts = 0 Cc + Cs -Ts = 0 Cc + Cs -Ts = 0ax2 +bx + c (x =a ) x --> ax2 +bx + c
ax2 6375 ax2-175.13981846 bx -330715.458643398 (-) -125.67834021 bx97.279694934 c 59129643.209173 (+) 73.801405518 c
mm x = a a/β1 86.825182962 mm x = a N Cc 0.85 x f'c x b x a 470483.96018 N CcN Cs 339198.71443 N Cs
Nmm M1 Cc (d-(a/2)) 106699838.08 Nmm M1 Nmm M2 Cs (d-d') 70960371.059 Nmm M2Nmm
Mkap +177660209.137539 Nmm
Mkap +KNm 177.660209137539 KNm
Design Berhasil Rasio 1.22492849483202 Design Berhasil RasioOKE Cek Mkap (+) > 50% Mkap (-) OKE Cek
1xds))/a) x εcu x Es As' x ((a-(β1xds))/a) x εcu x Es
φo x As x fy
(b (±) ((b2 -4ac)^0.5))/2 (b (±) ((b2 -4ac)^0.5))/2
As' x ((a-(β1xds))/a) x εcu x Es
BA AtapMomen Tumpuan (m-)
2 D 225 D 22
760.26542217 mm21900.6635554 mm2
(As pakai x fy) x (d - a/2) 145.0372082 KNm61 mm
79.8 mm0.85 x f'c x b x a 6375 a
As' x fy 266092.89776 N831540.3055 N
(Ts-Cs)/(0.85 x f'c x b) 88.697632586 mm104.35015598 mm0.0012462892
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 NAs' x f's 189502.11044 N
Cc (d-(a/2)) 127706966.36 NmmCs (d-d') 39643841.505 Nmm
167350807.866486 Nmm167.350807866486 KNm
1.15384741571545 Design Berhasil5 D 222 D 22
1900.6635554 mm2760.26542217 mm2
(As pakai x fy) x (d - a/2) 145.0372082 KNm
(π x ᴓtul^2)/4(π x ᴓtul^2)/4
φo x As x fy
a/β1((c-d')/c) x εc
(π x ᴓtul^2)/4(π x ᴓtul^2)/4
61 mm79.8 mm
50% x Mkap (-) 83.675403933 KNm0.85 x f'c x b x a 6375 a
As' x a 1900.6635554 aAs' x β1 x ds x x εc x Es 77353205.379 /a
332616.1222 NmmTs = Cc + Cs
Cc + Cs -Ts = 0(x =a ) x -->
6375-330715.458643398 (-) -139.1048944677353205.3785574 (+) 87.227959771
a/β1 102.62112914 mm0.85 x f'c x b x a 556078.24354 N
253604.43107 NCc (d-(a/2)) 121719652.78 Nmm
Cs (d-d') 53054046.98 Nmm174773699.76263 Nmm174.77369976263 KNm
1.20502664060652 Design BerhasilMkap (+) > 50% Mkap (-) OKE
As' x ((a-(β1xds))/a) x εcu x Es
φo x As x fy
(b (±) ((b2 -4ac)^0.5))/2
As' x ((a-(β1xds))/a) x εcu x Es
REKAPITULASI GAYA GESER HASIL SAP2000B1
Lantaidead live gempa V2
kiri tengah kanan kiri tengah kanan ex ey S LL1 103.3342 48.6969 103.3342 21.0142 21.0142 21.0142 114.8956 65.6145 297.54443 297.54443L2 100.6513 48.3986 100.6513 20.8732 20.8732 20.8732 109.1126 62.2797 291.07035 291.07035L3 99.7463 48.5961 99.7463 20.9826 20.9826 20.9826 85.8488 49.1544 257.69685 257.69685L4 99.6118 48.8218 99.6118 20.9963 20.9963 20.9963 53.2348 30.8828 212.07885 212.07885
L5 (Atap) 56.6707 34.6108 56.5707 9.1158 9.1158 9.1158 18.2876 10.9096 105.62997 105.62997
B2
Lantaidead live gempa V2
kiri tengah kanan kiri tengah kanan ex ey S LL1 27.2978 2.7545 26.6645 0.6891 0.6891 0.6891 7.7414 99.319 151.80079 155.38705L2 27.2219 3.2381 27.1481 1.1851 1.1851 1.1851 3.5428 95.4171 134.97235 130.16588L3 27.2639 3.3539 27.2639 1.3655 1.3655 1.3655 2.7304 74.788 125.63588 126.4462L4 28.0053 4.3453 28.2553 1.2366 1.2366 1.2366 1.9567 44.8668 105.07301 105.84764
L5 (Atap) 10.0464 4.4116 9.6218 1.8672 1.8672 1.8672 0.7775 15.2017 26.995529 26.735328
B3
Lantaidead live gempa V2
kiri tengah kanan kiri tengah kanan ex ey S LL1 9.1693 6.3621 1.5918 1.4175 0.00907 0.00907 1.0082 63.6273 67.099353 46.120926
BA
Lantaidead live gempa V2
kiri tengah kanan kiri tengah kanan ex ey S LL1 5.9926 2.09156 5.5107 0.6719 0.6719 0.6719 0.9851 15.272 13.449663 12.893291
L2 5.9911 1.6404 6.0854 0.87174 0.87174 0.87174 0.4688 14.5983 12.737348 13.055508L3 6.0215 1.6709 6.0755 0.8696 0.8696 0.8696 0.3546 11.2957 11.432807 11.751421L4 6.0749 1.7243 5.8994 0.8439 0.8439 0.8439 0.2437 6.5778 10.440405 10.029992
L5 (Atap) 6.5886 3.0824 6.5016 0.7342 0.7342 0.7342 0.1058 2.6719 11.208894 11.132237
Perhitungan Geser
B1 lantai(gf-4)297.5444
SAP V2 ka, V2 ki297.5444297.5444297.5444
PERHITUNGANData B1 (Lantai gf - 4) Satuan
L. B1 8000 mmfy 240 mpaf'c 25 mpaφ 0.75
b balok 400 mmb kolom 500 mmh balok 800 mm
P10 10 mmL netto 7500 mm
d 715 mmMkap - 720.8250 KNmMkap + 709.1746 KNm
Ve 190.6666 KN
Dalam Sendi PlastisVu1 488.211 KNVs1 650.948 KNAd 78.540 mm2
sengkang 4 kakiS 82.817 mm
Spakai 75 mms< d/4 178.75 OK
s< 24 ds 240 OKs< 8 db 176 OKs< 300 300 OKSpakai 75 mm
panajang sendi plastis 14301500
sengkang P10-75Luar Sendi Plastis
x 3.75 m
2h 1.6 mY 488.211
Vc 238.333 KNVu2 =Y 488.211 KN
Vs2 412.615 KNS 130.654 mm
Spakai 100 mmsyarat :s< d/2 357.5 OKSpakai 100 mm
sengkang P10-100 mm
Perhitungan Geser
B1 ATAP105.6300
105.6300105.6300105.6300
297.5444297.5444
+-
297.5444297.5444
190.6666
488.2110488.2110
-106.8778
-106.8778
488.2110488.2110
+
Data B1 (ATAP) SatuanL. B1 8000 mm
fy 240 mpaf'c 25 mpaφ 0.75
b balok 400 mmb kolom 500 mm 105.6300h balok 800 mm
P10 10 mmL netto 7500 mm
d 620 mmMkap - 410.3131 KNmMkap + 363.7934 KNm
Ve 103.2142 KN
Dalam Sendi PlastisVu1 208.844 KN -2.4158Vs1 278.459 KNAd 78.540 mm2
sengkang 2 kakiS 83.966 mm
Spakai 75 mms< d/4 155.05 OK
s< 24 ds 240 OKs< 8 db 176 OKs< 300 300 OKSpakai 75 mm
panajang sendi plastis 12401300
sengkang P10-75Luar Sendi Plastis
x 3.75 m
2h 1.6 mY 208.844
Vc 206.733 KNVu2 =Y 208.844 KN
Vs2 71.726 KNS 325.978 mm
Spakai 300 mmsyarat :s< d/2 310.1 OKSpakai 300 mm
sengkang P10-300 mm
105.6300105.6300
+-
105.6300
103.2142
208.8442208.8442
-2.4158
208.8442208.8442
+
TULANGAN GESER B1 SFD B1 (Pakai)Lantai
Lantai GF, 1 , 2, 3, 4 5 (ATAP) VG,kiGy geser kiri (VGki) 297.5444341 105.62997 kN VG,kaGy geser kanan (VGka) 297.5444341 105.62997 kNL balok 8000 8000 mmb Kolom 500 500 mmb Balok 400 350 mmh balok 800 700 mmL netto 7500 7500 mmd Balok 715 620.2 mmf'c 25 25 MPafy 240 240 MPaФ 0.8 0.8Mkap- 720.825025 410.31311 kNmMkap+ 709.1745528 363.79345 kNmVe 190.66661037 103.214208 kNVu,ki -106.8778237 -2.415764 kN B1 LANTAIVu,ka 488.21104443 208.84418 kNVu, pakai 488.21104443 208.84418 kN
10 10 mm78.53981634 78.5398163 mm2
Daerah Sendi PlastisVs, maks 953.33333333 1033.66667 kN
Vs610.26380554 261.055225 kN
OKE OKE
Kaki Sengkang 2 2 buah 297.5444
s44.169201456 89.5633831 mm
40 110 mms < d/4 OK OK 190.6666s < 24 ds OK OKs < 8 Diameter TulPokok OK OK
s < 300 OK OK
Dipakai sengkang P10-40 P10-110
Panjang Sendi Plastis1430 1240.4 mm1450 1300 mm
Daerah Luar Sendi PlastisVu 586.91617729 177.057318 kNVc 238.33333333 180.891667 kNVs 495.31188828 40.4299808 kN 106.8778
DARI SAP
Ø Sengkang
As, Ø
Kaki sengkang 2 2 buah
s54.419983864 578.308194 mm Vu
50 250 mms < d/2 OK OKs > 25 OK OK
Dipakai sengkang P10-50 P10-250
TULANGAN GESER B2 SFD B2 (Pakai)Lantai
Lantai GF, 1 , 2, 3, 4 5 (ATAP) VG,kiGy geser kiri (VGki) 151.8007878 26.995529 kN VG,kaGy geser kanan (VGka) 155.3870532 26.735328 kNL balok 4500 4500 mmb Kolom 500 500 mmb Balok 400 300 mmh balok 550 400 mmL netto 4000 4000 mmd Balok 465.5 323.33333 mmf'c 25 25 MPafy 240 240 MPaФ 0.8 0.8Mkap- 748.8496418 245.86716 kNmMkap+ 609.1079991 303.87426 kNmVe 339.48941023 137.435356 kNVu,ki 187.68862247 110.439828 kNVu,ka 494.87646341 164.170685 kN B2 LANTAIVu, pakai 494.87646341 164.170685 kN
10 10 mm78.53981634 78.5398163 mm2
Daerah Sendi PlastisVs, maks 620.66666667 538.888889 kN
Vs618.59557926 205.213356 kN
OKE OKE
Kaki Sengkang 4 2 buah
s56.737995392 59.398568 mm 151.8008
50 50 mms < d/4 OK OK
s < 24 ds OK OK 339.4894s < 8 Diameter TulPokok OK OKs < 300 OK OK
DARI SAP
Ø Sengkang
As, Ø
Dipakai sengkang P10-50 P10-50
Panjang Sendi Plastis931 646.666667 mm
1000 700 mmDaerah Luar Sendi Plastis
Vu 418.07950317 154.767785 kNVc 155.16666667 80.8333333 kNVs 367.4327123 112.626398 kNKaki sengkang 4 2 buah -187.6886
s95.521906327 108.228441 mm
75 100 mm Vus < d/2 OK OKs > 25 OK OK
Dipakai sengkang P10-75 P10-100
TULANGAN GESER B3 SFD B3 (Pakai)Lantai
Lantai GF VG,kiGy geser kiri (VGki) 67.09935339 kN VG,kaGy geser kanan (VGka) 46.12092556 kNL balok 3000 mmb Kolom 500 mmb Balok 400 mmh balok 450 mmL netto 2500 mmd Balok 375.5714286 mmf'c 25 MPafy 240 MPaФ 0.8Mkap- 450.8877012 kNmMkap+ 428.7399371 kNmVe 351.8510553 kNVu,ki 284.75170191 kNVu,ka 397.97198086 kNVu, pakai 397.97198086 kN B3 LANTAI10 mm
78.53981634 mm2Daerah Sendi Plastis
Vs, maks 500.76190476 kN
Vs497.46497608 kN
OKE
DARI SAP
Ø Sengkang
As, Ø
Kaki Sengkang 4 buah
s56.923441736 mm
50 mm 67.09935s < d/4 OK
s < 24 ds OK
s < 8 Diameter TulPokok OK 351.8511s < 300 OK
VEDipakai sengkang P10-50
Panjang Sendi Plastis751.14285714 mm
650 mmDaerah Luar Sendi Plastis
Vu 368.53470833 kNVc 125.19047619 kNVs 335.47790923 kNKaki sengkang 4 buah
s84.409190002 mm -284.7517
75 mms < d/2 OK Vu 368.534708334437s > 25 OK
Dipakai sengkang P10-75
TULANGAN GESER BA SFD BA (Pakai)Lantai
Lantai GF, 1 , 2, 3, 4 5 (ATAP) VG,kiGy geser kiri (VGki) 13.44966332 11.208894 kN VG,kaGy geser kanan (VGka) 13.05550793 11.132237 kNL balok 4500 4500 mmb Kolom 500 500 mmb Balok 300 300 mmh balok 350 350 mmL netto 4000 4000 mmd Balok 270.2 270.2 mmf'c 25 25 MPafy 240 240 MPaФ 0.8 0.8Mkap- 167.3508079 167.35081 kNmMkap+ 177.6602091 174.7737 kNmVe 86.252754251 85.5311269 kNVu,ki 72.803090928 74.322233 kNVu,ka 99.308262178 96.6633638 kN
DARI SAP
Vu, pakai 99.308262178 96.6633638 kN10 10 mm BA LANTAI78.53981634 78.5398163 mm2
Daerah Sendi PlastisVs, maks 270.2 450.333333 kN
Vs124.13532772 120.829205 kN
OKE OKEKaki Sengkang 2 2 buah
s82.058026566 84.3032944 mm
85 85 mms < d/4 OK OK 13.44966s < 24 ds OK OK
s < 8 Diameter TulPokok OK OK
s < 300 OK OK 86.25275Dipakai sengkang P10-85 P10-85
Panjang Sendi Plastis540.4 540.4 mm600 600 mm
Daerah Luar Sendi PlastisVu 95.33248649 93.3121942 kNVc 67.55 67.55 kNVs 51.615608113 49.0902428 kNKaki sengkang 2 2 buah
s197.34922037 207.501521 mm
125 125 mm -72.80309s < d/2 OK OK
s > 25 OK OK VuDipakai sengkang P10-125 P10-125
Ø Sengkang
As, Ø
SFD B1 (Pakai)GF, 1 , 2, 3, 4 5 (ATAP)
297.54443405 105.63297.54443405 105.63
`
B1 LANTAI B1 ATAP297.5444 105.63
105.63
190.6666 103.2142 103.2142
VE VE
488.211 208.8442
2.415764
586.916177290331 Vu 177.057317973289
SFD B2 (Pakai)GF, 1 , 2, 3, 4 5 (ATAP)
151.80078776 26.99553155.38705318 26.73533
`
B2 LANTAI B2 ATAP155.3871 26.73533
26.99553
339.4894 137.4354 137.4354
VE VE
494.8765 164.1707
-110.4398
418.079503174231 Vu 154.767784891067
SFD B3 (Pakai)GF
67.09935338946.120925562
`
B3 LANTAI46.12093
351.8511
VE
397.972
368.534708334437
SFD BA (Pakai)GF, 1 , 2, 3, 4 5 (ATAP)13.449663323 11.2088913.055507927 11.13224
`
BA LANTAI BA ATAP13.05551 11.13224
11.20889
86.25275 85.53113 85.53113
VE VE
99.30826 96.66336
-74.32223
95.3324864902982 Vu 93.312194215595
600D85
LantaiUkuran
Momen Jml TulMomen V2 Sengkang
b h V ki V ka Sendi Plastis
GF,
2, 3
, 4, 5
B1 400 800
(-) Tumpuan (Tarik) 22 8D22 553.074 691.34296 13 297.54 297.544 P10-75(+) Tumpuan (Tekan) 22 4D22
(-) Lapangan (Tarik) 22 6D22347.10 277.6802
(+) Lapangan (Tekan) 22 4D22
B2 400 550
(-) Tumpuan (Tarik) 22 11D22 401.764 502.20464 13 151.8 155.387 P10-50
(+) Tumpuan (Tekan) 22 5D22(-) Lapangan (Tarik) 22 3D22
130.50 104.3978(+) Lapangan (Tekan) 22 2D22
BA 300 350
(-) Tumpuan 22 5D22 23.6294 29.536692 13 13.45 13.0555 P10-85
(+)Tumpuan 22 2D22(-) Lapangan 22 4D22
7.53 6.02152(+)Lapangan 22 2D22
B3 Lantai 400 450
(-) Tumpuan 22 9D22 178.14 222.67484 13 67.099 46.1209 P10-50(+)Tumpuan 22 4D22
(-) Lapangan 22 4D2222.65 18.1172
(+) Lapangan 22 2D22
Atap
B1 350 700
(-) Tumpuan 22 5D22 114.036 142.54524 13 105.63 105.63 P10-75(+) Tumpuan 22 2D22
(-) Lapangan 22 4D22 132.37 105.8982(+) Lapangan 22 2D22
B2 300 400
(-) Tumpuan 22 6D22 56.2 70.218482 13 26.996 26.7353 P10-50
(+) Tumpuan 22 3D22(-)Lapangan 22 5D22
8.38 6.70264(+) Lapangan 22 2D22
BA 300 350
(-)Tumpuan 22 5D22 14.9604 18.700462 13 11.209 11.1322 P10-85
(+)Tumpuan 22 2D22(-) Lapangan 22 2D22
4.98 3.98208(+) Lapangan 22 2D22
Kode Balok
φTulangan (mm)
Mu (kNm)
Mn (kNm)
Tulangan Susut
φ Tul Susut (mm)
Sengkang Balok Induk B1L sendi plastis Luar Sendi Plastis Lantai Balok Induk Mkap+ Mkap- Mn+ Mn- Mkap+/MtMn
1500 P10-100
GF, 2, 3, 4, 5 B1 DESAIN 1 709.1746 720.825 552.4427 694.3853 1.02129836347atap B1 DESAIN 2 363.7934 410.3131 321.0266 382.8269 2.55212619054
1000 P10-75
Balok Induk B2Lantai Balok Induk Mkap+ Mkap- Mn+ Mn- Mkap+/MtMn
GF, 2, 3, 4, 5 B2 DESAIN 1 609.108 748.8496 145.8939 515.2056 1.18226202254atap B2 DESAIN 2 303.8743 245.8672 224.0668 208.1298 1.4600227905
600 P10-125Balok Anak
Lantai Balok Induk Mkap+ Mkap- Mn+ Mn- Mkap+/MtMn
650 P10-75
GF, 2, 3, 4, 5 BA DESAIN 1 177.6602 167.3508 131.5882 145.0372 1.22492849483atap BA DESAIN 2 174.7737 167.3508 71.34748 145.0372 1.20502664061
1300 P10-300
Balok Induk B3Lantai Balok Induk Mkap+ Mkap- Mn+ Mn- Mkap+/MtMn
GF B3 DESAIN 1 428.7399 450.8877 99.34511 254.9175 1.68187720938
700 P10-100
600 P10-125
Balok Induk B1Mkap-/MtMn Keterangan1.0380764728 OK1.0717981338 OK
Balok Induk B2Mkap-/MtMn Keterangan1.4534967418 OK1.1813164465 OK
Balok AnakMkap-/MtMn Keterangan1.1538474157 OK1.1538474157 OK
Balok Induk B3Mkap-/MtMn Keterangan1.7687592943 OK
ARAH X
URAIAN SATRasio Tulangan 1%
Arah X Arah Y
f'c MPa 25 25β 0.85 0.85
fy MPa 350 350
h mm 800 500
b mm 500 800
d' mm 61 61Ast mm2 1.0% 1.0%d mm 739 439Ag mm2 400000 400000As=As' mm2 2000 2000Ast mm2 4000 4000
1. Sentris (Mn=0)Pn N 9815000 9815000
kN 9815 98152. Patah Seimbang
Xb mm 466.737 277.263ab mm 396.726 235.674f's mm 521.583 467.995(Patah Seimbang) OK OKf's=fs=fy= Mpa 350 350Ccb N 4215217.10526316 4006452.63157895
kN 4215.217 4006.453Csb N 657500.000 657500.000
kN 657.5 657.5Tsb N 700000 700000
kN 700 700Pnb kN 4172.717 3963.953Mnb Nm 1310135.566 786072.932
kNm 1310.136 786.073
h
b
d'
d
h
3. Patah Desak
Pengali xb 1.5 1.5x mm 700.105 415.895diambil x mm 700.000 410.000
>Xb -OK- >Xb -OK-a mm 595 348.5f's mm 547.722 511.997
OK OKf's=fy= MPa 350 350fs MPa 33.4285714285714 42.4390243902439Patah Desak fs<fy OK OKfs = fs Mpa 33.4285714285714 42.4390243902439Cc N 6321875 5924500
kN 6321.875 5924.500Cs N 657500.000 657500.000
kN 657.500 657.500Ts N 66857.1428571429 84878.0487804878
kNm 66.857 84.878Pn kNm 6912.518 6497.122Mn Nm 893549.259 589090.326
kNm 893.549 589.0904. Patah Tarik
x < 0.6 0.6diambil x 280 166
OK < xb OK < xba mm 238 141.1f's mm 469.285714285714 379.518072289157f's pakai Mpa 350 350
Patah Tarik Patah Tarikfs =fy 350 350Cc N 2528750 2398700
kN 2528.75 2398.7Cs N 657500.000 657500.000
kN 657.500 657.500Ts N 700000 700000
kN 700.000 700.000Pn kN 2486.250 2356.200Mn Nm 1170771.250 687014.215
kNm 1170.771 687.0145. Kapasitas Nominal Lentur (Pn=0)
a mm 65.882 41.176Mn Nm 494241176.471 292888235.294
kNm 494.241 292.888GRAFIK
Sentris Pn 9815 9815Mn 0 0
Desak Pn 6912.518 6497.122Mn 893.549 589.090
Seimbang Pn 4172.717 3963.953Mn 1310.136 786.073
Tarik Pn 2486.250 2356.200Mn 1170.771 687.014
