# Perhitungan beton SKSNI.xls

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## INDEX

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### Analisa Struktur

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No. Doc : NOTE/TS/01 Judul Dokument Data Perencanaan Konstruksi

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### - Spesi t=20

( 2 x 21 ) = 42 kg/m2

### - Keramik

( 2 x 24 ) = 48 kg/m2

### - Plafond + penggantung

( 1 x 18 ) = 18 kg/m2

### - Instalasi ME

( 1 x 10 ) = 10 kg/m2 DL = 118 kg/m2

### - Spesi t=20

( 2 x 21 ) = 42 kg/m2

### - Keramik

( 2 x 24 ) = 48 kg/m2

### - Plafond + penggantung

( 0 x 18 ) = 0 kg/m2

### - Instalasi ME

( 0 x 10 ) = 0 kg/m2 DL = 90 kg/m2

### - Spesi t=20

( 2 x 21 ) = 42 kg/m2

### - Keramik

( 2 x 24 ) = 48 kg/m2

### - Plafond + penggantung

( 0 x 18 ) = 0 kg/m2

### - Instalasi ME

( x 10 ) = 0 kg/m2 DL = 90 kg/m2

### - Batu bata h=300

( 0.15 x 3 ) 1700 = 765 kg/m DL = 765 kg/m

= 57.5 kg/m2

### - Plastering

= 83.26 kg/m2 DL = 140.76 kg/m2

### - Hand rail

( 1 x 16 ) = 16 kg/m

### - Dindingi t=25 h=20

( 0.25 x 0.2 ) 2400 = 120 kg/m DL = 136 kg/m

### - Dindingi t1=25, h1=20

( 0.25 x 0.2 ) 2400 = 120 kg/m

### - Dindingi t2=25, h2=60

( 0.25 x 0.6 ) 2400 = 360 kg/m DL = 480 kg/m

### Beban Pelat Lantai

Judul Dokument Input dan Output Data

t

h

t1 h2 h1

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No. Doc : NOTE/TS/03 Judul Dokument Input dan Output Data

### - Anak tangga t=25, h=15

( 0.25 x 0.15 ) 2400x0.5 = 45 kg/m

### - Spesi t=20

( 2 x 21 ) = 42 kg/m

DL = 87 kg/m

LL = 300 kg/m2

LL = 300 kg/m2

LL = 400 kg/m2

LL = 250 kg/m2

LL = 250 kg/m2

### - Beban Hidup (air hujan)

( 0.05 x 1000 ) = 50 kg/m2

= 100 kg/m2

LL = 150 kg/m2

LL = 200 kg/m2

LL = 300 kg/m2

LL = 300 kg/m2

LL = 400 kg/m2

LL = 400 kg/m2

LL = 800 kg/m2

LL = 2000 kg/m2

LL = 2000 kg/m2

LL = 400 kg/m2

LL = 800 kg/m2

LL = 400 kg/m2

LL = 400 kg/m2

### Beban Hidup (LL)

h

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Judul Dokument Input dan Output Data

LL = 800 kg/m2

H = 20.95 m

V = 30.81 m/s

qs = 0.6 kN/m2

Ce = 1.448

Iw = 1.15

= 0.80 kN/m2

= 0.5 kN/m2

### Beban Angin (W)

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No. Doc : NOTE/TS/03 Judul Dokument Input dan Output Data

(terlampir)

### INPUT SAP2000

Properties

(terlampir)) Beban mati (DL)

(gambar input sap))

Beban hidup (LL)

(gambar input sap))

Beban Angin (W)

(gambar input sap))

### OUTPUT SAP2000

Outline struktur

(gambar output sap))

Bidang Moment

(gambar output sap))

Bidang Normal

(gambar output sap))

Bidang Geser

(gambar output sap))

Reaction

(gambar output sap))

### Statika

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Judul Dokument Input dan Output Data Check bahan

(gambar output sap))

Reinforcement

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### KONTROL TEBAL PELAT

Cek Tebal Plat

Data-data

be 150.5 cm fc' (beton) 25 Mpa

bw (induk) 30 cm fy' (baja) 240 Mpa

h (induk) 50 cm b (anak) 20 cm

tebal plat 12 cm h (anak) 30 cm

L induk 600 cm tebal plat 12 cm

Lanak 300 cm Balok Induk 30/50 Lebar efektif be = 1/4 x (600 + 30) = 157.5 cm = 30 + 8 x 12 + 8 x 12 = 222 cm = 30 + 1/2x600 + 1/2x600 = 630 cm dipakai be terkecil adalah 157.5 cm

