excel perancangan gedung

361
Data Soal Mutu Bahan Fungsi Bangunan Pertokoan fc' (pelat) 20 Lokasi Bangunan Bandung fc' (balok dan kolom) 25 Banyak Tingkat 5 240 Jenis Tanah Tanah Keras 350 Tingkat Daktilitas Daktilitas Penuh Tebal (m) Tebal Dinding 0.15 UKURAN BA Tebal Plat Lantai 0.12 Tebal Plat Atap 0.1 L1 (arah X) 8 Beban Hidup (ql) KN/m2 L2 (arah Y) 4.5 ql atap 0.98 L3 (arah Y) 3 ql lantai ( Perkantoran ) 2.45 H bottom story 4 H typical story 4 KETENTUAN Tinggi Spesi 0.025 Lapis Kedap Air 0.03 Pasir 0.045 Berat Volume Beton bertulang 23.54 Pasir 17.17 Spesi 18.64 Dinding (Pas. Bata) 16.68 Lapisan Kedap Air 18.64 Penggantung 0.98 Plafon 0.15 Enternit 0.11 Partisi 0.10 Untuk D ≤ 12 mm Untuk D ˃ 12 mm

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Perancangan struktur bangunan gedung tahan gempa

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Page 1: Excel Perancangan Gedung

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

Page 2: Excel Perancangan Gedung

Ac 0.20 KN/m2Tegel/keramik 0.17 KN/m2

Page 3: Excel Perancangan Gedung

DENAH BANGUNANL1 L1 L1

L2

UKURAN BANGUNANmm mm L2mm mm mm

L2

L3

Page 4: Excel Perancangan Gedung

L1

Page 5: Excel Perancangan Gedung

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

Page 6: Excel Perancangan Gedung

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

Page 7: Excel Perancangan Gedung

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.

Page 8: Excel Perancangan Gedung

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

Page 9: Excel Perancangan Gedung

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)

Page 10: Excel Perancangan Gedung

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

Page 11: Excel Perancangan Gedung

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

Page 12: Excel Perancangan Gedung

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

Page 13: Excel Perancangan Gedung

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

Page 14: Excel Perancangan Gedung

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

Page 15: Excel Perancangan Gedung

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

Page 16: Excel Perancangan Gedung

Beban (KN)706.32

13890.526

36271.15432875TON

3697.365

Page 17: Excel Perancangan Gedung

Beban47.088

39.730558.86

Page 18: Excel Perancangan Gedung

Beban58.86

39.730558.86

x2

Beban749.4841505.9018749.4841

Page 19: Excel Perancangan Gedung

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

Page 20: Excel Perancangan Gedung

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

Page 21: Excel Perancangan Gedung

0

0.10833333333...

0.54166666666...

0.59166666666...

0.64166666666...

0.69166666666...

0.74166666666...

0.79166666666...

0.84666666666...

0.89666666666...

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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

Page 22: Excel Perancangan Gedung

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

Page 23: Excel Perancangan Gedung

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

Page 24: Excel Perancangan Gedung

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

Page 25: Excel Perancangan Gedung

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)

Page 26: Excel Perancangan Gedung

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

Page 27: Excel Perancangan Gedung

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

Page 28: Excel Perancangan Gedung

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

Page 29: Excel Perancangan Gedung

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)

Page 30: Excel Perancangan Gedung

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!!