Lentur Murni Pn 0 0Mn 494.241 292.888
0 500 1000 1500 2000 2500 3000 3500 40000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah X
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
Mn (kNm)
Pn (kN)
0 500 1000 1500 2000 2500 3000 3500 40000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah X
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
Mn (kNm)
Pn (kN)
ARAH Y
Rasio Tulangan 1,5% Rasio Tulangan 2%Arah X Arah Y Arah X
25 25 250.85 0.85 0.85
350 350 350
800 500 800
500 800 500
61 61 611.5% 1.5% 2.0%
739 439 739400000 400000 400000
3000 3000 40006000 6000 8000
10472500 10472500 1113000010472.5 10472.5 11130
466.737 277.263 466.737396.726 235.674 396.726521.583 467.995 521.583
OK OK OK350 350 350
4215217.10526316 4006452.63157895 4215217.105263164215.217 4006.453 4215.217
986250.000 986250.000 1315000.000986.25 986.25 1315
1050000 1050000 14000001050 1050 1400
4151.467 3942.703 4130.2171540231.816 914356.682 1770328.066
1540.232 914.357 1770.328
b
d'
d
1.5 1.5 1.5700.105 415.895 700.105700.000 410.000 700.000
>Xb -OK- >Xb -OK- >Xb -OK-595 348.5 595
547.722 511.997 547.722OK OK OK
350 350 35033.4285714285714 42.4390243902439 33.4285714285714
OK OK OK33.4285714285714 42.4390243902439 33.4285714285714
6321875 5924500 63218756321.875 5924.500 6321.875
986250.000 986250.000 1315000.000986.250 986.250 1315.000
100285.714285714 127317.073170732 133714.285714286100.286 127.317 133.714
7207.839 6783.433 7503.1611016327.795 659245.052 1139106.330
1016.328 659.245 1139.106
0.6 0.6 0.6280 166 280
OK < xb OK < xb OK < xb238 141.1 238
469.285714285714 379.518072289157 469.285714285714350 350 350
Patah Tarik Patah Tarik Patah Tarik350 350 350
2528750 2398700 25287502528.75 2398.7 2528.75
986250.000 986250.000 1315000.000986.250 986.250 1315.000
1050000 1050000 14000001050.000 1050.000 1400.000
2465.000 2334.950 2443.7501400867.500 815297.965 1630963.750
1400.868 815.298 1630.964
98.824 61.765 131.765724067647.059 428523529.412 942364705.882
724.068 428.524 942.365
10472.5 10472.5 111300 0 0
7207.839 6783.433 7503.1611016.328 659.245 1139.1064151.467 3942.703 4130.2171540.232 914.357 1770.3282465.000 2334.950 2443.7501400.868 815.298 1630.964
0 0 0724.068 428.524 942.365
0 500 1000 1500 2000 2500 3000 3500 40000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah X
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
Mn (kNm)
Pn (kN)
REKAPITULASI PU - MUX - MUY
KETERANGAN PuXK1-GF 2893.9615K1-1 2191.7487K1-2 1517.7744K1-3 890.1099K1-4 325.1002
KolomPu
KNmLantai 1 2893.9615Lantai 2 2191.7487Lantai 3 1517.7744Lantai 4 890.1099Lantai 5 325.1002
0 500 1000 1500 2000 2500 3000 3500 40000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah X
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
Mn (kNm)
Pn (kN)
Rasio Tulangan 2% Rasio Tulangan 2,5%Arah Y Arah X Arah Y
25 25 250.85 0.85 0.85
350 350 350
500 800 500
800 500 800
61 61 61
2.0% 2.5% 2.5%439 739 439
400000 400000 4000004000 5000 50008000 10000 10000
11130000 11787500 1178750011130 11787.5 11787.5
277.263 466.737 277.263235.674 396.726 235.674467.995 521.583 467.995
OK OK OK350 350 350
4006452.63157895 4215217.10526316 4006452.631578954006.453 4215.217 4006.453
1315000.000 1643750.000 1643750.0001315 1643.75 1643.75
1400000 1750000 17500001400 1750 1750
3921.453 4108.967 3900.2031042640.432 2000424.316 1170924.182
1042.640 2000.424 1170.924
1.5 1.5 1.5415.895 700.105 415.895410.000 700.000 410.000
>Xb -OK- >Xb -OK- >Xb -OK-348.5 595 348.5
511.997 547.722 511.997OK OK OK
350 350 35042.4390243902439 33.4285714285714 42.4390243902439
OK OK OK42.4390243902439 33.4285714285714 42.4390243902439
5924500 6321875 59245005924.500 6321.875 5924.500
1315000.000 1643750.000 1643750.0001315.000 1643.750 1643.750
169756.097560976 167142.857142857 212195.12195122169.756 167.143 212.195
7069.744 7798.482 7356.055729399.777 1261884.866 799554.503
729.400 1261.885 799.555
0.6 0.6 0.6166 280 166
OK < xb OK < xb OK < xb141.1 238 141.1
379.518072289157 469.285714285714 379.518072289157350 350 350
Patah Tarik Patah Tarik Patah Tarik350 350 350
2398700 2528750 23987002398.7 2528.75 2398.7
1315000.000 1643750.000 1643750.0001315.000 1643.750 1643.7501400000 1750000 1750000
1400.000 1750.000 1750.0002313.700 2422.500 2292.450
943581.715 1861060.000 1071865.465943.582 1861.060 1071.865
82.353 164.706 102.941556952941.176 1149132352.941 678176470.588
556.953 1149.132 678.176
11130 11787.5 11787.50 0 0
7069.744 7798.482 7356.055729.400 1261.885 799.555
3921.453 4108.967 3900.2031042.640 2000.424 1170.9242313.700 2422.500 2292.450
943.582 1861.060 1071.8650 0 0
556.953 1149.132 678.176
0 500 1000 1500 2000 2500 3000 3500 40000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah X
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
Mn (kNm)
Pn (kN)
REKAPITULASI PU - MUX - MUYMux Puy Muy
678.1992 2893.9615 338.2536582.2239 2191.7487 329.6791523.7634 1517.7744 283.6474406.6073 890.1099 206.4645198.0177 325.1002 102.3568
Mu DiameterMuy Mux TulanganKNm KNm mm
338.2536 678.1992 25329.6791 582.2239 25283.6474 523.7634 25206.4645 406.6073 25102.3568 198.0177 25
rasio tulangan 1 kolom
0 500 1000 1500 2000 2500 3000 3500 40000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah X
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
Mn (kNm)
Pn (kN)
Rasio Tulangan 3% Rasio Tulangan 3,5%Arah X Arah Y Arah X
25 25 250.85 0.85 0.85
350 350 350
800 500 800
500 800 500
61 61 613.0% 3.0% 3.5%
739 439 739400000 400000 400000
6000 6000 700012000 12000 14000
12445000 12445000 1310250012445 12445 13102.5
466.737 277.263 466.737396.726 235.674 396.726521.583 467.995 521.583
OK OK OK350 350 350
4215217.10526316 4006452.63157895 4215217.105263164215.217 4006.453 4215.217
1972500.000 1972500.000 2301250.0001972.5 1972.5 2301.25
2100000 2100000 24500002100 2100 2450
4087.717 3878.953 4066.4672230520.566 1299207.932 2460616.816
2230.521 1299.208 2460.617
1.5 1.5 1.5700.105 415.895 700.105700.000 410.000 700.000
>Xb -OK- >Xb -OK- >Xb -OK-595 348.5 595
547.722 511.997 547.722OK OK OK
350 350 35033.4285714285714 42.4390243902439 33.4285714285714
OK OK OK33.4285714285714 42.4390243902439 33.4285714285714
6321875 5924500 63218756321.875 5924.500 6321.875
1972500.000 1972500.000 2301250.0001972.500 1972.500 2301.250
200571.428571429 254634.146341463 234000200.571 254.634 234.000
8093.804 7642.366 8389.1251384663.402 869709.229 1507441.938
1384.663 869.709 1507.442
0.6 0.6 0.6280 166 280
OK < xb OK < xb OK < xb238 141.1 238
469.285714285714 379.518072289157 469.285714285714350 350 350
Patah Tarik Patah Tarik Patah Tarik350 350 350
2528750 2398700 25287502528.75 2398.7 2528.75
1972500.000 1972500.000 2301250.0001972.500 1972.500 2301.2502100000 2100000 2450000
2100.000 2100.000 2450.0002401.250 2271.200 2380.000
2091156.250 1200149.215 2321252.5002091.156 1200.149 2321.253
197.647 123.529 230.5881344370588.235 792194117.647 1528079411.765
1344.371 792.194 1528.079
12445 12445 13102.50 0 0
8093.804 7642.366 8389.1251384.663 869.709 1507.4424087.717 3878.953 4066.4672230.521 1299.208 2460.6172401.250 2271.200 2380.0002091.156 1200.149 2321.253
0 0 01344.371 792.194 1528.079
0 500 1000 1500 2000 2500 3000 3500 40000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah X
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
Mn (kNm)
Pn (kN)
0 500 1000 1500 2000 25000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah Y
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
Mn (kNm)
Pn (kN)
Jumlah TulanganArah Y
(%) Tulangan Perlu Tulangan Pakai1.0% 8.15 10.00 1.0% 8.15 10.00 1.0% 8.15 10.00 1.0% 8.15 10.00 1.0% 8.15 10.00
0.010.0196349540849362
0 500 1000 1500 2000 2500 3000 3500 40000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah X
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
Mn (kNm)
Pn (kN)
0 500 1000 1500 2000 25000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah Y
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
Mn (kNm)
Pn (kN)
Rasio Tulangan 3,5% Rasio Tulangan 4%Arah Y Arah X Arah Y
25 25 250.85 0.85 0.85
350 350 350
500 800 500
800 500 800
61 61 61
3.5% 4.0% 4.0%439 739 439
400000 400000 4000007000 8000 8000
14000 16000 16000
13102500 13760000 1376000013102.5 13760 13760
277.263 466.737 277.263235.674 396.726 235.674467.995 521.583 467.995
OK OK OK350 350 350
4006452.63157895 4215217.10526316 4006452.631578954006.453 4215.217 4006.453
2301250.000 2630000.000 2630000.0002301.25 2630 2630
2450000 2800000 28000002450 2800 2800
3857.703 4045.217 3836.4531427491.682 2690713.066 1555775.432
1427.492 2690.713 1555.775
1.5 1.5 1.5415.895 700.105 415.895410.000 700.000 410.000
>Xb -OK- >Xb -OK- >Xb -OK-348.5 595 348.5
511.997 547.722 511.997OK OK OK
350 350 35042.4390243902439 33.4285714285714 42.4390243902439
OK OK OK42.4390243902439 33.4285714285714 42.4390243902439
5924500 6321875 59245005924.500 6321.875 5924.500
2301250.000 2630000.000 2630000.0002301.250 2630.000 2630.000
297073.170731707 267428.571428571 339512.195121951297.073 267.429 339.512
7928.677 8684.446 8214.988939863.954 1630220.473 1010018.680
939.864 1630.220 1010.019
0.6 0.6 0.6166 280 166
OK < xb OK < xb OK < xb141.1 238 141.1
379.518072289157 469.285714285714 379.518072289157350 350 350
Patah Tarik Patah Tarik Patah Tarik350 350 350
2398700 2528750 23987002398.7 2528.75 2398.7
2301250.000 2630000.000 2630000.0002301.250 2630.000 2630.0002450000 2800000 2800000
2450.000 2800.000 2800.0002249.950 2358.750 2228.700
1328432.965 2551348.750 1456716.7151328.433 2551.349 1456.717
144.118 263.529 164.706899005882.353 1700258823.529 998611764.706
899.006 1700.259 998.612
13102.5 13760 137600 0 0
7928.677 8684.446 8214.988939.864 1630.220 1010.019
3857.703 4045.217 3836.4531427.492 2690.713 1555.7752249.950 2358.750 2228.7001328.433 2551.349 1456.717
0 0 0899.006 1700.259 998.612
0 500 1000 1500 2000 25000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah Y
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
Mn (kNm)
Pn (kN)
Jumlah TulanganArah X
(%) Tulangan Perlu Tulangan1.0% 8.15 10.00 1.0% 8.15 10.00 1.0% 8.15 10.00 1.0% 8.15 10.00 1.0% 8.15 10.00
0 500 1000 1500 2000 25000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah Y
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
Mn (kNm)
Pn (kN)
Rasio Tulangan 4,5% Rasio Tulangan 5%Arah X Arah Y Arah X
25 25 250.85 0.85 0.85
350 350 350
800 500 800
500 800 500
61 61 614.5% 4.5% 5.0%
739 439 739400000 400000 400000
9000 9000 1000018000 18000 20000
14417500 14417500 1507500014417.5 14417.5 15075
466.737 277.263 466.737396.726 235.674 396.726521.583 467.995 521.583
OK OK OK350 350 350
4215217.10526316 4006452.63157895 4215217.105263164215.217 4006.453 4215.217
2958750.000 2958750.000 3287500.0002958.75 2958.75 3287.5
3150000 3150000 35000003150 3150 3500
4023.967 3815.203 4002.7172920809.316 1684059.182 3150905.566
2920.809 1684.059 3150.906
1.5 1.5 1.5700.105 415.895 700.105700.000 410.000 700.000
>Xb -OK- >Xb -OK- >Xb -OK-595 348.5 595
547.722 511.997 547.722OK OK OK
350 350 35033.4285714285714 42.4390243902439 33.4285714285714
OK OK OK33.4285714285714 42.4390243902439 33.4285714285714
6321875 5924500 63218756321.875 5924.500 6321.875
2958750.000 2958750.000 3287500.0002958.750 2958.750 3287.500
300857.142857143 381951.219512195 334285.714285714300.857 381.951 334.286
8979.768 8501.299 9275.0891752999.009 1080173.405 1875777.545
1752.999 1080.173 1875.778
0.6 0.6 0.6280 166 280
OK < xb OK < xb OK < xb238 141.1 238
469.285714285714 379.518072289157 469.285714285714350 350 350
Patah Tarik Patah Tarik Patah Tarik350 350 350
2528750 2398700 25287502528.75 2398.7 2528.75
2958750.000 2958750.000 3287500.0002958.750 2958.750 3287.5003150000 3150000 3500000
3150.000 3150.000 3500.0002337.500 2207.450 2316.250
2781445.000 1585000.465 3011541.2502781.445 1585.000 3011.541
296.471 185.294 329.4121860908823.529 1091011764.706 2010029411.765
1860.909 1091.012 2010.029
14417.5 14417.5 150750 0 0
8979.768 8501.299 9275.0891752.999 1080.173 1875.7784023.967 3815.203 4002.7172920.809 1684.059 3150.9062337.500 2207.450 2316.2502781.445 1585.000 3011.541
0 0 01860.909 1091.012 2010.029
0 500 1000 1500 2000 25000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah Y
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
Mn (kNm)
Pn (kN)
0 500 1000 1500 2000 25000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah Y
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
Mn (kNm)
Pn (kN)
Rasio Tulangan 5% Rasio Tulangan 5,5%Arah Y Arah X Arah Y
25 25 250.85 0.85 0.85
350 350 350
500 800 500
800 500 800
61 61 61
5.0% 5.5% 5.5%439 739 439
400000 400000 40000010000 11000 1100020000 22000 22000
15075000 15732500 1573250015075 15732.5 15732.5
277.263 466.737 277.263235.674 396.726 235.674467.995 521.583 467.995
OK OK OK350 350 350
4006452.63157895 4215217.10526316 4006452.631578954006.453 4215.217 4006.453
3287500.000 3616250.000 3616250.0003287.5 3616.25 3616.25
3500000 3850000 38500003500 3850 3850
3793.953 3981.467 3772.7031812342.932 3381001.816 1940626.682
1812.343 3381.002 1940.627
1.5 1.5 1.5415.895 700.105 415.895410.000 700.000 410.000
>Xb -OK- >Xb -OK- >Xb -OK-348.5 595 348.5
511.997 547.722 511.997OK OK OK
350 350 35042.4390243902439 33.4285714285714 42.4390243902439
OK OK OK42.4390243902439 33.4285714285714 42.4390243902439
5924500 6321875 59245005924.500 6321.875 5924.500
3287500.000 3616250.000 3616250.0003287.500 3616.250 3616.250
424390.243902439 367714.285714286 466829.268292683424.390 367.714 466.829
8787.610 9570.411 9073.9211150328.131 1998556.080 1220482.857
1150.328 1998.556 1220.483
0.6 0.6 0.6166 280 166
OK < xb OK < xb OK < xb141.1 238 141.1
379.518072289157 469.285714285714 379.518072289157350 350 350
Patah Tarik Patah Tarik Patah Tarik350 350 350
2398700 2528750 23987002398.7 2528.75 2398.7
3287500.000 3616250.000 3616250.0003287.500 3616.250 3616.2503500000 3850000 3850000
3500.000 3850.000 3850.0002186.200 2295.000 2164.950
1713284.215 3241637.500 1841567.9651713.284 3241.638 1841.568
205.882 362.353 226.4711176205882.353 2147620588.235 1254194117.647
1176.206 2147.621 1254.194
15075 15732.5 15732.50 0 0
8787.610 9570.411 9073.9211150.328 1998.556 1220.4833793.953 3981.467 3772.7031812.343 3381.002 1940.6272186.200 2295.000 2164.9501713.284 3241.638 1841.568
0 0 01176.206 2147.621 1254.194
0 500 1000 1500 2000 25000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah Y