Inertia balok (Ib)

y = 30x38x19 + 157.5x12x44 = 38.33 cm

30x38 + 157.5 x 12

Ib = 1/12x30x38^3 + 30x38(38.33-19)^2 + 1/12x157.5x12^3 + 157.5x(44-38.33) = 646686.5861 cm4 Inertia pelat (Is)

Is = 1/12 x 600 x 12^3 = 86400 cm4 didapat a = 646686.5861 = 7.48 86400 Balok Anak 20/30 s be = 1/4 x (300 + 20) = 80 cm = 20 + 8 x 12 + 8 x 12 = 212 cm = 20 + 1/2x300 + 1/2x300 = 320 cm dipakai be terkecil adalah 80 cm

Inertia balok (Ib)

y = 20x18x9 + 80x12x24 = 24.27 cm

20x18 + 80 x 12

Ib = 1/12x20x18^3 + 20x18(24.27-9)^2 + 1/12x80x12^3 + 80x(24-24.27) = 105231.3 cm4 Inertia pelat (Is)

Is = 1/12 x 300 x 12^3 = 43200 cm4 didapat a = 105231.3 = 2.44 43200 a m = 2 x 7.48 + 2 x 2.44 = 4.96 4 Ln = 630 - (1/2 x 30 + 1/2 x 30 ) = 600 cm Sn = 320 - (1/2 x 20 + 1/2 x 20 ) = 300 cm b = 600 / 300 = 2.00

Dari rumus-rumus, tebal minimum dari pelat : hmin = 600 x (0.8 + (240/1500))

36 + 5x2.00[4.96-(0.12(1+(1/2.00)))] = 6.87 cm

tetapi tidak kurang dari :

h = 600(0.8 + (240/1500)) = 10.67 cm < 12 cm (OK) 36 + 9 x 2.00

dan tidak perlu lebih dari :

h = 600(0.8 + (240/1500)) = 16.00 cm > 12 cm (OK) 36

Maka plat tebal 12 cm bisa dipakai

No. Doc : BTN/SKSNI/TS/01 Judul Dokument Kontrol Tebal Pelat

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### PENULANGAN PLAT TYPE A (2.5 X 3 M)

Data gambar terlampir Data - data 0.12 m beban penggantung 18 kg/m2 2 cm beban AC + pipa 10 kg/m2

tebal tegel 2 cm tebal air hujan 0.05 m

beban plafond 18 kg/m2 beban guna 300 kg/m2

Beban mati

pelat = 0.12 x 2400 = 288 kg/m2

spesi = 2 x 21 = 42

keramik = 2 x 24 = 48

beban plafond + pengantung + rangka = 18

AC + pipa = 10 DD = 406 kg/m2 Beban hidup air hujan = 0.05 x 1000 = 50 kg/m2 guna = 300 DL 350 kg/m2 Beban berfaktor D = 1,2 x 406 + 1,6 x 350 = 1047.2 kg/m2 Statika q 1047.2 kg/m2 lx 2.50 m ly 3.00 m ly/lx 1.20 Jepit penuh/elastis {1/2] 2 wlx (tabel setelah interpolasi) 46.00

wly (tabel setelah interpolasi) 38.00

wtx (tabel setelah interpolasi) 46.00

wty (tabel setelah interpolasi) 38.00

Mlx = 0,001x 1047.2 x 2.50^2 x 46 = 301.07 kgm Mly = 0,001x 1047.2 x 2.50^2 x 38 = 248.71 kgm Mtx = 0,001x 1047.2 x 2.50^2 x 46 = 301.07 kgm Mty = 0,001x 1047.2 x 2.50^2 x 38 = 248.71 kgm Penulangan Data-data fc' (beton) 25 Mpa h 120 mm

fy' (baja) 240 Mpa b 1000 mm

d' (1) 20 mm (dlm ruang) pmin = = 0.0025 pmaks = = 0.0404 Lapangan x tebal plat tebal spesi

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No. Doc : BTN/SKSNI/TS/02-1 Judul Dokument Penulangan Plat lantai