Page 31: Excel Perancangan Gedung

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

Page 32: Excel Perancangan Gedung

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

Page 33: Excel Perancangan Gedung

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

Page 34: Excel Perancangan Gedung

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

Page 35: Excel Perancangan Gedung

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

Page 36: Excel Perancangan Gedung

Lantai Momen max (lapangan)1 22.6465 22.6465

Page 37: Excel Perancangan Gedung

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

Page 38: Excel Perancangan Gedung

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

Page 39: Excel Perancangan Gedung

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

Page 40: Excel Perancangan Gedung

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

Page 41: Excel Perancangan Gedung

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

Page 42: Excel Perancangan Gedung

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

Page 43: Excel Perancangan Gedung

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

Page 44: Excel Perancangan Gedung

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

Page 45: Excel Perancangan Gedung

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

Page 46: Excel Perancangan Gedung

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

Page 47: Excel Perancangan Gedung

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

Page 48: Excel Perancangan Gedung

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

Page 49: Excel Perancangan Gedung

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

Page 50: Excel Perancangan Gedung

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

Page 51: Excel Perancangan Gedung

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

Page 52: Excel Perancangan Gedung

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

Page 53: Excel Perancangan Gedung

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

Page 54: Excel Perancangan Gedung

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

Page 55: Excel Perancangan Gedung

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

Page 56: Excel Perancangan Gedung

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

Page 57: Excel Perancangan Gedung

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

Page 58: Excel Perancangan Gedung

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

Page 59: Excel Perancangan Gedung

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

Page 60: Excel Perancangan Gedung

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

Page 61: Excel Perancangan Gedung

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

Page 62: Excel Perancangan Gedung

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

Page 63: Excel Perancangan Gedung

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

Page 64: Excel Perancangan Gedung

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

Page 65: Excel Perancangan Gedung

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

Page 66: Excel Perancangan Gedung

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

Page 67: Excel Perancangan Gedung

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

Page 68: Excel Perancangan Gedung

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

Page 69: Excel Perancangan Gedung

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

Page 70: Excel Perancangan Gedung

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

Page 71: Excel Perancangan Gedung

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

Page 72: Excel Perancangan Gedung

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

Page 73: Excel Perancangan Gedung

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

Page 74: Excel Perancangan Gedung

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

Page 75: Excel Perancangan Gedung

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

Page 76: Excel Perancangan Gedung

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

Page 77: Excel Perancangan Gedung

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

Page 78: Excel Perancangan Gedung

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

Page 79: Excel Perancangan Gedung

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

Page 80: Excel Perancangan Gedung

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

Page 81: Excel Perancangan Gedung

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

Page 82: Excel Perancangan Gedung

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

Page 83: Excel Perancangan Gedung

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

Page 84: Excel Perancangan Gedung

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

Page 85: Excel Perancangan Gedung

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

Page 86: Excel Perancangan Gedung

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

Page 87: Excel Perancangan Gedung

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

Page 88: Excel Perancangan Gedung

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

Page 89: Excel Perancangan Gedung

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

Page 90: Excel Perancangan Gedung

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

Page 91: Excel Perancangan Gedung

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

Page 92: Excel Perancangan Gedung

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

Page 93: Excel Perancangan Gedung

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

Page 94: Excel Perancangan Gedung

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

Page 95: Excel Perancangan Gedung

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

Page 96: Excel Perancangan Gedung

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

Page 97: Excel Perancangan Gedung

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

Page 98: Excel Perancangan Gedung

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

Page 99: Excel Perancangan Gedung

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

Page 100: Excel Perancangan Gedung

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

Page 101: Excel Perancangan Gedung

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

Page 102: Excel Perancangan Gedung

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

Page 103: Excel Perancangan Gedung

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

Page 104: Excel Perancangan Gedung

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

Page 105: Excel Perancangan Gedung

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

Page 106: Excel Perancangan Gedung

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

Page 107: Excel Perancangan Gedung

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

Page 108: Excel Perancangan Gedung

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

Page 109: Excel Perancangan Gedung

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

Page 110: Excel Perancangan Gedung

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

Page 111: Excel Perancangan Gedung

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

Page 112: Excel Perancangan Gedung

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

+

Page 113: Excel Perancangan Gedung

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

Page 114: Excel Perancangan Gedung

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

Page 115: Excel Perancangan Gedung

105.6300105.6300

+-

105.6300

103.2142

208.8442208.8442

-2.4158

208.8442208.8442

+

Page 116: Excel Perancangan Gedung
Page 117: Excel Perancangan Gedung

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

B20
SAYOGO: Akibat momen kapasitas
Page 118: Excel Perancangan Gedung

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

B70
SAYOGO: Akibat momen kapasitas
Page 119: Excel Perancangan Gedung

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

B120
SAYOGO: Akibat momen kapasitas
Page 120: Excel Perancangan Gedung

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

B170
SAYOGO: Akibat momen kapasitas
Page 121: Excel Perancangan Gedung

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

Page 122: Excel Perancangan Gedung

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

Page 123: Excel Perancangan Gedung

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

Page 124: Excel Perancangan Gedung

494.8765 164.1707

-110.4398

418.079503174231 Vu 154.767784891067

SFD B3 (Pakai)GF

67.09935338946.120925562

`

B3 LANTAI46.12093

Page 125: Excel Perancangan Gedung

351.8511

VE

397.972

368.534708334437

SFD BA (Pakai)GF, 1 , 2, 3, 4 5 (ATAP)13.449663323 11.2088913.055507927 11.13224

`

Page 126: Excel Perancangan Gedung

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

Page 127: Excel Perancangan Gedung

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)