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
Mn (kNm)
Pn (kN)
0 500 1000 1500 2000 25000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah Y
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
Mn (kNm)
Pn (kN)
Rasio Tulangan 6%Arah X Arah Y
25 250.85 0.85
350 350
800 500
500 800
61 616.0% 6.0%
739 439400000 400000
12000 1200024000 24000
16390000 1639000016390 16390
466.737 277.263396.726 235.674521.583 467.995
OK OK350 350
4215217.10526316 4006452.631578954215.217 4006.453
3945000.000 3945000.0003945 3945
4200000 42000004200 4200
3960.217 3751.4533611098.066 2068910.432
3611.098 2068.910
1.5 1.5700.105 415.895700.000 410.000
>Xb -OK- >Xb -OK-595 348.5
547.722 511.997OK OK
350 35033.4285714285714 42.4390243902439
OK OK33.4285714285714 42.4390243902439
6321875 59245006321.875 5924.500
3945000.000 3945000.0003945.000 3945.000
401142.857142857 509268.292682927401.143 509.268
9865.732 9360.2322121334.616 1290637.582
2121.335 1290.638
0.6 0.6280 166
OK < xb OK < xb238 141.1
469.285714285714 379.518072289157350 350
Patah Tarik Patah Tarik350 350
2528750 23987002528.75 2398.7
3945000.000 3945000.0003945.000 3945.0004200000 4200000
4200.000 4200.0002273.750 2143.700
3471733.750 1969851.7153471.734 1969.852
395.294 247.0592273682352.941 1324976470.588
2273.682 1324.976
16390 163900 0
9865.732 9360.2322121.335 1290.6383960.217 3751.4533611.098 2068.9102273.750 2143.7003471.734 1969.852
0 02273.682 1324.976
0 500 1000 1500 2000 25000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah Y
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
Mn (kNm)
Pn (kN)
0 500 1000 1500 2000 25000
2000
4000
6000
8000
10000
12000
14000
16000
18000
6%
6%
6%
6%
6%
5,5%
5,5%
5,5%
5,5%
5,5%
5%
5%
5%
5%
5%
4,5%
4,5%
4,5%
4,5%
4,5%
4%
4%
4%
4%
4%
3,5%
3,5%
3,5%
3,5%
3,5%
3%
3%
3%
3%
3%
2,5%
2,5%
2,5%
2,5%
2,5%
2%
2%
2%
2%
2%
1,5%
1,5%
1,5%
1,5%
1,5%
1%
1%
1%
1%
1%
DIAGRAM Mn-Pn Arah Y
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
Mn (kNm)
Pn (kN)
bchcФ pokok
d1d2d3d4d5d6
DESAIN PENULANGAN KOLOM LANTAI1 2
f'c = MPa 25 25fy = MPa 350 350bc = mm 500 500hc = mm 800 800Tinggi eff (d) = mm 739 739Luas Penampang (Ag) = mm2 400000 400000
Pu = kN 2893.961536156 2191.748740203Mux = kNm 678.1992043122 582.2238514799Muy = kNm 338.2536006063 329.6791181515PakaiMnx = kNm 1043.3834 895.7290Mny = kNm 520.3902 507.1986Pn = kN 4452.2485 3371.9211Kontrol Faktor Reduksi = 0.65 0.65
Pn > 0,1*Ag*f'cPn > 1000 1000
Rasio Tulangan (ρ) = mm2 1.00% 2.00%Luas Tulangan (As) = mm 4000 8000Dipakai Tul Pokok (D) = mm2 25 25Luas Diameter Tul = 490.87385212341 490.87385212341Jumlah Tulangan (n) = 8.148733086305 16.29746617261Dipakai Jumlah Tulangan = mm2 10 17Luas Tulangan Pakai (As) = 4908.7385212341 8344.8554860979
Ф sengkang
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
Dari Grafik Mn-Pn Didapat :
d5 d
4d3 d
2 d1
Rasio Tul Pakai = 1.23% 2.09%
Kontrol Momen Joint Kolom-Balokε'c = 0.003 0.003z1 = -1 -1εy = 0.00175 0.00175εs1 = -0.00175 -0.00175C = cm 465.78947368421 46.578947368421Es = kg/cm² 200000 200000fs1 = kg/cm² 350 350β1 = 0.85 0.85a = cm 395.92105263158 39.592105263158Cc = kg 6730657.8947368 686527.10526316As1 = cm² 981.74770424681 29.452431127404As2 = cm² 981.74770424681 9.8174770424681As3 = cm² 981.74770424681 9.8174770424681As4 = cm² 981.74770424681 9.8174770424681As5 = cm² 981.74770424681 9.8174770424681Fs1 = kg 343.61169648638 103.08350894592Fs2 = kg 343.61169648638 34.361169648638Fs3 = kg 343.61169648638 34.361169648638Fs4 = kg 343.61169648638 34.361169648638Fs5 = kg 343.61169648638 34.361169648638Fs1 * ( h/2 - di ) = KgCm 136.70717859455 -3479.0684269246Fs2 * ( h/2 - di ) = KgCm 136.78217859455 -901.98070327676Fs3 * ( h/2 - di ) = KgCm 136.85717859455 -644.27193091197Fs4 * ( h/2 - di ) = KgCm 136.93217859455 -386.56315854718Fs5 * ( h/2 - di ) = KgCm 137.00717859455 -128.85438618239Pn = KN 8448.7163771688 6867.676334507Mn = KNm 2044.1444715739 1386.5016763125
= 1372.7995946885 1173.5507760656
Ket :Me = Momen Kapasitas Kolom yang Merangka Pada Joint Balok-KolomMg = Momen KapasitasBalok Pada Joint Balok-Kolom
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
)Mg -(Mg . . 5
6 Me
)Mg-(Mg . . 5
6
PENULANGAN GESER KOLOM LANTAI 1
H = m 4 4Mnk bawah = 678.1992043122 465.779081184Mnk atas = 338.2536 263.7433Gaya Geser (Ve) = 339.1317 198.4563Vu = kN 254.11320122962 182.38059392629Vu pakai = kN 339.1317 198.4563Dipakai Tul Sengkang :
= mm 10 10Luas Diameter Tul = mm2 78.539816339745 78.539816339745DAERAH SENDI PLASTISPanjang daerah Plastis (lo) = mm 1000 1000Pakai Lo = mm 1000 1000
Kontrol ≥ mm (h balok) 800 800
≥ mm (1/6 H) 666.66666666667 666.66666666667≥ mm 500 500
OK OKVs = mm2 452.1756 264.6084Pakai Sengkang = kaki 2 2Av = mm2 157.07963267949 157.07963267949jarak Sengkang (S) = mm 89.851480249155 153.54254435063
Kontrol ≤ 125 125
≤ 150 150
≤ 155.55555555556 155.55555555556
S pakai = mm 75 120OK OK
Mk(atas)
Mkbawah
Sengkang ø10
mm (1/4 *b kolom)
mm (6* D pokok)
mm ( S harus 100<S>150 mm)
DAERAH LUAR SENDI PLASTISPanjang daerah (L) = mm 2000 2000Vc = mm 467.04148625143 428.43023206921Pakai Sengkang 2 kakiAv = mm2 157.07963267949 157.07963267949jarak Sengkang (S) = mm 86.991516146979 94.831419333607S pakai = mm 80 75
Kontrol ≤ mm (d/2) 369.5 369.5≤ mm 300 300
OK OK
500 Es 200000800
2510
737.5662.5587.5512.5437.5362.5
DESAIN PENULANGAN KOLOM LANTAI3 4 5 6
25 25 25 25350 350 350 350500 500 500 500800 800 800 800739 739 739 739
400000 400000 400000 400000
1517.774405869 890.1099334715 325.1002461249 182.1717523.7633936231 406.6072529639 198.0177033748 174.5199283.6474296202 206.464527161 102.3568158927 117.8181
805.7898 625.5496 304.6426 268.4922436.3807 317.6377 157.4720 181.2586
2335.0375 1369.3999 500.1542 280.26420.65 0.65 0.65 0.65
1000 1000 1000 1000
2.00% 2.00% 2.00% 2.00%8000 8000 8000 8000
25 25 25 25490.87385212341 490.87385212341 490.87385212341 490.87385212341
16.29746617261 16.29746617261 16.29746617261 16.2974661726117 17 17 17
8344.8554860979 8344.8554860979 8344.8554860979 8344.8554860979
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
TIDAK OK Gunakan Pn=1000
TIDAK OK Gunakan Pn=1000
Mn-Pn Didapat :
2.09% 2.09% 2.09% 2.09%
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
46.578947368421 46.578947368421 46.578947368421 46.578947368421200000 200000 200000 200000
350 350 350 3500.85 0.85 0.85 0.85
39.592105263158 39.592105263158 39.592105263158 39.592105263158686527.10526316 686527.10526316 686527.10526316 686527.1052631629.452431127404 29.452431127404 29.452431127404 29.4524311274049.8174770424681 9.8174770424681 9.8174770424681 9.81747704246819.8174770424681 9.8174770424681 9.8174770424681 9.81747704246819.8174770424681 9.8174770424681 9.8174770424681 9.81747704246819.8174770424681 9.8174770424681 9.8174770424681 9.8174770424681103.08350894592 103.08350894592 103.08350894592 103.0835089459234.361169648638 34.361169648638 34.361169648638 34.36116964863834.361169648638 34.361169648638 34.361169648638 34.36116964863834.361169648638 34.361169648638 34.361169648638 34.36116964863834.361169648638 34.361169648638 34.361169648638 34.361169648638
-3479.0684269246 -3479.0684269246 -3479.0684269246 -3479.0684269246-901.98070327676 -901.98070327676 -901.98070327676 -901.98070327676-644.27193091197 -644.27193091197 -644.27193091197 -644.27193091197-386.56315854718 -386.56315854718 -386.56315854718 -386.56315854718-128.85438618239 -128.85438618239 -128.85438618239 -128.85438618239
6867.676334507 6867.676334507 6867.676334507 6867.6763345071386.5016763125 1386.5016763125 1386.5016763125 1386.5016763125
1173.5507760656 1173.5507760656 1173.5507760656 572.9078991073
Momen Kapasitas Kolom yang Merangka Pada Joint Balok-KolomMomen KapasitasBalok Pada Joint Balok-Kolom
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
4 4 4 4419.0107148985 325.2858023711 158.4141626998 61.07569
226.9179 165.1716 81.8855 90.9911124.29064 102.7803738 74.906018085473 31.29709184718
161.48216464867 122.61435602497 60.074903853507 38.0166975161.4821646487 122.614356025 74.90601808547 38.0166975
10 10 10 1078.539816339745 78.539816339745 78.539816339745 78.539816339745
1000 1000 1000 10001000 1000 1000 1000
800 800 800 650
666.66666666667 666.66666666667 666.66666666667 666.66666666667500 500 500 500
OK OK OK OK215.30955286489 163.4858080333 99.874690780631 50.68893
2 2 2 2157.07963267949 157.07963267949 157.07963267949 157.07963267949188.69876627371 248.51482511726 406.79622309709 801.52899247528
125 125 125 125
150 150 150 150
155.55555555556 155.55555555556 155.55555555556 155.55555555556
120 120 120 120OK OK OK OK
2000 2000 2000 2000391.37167306082 356.85946732407 325.79234240226 317.93339927827
157.07963267949 157.07963267949 157.07963267949 157.07963267949103.81090351993 113.85055102281 124.70718830581 127.78980467223
100 100 100 100369.5 369.5 369.5 369.5
300 300 300 300OK OK OK OK
bchcФ pokok
d1d2d3d4d5d6
DESAIN PENULANGAN KOLOM LANTAI1 2
f'c = MPa 25 25fy = MPa 350 350bc = mm 500 500hc = mm 800 800Tinggi eff (d) = mm 739 739Luas Penampang (Ag) = mm2 400000 400000
Pu = kN 2893.961536156 2191.748740203Mux = kNm 678.1992043122 582.2238514799Muy = kNm 338.2536006063 329.6791181515PakaiMnx = kNm 1043.3834 895.7290Mny = kNm 520.3902 507.1986Pn = kN 4452.2485 3371.9211Kontrol Faktor Reduksi = 0.65 0.65
Pn > 0,1*Ag*f'cPn > 1000 1000
Rasio Tulangan (ρ) = mm2 1.00% 2.00%Luas Tulangan (As) = mm 4000 8000Dipakai Tul Pokok (D) = mm2 25 25Luas Diameter Tul = 490.87385212341 490.87385212341Jumlah Tulangan (n) = 8.148733086305 16.29746617261Dipakai Jumlah Tulangan = mm2 10 17Luas Tulangan Pakai (As) = 4908.7385212341 8344.8554860979
Ф sengkang
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
Dari Grafik Mn-Pn Didapat :
d5 d
4d3 d
2 d1
Rasio Tul Pakai = 1.23% 2.09%
Kontrol Momen Joint Kolom-Balokε'c = 0.003 0.003z1 = -1 -1εy = 0.00175 0.00175εs1 = -0.00175 -0.00175C = cm 465.78947368421 46.578947368421Es = kg/cm² 200000 200000fs1 = kg/cm² 350 350β1 = 0.85 0.85a = cm 395.92105263158 39.592105263158Cc = kg 6730657.8947368 686527.10526316As1 = cm² 981.74770424681 29.452431127404As2 = cm² 981.74770424681 9.8174770424681As3 = cm² 981.74770424681 9.8174770424681As4 = cm² 981.74770424681 9.8174770424681As5 = cm² 981.74770424681 9.8174770424681Fs1 = kg 343.61169648638 103.08350894592Fs2 = kg 343.61169648638 34.361169648638Fs3 = kg 343.61169648638 34.361169648638Fs4 = kg 343.61169648638 34.361169648638Fs5 = kg 343.61169648638 34.361169648638Fs1 * ( h/2 - di ) = KgCm 136.70717859455 -3479.0684269246Fs2 * ( h/2 - di ) = KgCm 136.78217859455 -901.98070327676Fs3 * ( h/2 - di ) = KgCm 136.85717859455 -644.27193091197Fs4 * ( h/2 - di ) = KgCm 136.93217859455 -386.56315854718Fs5 * ( h/2 - di ) = KgCm 137.00717859455 -128.85438618239Pn = KN 8448.7163771688 6867.676334507Mn = KNm 2044.1444715739 1386.5016763125
= 1372.7995946885 1173.5507760656
Ket :Me = Momen Kapasitas Kolom yang Merangka Pada Joint Balok-KolomMg = Momen KapasitasBalok Pada Joint Balok-Kolom
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
)Mg -(Mg . . 5
6 Me
)Mg-(Mg . . 5
6
PENULANGAN GESER KOLOM LANTAI 1
H = m 4 4Mnk bawah = 678.1992043122 465.779081184Mnk atas = 338.2536 263.7433Gaya Geser (Ve) = 339.1317 198.4563Vu = kN 254.11320122962 182.38059392629Vu pakai = kN 339.1317 198.4563Dipakai Tul Sengkang :
= mm 10 10Luas Diameter Tul = mm2 78.539816339745 78.539816339745DAERAH SENDI PLASTISPanjang daerah Plastis (lo) = mm 1000 1000Pakai Lo = mm 1000 1000
Kontrol ≥ mm (h balok) 800 800
≥ mm (1/6 H) 666.66666666667 666.66666666667≥ mm 500 500
OK OKVs = mm2 452.1756 264.6084Pakai Sengkang = kaki 2 2Av = mm2 157.07963267949 157.07963267949jarak Sengkang (S) = mm 89.851480249155 153.54254435063
Kontrol ≤ 125 125
≤ 150 150
≤ 155.55555555556 155.55555555556
S pakai = mm 75 120OK OK
Mk(atas)
Mkbawah
Sengkang ø10
mm (1/4 *b kolom)
mm (6* D pokok)
mm ( S harus 100<S>150 mm)
DAERAH LUAR SENDI PLASTISPanjang daerah (L) = mm 2000 2000Vc = mm 467.04148625143 428.43023206921Pakai Sengkang 2 kakiAv = mm2 157.07963267949 157.07963267949jarak Sengkang (S) = mm 86.991516146979 94.831419333607S pakai = mm 80 75
Kontrol ≤ mm (d/2) 369.5 369.5≤ mm 300 300
OK OK
500 Es 200000800
2510
737.5662.5587.5512.5437.5362.5
DESAIN PENULANGAN KOLOM LANTAI3 4 5 6
25 25 25 25350 350 350 350500 500 500 500800 800 800 800739 739 739 739
400000 400000 400000 400000
1517.774405869 890.1099334715 325.1002461249 182.1717523.7633936231 406.6072529639 198.0177033748 174.5199283.6474296202 206.464527161 102.3568158927 117.8181
805.7898 625.5496 304.6426 268.4922436.3807 317.6377 157.4720 181.2586
2335.0375 1369.3999 500.1542 280.26420.65 0.65 0.65 0.65
1000 1000 1000 1000
2.00% 2.00% 2.00% 2.00%8000 8000 8000 8000
25 25 25 25490.87385212341 490.87385212341 490.87385212341 490.87385212341
16.29746617261 16.29746617261 16.29746617261 16.2974661726117 17 17 17
8344.8554860979 8344.8554860979 8344.8554860979 8344.8554860979
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
TIDAK OK Gunakan Pn=1000
TIDAK OK Gunakan Pn=1000
Mn-Pn Didapat :
2.09% 2.09% 2.09% 2.09%
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
46.578947368421 46.578947368421 46.578947368421 46.578947368421200000 200000 200000 200000
350 350 350 3500.85 0.85 0.85 0.85
39.592105263158 39.592105263158 39.592105263158 39.592105263158686527.10526316 686527.10526316 686527.10526316 686527.1052631629.452431127404 29.452431127404 29.452431127404 29.4524311274049.8174770424681 9.8174770424681 9.8174770424681 9.81747704246819.8174770424681 9.8174770424681 9.8174770424681 9.81747704246819.8174770424681 9.8174770424681 9.8174770424681 9.81747704246819.8174770424681 9.8174770424681 9.8174770424681 9.8174770424681103.08350894592 103.08350894592 103.08350894592 103.0835089459234.361169648638 34.361169648638 34.361169648638 34.36116964863834.361169648638 34.361169648638 34.361169648638 34.36116964863834.361169648638 34.361169648638 34.361169648638 34.36116964863834.361169648638 34.361169648638 34.361169648638 34.361169648638
-3479.0684269246 -3479.0684269246 -3479.0684269246 -3479.0684269246-901.98070327676 -901.98070327676 -901.98070327676 -901.98070327676-644.27193091197 -644.27193091197 -644.27193091197 -644.27193091197-386.56315854718 -386.56315854718 -386.56315854718 -386.56315854718-128.85438618239 -128.85438618239 -128.85438618239 -128.85438618239
6867.676334507 6867.676334507 6867.676334507 6867.6763345071386.5016763125 1386.5016763125 1386.5016763125 1386.5016763125