d = 120 - 20 = 100 mm j = 0.8 Rn = (2.82 x 10^6) = 0.3530 Mpa (0,8 x 1000 x 100^2) W = 0,85 { 1 -sqrt[1 - (2,353 x 0.3530)/25]} = 0.0142 p = 0.0142 x 25/240 = 0.0015 < 0.0025 < 0.0404 ppakai = 0.0025 As = 0.0025 x 1000 x 100 = 250.00 mm2 Tumpuan x Mu = 301.07 *9.8/1000kgm = 2.82 kNm d = 120 - 20 = 100 mm j = 0.8 Rn = (2.82 x 10^6) = 0.3530 Mpa (0,8 x 1000 x 100^2) W = 0,85 { 1 -sqrt[1 - (2,353 x 0.3530)/25]} = 0.0142 p = 0.0142 x 25/240 = 0.0015 < 0.0025 < 0.0404 ppakai = 0.0025 As = 0.0025 x 1000 x 100 = 250.00 mm2 As' = 0,002 x 1000 x 120 = 240 mm2 Lapangan y Mu = 248.710 *9.8/1000kgm = 2.33 kNm d = 120 - 20 = 100 mm j = 0.8 Rn = (2.33 x 10^6) = 0.2916 Mpa (0,8 x 1000 x 100^2) W = 0,85 { 1 -sqrt[1 - (2,353 x 0.2916)/25]} = 0.0117 p = 0.0117 x 25/240 = 0.0012 < 0.0025 < 0.0404 ppakai = 0.0025 As = 0.0025 x 1000 x 100 = 250.00 mm2 Tumpuan y Mu = 248.710 *9.8/1000kgm = 2.33 kNm d = 120 - 20 = 100 mm j = 0.8 Rn = (2.33 x 10^6) = 0.2916 Mpa (0,8 x 1000 x 100^2) W = 0,85 { 1 -sqrt[1 - (2,353 x 0.2916)/25]} = 0.0117 p = 0.0117 x 25/240 = 0.0012 < 0.0025 < 0.0404 ppakai = 0.0025 As = 0.0025 x 1000 x 100 = 250.00 mm2 As' = 0,002 x 1000 x 120 = 240 mm2 Rekapitulasi mm2 mm HAL. A-7

GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/150108

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Judul Dokument Penulangan Plat lantai

Lapangan X (tul atas) 250.00 f10 - 150 ( 524 mm2 )

Tumpuan X (tul atas) 250.00 f10 - 150 ( 524 mm2 )

Tumpuan X (tul bagi) 240 f6 - 100 ( 283 mm2 )

Lapangan Y (tul atas) 250.00 f10 - 150 ( 524 mm2 )

Tumpuan Y (tul atas) 250.00 f10 - 150 ( 524 mm2 )

Tumpuan Y (tul bagi) 240 f6 - 100 ( 283 mm2 ) Untuk penulangan plat type lain digunakan tabel sebagai berikut :

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### PENULANGAN PLAT TYPE A (2.5 X 3 M)

Data gambar

terlampir

Data - data

tebal plat 0.12 m beban penggantung 18 kg/m2

tebal spesi 2 cm beban AC + pipa 10 kg/m2

tebal tegel 2 cm tebal air hujan 0.05 m

beban plafond 18 kg/m2 beban guna 300 kg/m2

Beban mati

pelat = 0.12 x 2400 = 288 kg/m2

spesi = 2 x 21 = 42

keramik = 2 x 24 = 48

beban plafond + pengantung + rangka = 18

AC + pipa = 10 DD = 406 kg/m2 Beban hidup air hujan = 0.05 x 1000 = 50 kg/m2 guna = 300 DL 350 kg/m2 Beban berfaktor D = 1,2 x 406 + 1,6 x 350 = 1047.2 kg/m2 Statika q 1047.2 kg/m2 lx 2.50 m ly 3.00 m ly/lx 1.20 Jepit penuh/elastis {1/2] 2 wtx (tabel setelah interpolasi) 46.00

wty (tabel setelah interpolasi) 38.00

Mlx = 0,001x 1047.2 x 2.50^2 x 46 = 301.07 kgm Mly = 0,001x 1047.2 x 2.50^2 x 38 = 248.71 kgm Mtx = 0,001x 1047.2 x 2.50^2 x 46 = 301.07 kgm Mty = 0,001x 1047.2 x 2.50^2 x 38 = 248.71 kgm Penulangan Data-data fc' (beton) 25 Mpa h 120 mm

fy' (baja) 240 Mpa b 1000 mm

d' (1) 20 mm (dlm ruang) pmin = = 0.0025 pmaks = = 0.0404 Lapangan x Mu = 301.07 *9.8/1000kgm = 2.82 kNm d = 120 - 20 = 100 mm

No. Doc : BTN/SKSNI/TS/02-2 Judul Dokument Penulangan Plat lantai (Tabel CUR)