Page 128: Excel Perancangan Gedung

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

Page 129: Excel Perancangan Gedung

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

Page 130: Excel Perancangan Gedung

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

D15
VENDIE: Isi Cell yang bewarna Kuning
Page 131: Excel Perancangan Gedung

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

Page 132: Excel Perancangan Gedung

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)

Page 133: Excel Perancangan Gedung

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)

Page 134: Excel Perancangan Gedung

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

Page 135: Excel Perancangan Gedung

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

Page 136: Excel Perancangan Gedung

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)

Page 137: Excel Perancangan Gedung

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)

Page 138: Excel Perancangan Gedung

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

Page 139: Excel Perancangan Gedung

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

Page 140: Excel Perancangan Gedung

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)

Page 141: Excel Perancangan Gedung

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)

Page 142: Excel Perancangan Gedung

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

Page 143: Excel Perancangan Gedung

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

Page 144: Excel Perancangan Gedung

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)

Page 145: Excel Perancangan Gedung

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)

Page 146: Excel Perancangan Gedung

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

Page 147: Excel Perancangan Gedung

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

Page 148: Excel Perancangan Gedung

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)

Page 149: Excel Perancangan Gedung

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)

O153
Paksi: Dari grafik Mn Pn Y
Page 150: Excel Perancangan Gedung

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

Page 151: Excel Perancangan Gedung

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

Page 152: Excel Perancangan Gedung

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)

Page 153: Excel Perancangan Gedung

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)

Page 154: Excel Perancangan Gedung

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

Page 155: Excel Perancangan Gedung

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

Page 156: Excel Perancangan Gedung

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)

Page 157: Excel Perancangan Gedung

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)

Page 158: Excel Perancangan Gedung

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

Page 159: Excel Perancangan Gedung

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

Page 160: Excel Perancangan Gedung

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)

Page 161: Excel Perancangan Gedung

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)

Page 162: Excel Perancangan Gedung

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

Page 163: Excel Perancangan Gedung

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

Page 164: Excel Perancangan Gedung

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)

Page 165: Excel Perancangan Gedung

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

Page 166: Excel Perancangan Gedung

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 :

Page 167: Excel Perancangan Gedung

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

Page 168: Excel Perancangan Gedung

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

Page 169: Excel Perancangan Gedung

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

Page 170: Excel Perancangan Gedung

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

Page 171: Excel Perancangan Gedung

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

Page 172: Excel Perancangan Gedung

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)

Page 173: Excel Perancangan Gedung

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

Page 174: Excel Perancangan Gedung

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 :

Page 175: Excel Perancangan Gedung

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

Page 176: Excel Perancangan Gedung

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

Page 177: Excel Perancangan Gedung

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

Page 178: Excel Perancangan Gedung

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

Page 179: Excel Perancangan Gedung

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

Page 180: Excel Perancangan Gedung

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

Page 181: Excel Perancangan Gedung

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

Page 182: Excel Perancangan Gedung

d

Page 183: Excel Perancangan Gedung

d

Page 184: Excel Perancangan Gedung

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

Page 185: Excel Perancangan Gedung

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

Page 186: Excel Perancangan Gedung

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

Page 187: Excel Perancangan Gedung

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

Page 188: Excel Perancangan Gedung

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

Page 189: Excel Perancangan Gedung

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

Page 190: Excel Perancangan Gedung

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

Page 191: Excel Perancangan Gedung

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

Page 192: Excel Perancangan Gedung

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

Page 193: Excel Perancangan Gedung

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

Page 194: Excel Perancangan Gedung

Cek Mkap (+) > 50% Mkap (-) OKE

Page 195: Excel Perancangan Gedung

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

Page 196: Excel Perancangan Gedung

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

Z51
SAYOGO: Akibat momen kapasitas
Page 197: Excel Perancangan Gedung

BALOK BORDES23.66

Page 198: Excel Perancangan Gedung

128.786

VE

152.446

123.119941480166

Page 199: Excel Perancangan Gedung

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

B3
eXPerience: minimum 15 cm
B4
eXPerience: 15-19cm
B5
eXPerience: sepanjang kaki manusia dwasa
A46
eXPerience: tinggi 1.12
A48
eXPerience: tinggi 0.64
Page 200: Excel Perancangan Gedung