1173.5507760656 1173.5507760656 1173.5507760656 572.9078991073
Momen Kapasitas Kolom yang Merangka Pada Joint Balok-KolomMomen KapasitasBalok Pada Joint Balok-Kolom
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
OK --> Strong Column Weak Beam
4 4 4 4419.0107148985 325.2858023711 158.4141626998 61.07569
226.9179 165.1716 81.8855 90.9911124.29064 102.7803738 74.906018085473 31.29709184718
161.48216464867 122.61435602497 60.074903853507 38.0166975161.4821646487 122.614356025 74.90601808547 38.0166975
10 10 10 1078.539816339745 78.539816339745 78.539816339745 78.539816339745
1000 1000 1000 10001000 1000 1000 1000
800 800 800 650
666.66666666667 666.66666666667 666.66666666667 666.66666666667500 500 500 500
OK OK OK OK215.30955286489 163.4858080333 99.874690780631 50.68893
2 2 2 2157.07963267949 157.07963267949 157.07963267949 157.07963267949188.69876627371 248.51482511726 406.79622309709 801.52899247528
125 125 125 125
150 150 150 150
155.55555555556 155.55555555556 155.55555555556 155.55555555556
120 120 120 120OK OK OK OK
2000 2000 2000 2000391.37167306082 356.85946732407 325.79234240226 317.93339927827
157.07963267949 157.07963267949 157.07963267949 157.07963267949103.81090351993 113.85055102281 124.70718830581 127.78980467223
100 100 100 100369.5 369.5 369.5 369.5
300 300 300 300OK OK OK OK
PONDASI MENERUS
F'c 25 MpaFy Deform 350 MpaFy Polos 240 MpaB kolom 0.5 mH kolom 0.8 mVu 1722.104 Kn
Mu Max 2074.241 KnmQ1 (Pu ) 2895.7543426 Kn/m2Q2 2324.3259871 Kn/m2Q3 2325.6672618 Kn/m2Q4 2847.1264778 Kn/m2Z Tanah 3.5 mQc 230 Kg/cm2q ULT 66.4 Kg/cm2Qall (net) 2213.33333333 Kn/m2Q netto tanah 2149.33333333 Kn/m2L2 4.5 mL2 dipakai 0.25 mQ loads 10392.874 Kn/m2Bj Tanah 16 Kn/m3A Telapak Perlu 4.69557563376 m2
Resultante Foundation (X) 3.76148920535 mL 16.0459568214 mL pakai 17L1=a 1.500 ma pakai 1.5 mB 0.8 m 0.28H sloof 1 m
Vc = 0.83333333333 b.d 0.1333333333 KN
Ambil bidang geser terbesarVu/Φ 2296.138 KNVu/Φ Terletak sejauh d dari mukakolomVu/Φ Kritis = 8.25 - d)*1/2L 2296.138Vu/Φ Kritis = 8.250 - d) 270.13388Vu/Φ Kritis = 2228.6045 - d 270.13388
Vc+Vs >= Vu/Φ Kritis 1.66666666666667 b.d = 2228.6045294 - 270.13388
b 800 mm1333.33333333333 d = 2228.6045294 - 270.133881603.46721568627 d = 2228.6045294
d = 1.3898659777 meterd = 1 meter
Vc=1/6*b*d (fc^0,5) 666666.666667 N666.666666667 KN
Vu/Φ Kritis 1958.471 KNVs=Vu/Φ Kritis -Vc 1291.80398039 KNVsmin 266666.666667 N
266.666666667 KNvs>>Vmin Aman
Tulangan GeserDigunakan tulangan D 13 mmAv 265.464579228 mm2
Daerah 1 (Muka tumpuan sampai Vsmin)S 71.9246914704 mmDigunakan tulangan D-13 70Syarat
okes≤300mm oke
Daerah 2 (dari VS Min sampai Vv=0)s 348.422260237 mmDigunakan tulangan D-13 300 mmSyarats≤d/2 okes≤300mm oke
Lokasi Vsmin(Vc+Vsmin/Vu/Φ Kritis )=x/0,5L
X 4.051 Meter
Perencanaan Tulangan Lentur SloofMumaks 2074.241 KNmMu/Φ 2592.801 KNmb sloof 800 mmh sloof 1000 mmRn 3.2410015625 Mpam 16.4705882353p 0.00873016299p min 0.004
s≤d/2
p pakai 0.00873016299As 6984.1303916 mm2Digunakan tulangan D 25 mmAs 490.873852123 mm2Jumlah tulangan dalam 1 meter 14.2279536003 batang
15 batang
Daerah OversteakMu Tumpuan 687.763725179 KnmRn 1.07463082059 Mpa
p 0.00274880222p min 0.004p pakai 0.004As 3200 mm2Digunakan tulangan D 25 mmAs 490.874 mm2Jumlah tulangan dalam 1 meter 6.51898646904 batang
7 batang
Perencanaan Tulangan daerah OverstakeVu/Φ 2296.138 KNd sloof 1000 mmdaerah Vu/Φ krirtis 1200 mmVu/Φ krirtis Overstake 378.86277 KN>>Vs Min 266.666666667 KNDiGunakan Vs 378.86277 KNDigunakan Tulangan D 13 mmLuas 1 Tulangan 132.732289614 mm2S 122.620391982 mmDigunakan D13-120
Perencanaan Pelat PondasiQu sloof 611.345533493 Kn/mUkuran Pelatb Pelat 0.28443495665 m 1.5 mh Pelat 0.3 md plat 0.2 m
Qu Pelat 407.563688995 KN/m2
Lp 0.35 meterx 0.15 MeterVu Plat 61.1345533493 KnVu/Φ 81.512737799 Kn Aman
Ukuran PelatB 1.5 MeterH 0.3 Meter
Perencanaan Tulangan Lentur PelatMu 24.963275951 KnMMU/0,8 31.2040949387 KnmRn 0.78010237347m 16.4705882353p 0.01645137569p min 0.004
Tulangan PokokAs 1200 mm2Digunakan Tulangan D 22 380.132711084 mm2S 316.777259237 mmTulangan D22-330
Tulangan SusutAs 900 mm2Digunakan Tulangan D13 132.732289614 mm2S 147.480321794 mm
Tulangan D13-150
d
d
Data LantaiTinggi Lantai 4 m 400 cmLebar Tangga 2.25 m 225 cmLebar Ruang 4.5 m 450 cmSyarat bordes 120 - 200 cmL bordes 150 cm 1.5 mh bordes 2 mTebal Bordes 15 cm 0.15 mUptrede (t) 17 cm 0.17 mAntrede (L) 30 cm 0.3 mTebal Plat 15 cm 0.15 m
150 mm
KetentuanMutu Bahan Beton (fc') 25 MPa
Baja - Tulangan (fy) 350 MPa
Diameter TulanganPokok
13
mm
1619222527
Sengkang 10 mmSelimut Beton Pb 20 mm
Ketentuan Lain
ρb 0.032593985ρ min 0.004ρ maks 0.0244454887β1 0.85φ 0.8Єc 23500Єc'u 0.003Єs 200000Єy 0.00175
Luas Tulangan
Ad13 132.73228961
mm2
Ad16 201.06192983
Ad19 283.52873699
Ad22 380.13271108
Ad25 490.87385212
Ad27 572.55526112
φo 1.25
syarat 2t + L 60 - 65 cm64 cm
OKEjumlah anak tangga (hlantai/t)+1 24.52941 buah
25 buahL ideal 375 cm
3.75 mcos alpha 0.882353
Pembebanan TanggaPada Tangga
Bebab MatiBerat Sendiri Pelat Tangga (15 cm) 4.00248 kN/mBeban anak tanggaBerat 1 anak tangga 0.600372 kN/mdalam 1 m 3.333333 buah anak tanggaberat per 1 m 2.00124 kN/mBerat komponen lainspesi 0.465975 kN/mkeramik 0.171675 kN/mpasir 0.772538 kN/mtotal berat komponen lain 1.410188 kN/mqd total 7.413908 kN/m
Beban Hidupql tangga 3 kN/m
Pada BordesBeban Mati
Berat Sendiri Pelat Tangga (15 cm) 3.5316 kN/mBerat komponen lainspesi 0.55917 kN/mkeramik 0.772538 kN/mpasir 0.465975 kN/mtotal berat komponen lain 1.797682 kN/mqd total 5.329283 kN/m
Beban Hidupql tangga 3 kN/m
Kombinasi BebanPada Tanggaqu 13.69669 kN/mPada Bordes
h/2
h/2
L bordes L ideal
t = uptrede = 16 - 20 cm
L = antrede = 25 - 30 cm
Tebal pelat, min 15 cm
qu 11.19514 kN/m
Analisis StrukturR1 35.41776 kNR2 32.73753 kNtotal R 68.15529 kN
kontrolzigma P 68.15529 kN
OKE
Menghitung Momen Rencana Tanggax 2.585863 mM maks 45.79274 kNm
Penulangan TanggaTulangan Pokok Tanggatulangan 13d 123.5 mm
[c] 57240927[b] -2624375 a[a] 10625 a2a 24.1779 mmCc = TsAs 1467.944 mm2Asd 132.7323 mm2jarak antar tulangan 90.42054 mms < 2h 300 mmdi pakai jarak 75 mmdi pakai D13 - 75L tulangan pokok 1769.764 mm2
OKE
Tulangan Susut Tanggatulangan 10Asd 78.53982 mm2Asst 300 mm2jarak antar tulangan 261.7994 mms < 5h 750 mms <450 < 450 mmpakai jarak 250 mm
2...'.85,0
adbacf
Mu
L tulangan susut 314.1593 mm2OKE
Perencanaan Balok Bordesb 250 mmh 400 mmberat sendiri balok bordes 2.3544 kN/mtinggi dinding di atas balok bordes 2 mbeban dinding di atas balok bordes 5.0031 kN/mqu bordes total 18.55264 kN/mMu 23.12172 kNmselimut beton 40 cm
Data pondasipu 35.41776 kNteg tanah 230 kN/m2h pondasi 200 mm
Tulangan Pokok Pondasi Tangga L 0.06844 mdi pakai L=B 1 m
1000 mmq 15.74123 kN/m2Mu = Ma 7.870614 kNmd 56.66842 mm[c] 9838267[b] -1204204 a[a] 10625 a2a 8.863 mmCc = TsAs 538.1107 mm2tulangan P10 10Ad 78.53982 mm2jarak antar tulangan 145.9548 mms < 2h 400 mmpakai jarak 125 mmjadi pakai P10 - 125
L tulangan pokok 628.3185 mm2OKE
Tulangan Susut Pondasi Tanggatulangan 10Ad 78.53982 mm2Asst 400 mmjarak antar tulangan 196.3495 mms < 5 h 1000 mms < 450 450 mmpakai jarak 175 mmpakai p10 - 175L tulangan pokok 448.799 mm2
OKE
BALOK BORDESBentang L
1.5 m1500 mm
φ 0.8
ρ pakai 0.5 x ρmaks 0.0122227444
m fy/(0.85 x f'c) 16.470588235
Rn ρ x fy x (1-(0.5 x ρ x m)) 3.847350026 MPa
Perhitungan Dimensi BalokMu+ 15.79 KNm
h/2
h/2
L bordes L ideal
t = uptrede = 16 - 20 cm
L = antrede = 25 - 30 cm
Tebal pelat, min 15 cm
Mu- 23.12 KNm
Mn Mu/φ 28.902148594 KNm
bd2 Mn/Rn 7512222.2825 mm3d perlu (Mn/Rn)/b 173.34615407 mmd 180 mm
ᴓ tul 13 mm
ds Pb + ᴓsengkang + 0.5 ᴓtul 56.5 mm
ds pakai 60 mm
b 250 mm
h 400 mmh eff h - ds 343.5 mmAg b x h 100000 mm2
Mn C d- a/228902148.59375 1824843.75 2656.25
C1 1
C2 -687C3 10880.8088823529
a (+) 670.778843064514 mm
a (-) 16.2211569354856 mm
a pakai 16.2211569354856 mm
c 19.083714042 mm
C 0.85 x f'c x a x b 86174.89622 Nmm
T C = T 86174.89622 Nmm
As (tarik) T/fy 246.2139892 mm2Asd 132.73228961 mm2
n As (tarik)/Asd 1.85496679 batang
n pakai 3 batang
As pakai 398.19686884 mm2OKE
Cek Rasio Tulangan
ρ As pakai/(b x h eff) 0.0046369359OKE
Jumlah tulangan baris 3 n3 0 batangbaris 2 n2 0 batangbaris 1 n1 3 batang
(JBT) min 25 mm(JBD) min 25 mmx1 ((n2+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3) 38 mm
ds pakai x1 + (d/2)+ ᴓsengkang + Pb94.5 mm 95 mm
JBD (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 55.5 mm
OKEPeriksa Kapasitas Penampang
a/β1
0.25 x π x ᴓtul
Keseimbangan Gaya Dalam C = Ta (As pakai x fy)/(0.85 x f'c x b) 26.234146653 mmc 30.863701945 mmd h -ds pakai 305 mm
Periksa Regangan Baja Tarik
εs ((d-c)/c) x εc 0.026646476Baja Tarik Telah Leleh f's = fy
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)40679403.614 Nmm40.679403614 KNm
OKEPerencanaan Tulangan Rangkap TIDAK DIPERLUKAN
Perhitungan Tulangan Desak Dipakai tulangan desak 3 D 13
Periksa Kapasitas PenampangLuas Tulangan (As') 398.19686884 mm2
d' Pb + ᴓsengkang + 0.5 ᴓtul56.5 mm60 mm
h efektif desak h - d' 343.5 mmKeseimbangan Gaya Dalam
a (As'x fy)/(0.85 x f'c x b) 26.234146653 mmc 30.863701945 mm
Periksa Regangan Baja Desak
εs ((h-c)/c) x εc 0.0303887361Baja Tarik Telah Leleh f's = fy
Mn (As' x fy) x (d' - a/2)46045106.422 Nmm46.045106422 KNm
OKE
SUSUT BALOK BORDESb 250 mmh 400 mmDipakai Tulangan 8 mmAd 50.265482457 mm2fy 350 MpaAs st 180 mm2n 3.5809862196 buahDi pakai 4 buah
a/β1
n x 0.25 x π x (ᴓtulangan)^2
a/β1
Momen Kapasitas Balok BordesMomen Tumpuan (m-)
Desak 3 D 13Tarik 3 D 13
As' (desak) 398.19686884 mm2As (tarik) 398.19686884 mm2
Mn 40.679403614 KNmd' (desak) 60 mm
(π x ᴓtul^2)/4(π x ᴓtul^2)/4
h/2
h/2
L bordes L ideal
t = uptrede = 16 - 20 cm
L = antrede = 25 - 30 cm
Tebal pelat, min 15 cm
ds (tarik) 95 mmCc 0.85 x f'c x b x a 5312.5 aCs As' x fy 139368.90409 NTs 174211.13012 Na (Ts-Cs)/(0.85 x f'c x b) 6.5585366633 mmc 7.7159254862 mm
ε's 0.0203283746Baja Desak Telah Leleh (f's =fy)
f's ε's x Es 4065.6749167 MpaCc 0.85 x f'c x b x a 34842.226024 NCs As' x fy 139368.90409 N
M1 Cc (d-(a/2)) 10512621.929 NmmM2 Cs (d-d') 34145381.503 Nmm
Mkap -44658003.4320757 Nmm44.6580034320757 KNm
Rasio 1.09780378924186 Design BerhasilDesak 3 D 13Tarik 3 D 13
As' (desak) 398.19686884 mm2As (tarik) 398.19686884 mm2
Mn 40.679403614 KNmd' (desak) 60 mmds (tarik) 95 mm
Syarat 50% x Mkap (-) 22.32900172 KNmCc 0.85 x f'c x b x a 5312.5 a
Cs As' x a x εc x Es 238918.12131 aAs' x β1 x ds x x εc x Es 19292638.295 /a
Ts 174211.13012 NmmTs = Cc + Cs
Cc + Cs -Ts = 0ax2 +bx + c (x =a ) x -->
ax2 5312.5bx 64706.9911869073 (-) -66.6594052c 19292638.2954194 (+) 54.47926566
x = a a/β1 64.093253722 mmCc 0.85 x f'c x b x a 289421.09884 NCs 15258.274974 N
M1 Cc (d-(a/2)) 80389710.679 NmmM2 Cs (d-d') 3738277.3686 Nmm
Mkap +84127988.0480901 Nmm84.1279880480901 KNm
Rasio 2.06807328950475 Design Berhasil
φo x As x fy
a/β1((c-d')/c) x εc
(π x ᴓtul^2)/4(π x ᴓtul^2)/4
As' x ((a-(β1xds))/a) x εcu x Es
φo x As x fy
(b (±) ((b2 -4ac)^0.5))/2.a
As' x ((a-(β1xds))/a) x εcu x Es
Cek Mkap (+) > 50% Mkap (-) OKE
TULANGAN GESER Bordes SFD B3 (Pakai)
Lantai GF
Lantai GF VG,ki 21.457Gy geser kiri (VGki) 21.457 kN VG,ka 23.66Gy geser kanan (VGka) 23.66 kNL balok 1500 mmb Kolom 500 mmb Balok 250 mm BALOK BORDESh balok 400 mmL netto 1000 mm
d Balok 305 mmf'c 25 MPafy 350 MPaФ 0.8Mkap- 44.65800343 kNmMkap+ 84.12798805 kNmVe 128.78599148 kN 21.457Vu,ki 107.32899148 kNVu,ka 152.44599148 kNVu, pakai 152.44599148 kN 128.786
10 mmVE
78.53981634 mm2Daerah Sendi Plastis
Vs, maks 254.16666667 kN
Vs190.55748935 kN
OKE
Kaki Sengkang 2 buah
s87.99575837 mm
75 mms < d/4 OK -107.329s < 24 ds OK
s < 8 Diameter TulPokok OK Vu 123.119941480166s < 300 OK
Dipakai sengkang P10-75
Panjang Sendi Plastis610 mm650 mm
Daerah Luar Sendi PlastisVu 123.11994148 kNVc 63.541666667 kNVs 90.358260184 kNKaki sengkang 2 buah
s185.57518432 mm
150 mms < d/2 OKs > 25 OK
Dipakai sengkang P10-150
Ø Sengkang
As, Ø
BALOK BORDES23.66
128.786
VE
152.446
123.119941480166
tinggi lantai 400 cm 4 mlebar bordes 150 cm 1.5 mtebal plat tangga 15 cm 0.15 muptrede 17 cm 0.17 mantrede 30 cm 0.3 mselimut beton 20 mm 0.2sebagai patokan 64 syarat 60 - 65 cm
jumlah anak tangga 24.5294117647059 24 buahanak tangga 1 6 buahanak tangga 2 6 buahanak tangga 3 6 buahanak tangga 4 6 buahjumlah anak tangga 24 buah oke
L ideal 1 1.8 mL ideal 2 1.8 mL ideal 3 1.8 mL ideal 4 1.8 m
0.87002218584861cos α2 0.86395790499043cos α3 0.86395790499043cos α4 0.87002218584861
b 1000 mm
Pembebanan Pada Tangga
Pada TanggaBeban Mati
berat sendiri pelat tangga 1 0.4137825515896 t/mberat sendiri pelat tangga 2 0.41668696810406 t/m
Beban Anak Tanggaberat 1 anak tangga 0.0612 t/mdalam 1m 3.33333333333333 anak tanggaBerat per1m 0.204 t/m
Berat Komponen Lain
Berat tot komp lain 0.1415 t/m
Qd total type 1 0.7592825515896 t/m7.44856183109398 kn/m
Qd total type2 0.76218696810406 t/m
cos α1
7.47705415710084 kN/mBeban Hidup
pada tangga (QL) 0.3 t/mPada BordesBeban Mati
Berat sendiri pelat bordes 0.36 t/m2Berat Komp lain
total 0.1415 t/m
Qd total 0.5015 t/mKombinasi Beban
pada tangga type 1 (Qu) 1.39113906190752 t/m13.6470741973128 kN/m
pada tangga type 2 (Qu) 1.39462436172487 t/m13.681264988521 kN/m
Pada Bordes (Qu) 1.0818 t/m10.612458 kN/m
Analisis StrukturType 1
Reaksi R1 22.3764072148517 kNReaksi R2 19.723853060499 kN
Type 2reaksi R1 22.4234040114943 kNreaksi R2 19.7406376307285 kN
momen maximumtype 1
x 1.6396486815656 mMu 18.3447232940033 kNm
type 2x 1.63898616321723 mMu 18.3609655343815 kNm
Perencanaan Tulangan Tangga type 1 dan 4Mu 18.3447232940033 KNmf`c pelat 25 Mpa
diameter tulangan 13 mmFy 350 Mpad 123.5 mmø 0.8Mu/ø 22.9309041175041 KNm0.85.f`c.b.a 21250 aMu/ø 0.85.f`c.b.a - (d-a/2)
22930904.1175041 21250 a - 10625
1 a2 -2 a 2158.203a #NUM! mma #NUM! mm
Cc = TsAs #NUM! mm2
A1d 132.732289614169 mm2s #NUM! mms 90 mm
syarat < 300 mmsyarat oke
dipakaiD 13 - 90
As pakai 1474.80321793521 mm2 #NUM!Tulangan Susut Tangga
P 10 mmA1d 78.5398163397448 mm2fy 240 MPaAsst 300 mm2s 261.799387799149 mms pakai 200 mms < 750s < 450s oke
dipakaiP 10 - 200Asst pakai 392.699081698724 cm2 oke
Perencanaan Balok Bordesestimasi ukuran balok bordes
b 25 cmh 50 cmqd bordes 1.0818 t/mP 0.15 tonqd total 2.1417 t/mqL 0.3 t/mQu 3.05004 t/mMu- 3.656295 t/mMu+ 1.8281475 t/m
Desain Balok Bordesf`c 25 Mpa
255 kg/cm2Es 2100000 kg/cm2fy 3570 kg/cm2
0.003εs 0.0017m 16.4705882352941
0.03294072948328
ε cu
ρb