HAL. A-6

GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008

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Judul Dokument Penulangan Plat lantai (Tabel CUR) Mu = 2.82 = 282.4037 bd2 1 x 0.1^2 p = = 0.0015 < 0.0025 < 0.0404 ppakai = 0.0025 As = 0.0025 x 1000 x 100 = 250.00 mm2 Tumpuan x Mu = 301.07 *9.8/1000kgm = 2.82 kNm d = 120 - 20 = 100 mm Mu = 2.82 = 282.4037 bd2 1 x 0.1^2 p = = 0.0015 < 0.0025 < 0.0404 ppakai = 0.0025 As = 0.0025 x 1000 x 100 = 250.00 mm2 As' = 0,002 x 1000 x 120 = 240 mm2 Lapangan y Mu = 248.71 *9.8/1000kgm = 2.33 kNm d = 120 - 20 = 100 mm Mu = 2.33 = 233.2900 bd2 1 x 0.1^2 p = = 0.0012 < 0.0025 < 0.0404 ppakai = 0.0025 As = 0.0025 x 1000 x 100 = 250.00 mm2 Tumpuan y Mu = 248.71 *9.8/1000kgm = 2.33 kNm d = 120 - 20 = 100 mm Mu = 2.33 = 233.2900 bd2 1 x 0.1^2 p = = 0.0012 < 0.0025 < 0.0404 ppakai = 0.0025 As = 0.0025 x 1000 x 100 = 250.00 mm2 As' = 0,002 x 1000 x 120 = 240 mm2 Rekapitulasi mm2 mm

Lapangan X (tul atas) 250.00 f8 - 200 ( 251 mm2 )

Tumpuan X (tul atas) 250.00 f8 - 200 ( 251 mm2 )

Tumpuan X (tul bagi) 240 f6 - 100 ( 283 mm2 )

Lapangan Y (tul atas) 250.00 f8 - 200 ( 251 mm2 )

Tumpuan Y (tul atas) 250.00 f8 - 200 ( 251 mm2 )

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No. Doc : BTN/SKSNI/TS/02-2 Judul Dokument Penulangan Plat lantai (Tabel CUR)

Untuk penulangan plat type lain digunakan tabel sebagai berikut :

HAL. A-8

GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008

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Fy = 2400 kg/cm2 = 240 MPa

Fc' = 250 kg/cm2 = 25 MPa

Bar diameter = 1.00 cm Lx

Decking = 2.00 cm

Type qbm* Wu** ht hx (m) r

Pelat qbh (cm) hy (m) lx ly ly/lx Ctx Cty Mtx Mty t-x t-y max t-x t-y At-x(mm2) Dia(mm) At-x(mm2) At-y(mm2) Dia(mm) At-x(mm2) (kg/m2) (kN/m2) (m) (m) Clx Cly Mlx Mly l-x l-y min l-x l-y Al-x(mm2) Dia(mm) Al-x(mm2) Al-y(mm2) Dia(mm) Al-x(mm2) A 90 9.34 12 0.095 2.50 3.00 1.20 46.00 38.00 2.68 2.22 0.46 0.48 0.0404 0.0025 0.0025 238 f 10 - 300 262 213 f 10 - 300 262 lantai 300 0.085 1penuh2elastis2 46.00 38.00 2.68 2.22 0.46 0.48 0.0025 0.0025 0.0025 238 f 10 - 300 262 213 f 10 - 300 262 B 90 9.34 12 0.095 3.00 3.50 1.17 44.67 37.67 3.75 3.16 0.65 0.68 0.0404 0.0028 0.0029 261 f 10 - 300 262 246 f 10 - 300 262 lantai 300 0.085 1penuh2elastis2 44.67 37.67 3.75 3.16 0.65 0.68 0.0025 0.0028 0.0029 261 f 10 - 300 262 246 f 10 - 300 262 not not C 90 11.16 10 0.075 2.50 3.00 1.20 46.00 38.00 3.21 2.65 0.89 0.98 0.0404 0.0038 0.0042 285 f 10 - 300 262 272 f 10 - 300 262 atap 450 0.065 1penuh2elastis2 46.00 38.00 3.21 2.65 0.89 0.98 0.0025 0.0038 0.0042 285 f 10 - 300 262 272 f 10 - 300 262 not not D 300 8.88 10 0.075 2.20 3.00 1.36 51.91 38.00 2.23 1.63 0.62 0.60 0.0404 0.0026 0.0026 197 f 10 - 300 262 166 f 10 - 300 262 atap 150 0.065 1penuh2elastis2 51.91 38.00 2.23 1.63 0.62 0.60 0.0025 0.0026 0.0026 197 f 10 - 300 262 166 f 10 - 300 262 Catatan: * belum termasuk berat sendiri plat

** sudah termasuk berat sendiri plat Tabel Penulangan Plat

Rn (MPa) r X- direc. reinforcement Y- direc. reinforcement Koefisien Momen (kNm)