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

A86
eXPerience: dari SAP
Page 201: Excel Perancangan Gedung

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

A130
PT.PI: dianggap 0.15 ton
A131
PT.PI : qd + berat sendiri balok + berat tembok diatas balok bordes
A134
PT.PI : 0,5 Qu L2 + P . L
Page 202: Excel Perancangan Gedung

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

Page 203: Excel Perancangan Gedung

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

Page 204: Excel Perancangan Gedung

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

Page 205: Excel Perancangan Gedung

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

Page 206: Excel Perancangan Gedung

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 -

I86
eXPerience: dari SAP
Page 207: Excel Perancangan Gedung

= 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

I130
PT.PI: dianggap 0.15 ton
I131
PT.PI : qd + berat sendiri balok + berat tembok diatas balok bordes
I134
PT.PI : 0,5 Qu L2 + P . L
Page 208: Excel Perancangan Gedung

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

Page 209: Excel Perancangan Gedung

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

Page 210: Excel Perancangan Gedung

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

Page 211: Excel Perancangan Gedung

1.5

2 6.6666667

0

type 2

1.5 1.75

type 4

1.02

1.8

Page 212: Excel Perancangan Gedung

10625 a2

Page 213: Excel Perancangan Gedung

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

Q130
PT.PI: dianggap 0.15 ton
Q131
PT.PI : qd + berat sendiri balok + berat tembok diatas balok bordes
Q134
PT.PI : 0,5 Qu L2 + P . L
Page 214: Excel Perancangan Gedung

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

Page 215: Excel Perancangan Gedung

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

Page 216: Excel Perancangan Gedung

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

Page 217: Excel Perancangan Gedung

Perencanaan Balok Bordesestimasi ukuran balok bordes

cmcmt/mtont/mt/mt/mt/mt/m

Desain Balok BordesMpakg/cm2kg/cm2kg/cm2

Page 218: Excel Perancangan Gedung

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

Page 219: Excel Perancangan Gedung

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

Page 220: Excel Perancangan Gedung

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

B3
eXPerience: minimum 15 cm
B4
eXPerience: 15-19cm
B5
eXPerience: sepanjang kaki manusia dwasa
A46
eXPerience: tinggi 1.12
A48
eXPerience: tinggi 0.64
Page 221: Excel Perancangan Gedung

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

A86
eXPerience: dari SAP
Page 222: Excel Perancangan Gedung

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

A130
PT.PI: dianggap 0.15 ton
A131
PT.PI : qd + berat sendiri balok + berat tembok diatas balok bordes
A134
PT.PI : 0,5 Qu L2 + P . L
Page 223: Excel Perancangan Gedung

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

Page 224: Excel Perancangan Gedung

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

Page 225: Excel Perancangan Gedung

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

Page 226: Excel Perancangan Gedung

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

Page 227: Excel Perancangan Gedung

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 -

I86
eXPerience: dari SAP
Page 228: Excel Perancangan Gedung

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

I130
PT.PI: dianggap 0.15 ton
I131
PT.PI : qd + berat sendiri balok + berat tembok diatas balok bordes
I134
PT.PI : 0,5 Qu L2 + P . L
Page 229: Excel Perancangan Gedung

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

Page 230: Excel Perancangan Gedung

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

Page 231: Excel Perancangan Gedung

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

Page 232: Excel Perancangan Gedung

1.5

2 6.6666667

0

type 2

1.5 1.75

type 4

1.02

1.8

Page 233: Excel Perancangan Gedung

10837.5 a2

Page 234: Excel Perancangan Gedung

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

Q130
PT.PI: dianggap 0.15 ton
Q131
PT.PI : qd + berat sendiri balok + berat tembok diatas balok bordes
Q134
PT.PI : 0,5 Qu L2 + P . L
Page 235: Excel Perancangan Gedung

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

Page 236: Excel Perancangan Gedung

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

Page 237: Excel Perancangan Gedung

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

Page 238: Excel Perancangan Gedung

Perencanaan Balok Bordesestimasi ukuran balok bordes

cmcmt/mtont/mt/mt/mt/mt/m

Desain Balok BordesMpakg/cm2kg/cm2kg/cm2

Page 239: Excel Perancangan Gedung

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

Page 240: Excel Perancangan Gedung

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

Page 241: Excel Perancangan Gedung

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

Page 242: Excel Perancangan Gedung

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)