Rb 85.6967094839294 kg/cm2Rm 29.9938483193753 kg/cm2Mu- 3.656295 t/mMu+ 1.8281475 t/mφ 0.8Mn 4.57036875 t/mbh2 15237.6870794791b coba2 25 cmh 24.6882053454512 cmht pakai 40 cm
Desain Momen Negatif (Tumpuan)tulangan pokok 13 mm
1.3 cmtul sengkang 10 mm
1 cmselimut beton 4 cmh 34.35 cmMn 457036.875 kgcm
Mn cc h -457036.875 5418.75 a 40 -457036.875 216750 a - 2709.375
1 a2 -80 168.6871972318a 77.8326948916961 cma 2.16730510830393 cma pakai 2.16730510830393 cmCc 11744.0845556219 kgTs = Cc 11744.0845556219As 3.28965953938989 cm2A1d 1.32732289614169 cm2n tulangan 2.47841693151862 tulangan
3 Tulangann tul max 1 baris 3.60526315789474 tulangann tul baris 1 3 tulangann tul baris 2 0 tulangan
Kontrol MomenAs 3.98196868842506 cm2
Ts Cc14215.6282176775 5418.75 a
a 2.62341466531534 cmCc 14215.6282176775Mn 469660.085505758 KgcmMu 375728.068404607 Kgcmsyarat oke
Desain Momen Positif (Lapangan)h efektif 34.35 cmφ 0.8Mu+ 182814.75 kgcm
Mn 228518.4375 kgcmMn Cc . h -
228518.4375 5418.75 a 34.35 -228518.4375 186134.0625 a - 2709.375
1 a2 -68.7 a 84.3436a 67.4495302290544 cma 1.25046977094564 cma pakai 1.25046977094564 cmCc 6775.9830713117 KgTs 6775.9830713117 KgAs 1.89803447375678 cm2A1d 1.32732289614169 cm3n tulangan 1.42997192263771 tulangan
2 tulangann max dalam 1 baris 3.60526315789474 tulangann dalam baris 1 2 tulangann dalam baris 2 0 tulangan
Kontrol MomenAs 2.65464579228338 cm2Ts 9477.08547845165cc 5418.75 aa 1.74894311021022 cmCc 9477.08547845165Mn 317250.444508609 kgcmMu+ 253800.355606887 kgcmSyarat oke
Tulangan Susut Balok Bordesdiameter Tulangan 8 mm
0.8 cmA1d 0.50265482457437 cm2Fy 240 Mpa
2448 Kg/cm2Asst 1.4 cm2n tulangan 2.78521150410817 tulangan
3 tulangann max dalam 1 baris 3.60526315789474 tulangann tulangan baris 1 3 tulangann tulangan baris 2 0 tulangan
Rekapitulasi perencanaan Tulangan Anak tangga
Type 1
tulangan pokok jarak MuD 13 90
18.34472Tulangan susutD 10 200
Type 2
tulangan pokok jarak MuD 13 90
18.36097Tulangan susutD 10 200
Rekapitulasi Perencanaan Balok Bordes Tumpuan (M-)
Type Dimensi balok Penulanganb (cm) h (cm) Tulangan (mm)
type 1 25 40 D 13type 2 25 40 D 13type 3 25 35 D 13
Rekapitulasi Perencanaan Balok Bordes Lapangan (M+)
Type Dimensi balok Penulanganb (cm) h (cm) Tulangan (mm)
type 1 25 40 D 13type 2 25 40 D 13type 3 25 35 D 13
1.5 1.75 1.5 1.75 1.55.83333333333333 5.8333333
1.5
6.66667 2
0
5
8type1 type 2
1.02 1.02
1.5 1.8
H total 3.91
type3 type 4
1.02
1.5 1.75
Perencanaan Tulangan Tangga type2 dan 3Mu 18.36096553438 KNmf`c pelat 25 Mpa
diameter tulangan 13 mmFy 350 Mpad 123.5 mmø 0.8Mu/ø 22.95120691798 KNm0.85.f`c.b.a 21250 aMu/ø 0.85.f`c.b.a - (d-a/2)
a2 22.9512069179769 21250 a -
= 0 1 a2 -2 aa 0.001080640688 mma 1.998919359312 mm
Cc = TsAs 121.3629611011 mm2
A1d 132.7322896142 mm2s 0.914343913255 mms 90 mm
syarat < 300 cmsyarat oke
dipakaiD 13 - 90
As pakai 442.4409653806 cm2 okeTulangan Susut Tangga
P 10 mmA1d 78.53981633974 mm2fy 350 MPaAsst 300 mm2s 261.7993877991 mms pakai 200 cms < 750s < 450s oke
dipakaiP 10 - 200
Asst pakai 392.6990816987 cm2 oke
Perencanaan Balok Bordesestimasi ukuran balok bordes
b 25 cmh 50 cmqd bordes 1.0818 t/mP 0.15 tonqd total 1.8816 t/mqL 0.3 t/mQu 2.73792 t/mMu- 3.30516 t/mMu+ 1.65258 t/m
Desain Balok Bordesf`c 25 Mpa
255 kg/cm2Es 2100000 kg/cm2fy 3570 kg/cm2
0.003εs 0.0017m 16.47058823529
0.032940729483
ε cu
ρb
Rb 85.69670948393 kg/cm2Rm 29.99384831938 kg/cm2Mu- 3.30516 t/mMu+ 1.65258 t/mφ 0.8Mn 4.13145 t/mbh2 13774.32450817b coba2 25 cmh 23.47281364317 cmht pakai 40 cm
Desain Momen Negatif (Tumpuan)tulangan pokok 13 mm
1.3 cmtul sengkang 10 mm
1 cmselimut beton 4 cmh 34.35 cmMn 413145 kgcm
a/2 Mn cc ha/2 413145 5418.75 a 40a2 413145 216750 a -
1 a2 -80 152.487a 78.04619301281 cma 1.953806987188 cma pakai 1.953806987188 cmCc 10587.19161182 kgTs = Cc 10587.19161182As 2.965599891267 cm2A1d 1.327322896142 cm2n tulangan 2.234271630428 tulangan
3 Tulangann tul max 1 baris 3.605263157895 tulangann tul baris 1 3 tulangann tul baris 2 0 tulangan
Kontrol MomenAs 3.981968688425 cm2
Ts Cc14215.6282176775 5418.75 a
a 2.623414665315 cmCc 14215.62821768Mn 469660.0855058 KgcmMu 375728.0684046 Kgcmsyarat oke
Desain Momen Positif (Lapangan)h efektif 34.35 cmφ 0.8Mu+ 165258 kgcm
Mn 206572.5 kgcma/2 Mn Cc . ha/2 206572.5 5418.75 a 34.35a2 206572.5 186134.0625 a -
1 a2 -68.7 aa 67.57166313393 cma 1.128336866074 cma pakai 1.128336866074 cmCc 6114.175393036 KgTs 6114.175393036 KgAs 1.712654171719 cm2A1d 1.327322896142 cm3n tulangan 1.290307111176 tulangan
2 tulangann max dalam 1 baris 3.605263157895 tulangann dalam baris 1 2 tulangann dalam baris 2 0 tulangan
Kontrol MomenAs 2.654645792283 cm2Ts 9477.085478452cc 5418.75 aa 1.74894311021 cmCc 9477.085478452Mn 317250.4445086 kgcmMu+ 253800.3556069 kgcmSyarat oke
Tulangan Susut Balok Bordesdiameter Tulangan 8 mm
0.8 cmA1d 0.502654824574 cm2Fy 240 Mpa
2448 Kg/cm2Asst 1.4 cm2n tulangan 2.785211504108 tulangan
3 tulangann max dalam 1 baris 3.605263157895 tulangann tulangan baris 1 3 tulangann tulangan baris 2 0 tulangan
Rekapitulasi perencanaan Tulangan Anak tanggaMu
Knm
Mu
Knm
Rekapitulasi Perencanaan Balok Bordes Tumpuan (M-)Penulangan Kontrol Momen (kgcm)
Tarik Desakrasio tulangan (%) Tulangan susut (mm) jumlah Mu- awal3 2 0.663661 P 8 3 3656303 2 0.663661 P 8 3 3305163 2 0.75847 P 8 3 295402
Rekapitulasi Perencanaan Balok Bordes Lapangan (M+)Penulangan Kontrol Momen (kgcm)
Tarik Desakrasio tulangan (%) Tulangan susut (mm) jumlah Mu+ awal2 2 0.530929 P 8 3 1828152 2 0.530929 P 8 3 1652582 2 0.606776 P 8 3 147701
1.5
2 6.6666667
0
type 2
1.5 1.75
type 4
1.02
1.8
10625 a2
0.00216011359228018 = 0
Perencanaan Balok Bordesestimasi ukuran balok bordes
b 25h 50qd bordes 1.0818P 0.15qd total 1.6215qL 0.3Qu 2.4258Mu- 2.954025Mu+ 1.4770125
Desain Balok Bordesf`c 25
255Es 2100000fy 3570
0.003εs 0.0017m 16.4705882
0.03294073
ε cu
ρb
Rb 85.6967095Rm 29.9938483Mu- 2.954025Mu+ 1.4770125φ 0.8Mn 3.69253125bh2 12310.9619b coba2 25h 22.1909549ht pakai 35
Desain Momen Negatif (Tumpuan)tulangan pokok 13
1.3tul sengkang 10
1selimut beton 4h 29.35Mn 369253.125
- a/2 Mn cc- a/2 369253.125 5418.75
2709.375 a2 369253.125 189656.251 a2
a 67.9956482a 2.00435176a pakai 2.00435176Cc 10861.0811Ts = Cc 10861.0811As 3.04231964A1d 1.3273229n tulangan 2.29207199
3n tul max 1 baris 3.60526316n tul baris 1 3n tul baris 2 0
Kontrol MomenAs 3.98196869
Ts Cc14215.6282176775 5418.75
a 2.62341467Cc 14215.6282Mn 398581.944Mu 318865.556syarat oke
Desain Momen Positif (Lapangan)h efektif 29.35φ 0.8Mu+ 147701.25
Mn 184626.562- a/2 Mn Cc
- a/2 184626.5625 5418.752709.375 a2 184626.5625 159040.312
76.243598615917 1 a2a 57.5152073a 1.18479272a pakai 1.18479272Cc 6420.09553Ts 6420.09553As 1.79834609A1d 1.3273229n tulangan 1.35486707
2n max dalam 1 baris 3.60526316n dalam baris 1 2n dalam baris 2 0
Kontrol MomenAs 2.65464579Ts 9477.08548cc 5418.75a 1.74894311Cc 9477.08548Mn 269865.017Mu+ 215892.014Syarat oke
Tulangan Susut Balok Bordesdiameter Tulangan 8
0.8A1d 0.50265482Fy 240
2448Asst 1.225n tulangan 2.43706007
3n max dalam 1 baris 3.60526316n tulangan baris 1 3n tulangan baris 2 0
Rekapitulasi Perencanaan Balok Bordes Tumpuan (M-)Kontrol Momen (kgcm)
Mu - (stlh penulangan) Ket375728.068404607 oke375728.068404607 oke318865.555533897 oke
Rekapitulasi Perencanaan Balok Bordes Lapangan (M+)Kontrol Momen (kgcm)
Mu + (stlh penulangan) Ket253800.355606887 oke253800.355606887 oke215892.01369308 oke
Perencanaan Balok Bordesestimasi ukuran balok bordes
cmcmt/mtont/mt/mt/mt/mt/m
Desain Balok BordesMpakg/cm2kg/cm2kg/cm2
kg/cm2kg/cm2t/mt/m
t/m
cmcmcm
Desain Momen Negatif (Tumpuan)mmcmmmcmcmcmkgcm
h - a/2a 35 - a/2a - 2709.375 a2
-70 136.2872cmcmcmkg
cm2cm2tulanganTulangantulangantulangantulangan
Kontrol Momencm2
acm
KgcmKgcm
Desain Momen Positif (Lapangan)cm
kgcm
kgcm. h - a/2
a 29.35 - a/2a - 2709.375 a2
-58.7 a 68.143599cmcmcmKgKgcm2cm3tulangantulangantulangantulangantulangan
Kontrol Momencm2
acm
kgcmkgcm
Tulangan Susut Balok Bordesmmcmcm2MpaKg/cm2cm2tulangantulangantulangantulangantulangan
tinggi lantai 400 cm 4 mlebar bordes 150 cm 1.5 mtebal plat tangga 15 cm 0.15 muptrede 17 cm 0.17 mantrede 30 cm 0.3 mselimut beton 20 mm 0.2sebagai patokan 64 syarat 60 - 65 cm 6.66667
jumlah anak tangga 24.52941176471 24 buahanak tangga 1 6 buahanak tangga 2 6 buahanak tangga 3 6 buahanak tangga 4 6 buahjumlah anak tangga 24 buah oke
L ideal 1 1.8 mL ideal 2 1.8 m type1L ideal 3 1.8 mL ideal 4 1.8 m
0.870022185849 1.02cos α2 0.86395790499cos α3 0.86395790499cos α4 0.870022185849
b 100 cm
Pembebanan Pada Tangga
Pada Tangga type3Beban Mati
berat sendiri pelat tangga 1 0.41378255159 t/mberat sendiri pelat tangga 2 0.416686968104 t/m
Beban Anak Tangga 1.02berat 1 anak tangga 0.0612 t/mdalam 1m 3.333333333333 anak tanggaBerat per1m 0.204 t/m
Berat Komponen Lain
Berat tot komp lain 0.1415 t/m
Qd total type 1 0.75928255159 t/m7.448561831094 kn/m
Qd total type2 0.762186968104 t/m
cos α1
7.477054157101 kN/mBeban Hidup
pada tangga (QL) 0.3 t/mPada BordesBeban Mati
Berat sendiri pelat bordes 0.36 t/m2Berat Komp lain
total 0.1415 t/m
Qd total 0.5015 t/mKombinasi Beban
pada tangga type 1 (Qu) 1.391139061908 t/m13.64707419731 kN/m
pada tangga type 2 (Qu) 1.394624361725 t/m13.68126498852 kN/m
Pada Bordes (Qu) 1.0818 t/m10.612458 kN/m
Analisis StrukturType 1
Reaksi R1 22.37640721485 kNReaksi R2 19.7238530605 kN
Type 2reaksi R1 22.42340401149 kNreaksi R2 19.74063763073 kN
momen maximumtype 1
x 1.639648681566 mMu 18.344723294 kNm
type 2x 1.638986163217 mMu 18.36096553438 kNm
Perencanaan Tulangan Tangga type 1 dan 4Mu 183447.23294 kNmf`c pelat 25 Mpa
255 kg/cm2diameter tulangan 13 mmFy 3570 Mpad 123.5 mmø 0.8Mu/ø 229309.041175 kNm0.85.f`c.b.a 21675 aMu/ø 0.85.f`c.b.a - (d-a/2)
229309.041175041 267686.25 a - 10837.5 a2
1 a2 -24.7 a 21.15885 =a 0.888601760552 cma 23.81139823945 cm
Cc = TsAs 5.395082117636 cm2
A1d 1.327322896142 cm2s 24.60245955854 cms 20 cm
syarat < 30 cmsyarat oke
dipakaiD 13 - 200
As pakai 6.636614480708 cm2 okeTulangan Susut Tangga
P 10 mmA1d 0.785398163397 cm2fy 240 MPaAsst 3 cm2s 26.17993877991 cms pakai 25 cms < 75s < 45s oke
dipakaiP 10 - 250Asst pakai 3.14159265359 cm2 oke
Perencanaan Balok Bordesestimasi ukuran balok bordes
b 25 cmh 50 cmqd bordes 1.0818 t/mP 0.15 tonqd total 2.1417 t/mqL 0.3 t/mQu 3.05004 t/mMu- 3.656295 t/mMu+ 1.8281475 t/m
Desain Balok Bordesf`c 25 Mpa
255 kg/cm2Es 2100000 kg/cm2fy 36414 kg/cm2
0.003εs 0.01734m 168
0.00074624245
ε cu
ρb
Rb 25.47030813559 kg/cm2Rm 8.914607847456 kg/cm2Mu- 3.656295 t/mMu+ 1.8281475 t/mφ 0.8Mn 4.57036875 t/mbh2 51268.30959036b coba2 25 cmh 45.28501279247 cmht pakai 40 cm
Desain Momen Negatif (Tumpuan)tulangan pokok 13 mm
1.3 cmtul sengkang 10 mm
1 cmselimut beton 4 cmh 34.35 cmMn 457036.875 kgcm
Mn cc h - a/2457036.875 5418.75 a 40 - a/2457036.875 216750 a - 2709.375 a2
1 a2 -80 168.6871972318a 77.8326948917 cma 2.167305108304 cma pakai 2.167305108304 cmCc 11744.08455562 kgTs = Cc 11744.08455562As 0.322515641117 cm2A1d 1.327322896142 cm2n tulangan 0.24298205211 tulangan
2 Tulangann tul max 1 baris 3.605263157895 tulangann tul baris 1 2 tulangann tul baris 2 0 tulangan
Kontrol MomenAs 2.654645792283 cm2
Ts Cc96666.2718802068 5418.75 a
a 17.83921972414 cmCc 96666.27188021Mn 2458261.007093 KgcmMu 1966608.805674 Kgcmsyarat oke
Desain Momen Positif (Lapangan)h efektif 34.35 cmφ 0.8Mu+ 182814.75 kgcm
Mn 228518.4375 kgcmMn Cc . h - a/2
228518.4375 5418.75 a 34.35 - a/2228518.4375 186134.0625 a - 2709.375 a2
1 a2 -68.7 a 84.3436a 67.44953022905 cma 1.250469770946 cma pakai 1.250469770946 cmCc 6775.983071312 KgTs 6775.983071312 KgAs 0.186081811153 cm2A1d 1.327322896142 cm3n tulangan 0.140193325749 tulangan
2 tulangann max dalam 1 baris 3.605263157895 tulangann dalam baris 1 2 tulangann dalam baris 2 0 tulangan
Kontrol MomenAs 2.654645792283 cm2Ts 96666.27188021cc 5418.75 aa 17.83921972414 cmCc 96666.27188021Mn 2458261.007093 kgcmMu+ 1966608.805674 kgcmSyarat oke
Tulangan Susut Balok Bordesdiameter Tulangan 8 mm
0.8 cmA1d 0.502654824574 cm2Fy 240 Mpa
2448 Kg/cm2Asst 1.4 cm2n tulangan 2.785211504108 tulangan
3 tulangann max dalam 1 baris 3.605263157895 tulangann tulangan baris 1 3 tulangann tulangan baris 2 0 tulangan
Rekapitulasi perencanaan Tulangan Anak tangga
Type 1
tulangan pokok jarak MuD 13 200
183447 KnmTulangan susutD 10 250
Type 2
tulangan pokok jarak MuD 13 200
183610 KnmTulangan susutD 10 250
Rekapitulasi Perencanaan Balok Bordes Tumpuan (M-)
Type Dimensi balok Penulanganb (cm) h (cm) Tulangan (mm) Tarik
type 1 25 40 D 13 2type 2 25 40 D 13 2type 3 25 35 D 13 3
Rekapitulasi Perencanaan Balok Bordes Lapangan (M+)
Type Dimensi balok Penulanganb (cm) h (cm) Tulangan (mm) Tarik
type 1 25 40 D 13 2type 2 25 40 D 13 2type 3 25 35 D 13 1
1.5 1.75 1.5 1.75 1.55.83333333333333 5.8333333
1.5
2
0
5
8type1 type 2
1.02
1.5 1.8
H total 3.91
type3 type 4
1.5 1.75
Perencanaan Tulangan Tangga type2 dan 3Mu 183609.6553438 kNmf`c pelat 25 Mpa
255 kg/cm2diameter tulangan 13 mmFy 3570 Mpad 123.5 mmø 0.8Mu/ø 229512.0691798 kNm0.85.f`c.b.a 21675 aMu/ø 0.85.f`c.b.a - (d-a/2)
229512.069179769 267686.25 a -
0 1 a2 -24.7 aa 0.889419047799 cma 23.8105809522 cm
Cc = TsAs 5.400044218778 cm2
A1d 1.327322896142 cm2s 24.57985235614 cms 20 cm
syarat < 30 cmsyarat oke
dipakaiD 13 - 200
As pakai 6.636614480708 cm2 okeTulangan Susut Tangga
P 10 mmA1d 0.785398163397 cm2fy 3570 MPaAsst 3 cm2s 26.17993877991 cms pakai 25 cms < 75s < 45s oke
dipakaiP 10 - 250
Asst pakai 3.14159265359 cm2 oke
Perencanaan Balok Bordesestimasi ukuran balok bordes
b 25 cmh 50 cmqd bordes 1.0818 t/mP 0.15 tonqd total 1.8816 t/mqL 0.3 t/mQu 2.73792 t/mMu- 3.30516 t/mMu+ 1.65258 t/m
Desain Balok Bordesf`c 25 Mpa
255 kg/cm2Es 2100000 kg/cm2fy 36414 kg/cm2
0.003εs 0.01734m 168
0.00074624245
ε cu
ρb
Rb 25.47030813559 kg/cm2Rm 8.914607847456 kg/cm2Mu- 3.30516 t/mMu+ 1.65258 t/mφ 0.8Mn 4.13145 t/mbh2 46344.71948398b coba2 25 cmh 43.05564747346 cmht pakai 40 cm
Desain Momen Negatif (Tumpuan)tulangan pokok 13 mm
1.3 cmtul sengkang 10 mm
1 cmselimut beton 4 cmh 34.35 cmMn 413145 kgcm
Mn cc h413145 5418.75 a 40413145 216750 a -
1 a2 -80 152.48719723a 78.04619301281 cma 1.953806987188 cma pakai 1.953806987188 cmCc 10587.19161182 kgTs = Cc 10587.19161182As 0.290745087379 cm2A1d 1.327322896142 cm2n tulangan 0.219046238277 tulangan
2 Tulangann tul max 1 baris 3.605263157895 tulangann tul baris 1 2 tulangann tul baris 2 0 tulangan
Kontrol MomenAs 2.654645792283 cm2