Dimensions

Ly Judul Dokument Tabel Penulangan Plat

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Fy = 2400 kg/cm2 = 240 MPa

Fc' = 250 kg/cm2 = 25 MPa

Bar diameter = 1.00 cm Lx

Decking = 2.00 cm

Type qbm* Wu** ht hx (m) r

Pelat qbh (cm) hy (m) lx ly ly/lx Ctx Cty Mtx Mty t-x t-y max t-x t-y At-x(mm2) Dia(mm) At-x(mm2) At-y(mm2) Dia(mm) At-x(mm2) (kg/m2) (kg/m2) (m) (m) Clx Cly Mlx Mly Rn-x Rn-y min l-x l-y Al-x(mm2) Dia(mm) Al-x(mm2) Al-y(mm2) Dia(mm) Al-x(mm2) A 90 933.60 12 0.095 3.00 5.00 1.67 58.00 36.00 4.57 2.84 457 284 0.0404 0.0025 0.0025 238 f 10 - 300 262 213 f 10 - 300 262 lantai 300 0.085 1penuh2elastis2 58.00 36.00 4.57 2.84 457 284 0.0025 0.0025 0.0025 238 f 10 - 300 262 213 f 10 - 300 262 B 90 933.60 12 0.095 4.00 5.00 1.25 48.00 38.00 6.73 5.32 673 532 0.0404 0.0036 0.0028 338 f 10 - 200 393 238 f 10 - 200 393 lantai 300 0.085 1penuh2elastis2 48.00 38.00 6.73 5.32 673 532 0.0025 0.0036 0.0028 338 f 10 - 200 393 238 f 10 - 200 393 C 90 636.00 10 0.075 3.00 5.00 1.67 58.00 36.00 3.11 1.93 487 302 0.0404 0.0025 0.0025 190 f 8 - 200 251 163 f 8 - 300 168 atap 150 0.065 1penuh2elastis2 58.00 36.00 3.11 1.93 487 302 0.0025 0.0025 0.0025 190 f 8 - 200 251 163 f 8 - 300 168 D 90 1173.60 12 0.095 3.00 5.00 1.67 58.00 36.00 5.75 3.57 575 357 0.0404 0.0030 0.0025 290 f 10 - 200 393 213 f 10 - 200 393 atap 450 0.085 1penuh2elastis2 58.00 36.00 5.75 3.57 575 357 0.0025 0.0030 0.0025 290 f 10 - 200 393 213 f 10 - 200 393 Catatan: * belum termasuk berat sendiri plat

** sudah termasuk berat sendiri plat Tabel Penulangan Plat

Rn (MPa) r X- direc. reinforcement Y- direc. reinforcement Koefisien Momen (kNm)

Dimensions

Ly

No. Doc : BTN/SKSNI/TS/02-4 Judul Dokument Tabel Penulangan Plat (Tabel CUR)

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### Tabel Penulangan Longitudinal Balok

E baja = 200,000 Mpa

fc' = 25 Mpa perhitungan ini hanya berlaku utuk fc' < 27.5 Mpa, diatas itu nilai β1 hrs diganti

fy = 350 Mpa

Ting- Type No. btg Mtu KgM b h d xb. xmax Cmax Mnmax Mn max beton Rn ρ ρ max ρ min m ρ perlu ρ>ρmin As perlutul pakai As ada

kat (ETABS) Mlu KgM (mm) (mm) (mm) (mm) (mm) (N) (kg.m) > Mu/0.8 perlu ρ<ρmax mm2 Ф (mm) mm2

Lantai SB1(30x50) SB1B162 15139 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 3.3336 0.0383 0.0288 0.004 16.471 0.0104 0.0104 1360 7 D16 1407

dua 10726 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 2.3618 0.0383 0.0288 0.004 16.471 0.0072 0.0072 936 5 D16 1005

SB2(30x50) SB2B8 9713 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 2.1388 0.0383 0.0288 0.004 16.471 0.0065 0.0065 842 5 D16 1005

2 6713 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 1.4782 0.0383 0.0288 0.004 16.471 0.0044 0.0044 572 4 D16 804

SB3(30x50) SB3B86 17395 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 3.8303 0.0383 0.0288 0.004 16.471 0.0122 0.0122 1587 8 D16 1608 7614 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 1.6766 0.0383 0.0288 0.004 16.471 0.0050 0.0050 652 4 D16 804

SB4(20x50) SB4B113 7699 200 500 435 274.7 206.1 744365 25861 Tdk perlu tul tekan 2.5429 0.0383 0.0288 0.004 16.471 0.0078 0.0078 675 4 D16 804 5474 200 500 435 274.7 206.1 744365 25861 Tdk perlu tul tekan 1.8080 0.0383 0.0288 0.004 16.471 0.0054 0.0054 470 3 D16 603

SB5(20x35) SB5B284 7195 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 5.5363 0.0383 0.0288 0.004 16.471 0.0187 0.0187 1066 6 D16 1206 3864 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 2.9732 0.0383 0.0288 0.004 16.471 0.0092 0.0092 524 3 D16 603