Page 243: Excel Perancangan Gedung

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)

Page 244: Excel Perancangan Gedung

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)

Page 245: Excel Perancangan Gedung

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

Page 246: Excel Perancangan Gedung

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

Page 247: Excel Perancangan Gedung

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

Page 248: Excel Perancangan Gedung

Di pakai 2

-2024.96ρ²

2

kgmkNmKNKNKN

120 mmmm²mm²

kgkNKNKNKN

120 mmmm²mm²

Pembebanan Pada Balok

Tulangan Susut (Pinggang)

mm²

Page 249: Excel Perancangan Gedung

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

Page 250: Excel Perancangan Gedung

kgmkNmKNKNKN

120 mmmm²mm²

kgkNKNKNKN

120 mmmm²mm²

Page 251: Excel Perancangan Gedung

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

Page 252: Excel Perancangan Gedung

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

Page 253: Excel Perancangan Gedung

buah

Tulangan Susut (Pinggang)

Page 254: Excel Perancangan Gedung

cm m20 0.230 0.31 0.01

0.785398163397448350 Mpa

1.21.5278874536822 buah

2 buah

cm2

cm2

Page 255: Excel Perancangan Gedung

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

Page 256: Excel Perancangan Gedung

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

Page 257: Excel Perancangan Gedung

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

Page 258: Excel Perancangan Gedung

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

Page 259: Excel Perancangan Gedung

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

Page 260: Excel Perancangan Gedung

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

Page 261: Excel Perancangan Gedung

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

T18
SAYOGO: Akibat momen kapasitas
Page 262: Excel Perancangan Gedung

s > 25 OK

Dipakai sengkang P10-100

Page 263: Excel Perancangan Gedung

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

Page 264: Excel Perancangan Gedung
Page 265: Excel Perancangan Gedung

GESER BALOK LIFT43.8265

2102.1

69.04284

VE

112.8693

2102.1

89.8027600416716

Page 266: Excel Perancangan Gedung
Page 267: Excel Perancangan Gedung

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

D15
pi: Isi Cell yang bewarna Kuning
Page 268: Excel Perancangan Gedung

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

Page 269: Excel Perancangan Gedung

SeimbangMn 133.626

TarikPn 400.779Mn 91.926

Pn=0Pn 0Mn 47.157

Page 270: Excel Perancangan Gedung

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'

Page 271: Excel Perancangan Gedung

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

Page 272: Excel Perancangan Gedung

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

Page 273: Excel Perancangan Gedung

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

Page 274: Excel Perancangan Gedung

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

Page 275: Excel Perancangan Gedung

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

Page 276: Excel Perancangan Gedung

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

Page 277: Excel Perancangan Gedung

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

Page 278: Excel Perancangan Gedung

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

Page 279: Excel Perancangan Gedung

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

Page 280: Excel Perancangan Gedung

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

Page 281: Excel Perancangan Gedung

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

Page 282: Excel Perancangan Gedung

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

Page 283: Excel Perancangan Gedung

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

Page 284: Excel Perancangan Gedung

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

Page 285: Excel Perancangan Gedung

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 =

Page 286: Excel Perancangan Gedung

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

Page 287: Excel Perancangan Gedung

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

Page 288: Excel Perancangan Gedung

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

Page 289: Excel Perancangan Gedung

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

Page 290: Excel Perancangan Gedung

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

Page 291: Excel Perancangan Gedung

325325

1310

268.5228.7188.9149.1109.3

d5

d5 d

4d3

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Page 293: Excel Perancangan Gedung
Page 294: Excel Perancangan Gedung

d2

d1

Page 295: Excel Perancangan Gedung
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Page 297: Excel Perancangan Gedung

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

Page 298: Excel Perancangan Gedung

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

Page 299: Excel Perancangan Gedung

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)

Page 300: Excel Perancangan Gedung

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

Page 301: Excel Perancangan Gedung

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 :

Page 302: Excel Perancangan Gedung

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

Page 303: Excel Perancangan Gedung

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

Page 304: Excel Perancangan Gedung

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

Page 305: Excel Perancangan Gedung

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

Page 306: Excel Perancangan Gedung

Tulangan Susut 209.440 209.440DigunakanTul Pokok P10-125 P10-125Tul Susut P8-200 P8-200

Page 307: Excel Perancangan Gedung

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

Page 308: Excel Perancangan Gedung

209.440 209.440

P10-150 P10-150P8-200 P8-200

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