Ts Cc96666.2718802068 5418.75 a
a 17.83921972414 cmCc 96666.27188021Mn 2458261.007093 KgcmMu 1966608.805674 Kgcmsyarat oke
Desain Momen Positif (Lapangan)h efektif 34.35 cmφ 0.8Mu+ 165258 kgcm
Mn 206572.5 kgcmMn Cc . h
206572.5 5418.75 a 34.35206572.5 186134.0625 a -
1 a2 -68.7 aa 67.57166313393 cma 1.128336866074 cma pakai 1.128336866074 cmCc 6114.175393036 KgTs 6114.175393036 KgAs 0.167907271737 cm2A1d 1.327322896142 cm3n tulangan 0.126500697174 tulangan
2 tulangann max dalam 1 baris 3.605263157895 tulangann dalam baris 1 2 tulangann dalam baris 2 0 tulangan
Kontrol MomenAs 2.654645792283 cm2Ts 96666.27188021cc 5418.75 aa 17.83921972414 cmCc 96666.27188021Mn 2458261.007093 kgcmMu+ 1966608.805674 kgcmSyarat oke
Tulangan Susut Balok Bordesdiameter Tulangan 8 mm
0.8 cmA1d 0.502654824574 cm2Fy 240 Mpa
2448 Kg/cm2Asst 1.4 cm2n tulangan 2.785211504108 tulangan
3 tulangann max dalam 1 baris 3.605263157895 tulangann tulangan baris 1 3 tulangann tulangan baris 2 0 tulangan
Rekapitulasi Perencanaan Balok Bordes Tumpuan (M-)Penulangan Kontrol Momen (kgcm)
Desak rasio tulangan (%) Tulangan susut (mm) jumlah Mu- awal2 0.53092915845668 P 8 3 365629.52 0.53092915845668 P 8 3 3305162 0.75847022636668 P 8 3 295402.5
Rekapitulasi Perencanaan Balok Bordes Lapangan (M+)Penulangan Kontrol Momen (kgcm)
Desak rasio tulangan (%) Tulangan susut (mm) jumlah Mu+ awal2 0.53092915845668 P 8 3 182814.752 0.53092915845668 P 8 3 1652582 0.45508213582001 P 8 3 147701.25
1.5
2 6.6666667
0
type 2
1.5 1.75
type 4
1.02
1.8
10837.5 a2
21.177584238041 = 0
Perencanaan Balok Bordesestimasi ukuran balok bordes
b 25h 50qd bordes 1.0818P 0.15qd total 1.6215qL 0.3Qu 2.4258Mu- 2.954025Mu+ 1.4770125
Desain Balok Bordesf`c 25
255Es 2100000fy 36414
0.003εs 0.01734m 168
0.00074624
ε cu
ρb
Rb 25.4703081Rm 8.91460785Mu- 2.954025Mu+ 1.4770125φ 0.8Mn 3.69253125bh2 41421.1294b coba2 25h 40.7043631ht pakai 35
Desain Momen Negatif (Tumpuan)tulangan pokok 13
1.3tul sengkang 10
1selimut beton 4h 29.35Mn 369253.125
- a/2 Mn cc- a/2 369253.125 5418.75
2709.375 a2 369253.125 189656.251 a2
a 67.9956482a 2.00435176a pakai 2.00435176Cc 10861.0811Ts = Cc 10861.0811As 0.29826663A1d 1.3273229n tulangan 0.22471294
3n tul max 1 baris 3.60526316n tul baris 1 3n tul baris 2 0
Kontrol MomenAs 3.98196869
Ts Cc144999.40782031 5418.75
a 26.7588296Cc 144999.408Mn 2315725.4Mu 1852580.32syarat oke
Desain Momen Positif (Lapangan)h efektif 29.35φ 0.8Mu+ 147701.25
Mn 184626.562- a/2 Mn Cc
- a/2 184626.5625 5418.752709.375 a2 184626.5625 159040.312
76.243598615917 1 a2a 57.5152073a 1.18479272a pakai 1.18479272Cc 6420.09553Ts 6420.09553As 0.17630844A1d 1.3273229n tulangan 0.13283011
1n max dalam 1 baris 3.60526316n dalam baris 1 1n dalam baris 2 0
Kontrol MomenAs 1.3273229Ts 48333.1359cc 5418.75a 8.91960986Cc 48333.1359Mn 1203021.18Mu+ 962416.945Syarat oke
Tulangan Susut Balok Bordesdiameter Tulangan 8
0.8A1d 0.50265482Fy 240
2448Asst 1.225n tulangan 2.43706007
3n max dalam 1 baris 3.60526316n tulangan baris 1 3n tulangan baris 2 0
Rekapitulasi Perencanaan Balok Bordes Tumpuan (M-)Kontrol Momen (kgcm)
Mu - (stlh penulangan) Ket1966608.80567413 oke1966608.80567413 oke1852580.31803449 oke
Rekapitulasi Perencanaan Balok Bordes Lapangan (M+)Kontrol Momen (kgcm)
Mu + (stlh penulangan) Ket1966608.80567413 oke1966608.80567413 oke962416.94547514 oke
Perencanaan Balok Bordesestimasi ukuran balok bordes
cmcmt/mtont/mt/mt/mt/mt/m
Desain Balok BordesMpakg/cm2kg/cm2kg/cm2
kg/cm2kg/cm2t/mt/m
t/m
cmcmcm
Desain Momen Negatif (Tumpuan)mmcmmmcmcmcmkgcm
h - a/2a 35 - a/2a - 2709.375 a2
-70 136.2872cmcmcmkg
cm2cm2tulanganTulangantulangantulangantulangan
Kontrol Momencm2
acm
KgcmKgcm
Desain Momen Positif (Lapangan)cm
kgcm
kgcm. h - a/2
a 29.35 - a/2a - 2709.375 a2
-58.7 a 68.143599cmcmcmKgKgcm2cm3tulangantulangantulangantulangantulangan
Kontrol Momencm2
acm
kgcmkgcm
Tulangan Susut Balok Bordesmmcmcm2MpaKg/cm2cm2tulangantulangantulangantulangantulangan
Diketahui
Tipe Lift Passenger
Kapasitas10
750
Lebar pintu (opening width) 800Dimensi
Sangkar (car size) b (mm)Internal 1350
Eksternal 1460
Hoistway (min) 2 buah 2000Ruang mesin (min) 2 buah 3850
Beban Reaksi Ruang Mesin (kg)R1
5450
Kolom Lift 200
Balok Lift 200
Pembebanan Pada Balok
Dimensi Balok Pengatrol b (mm)200
Beban Balok Pengatrol 6200Beban Balok Perletakan 4300Beban Lift Tengah (Pengaku) 1000
KetentuanMutu Bahan Beton (fc')
Baja - Tulangan (fy)
Diameter TulanganPokok
SengkangSelimut Beton Pb
Ketentuan Lain
ρb ρ minρ maksβ1φЄcЄc'uЄsЄy
Luas Tulangan
Ad13Ad16
Luas Tulangan Ad19Ad22Ad25Ad27φo
d (tinggi efektif) 243.5
Pembebanan Pada BalokBalok Perletakan Mesin 1
Beban sendiri balok 144Beban Reaction (r1) 5450q
144
2100 2.1
M Lapangan 1457.08514.57085
M Tumpuan 1483.54514.83545
V Tumpuan 2876.228.762
Perhitungan Penulangan Balok Perletakan Mesin 1Tulangan Lapangan
Penutup Beton 20D tul pokok 13D tul sengkang 10d 243.5
1228.73141093482
= ρ x 0.8 x fy ( 1- 0.588 x ρ x fy/f'c)1.22873141093482 280ρ
0.00424ρ min 0.004ρ maks 0.0244454887218045ρ < ρ min < ρ maksAs 194.8Jumlah Tulangan 1.46761575925686
2D13
(Mu/b.d²) (Mu/b.d²)
ρ (kalkulator)
Tulangan Tumpuan1251.04461375644
= ρ x 0.8 x fy ( 1- 0.588 x ρ x fy/f'c)1.25104461375644 280ρ
0.00437ρ min 0.004ρ maks 0.0244454887218045ρ < ρ min < ρ maksAs 194.8Jumlah Tulangan 1.46761575925686
2D13
420 6302100
Tulangan GeserDaerah TumpuanV Tumpuan 2876.2Vu 28.762Vc 40.5833333333333Ø x Vc/2 15.21875Ø x Vc 30.4375Ø x Vc/2 < Vu < Ø x Vc maka dipasang tul geser mins < d/2 121.75Av min 23.1904761904762Av 78.5398163397448
D10-120Daerah LapanganV Lapangan 2725.00416666667Vu 27.2500416666667Vc 40.5833333333333Ø x Vc/2 15.21875Ø x Vc 30.4375Ø x Vc/2 < Vu < Ø x Vc maka dipasang tul geser mins < d/2 121.75Av min 23.1904761904762Av 78.5398163397448
D10-120
Pembebanan Pada BalokBalok Perletakan Mesin 2
Beban sendiri balok 144
Beban Reaction 4300
(Mu/b.d²) (Mu/b.d²)
ρ (kalkulator)
q144
2100 2.1
M Lapangan 1155.2111.5521
M Tumpuan 1181.6711.8167
V Tumpuan 2301.223.012
Perhitungan Penulangan Balok Perletakan Mesin 2Tulangan Lapangan
Penutup Beton 20D tul pokok 13D tul sengkang 10d 243.5
974.166100965978= ρ x 0.8 x fy ( 1- 0.588 x ρ x fy/f'c)
0.974166100965978 280ρ0.00525
ρ min 0.004ρ maks 0.0244454887218045ρ < ρ min < ρ maksAs 194.8Jumlah Tulangan 1.46761575925686
2D13Tulangan Tumpuan
996.479303787595= ρ x 0.8 x fy ( 1- 0.588 x ρ x fy/f'c)
0.996479303787595 280ρ0.00536
ρ min 0.004ρ maks 0.0244454887218045ρ < ρ min < ρ maksAs 194.8Jumlah Tulangan 1.46761575925686
2D13
(Mu/b.d²) (Mu/b.d²)
ρ (kalkulator)
(Mu/b.d²) (Mu/b.d²)
ρ (kalkulator)
420 6302100
Tulangan GeserDaerah TumpuanV Tumpuan 2301.2Vu 23.012Vc 40.5833333333333Ø x Vc/2 15.21875Ø x Vc 30.4375Ø x Vc/2 < Vu < Ø x Vc maka dipasang tul geser mins < d/2 121.75Av min 23.1904761904762Av 78.5398163397448
D10-120Daerah LapanganV Lapangan 2150.00416666667Vu 21.5000416666667Vc 40.5833333333333Ø x Vc/2 15.21875Ø x Vc 30.4375Ø x Vc/2 < Vu < Ø x Vc maka dipasang tul geser mins < d/2 121.75Av min 23.1904761904762Av 78.5398163397448
D10-120
Diketahui BALOK LIFTPassengerorang
Bentang Lkg
mm φ Dimensi ρ pakai 0.5 x ρmaks
h (mm) m fy/(0.85 x f'c)1400 Rn ρ x fy x (1-(0.5 x ρ x m))1515 Perhitungan Dimensi Balok3600 Mu+ (SAP)4200 Mu- (SAP)
R2 Mn Mu/φ 4300 bd2 Mn/Rn200 d perlu (Mn/Rn)/b300 d
Pembebanan Pada Balok ᴓ tulh (mm) ds Pb + ᴓsengkang + 0.5 ᴓtul
300 ds pakaiKg bKg h
Kg/m2 h eff h - ds
Ag b x h
Ketentuan Mn C25 MPa 41963750 1028500
350 MPa C1 113
mm
C2 -48416 C3 19747.647058823519 a (+) 439.01866140337222 a (-) 44.981338596628227 a pakai 44.981338596628230 c10 mm C 0.85 x f'c x a x b40 mm T C = T
0.032593984962406 As (tarik) T/fy0.004 Asd
0.0244454887218045 n As (tarik)/Asd0.85 n pakai0.8 As pakai
23500 OKE0.003 Cek Rasio Tulangan
200000 ρ As pakai/(b x h eff)0.00175 OKE
132.732289614169
mm2
Jumlah tulangan baris 3
201.061929829747 baris 2
a/β1
0.25 x π x ᴓtul
283.528736986479mm2
Jumlah tulangan
baris 1 380.132711084365 (JBT) min572.55526111674 (JBD) min
706.858347057703 x1 ((n2+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3)1.25
ds pakai x1 + (d/2)+ ᴓsengkang + Pbmm
JBD (b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
Pembebanan Pada Balok OKEPeriksa Kapasitas Penampang
Keseimbangan Gaya Dalama (As pakai x fy)/(0.85 x f'c x b)cd h -ds pakai
Periksa Regangan Baja Tarik
εs ((d-c)/c) x εcBaja Tarik Telah Leleh f's = fy
Mn (Momen Nominal) (As pakai x fy) x (d - a/2)
OKEPerencanaan Tulangan Rangkap
Perhitungan Tulangan Desak Dipakai tulangan desak 2
kgm Periksa Kapasitas PenampangkNm Luas Tulangan (As')kgm
d' Pb + ᴓsengkang + 0.5 ᴓtulkNmkgm h efektif desak h - d'
kNm Keseimbangan Gaya Dalam
a (As'x fy)/(0.85 x f'c x b)
Perhitungan Penulangan Balok Perletakan Mesin 1 cPeriksa Regangan Baja Desak
0.02 εs ((h-c)/c) x εc
0.013 Baja Tarik Telah Leleh f's = fy0.01
Mn (As' x fy) x (d' - a/2)0.2435
OKE
-2024.96ρ² BALOK PENGATROL LIFTb 200h 300Dipakai Tulangan D12 13Ad 132.732289614169fy 350
2 As st 108
n 0.813667874742
a/β1
n x 0.25 x π x (ᴓtulangan)^2
a/β1
mm²
Di pakai 2
-2024.96ρ²
2
kgmkNmKNKNKN
120 mmmm²mm²
kgkNKNKNKN
120 mmmm²mm²
Pembebanan Pada Balok
Tulangan Susut (Pinggang)
mm²
b =h =Dipakai Tulangan D10 =
Ad =fy =
As st =n =Di pakai =
kgmkNmkgmkNmkgmkNm
Perhitungan Penulangan Balok Perletakan Mesin 2
0.020.013
0.010.2435
-2024.96ρ²
2
-2024.96ρ²
2
mm²
mm²
kgmkNmKNKNKN
120 mmmm²mm²
kgkNKNKNKN
120 mmmm²mm²
BALOK LIFTL
2.1 m2100 mm0.8
0.5 x ρmaks 0.012222744361fy/(0.85 x f'c) 16.47058823529
ρ x fy x (1-(0.5 x ρ x m)) 3.84735002597 MPa
Perhitungan Dimensi Balok15.79 KNm33.57 KNm
Mu/φ 41.96375 KNmMn/Rn 10907182.79251 mm3
(Mn/Rn)/b 233.5292571875 mm240 mm16 mm
Pb + ᴓsengkang + 0.5 ᴓtul 58 mm60 mm
200 mm300 mm
h - ds 242 mm b x h 60000 mm2
C d- a/21028500 2125
1
-48419747.6470588235
439.018661403372 mm44.9813385966282 mm
44.9813385966282 mm52.91922187839 mm
0.85 x f'c x a x b 191170.6890357 NmmC = T 191170.6890357 NmmT/fy 546.2019686733 mm2
201.0619298297 mm2As (tarik)/Asd 2.716585726278 batang
3 batang603.1857894892 mm2
OKECek Rasio Tulangan
As pakai/(b x h eff) 0.012462516312OKE
n3 0 batang
n2 0 batang
a/β1
0.25 x π x ᴓtul
n1 3 batang25 mm25 mm
((n2+n3)x((d/2)+jbt +(d/2)))/(n1+n2+n3) 0 mm
x1 + (d/2)+ ᴓsengkang + Pb58 mm 75 mm
(b- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 26 mm
OKEPeriksa Kapasitas Penampang
Keseimbangan Gaya Dalam C = T(As pakai x fy)/(0.85 x f'c x b) 49.67412384029 mm
58.44014569446 mmh -ds pakai 225 mm
Periksa Regangan Baja Tarik ((d-c)/c) x εc 0.008550279213
Baja Tarik Telah Leleh f's = fy
(As pakai x fy) x (d - a/2)206464344.2859 Nmm206.4643442859 KNm
OKEPerencanaan Tulangan Rangkap DIPERLUKAN
Perhitungan Tulangan Desak D 16
Periksa Kapasitas Penampang402.1238596595 mm2
Pb + ᴓsengkang + 0.5 ᴓtul58 mm60 mm
h - d' 242 mmKeseimbangan Gaya Dalam
(As'x fy)/(0.85 x f'c x b) 33.11608256019 mm38.96009712964 mm
Periksa Regangan Baja Desak ((h-c)/c) x εc 0.015634450463
Baja Tarik Telah Leleh f's = fy
(As' x fy) x (d' - a/2)31729456.69938 Nmm31.72945669938 KNm
OKE
BALOK PENGATROL LIFTmmmmmm
mm2Mpamm2buah
a/β1
n x 0.25 x π x (ᴓtulangan)^2
a/β1
buah
Tulangan Susut (Pinggang)
cm m20 0.230 0.31 0.01
0.785398163397448350 Mpa
1.21.5278874536822 buah
2 buah
cm2
cm2
Momen Kapasitas Balok LiftMomen Tumpuan (m-)
Desak Tarik
As' (desak)As (tarik)
Mnd' (desak)ds (tarik)
CcCsTsac
ε'sBaja Desak Belum Leleh (f's = ε's x Es)
f'sCcCs
M1 M2
Mkap -
RasioDesak Tarik
As' (desak)As (tarik)
Mnd' (desak)ds (tarik)
SyaratCc
Cs
TsTs = Cc + Cs
Cc + Cs -Ts = 0ax2 +bx + c
ax2bx
cx = a
CcCs
M1 M2
Mkap +
RasioCek
Perencanaan Tulangan RangkapTulangan rangkap dibutuhkan jika
Bentang L
φ ρ pakai 0.5 x ρmaksm fy/(0.85 x f'c)Rn ρ x fy x (1-(0.5 x ρ x m))
Perhitungan Dimensi BalokMu+Mu-Mn perlu Mu/φ
bhbd2 Mn/Rnd perlu (Mn/Rn)/bd ᴓ tulds Pb + ᴓsengkang + ᴓtul+0.5 ᴓt
d' Pb + ᴓsengkang +0.5 ᴓtul
h eff h - dsAg b x hc (600/(600+fy)) x h aAs1 (tul.tarik)
Anggap Tulangan Baja Tarik Sudah Leleh
Mn1 As1 x fy x (h-a/2)
c x β1ρ x b x h
Mn1 As1 x fy x (h-a/2)
Mn1 < Mn perlu
Mn2 Mn perlu - Mn1Mn2 = T2 x (d -d')
T2 = Cs Mn2/(d-d')ε's ((c-d')/c) x εc
Baja Desak Belum Leleh fs = εs x EsAs' (Tul. Tekan) T2/ fyAs2 Tambahan Luas Tulangan TarikAs (Tul Tarik) As1 +As2
n (Tul. Tarik) As/Asd
n (Tul. Tekan) As'/Asd
Asn Tarik
As'n Tekan
Cek Rasio TulanganAs1 As - As'ρ As1/(b x h eff)
nn1n2
(JBT) min(JBD) minJBD (h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1)
OKEPeriksa Kapasitas Penampang
Cc 0.85 x f'c x a x bCs As'n x (fy - (0.85 f'c))
T Asn x fyKeseimbangan Gaya Dalam Ts = Cc +Cs
a (T-Cs)/(0.85 x f'c x b)cε's (desak) ((c-d')/c) x εcεs (tarik) ((c- h eff)/c) x εc
Tulangan Desak Sudah LelehCc 0.85 x f'c x a x bCs As'n x (fy - (0.85 f'c))
Mn
M1M2
M1 + M2
OKE
n x 0.25 x π x (ᴓtulangan)^2
n x 0.25 x π x (ᴓtulangan)^2
a/β1
Momen Kapasitas Balok LiftMomen Tumpuan (m-)
2 D 165 D 16
402.123859659 mm21005.30964915 mm248.8926736347 KNm
60 mm75 mm
0.85 x f'c x b x a 4250 aAs' x fy 140743.350881 N
439822.971503 N(Ts-Cs)/(0.85 x f'c x b) 70.3716754404 mm
82.7902064005 mm0.0008258298
Baja Desak Belum Leleh (f's = ε's x Es)ε's x Es 165.165959053 Mpa
0.85 x f'c x b x a 299079.620622 NAs' x fy 66417.1729386 N
Cc (d-(a/2)) 56769547.6433 NmmCs (d-d') 10958833.5349 Nmm
67728381.1781372 Nmm67.728 KNm
1.38524601219808 Design Berhasil5 D 162 D 16
1005.30964915 mm2402.123859659 mm248.8926736347 KNm
60 mm75 mm
50% x Mkap (-) 33.8641905891 KNm0.85 x f'c x b x a 4250 a
As' x a x εc x Es 603185.789489 aAs' x β1 x ds x x εc x Es 38453094.0799 /a
175929.188601 NmmTs = Cc + Cs
Cc + Cs -Ts = 0(x =a ) x -->
4250427256.600888212 (-) -157.849893823663
(π x ᴓtul^2)/4(π x ᴓtul^2)/4
φo x As x fy
a/β1((c-d')/c) x εc
(π x ᴓtul^2)/4(π x ᴓtul^2)/4
As' x ((a-(β1xds))/a) x εcu x Es
φo x As x fy
(b (±) ((b2 -4ac)^0.5))/2.a
38453094.0799391 (+) 57.31892890879a/β1 67.4340340103 mm
0.85 x f'c x b x a 243605.447862 N66496.1504888 N
Cc (d-(a/2)) 51483705.8131 NmmCs (d-d') 11969307.088 Nmm
63453012.9010388 Nmm63.453 KNm
1.29780206693455 Design BerhasilMkap (+) > 50% Mkap (-) OKE
Perencanaan Tulangan RangkapTulangan rangkap dibutuhkan jika h effektif < h perlu
L2.1 m
2100 mm0.8
0.5 x ρmaks 0.01222274436fy/(0.85 x f'c) 16.4705882353
ρ x fy x (1-(0.5 x ρ x m)) 3.84735002597 MPa
Perhitungan Dimensi Balok15.79 KNm34.71 KNm
Mu/φ 43.3875 KNm200 mm300 mm
Mn/Rn 11277242.7014 mm3(Mn/Rn)/b 237.457814163 mm
240 mm16 mm
74 75 mm58 60 mm
h - ds 226 mm b x h 60000 mm2
(600/(600+fy)) x h 189.473684211 mm161.052631579 mm733.364661654 mm2