SB6(20x35) SB6B39 7455 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 5.7364 0.0383 0.0288 0.004 16.471 0.0195 0.0195 1113 6 D16 1206 5340 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 4.1090 0.0383 0.0288 0.004 16.471 0.0132 0.0132 751 4 D16 804

Lantai B1(30x50) B1B155 21370 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 4.7056 0.0383 0.0288 0.004 16.471 0.0154 0.0154 2009 10 D16 2010 tiga 13719 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 3.0209 0.0383 0.0288 0.004 16.471 0.0094 0.0094 1220 7 D16 1407

B2(30x50) B2B313 9016 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 1.9853 0.0383 0.0288 0.004 16.471 0.0060 0.0060 778 4 D16 804

2 10053 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 2.2136 0.0383 0.0288 0.004 16.471 0.0067 0.0067 874 5 D16 1005

B3(30x50) B3B100 28072 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 6.1814 0.0383 0.0288 0.004 16.471 0.0215 0.0215 2799 14 D16 2813

0 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 0.0000 0.0383 0.0288 0.004 16.471 0.0000 0.0040 522 3 D16 603

B4(20x50) B4B108 10266 200 500 435 274.7 206.1 744365 25861 Tdk perlu tul tekan 3.3908 0.0383 0.0288 0.004 16.471 0.0106 0.0106 924 5 D16 1005 11411 200 500 435 274.7 206.1 744365 25861 Tdk perlu tul tekan 3.7690 0.0383 0.0288 0.004 16.471 0.0119 0.0119 1039 6 D16 1206

B5(20x35) B5B209 7975 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 6.1365 0.0383 0.0288 0.004 16.471 0.0213 0.0213 1211 7 D16 1407 4892 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 3.7642 0.0383 0.0288 0.004 16.471 0.0119 0.0119 680 4 D16 804

B6(20x35) B6B39 0 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 0.0000 0.0383 0.0288 0.004 16.471 0.0000 0.0040 228 2 D16 402 7455 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 5.7364 0.0383 0.0288 0.004 16.471 0.0195 0.0195 1113 6 D16 1206

B7(30x40) B7B311 7321 300 400 335 211.6 158.7 859870 23007 Tdk perlu tul tekan 2.7181 0.0383 0.0288 0.004 16.471 0.0083 0.0083 838 5 D16 1005 4878 300 400 335 211.6 158.7 859870 23007 Tdk perlu tul tekan 1.8111 0.0383 0.0288 0.004 16.471 0.0054 0.0054 544 3 D16 603

B8(30x55) B8B274 23772 300 550 485 306.3 229.7 1244887 48222 Tdk perlu tul tekan 4.2109 0.0383 0.0288 0.004 16.471 0.0135 0.0135 1970 10 D16 2010

21571 300 550 485 306.3 229.7 1244887 48222 Tdk perlu tul tekan 3.8210 0.0383 0.0288 0.004 16.471 0.0121 0.0121 1765 9 D16 1809

Lantai TB1(30x50) TB1B127 12260 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 2.6996 0.0383 0.0288 0.004 16.471 0.0083 0.0083 1080 6 D16 1206

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### Tabel Penulangan Longitudinal Balok

E baja = 200,000 Mpa

fc' = 25 Mpa perhitungan ini hanya berlaku utuk fc' < 27.5 Mpa, diatas itu nilai β1 hrs diganti

fy = 350 Mpa

Ting- Type No. btg Mtu KgM b h d xb. xmax Cmax Mnmax Mn max beton Rn ρ ρ max ρ min m ρ perlu ρ>ρmin As perlutul pakai As ada

kat (ETABS) Mlu KgM (mm) (mm) (mm) (mm) (mm) (N) (kg.m) > Mu/0.8 perlu ρ<ρmax mm2 Ф (mm) mm2

No. Doc : BTN/SKSNI/TS/03-1 Judul Dokument Tabel Penulangan Longitudinal Balok

2 5979 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 1.3166 0.0383 0.0288 0.004 16.471 0.0039 0.0040 522 3 D16 603

TB3(20x50) TB3B99 5127 200 500 435 274.7 206.1 744365 25861 Tdk perlu tul tekan 1.6934 0.0383 0.0288 0.004 16.471 0.0050 0.0050 439 3 D16 603 2960 200 500 435 274.7 206.1 744365 25861 Tdk perlu tul tekan 0.9777 0.0383 0.0288 0.004 16.471 0.0029 0.0040 348 2 D16 402

TB4(20x30) TB4B107 2932 200 300 235 148.4 111.3 402128 7548 Tdk perlu tul tekan 3.3182 0.0383 0.0288 0.004 16.471 0.0104 0.0104 487 3 D16 603 924 200 300 235 148.4 111.3 402128 7548 Tdk perlu tul tekan 1.0457 0.0383 0.0288 0.004 16.471 0.0031 0.0040 188 2 D16 402

TB5(20x35) TB5B199 7110 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 5.4709 0.0383 0.0288 0.004 16.471 0.0184 0.0184 1050 6 D16 1206 3829 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 2.9463 0.0383 0.0288 0.004 16.471 0.0091 0.0091 519 3 D16 603

TB6(20x35) TB6B67 0 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 0.0000 0.0383 0.0288 0.004 16.471 0.0000 0.0040 228 2 D16 402 3978 200 350 285 180 135 487688 11101 Tdk perlu tul tekan 3.0609 0.0383 0.0288 0.004 16.471 0.0095 0.0095 541 3 D16 603

Atap RB1(30x50) RB1B97 9928 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 2.1861 0.0383 0.0288 0.004 16.471 0.0066 0.0066 862 7 D13 929 5570 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 1.2265 0.0383 0.0288 0.004 16.471 0.0036 0.0040 522 4 D13 531

RB2(30x50) RB2B17 6126 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 1.3489 0.0383 0.0288 0.004 16.471 0.0040 0.0040 522 4 D13 531 3341 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 0.7357 0.0383 0.0288 0.004 16.471 0.0021 0.0040 522 4 D13 531

RB3(20x30) RB3B209 4243 200 300 235 148.4 111.3 402128 7548 Tdk perlu tul tekan 4.8019 0.0383 0.0288 0.004 16.471 0.0158 0.0158 741 6 D13 796 2278 200 300 235 148.4 111.3 402128 7548 Tdk perlu tul tekan 2.5781 0.0383 0.0288 0.004 16.471 0.0079 0.0079 370 3 D13 398

RB4(20x30) RB4B70 0 200 300 235 148.4 111.3 402128 7548 Tdk perlu tul tekan 0.0000 0.0383 0.0288 0.004 16.471 0.0000 0.0040 188 2 D13 265 2308 200 300 235 148.4 111.3 402128 7548 Tdk perlu tul tekan 2.6120 0.0383 0.0288 0.004 16.471 0.0080 0.0080 375 3 D13 398

Sloof FB1(30x50) FB1B13 2914 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 0.6417 0.0383 0.0288 0.004 16.471 0.0019 0.0040 522 4 D13 531 2003 300 500 435 274.7 206.1 1116548 38792 Tdk perlu tul tekan 0.4411 0.0383 0.0288 0.004 16.471 0.0013 0.0040 522 4 D13 531

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mm kgm 680 4 D16 804 77.23 19516 468 3 D16 603 55.17 14328 421 3 D16 603 55.17 14328 286 2 D16 402 44.13 11618 794 4 D16 804 88.26 21994 326 2 D16 402 44.13 11618 338 2 D16 402 66.20 11307 235 2 D16 402 49.65 8655 533 3 D16 603 99.30 9932 262 2 D16 402 49.65 5490 557 3 D16 603 99.30 9932 375 2 D16 402 66.20 7087 1005 5 D16 1005 110.33 26716 610 4 D16 804 77.23 19516 389 2 D16 402 44.13 11618 437 3 D16 603 55.17 14328 1400 7 D16 1407 154.46 35230 261 2 D16 402 33.10 8830 462 3 D16 603 82.75 13843 520 3 D16 603 99.30 16262 606 4 D16 804 115.85 11180 340 2 D16 402 66.20 7087 114 2 D16 402 33.10 3776 557 3 D16 603 99.30 9932 419 3 D16 603 55.17 10811 272 2 D16 402 33.10 6720 985 5 D16 1005 110.33 30233 882 5 D16 1005 99.30 27559 540 3 D16 603 66.20 16961

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a Mn mm kgm 261 2 D16 402 33.10 8830 220 2 D16 402 49.65 8655 174 2 D16 402 33.10 5886 244 2 D16 402 49.65 4435 94 2 D16 402 33.10 3073 525 3 D16 603 99.30 9932 259 2 D16 402 49.65 5490 114 2 D16 402 33.10 3776 270 2 D16 402 49.65 5490 431 4 D13 531 50.98 13310 261 2 D13 265 29.13 7809 261 2 D13 265 29.13 7809 261 2 D13 265 29.13 7809 371 3 D13 398 65.55 5634 185 2 D13 265 32.78 3045 94 2 D13 265 21.85 2081 188 2 D13 265 32.78 3045 261 2 D13 265 29.13 7809 261 2 D13 265 29.13 7809

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### Tabel Penulangan Geser Balok