Anggap Tulangan Baja Tarik Sudah Leleh
As1 x fy x (h-a/2)37339840.7202 Nmm
As' x ((a-(β1xds))/a) x εcu x Es
c x β1ρ x b x h
As1 x fy x (h-a/2)As1 x fy x (h-a/2)37.3398407202 KNm
Mn1 < Mn perluMn perlu - Mn1 6.04765927978 KNm
Mn2 = T2 x (d -d')Mn2/(d-d') 35997.9719034 N
((c-d')/c) x εc 0.00208166667Baja Desak Belum Leleh fs = εs x Es
T2/ fy 86.4643040115 mm2Tambahan Luas Tulangan Tarik 86.4643040115 mm2
As1 +As2 819.828965666 mm2
As/Asd4.07749476174
batang5
As'/Asd 0.43003816826 batang2
1005.30964915 mm2OKE
402.123859659 mm2OKE
Cek Rasio TulanganAs - As' 733.364661654 mm2
As1/(b x h eff) 0.0162248819 OKEn1 3 batangn2 2 batang
25 mm25 mm
(h- 2 x (Pb + ᴓsengkang) - (n1 x ᴓ tul))/(n1-1) 26 mmOKE
Periksa Kapasitas Penampang0.85 x f'c x a x b 4250 a
As'n x (fy - (0.85 f'c)) 132198.218863 NAsn x fy 351858.377202 N
Keseimbangan Gaya Dalam Ts = Cc +Cs(T-Cs)/(0.85 x f'c x b) 51.6847431386 mm
60.805580163 mm((c-d')/c) x εc -3.9745373E-05 BELUM LELEH
((c- h eff)/c) x εc 0.00815029243 SUDAH LELEHTulangan Desak Sudah Leleh
0.85 x f'c x a x b 219660.158339 NAs'n x (fy - (0.85 f'c)) 132198.218863 N
Cc x (d - a/2) 47041898.5706 NmmCs x (d - h eff) 1850775.06408 Nmm
M1 + M248892673.6347 Nmm48.8926736347 KNm
OKE
n x 0.25 x π x (ᴓtulangan)^2
n x 0.25 x π x (ᴓtulangan)^2
a/β1
TULANGAN GESER BALOK LIFT
Gy geser kiri (VGki) 43.8265Gy geser kanan (VGka) 43.8265L balok 2100b Kolom 200b Balok 200h balok 300L netto 1900d Balok 240f'c 25fy 350Ф 0.8Mkap- 67.7283811781372Mkap+ 63.4530129010388Ve 69.04283898904
Vu,ki 25.21633898904
Vu,ka 112.86933898904
Vu, pakai 112.8693389890410
78.5398163397448Daerah Sendi Plastis (Lapangan)
Vs, maks 160
Vs141.0866737363
OKE
Kaki Sengkang 2
s93.5218670598107
70s < d/4 OK
s < 24 ds OK
s < 8 Diameter TulPokok OK
s < 300 OK
Dipakai sengkang P10-70
Panjang Sendi Plastis480500
Daerah Luar Sendi Plastis (Tumpuan)Vu 89.8027600416716
Vc 40
Vs 72.2534500520895
Kaki sengkang 2
s182.616735056454
100s < d/2 OK
Ø Sengkang
As, Ø
s > 25 OK
Dipakai sengkang P10-100
TULANGAN GESER BALOK LIFT SFD BALOK LIFT (SAP)GF
VG,ki 43.8265kN VG,ka 43.8265kN
mmmmmm GESER BALOK LIFTmmmmmmMPaMPa
kNmkNmkN 43.8265kNkNkN 69.04284
mm VEmm2
Daerah Sendi Plastis (Lapangan)
kNkN
buahmmmm
-25.21634
Vu 89.8027600416716
mmmm
Daerah Luar Sendi Plastis (Tumpuan)kNkNkN
buahmmmm
GESER BALOK LIFT43.8265
2102.1
69.04284
VE
112.8693
2102.1
89.8027600416716
ARAH X
URAIAN SATRasio Tulangan 1%
Arah Xf'c MPa 25β 0.85fy MPa 350h mm 325b mm 325d' mm 56.5Ast mm2 1.0%d (tinggi ef) mm 268.5Ag mm2 105625As=As' mm2 528.125Ast mm2 1056.251. Kapasitas Nominal beban Axial/sentrisPn N 2591773.4375
kN 2591.77343752. Patah SeimbangXb mm 169.579ab mm 144.142f's mm 400.093(Patah Seimbang) OKf's=fs=fy= Mpa 400.093Ccb N 995481.414473684
kN 995.481Csb N 200076.517
kN 200.076517399907Tsb N 211299.173649907
kN 211.299173649907Pnb kN 984.259Mnb Nm 133626.160
kNm 133.6263. Patah DesakPengali xb 1.4x mm 237.411
h
b
d
diambil x mm 230.000>Xb -OK-
a mm 195.5f's mm 457.209
OKf's=fy= MPa 350fs MPa 100.434782608696Patah Desak fs<fy OKfs = fs Mpa 100.434782608696Ccb N 1350171.875
kN 1350.172Csb N 173621.094
kN 173.621Tsb N 53042.1195652174
kNm 53.042Pnb kNm 1470.751Mnb Nm 111449.930
kNm 111.4504. Patah Tarikx < 0.5diambil x 84
OK < xba mm 71.4f's mm 196.428571428571f's pakai Mpa 196.428571428571
Patah Tarikfs =fy 350Ccb N 493106.25
kN 493.10625Csb N 92516.183
kN 92.516Tsb N 184843.75
kN 184.844Pnb kN 400.779Mnb Nm 91926.025
kNm 91.9265. Kapasitas Nominal Lentur (Pn=0)a mm 26.765Mn Nm 47156902.574
kNm 47.157GRAFIK
SentrisPn 2591.7734375Mn 0
DesakPn 1470.751Mn 111.450
SeimbangPn 984.259
SeimbangMn 133.626
TarikPn 400.779Mn 91.926
Pn=0Pn 0Mn 47.157
ARAH Y
Rasio Tulangan 1% Rasio Tulangan 1,5% Rasio Tulangan 2%Arah Y Arah X Arah Y Arah X
25 25 25 250.85 0.85 0.85 0.85350 350 350 350325 325 325 325325 325 325 325
56.5 56.5 56.5 56.51.0% 1.5% 1.5% 2.0%268.5 268.5 268.5 268.5
105625 105625 105625 105625528.125 792.1875 792.1875 1056.251056.25 1584.375 1584.375 2112.5
2591773.4375 2765394.53125 2765394.53125 2939015.6252591.7734375 2765.39453125 2765.39453125 2939.015625
169.579 169.579 169.579 169.579144.142 144.142 144.142 144.142400.093 400.093 400.093 400.093
OK OK OK OK400.093 400.093 400.093 400.093
995481.414473684 995481.414473684 995481.414473684 995481.414473684995.481 995.481 995.481 995.481
200076.517 300114.776 300114.776 400153.035200.076517399907 300.11477609986 300.11477609986 400.153034799814211299.173649907 316948.76047486 316948.76047486 422598.347299814211.299173649907 316.94876047486 316.94876047486 422.598347299814
984.259 978.647 978.647 973.036133626.160 155429.071 155429.071 177231.983
133.626 155.429 155.429 177.232
1.4 1.4 1.4 1.4237.411 237.411 237.411 237.411
d'
b
h
d'
230.000 230.000 230.000 230.000>Xb -OK- >Xb -OK- >Xb -OK- >Xb -OK-
195.5 195.5 195.5 195.5457.209 457.209 457.209 457.209
OK OK OK OK350 350 350 350
100.434782608696 100.434782608696 100.434782608696 100.434782608696OK OK OK OK
100.434782608696 100.434782608696 100.434782608696 100.4347826086961350171.875 1350171.875 1350171.875 1350171.875
1350.172 1350.172 1350.172 1350.172173621.094 260431.641 260431.641 347242.188
173.621 260.432 260.432 347.24253042.1195652174 79563.1793478261 79563.1793478261 106084.239130435
53.042 79.563 79.563 106.0841470.751 1531.040 1531.040 1591.330
111449.930 123463.080 123463.080 135476.230111.450 123.463 123.463 135.476
0.5 0.5 0.5 0.584 84 84 84
OK < xb OK < xb OK < xb OK < xb71.4 71.4 71.4 71.4
196.428571428571 196.428571428571 196.428571428571 196.428571428571196.428571428571 196.428571428571 196.428571428571 196.428571428571
Patah Tarik Patah Tarik Patah Tarik Patah Tarik350 350 350 350
493106.25 493106.25 493106.25 493106.25493.10625 493.10625 493.10625 493.1062592516.183 138774.275 138774.275 185032.366
92.516 138.774 138.774 185.032184843.75 277265.625 277265.625 369687.5
184.844 277.266 277.266 369.688400.779 354.615 354.615 308.451
91926.025 106626.102 106626.102 121326.17891.926 106.626 106.626 121.326
26.765 40.147 40.147 53.52947156902.574 68880120.634 68880120.634 89366516.544
47.157 68.880 68.880 89.367
2591.7734375 2765.39453125 2765.39453125 2939.0156250 0 0 0
1470.751 1531.040 1531.040 1591.330111.450 123.463 123.463 135.476984.259 978.647 978.647 973.036
133.626 155.429 155.429 177.232400.779 354.615 354.615 308.451
91.926 106.626 106.626 121.3260 0 0 0
47.157 68.880 68.880 89.367
Rasio Tulangan 2% Rasio Tulangan 2,5% Rasio Tulangan 3%Arah Y Arah X Arah Y Arah X Arah Y
25 25 25 25 250.85 0.85 0.85 0.85 0.85350 350 350 350 350325 325 325 325 325325 325 325 325 325
56.5 56.5 56.5 56.5 56.52.0% 2.5% 2.5% 3.0% 3.0%268.5 268.5 268.5 268.5 268.5
105625 105625 105625 105625 1056251056.25 1320.3125 1320.3125 1584.375 1584.375
2112.5 2640.625 2640.625 3168.75 3168.75
2939015.625 3112636.71875 3112636.71875 3286257.8125 3286257.81252939.015625 3112.63671875 3112.63671875 3286.2578125 3286.2578125
169.579 169.579 169.579 169.579 169.579144.142 144.142 144.142 144.142 144.142400.093 400.093 400.093 400.093 400.093
OK OK OK OK OK400.093 400.093 400.093 400.093 400.093
995481.414473684 995481.41447368 995481.4144737 995481.41447368 995481.414473684995.481 995.481 995.481 995.481 995.481
400153.035 500191.293 500191.293 600229.552 600229.552400.153034799814 500.19129349977 500.1912934998 600.22955219972 600.229552199721422598.347299814 528247.93412477 528247.9341248 633897.52094972 633897.520949721422.598347299814 528.24793412477 528.2479341248 633.89752094972 633.897520949721
973.036 967.425 967.425 961.813 961.813177231.983 199034.895 199034.895 220837.806 220837.806
177.232 199.035 199.035 220.838 220.838
1.4 1.4 1.4 1.4 1.4237.411 237.411 237.411 237.411 237.411
d'
d
230.000 230.000 230.000 230.000 230.000>Xb -OK- >Xb -OK- >Xb -OK- >Xb -OK- >Xb -OK-
195.5 195.5 195.5 195.5 195.5457.209 457.209 457.209 457.209 457.209
OK OK OK OK OK350 350 350 350 350
100.434782608696 100.4347826087 100.4347826087 100.4347826087 100.434782608696OK OK OK OK OK
100.434782608696 100.4347826087 100.4347826087 100.4347826087 100.4347826086961350171.875 1350171.875 1350171.875 1350171.875 1350171.875
1350.172 1350.172 1350.172 1350.172 1350.172347242.188 434052.734 434052.734 520863.281 520863.281
347.242 434.053 434.053 520.863 520.863106084.239130435 132605.29891304 132605.298913 159126.35869565 159126.358695652
106.084 132.605 132.605 159.126 159.1261591.330 1651.619 1651.619 1711.909 1711.909
135476.230 147489.380 147489.380 159502.531 159502.531135.476 147.489 147.489 159.503 159.503
0.5 0.5 0.5 0.5 0.584 84 84 84 84
OK < xb OK < xb OK < xb OK < xb OK < xb71.4 71.4 71.4 71.4 71.4
196.428571428571 196.42857142857 196.4285714286 196.42857142857 196.428571428571196.428571428571 196.42857142857 196.4285714286 196.42857142857 196.428571428571
Patah Tarik Patah Tarik Patah Tarik Patah Tarik Patah Tarik350 350 350 350 350
493106.25 493106.25 493106.25 493106.25 493106.25493.10625 493.10625 493.10625 493.10625 493.10625
185032.366 231290.458 231290.458 277548.549 277548.549185.032 231.290 231.290 277.549 277.549
369687.5 462109.375 462109.375 554531.25 554531.25369.688 462.109 462.109 554.531 554.531308.451 262.287 262.287 216.124 216.124
121326.178 136026.255 136026.255 150726.331 150726.331121.326 136.026 136.026 150.726 150.726
53.529 66.912 66.912 80.294 80.29489366516.544 108616090.303 108616090.303 126628841.912 126628841.912
89.367 108.616 108.616 126.629 126.629
2939.015625 3112.63671875 3112.63671875 3286.2578125 3286.25781250 0 0 0 0
1591.330 1651.619 1651.619 1711.909 1711.909135.476 147.489 147.489 159.503 159.503973.036 967.425 967.425 961.813 961.813
177.232 199.035 199.035 220.838 220.838308.451 262.287 262.287 216.124 216.124121.326 136.026 136.026 150.726 150.726
0 0 0 0 089.367 108.616 108.616 126.629 126.629
Rasio Tulangan 3,5% Rasio Tulangan 4% Rasio Tulangan 4,5%Arah X Arah Y Arah X Arah Y Arah X
25 25 25 25 250.85 0.85 0.85 0.85 0.85350 350 350 350 350325 325 325 325 325325 325 325 325 325
56.5 56.5 56.5 56.5 56.53.5% 3.5% 4.0% 4.0% 4.5%268.5 268.5 268.5 268.5 268.5
105625 105625 105625 105625 1056251848.4375 1848.4375 2112.5 2112.5 2376.56253696.875 3696.875 4225 4225 4753.125
3459878.90625 3459878.90625 3633500 3633500 3807121.093753459.87890625 3459.87890625 3633.5 3633.5 3807.12109375
169.579 169.579 169.579 169.579 169.579144.142 144.142 144.142 144.142 144.142400.093 400.093 400.093 400.093 400.093
OK OK OK OK OK400.093 400.093 400.093 400.093 400.093
995481.414473684 995481.4144737 995481.41447368 995481.41447368 995481.414473684995.481 995.481 995.481 995.481 995.481
700267.811 700267.811 800306.070 800306.070 900344.328700.267810899674 700.2678108997 800.30606959963 800.30606959963 900.344328299581739547.107774674 739547.1077747 845196.69459963 845196.69459963 950846.281424581739.547107774674 739.5471077747 845.19669459963 845.19669459963 950.846281424581
956.202 956.202 950.591 950.591 944.979242640.718 242640.718 264443.629 264443.629 286246.541
242.641 242.641 264.444 264.444 286.247
1.4 1.4 1.4 1.4 1.4237.411 237.411 237.411 237.411 237.411
230.000 230.000 230.000 230.000 230.000>Xb -OK- >Xb -OK- >Xb -OK- >Xb -OK- >Xb -OK-
195.5 195.5 195.5 195.5 195.5457.209 457.209 457.209 457.209 457.209
OK OK OK OK OK350 350 350 350 350
100.434782608696 100.4347826087 100.4347826087 100.4347826087 100.434782608696OK OK OK OK OK
100.434782608696 100.4347826087 100.4347826087 100.4347826087 100.4347826086961350171.875 1350171.875 1350171.875 1350171.875 1350171.875
1350.172 1350.172 1350.172 1350.172 1350.172607673.828 607673.828 694484.375 694484.375 781294.922
607.674 607.674 694.484 694.484 781.295185647.418478261 185647.4184783 212168.47826087 212168.47826087 238689.538043478
185.647 185.647 212.168 212.168 238.6901772.198 1772.198 1832.488 1832.488 1892.777
171515.681 171515.681 183528.831 183528.831 195541.982171.516 171.516 183.529 183.529 195.542
0.5 0.5 0.5 0.5 0.584 84 84 84 84
OK < xb OK < xb OK < xb OK < xb OK < xb71.4 71.4 71.4 71.4 71.4
196.428571428571 196.4285714286 196.42857142857 196.42857142857 196.428571428571196.428571428571 196.4285714286 196.42857142857 196.42857142857 196.428571428571
Patah Tarik Patah Tarik Patah Tarik Patah Tarik Patah Tarik350 350 350 350 350
493106.25 493106.25 493106.25 493106.25 493106.25493.10625 493.10625 493.10625 493.10625 493.10625
323806.641 323806.641 370064.732 370064.732 416322.824323.807 323.807 370.065 370.065 416.323
646953.125 646953.125 739375 739375 831796.875646.953 646.953 739.375 739.375 831.797169.960 169.960 123.796 123.796 77.632
165426.408 165426.408 180126.484 180126.484 194826.561165.426 165.426 180.126 180.126 194.827
93.676 93.676 107.059 107.059 120.441143404771.369 143404771.369 158943878.676 158943878.676 173246163.833
143.405 143.405 158.944 158.944 173.246
3459.87890625 3459.87890625 3633.5 3633.5 3807.121093750 0 0 0 0
1772.198 1772.198 1832.488 1832.488 1892.777171.516 171.516 183.529 183.529 195.542956.202 956.202 950.591 950.591 944.979
242.641 242.641 264.444 264.444 286.247169.960 169.960 123.796 123.796 77.632165.426 165.426 180.126 180.126 194.827
0 0 0 0 0143.405 143.405 158.944 158.944 173.246
Rasio Tulangan 4,5% Rasio Tulangan 5% Rasio Tulangan 5,5%Arah Y Arah X Arah Y Arah X
25 25 25 250.85 0.85 0.85 0.85350 350 350 350325 325 325 325325 325 325 325
56.5 56.5 56.5 56.54.5% 5.0% 5.0% 5.5%268.5 268.5 268.5 268.5
105625 105625 105625 1056252376.5625 2640.625 2640.625 2904.68754753.125 5281.25 5281.25 5809.375
3807121.09375 3980742.1875 3980742.1875 4154363.281253807.12109375 3980.7421875 3980.7421875 4154.36328125
169.579 169.579 169.579 169.579144.142 144.142 144.142 144.142400.093 400.093 400.093 400.093
OK OK OK OK400.093 400.093 400.093 400.093
995481.41447368 995481.414473684 995481.414473684 995481.414473684995.481 995.481 995.481 995.481
900344.328 1000382.587 1000382.587 1100420.846900.34432829958 1000.38258699953 1000.38258699953 1100.42084569949950846.28142458 1056495.86824953 1056495.86824953 1162145.45507449950.84628142458 1056.49586824953 1056.49586824953 1162.14545507449
944.979 939.368 939.368 933.757286246.541 308049.453 308049.453 329852.364
286.247 308.049 308.049 329.852
1.4 1.4 1.4 1.4237.411 237.411 237.411 237.411
230.000 230.000 230.000 230.000>Xb -OK- >Xb -OK- >Xb -OK- >Xb -OK-
195.5 195.5 195.5 195.5457.209 457.209 457.209 457.209
OK OK OK OK350 350 350 350
100.4347826087 100.434782608696 100.434782608696 100.434782608696OK OK OK OK
100.4347826087 100.434782608696 100.434782608696 100.4347826086961350171.875 1350171.875 1350171.875 1350171.875
1350.172 1350.172 1350.172 1350.172781294.922 868105.469 868105.469 954916.016
781.295 868.105 868.105 954.916238689.53804348 265210.597826087 265210.597826087 291731.657608696
238.690 265.211 265.211 291.7321892.777 1953.067 1953.067 2013.356
195541.982 207555.132 207555.132 219568.282195.542 207.555 207.555 219.568
0.5 0.5 0.5 0.584 84 84 84
OK < xb OK < xb OK < xb OK < xb71.4 71.4 71.4 71.4
196.42857142857 196.428571428571 196.428571428571 196.428571428571196.42857142857 196.428571428571 196.428571428571 196.428571428571
Patah Tarik Patah Tarik Patah Tarik Patah Tarik350 350 350 350
493106.25 493106.25 493106.25 493106.25493.10625 493.10625 493.10625 493.10625
416322.824 462580.915 462580.915 508839.007416.323 462.581 462.581 508.839
831796.875 924218.75 924218.75 1016640.625831.797 924.219 924.219 1016.641
77.632 31.468 31.468 -14.695194826.561 209526.637 209526.637 224226.713
194.827 209.527 209.527 224.227
120.441 133.824 133.824 147.206173246163.833 186311626.838 186311626.838 198140267.693
173.246 186.312 186.312 198.140
3807.12109375 3980.7421875 3980.7421875 4154.363281250 0 0 0
1892.777 1953.067 1953.067 2013.356195.542 207.555 207.555 219.568944.979 939.368 939.368 933.757
286.247 308.049 308.049 329.85277.632 31.468 31.468 -14.695
194.827 209.527 209.527 224.2270 0 0 0
173.246 186.312 186.312 198.140
Rasio Tulangan 5,5% Rasio Tulangan 6%Arah Y Arah X Arah Y
25 25 250.85 0.85 0.85350 350 350325 325 325325 325 325
56.5 56.5 56.55.5% 6.0% 6.0%268.5 268.5 268.5
105625 105625 1056252904.6875 3168.75 3168.755809.375 6337.5 6337.5
4154363.28125 4327984.375 4327984.3754154.36328125 4327.984375 4327.984375
169.579 169.579 169.579144.142 144.142 144.142400.093 400.093 400.093
OK OK OK400.093 400.093 400.093
995481.414473684 995481.414473684 995481.41447368995.481 995.481 995.481
1100420.846 1200459.104 1200459.1041100.42084569949 1200.45910439944 1200.45910439941162145.45507449 1267795.04189944 1267795.04189941162.14545507449 1267.79504189944 1267.7950418994
933.757 928.145 928.145329852.364 351655.276 351655.276
329.852 351.655 351.655
1.4 1.4 1.4237.411 237.411 237.411
230.000 230.000 230.000>Xb -OK- >Xb -OK- >Xb -OK-
195.5 195.5 195.5457.209 457.209 457.209
OK OK OK350 350 350
100.434782608696 100.434782608696 100.4347826087OK OK OK
100.434782608696 100.434782608696 100.43478260871350171.875 1350171.875 1350171.875
1350.172 1350.172 1350.172954916.016 1041726.563 1041726.563
954.916 1041.727 1041.727291731.657608696 318252.717391304 318252.7173913
291.732 318.253 318.2532013.356 2073.646 2073.646
219568.282 231581.433 231581.433219.568 231.581 231.581
0.5 0.5 0.584 84 84
OK < xb OK < xb OK < xb71.4 71.4 71.4
196.428571428571 196.428571428571 196.42857142857196.428571428571 196.428571428571 196.42857142857
Patah Tarik Patah Tarik Patah Tarik350 350 350
493106.25 493106.25 493106.25493.10625 493.10625 493.10625
508839.007 555097.098 555097.098508.839 555.097 555.097
1016640.625 1109062.5 1109062.51016.641 1109.063 1109.063
-14.695 -60.859 -60.859224226.713 238926.790 238926.790
224.227 238.927 238.927
147.206 160.588 160.588198140267.693 208732086.397 208732086.397
198.140 208.732 208.732
4154.36328125 4327.984375 4327.9843750 0 0
2013.356 2073.646 2073.646219.568 231.581 231.581933.757 928.145 928.145
329.852 351.655 351.655-14.695 -60.859 -60.859224.227 238.927 238.927
0 0 0198.140 208.732 208.732
GESER DARI SAP KET V2
1 35.826MOMEN DARI SAP
KET F31 385.318
KET M21 3.094
KET M31 27.571
DESAIN PENULANGAN KOLOM LIFTLantaif'c = MPafy = MPabc = mmhc = mmTinggi eff (d) = mmLuas Penampang (Ag) = mm2
Pu = kNMux = kNmMuy = kNmPakaiMnx = kNmMny = kNmPn = kNKontrol Faktor Reduksi =Pn >Pn >
Dari Grafik Mn-Pn Didapat :Rasio Tulangan (ρ) = mm2Luas Tulangan (As) = mmDipakai Tul Pokok (D) = mm2Luas Diameter Tul =Jumlah Tulangan (n) =Dipakai Jumlah Tulangan = mm2Luas Tulangan Pakai (As) =Rasio Tul Pakai =
Kontrol Momen Joint Kolom-Balokε'c =z1 =εy =εs1 =
C = cmEs = kg/cm²fs1 = kg/cm²β1 =a = cmCc = kgAs1 = cm²As2 = cm²As3 = cm²As4 = cm²As5 = cm²Fs1 = kgFs2 = kgFs3 = kgFs4 = kgFs5 = kgFs1 * ( h/2 - di ) = KgmFs2 * ( h/2 - di ) = KgmFs3 * ( h/2 - di ) = KgmFs4 * ( h/2 - di ) = KgmFs5 * ( h/2 - di ) = KgmPn = KNMn = KNm
=
Mkap -Mkap +
Ket :Me =Mg =
MkatasH
Mkbawah
GAYA GESER LANTAI 1Mnk bawah =Mnk atas =
)Mg -(Mg . . 5
6 Me
Gaya Geser (Ve) =Vu = kNVu pakai = kNDipakai Tul Sengkang :Sengkang ø10 = mmLuas Diameter Tul = mm2
DAERAH SENDI PLASTISPanjang daerah Plastis (lo) = mmPakai Lo = mmKontrol ≥ mm (h balok)
≥ mm (1/6 H)≥ mm
Vs = mm2Pakai Sengkang 2 kakiAv = mm2jarak Sengkang (S) = mmS pakai = mmKontrol ≤ mm (1/4 *b kolom)
≤ mm (6* D pokok)≤ mm ( S harus 100<S>150 mm)
DAERAH LUAR SENDI PLASTISPanjang daerah (L) = mmVc = mmPakai Sengkang 2 kakiAv = mm2jarak Sengkang (S) = mmS pakai = mmKontrol ≤ mm (d/2)
≤ mm
bchcФ pokokФ sengkangd1d2d3d4d5
DESAIN PENULANGAN KOLOM LIFT1
25350325325
268.5105625
385.31827.571
3.094
42.41692307692314.76
592.7969230769230.65
0,1*Ag*f'c264.0625
2%2112.5
13132.73228961416915.9154943091895
162123.7166338267
0.0201061929829747Kontrol Rasio Tulangan (1% < ρ< 6%) OK
0.003-1
0.002-0.002
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
16.112040000
40800.85
13.693596462.1490625
6.636614480708442.654645792283382.654645792283386.636614480708445.30929158456675270.773870812904108.309548325162108.309548325162270.773870812904216.619096650323
-2870.20303061679-717.00920991257
-285.937207578427362.8369868892911152.41359417972972.203159007761150.111366911014
125.934138316009OK --> Strong Column Weak Beam
67.728381178137263.4530129010388
Momen Kapasitas Kolom yang Merangka Pada Joint Balok-KolomMomen KapasitasBalok Pada Joint Balok-Kolom
4 m
GAYA GESER LANTAI 1
DESAIN 1
42.41692307692314.76
35.826
DESAIN 1
11.794230769230835.826
1078.5398163397448
DAERAH SENDI PLASTIS487.5487.5
32554.1666666666667
325OK
47.7682
157.07963267949309.026094478627
7581.25
78136.111111111111
OKDAERAH LUAR SENDI PLASTIS
302591.6670802197803
2157.07963267949
161.034456924589100
134.25300
OK
325325
1310
268.5228.7188.9149.1109.3
d5
d5 d
4d3
d2
d1
bchcФ pokok
d1d2d3d4d5d6
DESAIN PENULANGAN KOLOM LANTAI1 2
f'c = MPa 25 25fy = MPa 350 350bc = mm 300 300hc = mm 300 300Tinggi eff (d) = mm 739 739Luas Penampang (Ag) = mm2 90000 90000
Pu = kN 2893.961536156 2191.748740203Mux = kNm 678.1992043122 582.2238514799Muy = kNm 338.2536006063 329.6791181515PakaiMnx = kNm 1043.3834 895.7290Mny = kNm 520.3902 507.1986Pn = kN 4452.2485 3371.9211Kontrol Faktor Reduksi = 0.65 0.65
Pn > 0,1*Ag*f'cPn > 225 225
Rasio Tulangan (ρ) = mm2 1.00% 2.00%Luas Tulangan (As) = mm 900 1800Dipakai Tul Pokok (D) = mm2 13 13Luas Diameter Tul = 132.73228961417 132.73228961417Jumlah Tulangan (n) = 6.78056562285 13.5611312457Dipakai Jumlah Tulangan = mm2 10 14Luas Tulangan Pakai (As) = 1327.3228961417 1858.2520545984
Ф sengkang
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
OK --> Penggunaan Faktor Reduksi = 0.65 dapat diterima
Dari Grafik Mn-Pn Didapat :
d5 d
4d3 d
2 d1
Rasio Tul Pakai = 1.47% 2.06%
Kontrol Momen Joint Kolom-Balokε'c = 0.003 0.003z1 = -1 -1εy = 0.00175 0.00175εs1 = -0.00175 -0.00175C = cm 153.78947368421 15.378947368421Es = kg/cm² 200000 200000fs1 = kg/cm² 350 350β1 = 0.85 0.85a = cm 130.72105263158 13.072105263158Cc = kg 833346.71052632 85001.364473684As1 = cm² 265.46457922834 7.9639373768501As2 = cm² 265.46457922834 2.6546457922834As3 = cm² 265.46457922834 2.6546457922834As4 = cm² 265.46457922834 2.6546457922834As5 = cm² 265.46457922834 2.6546457922834Fs1 = kg 92.912602729918 27.873780818975Fs2 = kg 92.912602729918 9.2912602729918Fs3 = kg 92.912602729918 9.2912602729918Fs4 = kg 92.912602729918 9.2912602729918Fs5 = kg 92.912602729918 9.2912602729918Fs1 * ( h/2 - di ) = KgCm 13.693390409488 -260.61985065742Fs2 * ( h/2 - di ) = KgCm 13.730790409488 -52.123970131484Fs3 * ( h/2 - di ) = KgCm 13.768190409488 -17.374656710495Fs4 * ( h/2 - di ) = KgCm 13.805590409488 17.374656710495Fs5 * ( h/2 - di ) = KgCm 13.842990409488 52.123970131484Pn = KN 1297.9097241759 850.66403295595Mn = KNm 139.37497902285 71.918645529858
= 1372.7995946885 1173.5507760656TIDAK OK TIDAK OK
Ket :Me = Momen Kapasitas Kolom yang Merangka Pada Joint Balok-KolomMg = Momen KapasitasBalok Pada Joint Balok-Kolom
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
)Mg -(Mg . . 5
6 Me
)Mg-(Mg . . 5
6
PENULANGAN GESER KOLOM LANTAI 1
H = m 4 4Mnk bawah = 678.1992043122 465.779081184Mnk atas = 338.2536 263.7433Gaya Geser (Ve) = 339.1317 198.4563Vu = kN 254.11320122962 182.38059392629Vu pakai = kN 339.1317 198.4563Dipakai Tul Sengkang :
= mm 10 10Luas Diameter Tul = mm2 78.539816339745 78.539816339745DAERAH SENDI PLASTISPanjang daerah Plastis (lo) = mm 1000 1000Pakai Lo = mm 1000 1000
Kontrol ≥ mm (h balok) 800 800
≥ mm (1/6 H) 666.66666666667 666.66666666667≥ mm 500 500
OK OKVs = mm2 452.1756 264.6084Pakai Sengkang = kaki 2 2Av = mm2 157.07963267949 157.07963267949jarak Sengkang (S) = mm 89.851480249155 153.54254435063
Kontrol ≤ 75 75
≤ 78 78
≤ 133.33333333333 133.33333333333
S pakai = mm 75 120OK TIDAK OK
DAERAH LUAR SENDI PLASTISPanjang daerah (L) = mm 2000 2000
Mk(atas)
Mkbawah
Sengkang ø10
mm (1/4 *b kolom)
mm (6* D pokok)
mm ( S harus 100<S>150 mm)
Vc = mm 609.08285222603 506.11950774012Pakai Sengkang 2 kakiAv = mm2 157.07963267949 157.07963267949jarak Sengkang (S) = mm 66.704631141828 80.274809350782S pakai = mm 80 75
Kontrol ≤ mm (d/2) 369.5 369.5≤ mm 300 300
OK OK
300 Es 200000300
1310
243.5206.1168.7131.3
93.956.5
DESAIN PENULANGAN KOLOM LANTAI3 4 5 6
25 25 25 25350 350 350 350300 300 300 300300 300 300 300739 739 739 739
90000 90000 90000 90000
1517.774405869 890.1099334715 325.1002461249 182.1717523.7633936231 406.6072529639 198.0177033748 174.5199283.6474296202 206.464527161 102.3568158927 117.8181
805.7898 625.5496 304.6426 268.4922436.3807 317.6377 157.4720 181.2586
2335.0375 1369.3999 500.1542 280.26420.65 0.65 0.65 0.65
225 225 225 225
2.00% 2.00% 2.00% 2.00%1800 1800 1800 1800
13 13 13 13132.73228961417 132.73228961417 132.73228961417 132.73228961417
13.5611312457 13.5611312457 13.5611312457 13.561131245714 14 14 14
1858.2520545984 1858.2520545984 1858.2520545984 1858.2520545984
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
Mn-Pn Didapat :
2.06% 2.06% 2.06% 2.06%
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
15.378947368421 15.378947368421 15.378947368421 15.378947368421200000 200000 200000 200000
350 350 350 3500.85 0.85 0.85 0.85
13.072105263158 13.072105263158 13.072105263158 13.07210526315885001.364473684 85001.364473684 85001.364473684 85001.3644736847.9639373768501 7.9639373768501 7.9639373768501 7.96393737685012.6546457922834 2.6546457922834 2.6546457922834 2.65464579228342.6546457922834 2.6546457922834 2.6546457922834 2.65464579228342.6546457922834 2.6546457922834 2.6546457922834 2.65464579228342.6546457922834 2.6546457922834 2.6546457922834 2.654645792283427.873780818975 27.873780818975 27.873780818975 27.8737808189759.2912602729918 9.2912602729918 9.2912602729918 9.29126027299189.2912602729918 9.2912602729918 9.2912602729918 9.29126027299189.2912602729918 9.2912602729918 9.2912602729918 9.29126027299189.2912602729918 9.2912602729918 9.2912602729918 9.2912602729918
-260.61985065742 -260.61985065742 -260.61985065742 -260.61985065742-52.123970131484 -52.123970131484 -52.123970131484 -52.123970131484-17.374656710495 -17.374656710495 -17.374656710495 -17.37465671049517.374656710495 17.374656710495 17.374656710495 17.37465671049552.123970131484 52.123970131484 52.123970131484 52.123970131484850.66403295595 850.66403295595 850.66403295595 850.6640329559571.918645529858 71.918645529858 71.918645529858 71.918645529858
1173.5507760656 1173.5507760656 1173.5507760656 572.9078991073TIDAK OK TIDAK OK TIDAK OK TIDAK OK
Momen Kapasitas Kolom yang Merangka Pada Joint Balok-KolomMomen KapasitasBalok Pada Joint Balok-Kolom
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
Kontrol Rasio Tulangan (1% < ρ< 6%) OK
4 4 4 4419.0107148985 325.2858023711 158.4141626998 61.07569
226.9179 165.1716 81.8855 90.9911124.29064 102.7803738 74.906018085473 31.29709184718
161.48216464867 122.61435602497 60.074903853507 38.0166975161.4821646487 122.614356025 74.90601808547 38.0166975
10 10 10 1078.539816339745 78.539816339745 78.539816339745 78.539816339745
1000 1000 1000 10001000 1000 1000 1000
800 800 800 650
666.66666666667 666.66666666667 666.66666666667 666.66666666667500 500 500 500
OK OK OK OK215.30955286489 163.4858080333 99.874690780631 50.68893
2 2 2 2157.07963267949 157.07963267949 157.07963267949 157.07963267949188.69876627371 248.51482511726 406.79622309709 801.52899247528
75 75 75 75
78 78 78 78
133.33333333333 133.33333333333 133.33333333333 133.33333333333
120 120 120 120TIDAK OK TIDAK OK TIDAK OK TIDAK OK
2000 2000 2000 2000
407.29668371776 315.2641350864 232.41846862824 211.46128696429
157.07963267949 157.07963267949 157.07963267949 157.0796326794999.751971024406 128.87176963981 174.80816921454 192.1327897688
100 100 100 100369.5 369.5 369.5 369.5
300 300 300 300OK OK OK OK
PELAT LANTAI
Diamter tulangan yang digunakan : Tulangan PokokTulangan Susut
Mutu Beton (f'c) 20Mutu Baja (fy) 240pmin 0.006
Jenis Pelat PELAT 1Qu 29.861Ly 2.100Lx 1.550Ly/Lx 1.355Tipe 2 ARAHTebal rencana pelat 120
h Max 0.056 56.000h min 0.042 41.831
Tabel PBI 1971 (terjepit Penuh ke-4 sisi) 1.300 1.400Mlx 50.000 53.000Mly 38.000 38.000Mtx 50.000 53.000Mty 38.000 38.000
Penulangan Arah LxMlx Mtx
ds 25.000 25.000Wd 4.320 4.320Wu 9.184 9.184Mu 3.705 3.705Mn 4.631 4.631d 95.000 95.000Rn 0.513 0.513m 14.118 14.118
0.002 0.0020.006 0.006
ρ b 0.043 0.060ρ max 0.032 0.045
0.006 0.006As 554.167 554.167Asst 240.000 240.000Dipakai As 554.167 554.167Ad Pokok 78.540 78.540Tulangan Pokok 141.726 141.726Ad Susut 50.265 50.265
ρ perluρ minimum
dipakai ρ
Tulangan Susut 209.440 209.440DigunakanTul Pokok P10-125 P10-125Tul Susut P8-200 P8-200
PELAT LANTAI
108
β1 = 0.850
PELAT 129.8612.1001.5501.355
2 ARAH120
1.35551.64538.00051.64538.000
Arah LyMly Mty35.000 35.0004.320 4.3209.184 9.1842.726 2.7263.408 3.40885.000 85.0000.472 0.47214.118 14.1180.002 0.0020.006 0.0060.060 0.0600.045 0.0450.006 0.006495.833 495.833240.000 240.000495.833 495.83378.540 78.540158.400 158.40050.265 50.265
209.440 209.440
P10-150 P10-150P8-200 P8-200