Mutu Bahan : Beton : 25 Mpa Baja : 240 Mpa

No Vetabs fVc (min) < Vu (hit) fVs (hit) < fVsmax (max) fVn y (per 1m) A hit A min Jumlah tul begel A pakai Ket

B ( cm ) H ( cm ) kg Mpa Mpa Mpa Mpa kg mm mm2 mm2 kaki mm mm2

SB1(30x50) 30 50 #### 0.50 tul geser 0.84 0.34 ok 2.00 13261 1000 713 42 2 f8 - 100 1006 tul geser SB2(30x50) 30 50 7313 0.50 tul praktis 0.49 -0.01 ok 2.00 10006 1000 -26 42 2 f8 - 200 502 tul praktis SB3(30x50) 30 50 #### 0.50 tul geser 0.84 0.34 ok 2.00 13261 1000 706 42 2 f8 - 100 1006 tul geser SB4(20x50) 20 50 6340 0.50 tul geser 0.63 0.13 ok 2.00 7756 1000 186 28 2 f8 - 200 502 tul geser SB5(20x35) 20 35 5787 0.50 tul geser 0.83 0.33 ok 2.00 5894 1000 454 28 2 f8 - 150 670 tul geser SB6(20x35) 20 35 3420 0.50 tul praktis 0.49 -0.01 ok 2.00 5894 1000 -16 28 2 f8 - 150 670 tul praktis

B1(30x50) 30 50 3420 0.50 tul praktis 0.23 -0.27 ok 2.00 10006 1000 -567 42 2 f8 - 200 502 tul praktis B2(30x50) 30 50 3420 0.50 tul praktis 0.23 -0.27 ok 2.00 10006 1000 -567 42 2 f8 - 200 502 tul praktis B3(30x50) 30 50 3420 0.50 tul praktis 0.23 -0.27 ok 2.00 10006 1000 -567 42 2 f8 - 200 502 tul praktis B4(20x50) 20 50 3420 0.50 tul praktis 0.34 -0.16 ok 2.00 7756 1000 -219 28 2 f8 - 200 502 tul praktis B5(20x35) 20 35 3420 0.50 tul praktis 0.49 -0.01 ok 2.00 5170 1000 -16 28 2 f8 - 200 502 tul praktis B6(20x35) 20 35 3420 0.50 tul praktis 0.49 -0.01 ok 2.00 5170 1000 -16 28 2 f8 - 200 502 tul praktis B7(30x40) 30 40 3420 0.50 tul praktis 0.29 -0.22 ok 2.00 7782 1000 -448 42 2 f8 - 200 502 tul praktis B8(30x55) 30 55 3420 0.50 tul praktis 0.21 -0.29 ok 2.00 11117 1000 -610 42 2 f8 - 200 502 tul praktis TB1(30x50) 30 50 3420 0.50 tul praktis 0.23 -0.27 ok 2.00 10006 1000 -567 42 2 f8 - 200 502 tul praktis TB2(30x50) 30 50 3420 0.50 tul praktis 0.23 -0.27 ok 2.00 10006 1000 -567 42 2 f8 - 200 502 tul praktis TB3(20x50) 20 50 3420 0.50 tul praktis 0.34 -0.16 ok 2.00 7756 1000 -219 28 2 f8 - 200 502 tul praktis TB4(20x30) 20 30 3420 0.50 tul geser 0.57 0.07 ok 2.00 4912 1000 97 28 2 f8 - 150 670 tul geser TB5(20x35) 20 35 3420 0.50 tul praktis 0.49 -0.01 ok 2.00 5894 1000 -16 28 2 f8 - 150 670 tul praktis TB6(20x35) 20 35 3420 0.50 tul praktis 0.49 -0.01 ok 2.00 5894 1000 -16 28 2 f8 - 150 670 tul praktis RB1(30x50) 30 50 3420 0.50 tul praktis 0.23 -0.27 ok 2.00 11091 1000 -567 42 2 f8 - 150 670 tul praktis RB2(30x50) 30 50 3420 0.50 tul praktis 0.23 -0.27 ok 2.00 11091 1000 -567 42 2 f8 - 150 670 tul praktis RB3(20x30) 20 30 3420 0.50 tul geser 0.57 0.07 ok 2.00 4912 1000 97 28 2 f8 - 150 670 tul geser RB4(20x30) 20 30 3420 0.50 tul geser 0.57 0.07 ok 2.00 4912 1000 97 28 2 f8 - 150 670 tul geser FB1(30x50) 30 50 3420 0.50 tul praktis 0.23 -0.27 ok 2.00 11091 1000 -567 42 2 f8 - 150 670 tul praktis

Dimensi Balok

Updating...

## References

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