Contoh Laporan Perhitungan Struktur Argajogja Okeee

Laporan Perhitungan Struktur

Peraturan dan Standar Perencanaan 1. Peraturan Perencanaan Tahan Gempa untuk Gedung SNI - PPTGIUG 2000 2. Tata Cara Perhitungan Struktur Beton Untuk Gedung SKSNI 02-2847-2002 3. Tata Cara Perencanaan Struktur Baja Untuk Bangunan Dengan Metode LRFD ITB-2000 4. Pedoman Pembebanan Indonesia untuk Gedung 1983 Referensi 1. Dewobroto, W., Aplikasi Rekayasa Konstruksi dengan SAP 2000, Elex Media Komputindo, Jakarta 2004 2. Wigroho, H. Y., Analisis dan Perancangan Struktur Frame menggunakan SAP 2000 versi 7.42, Andi Offset, Yogyakarta, Februari 1999 3 Kusuma, Gideon, Desain Struktur Rangka Beton Bertulang Di Daerah Rawan Gempa, Erlangga, Jakarta, 1993 4. Salmon, Charles.G. Struktur Baja Desain dan Perilaku 1 dan 2, Gramedia Pustaka Utama, 1996 5. Widodo, Respon Dinamik Struktur Elastik, UII Press, Yogyakarta, September 2001 Program Komputer Program Komputer yang digunakan untuk analisis desain Beton dan Baja adalah SAP 2000 v. 10.01dan Untuk pengolahan data dan perhitungan desain manual menggunakan program excel. Bahan Struktur 1. Beton Kuat beton yang disyaratkan , fc’ =

20 Mpa

fc' Modulus Elastisitas beton Ec = 4700. 2. Baja Tulangan Tulangan di hitung menggunakan BJTP ( polos) < 13 mm Tulangan di hitung menggunakan BJTD(deform) =>13

= 2,1.10

4

fy = fy =

Mpa 240 MPa 400 MPa

Asumsi yang Digunakan 1. Pemodelan struktur 3-D (space frame) dilakukan dengan program komputer 2. Efek P-delta diabaikan 3. Plat lantai dianggap sebagai diafragma sangat kaku pada bidangnya Pembebanan I. Beban pada Pelat Pelat lantai A. Beban Hidup Beban hidup (PPI’83 tabel 3.1)

: 250 kg/m

2

B. Beban Mati Beban mati lantai bangunan: 3

Beton

: 2400

kg/m

Keramik

: 25

Kg/m

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www.argajogja.co.nr

2

phone : 081328784647

1

Laporan Perhitungan Struktur

Spesi per cm tebal

: 21

Kg/m

2

Langit-langit dan penggantung

: 11

Kg/m

2

288

Kg/m 2 Kg/m

Beban mati pada plat lantai : - Beton Berat pasir tebal 5 cm

: 1x1x0,12x2400

2

0,05 x 15 = 75

- Keramik

: 1 x 1 x 25

25

Kg/m

2

- Spesi Beban mati pada plat lantai

: (0,03) x 21

63

Kg/m

2

: 451

Kg/cm

2

Pelat Atap A. Beban Hidup

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phone : 081328784647

2

Laporan Perhitungan Struktur

Beban hidup (PPI’83 tabel 3.1)

: 100 kg/m

2

B. Beban Mati Beban mati lantai bangunan: 3

Beton

: 2400

kg/m

Keramik

: 25

Kg/m

2

Spesi per cm tebal

: 21

Kg/m

2

Langit-langit dan penggantung

: 11

Kg/m

2

240

Kg/m

2

63

Kg/m

2

Beban mati pada plat lantai : - Beton

: 1x1x0,10x2400

- Spesi : (0,03) x 21 Beban mati pada plat lantai

[email protected]

303 Kg/cm

2

www.argajogja.co.nr

phone : 081328784647

3

Laporan Perhitungan Struktur

II. Beban Akibat Atap A. Beban Mati Penutup Atap Genting dengan reng usuk (PPI’83 tabel 2.1): Luas Atap = 4 X 50 X III. Beban Akibat Dinding

5 20

: 250 kg/m 4 x 250 1000 Kg/m

Beban Bata (PPI’83 tabel 2.1) Tinggi Dinding = =

50 Kg/m = =

2

20 m² 1000 Kg

2

IV. Beban Gempa Perhitungan Gaya Geser Gempa Pembatasan Waktu Getar T Aperlu Tulangan perlu bagian bawah A = Digunakan Cek Apakai > Aperlu

56 2 P2x

mm2 12 113.14286 = 339.42857 >

339.4285714 mm2 114 Ok

mm2 12 113.14286 = 226.28571 >

226.2857143 mm2 56 Ok

b. Tulangan geser Av

.

perlu

0.001 mm2/mm

s

Digunakan tulangan Diameter

8 Luas

100.57143 mm2

jarak

Cek

Av s

.

Av s

.

100.5714286 100

Aktual = perlu <

Av. s

Aktual =

100 mm =

1.0057143

0.001

<

mm2/mm 1.005714286 Ok

2. Daerah lapangan Dari sap 2000 v.10.01 diperoleh data luas tulangan untuk elemen tersebut :

a. Tulangan longitudinal Tulangan perlu bagian atas A = Digunakan

28 2 P2x

Cek Apakai > Aperlu Tulangan perlu bagian bawah A = Digunakan Cek Apakai > Aperlu

58 3 P3x

mm2 12 113.14286 = 226.28571 >

226.2857143 mm2 28 Ok

mm2 12 113.14286 = 339.42857 >

339.4285714 mm2 58 Ok

b. Tulangan geser Av s

.

perlu

0.003 mm2/mm

Digunakan tulangan Diameter

Cek

Av s

.

Av s

.

8 Luas jarak 100.5714286 150

Aktual = perlu <

Av. s

Aktual =

100.57143 mm2 150 mm =

0.6704762

0.003

<

mm2/mm 0.67047619 Ok

Perencanaan Kolom Berikut ini adalah hasil desain tulangan longitudinal maupun tulangan geser pada kolom diperoleh data Dari concrete frame design SAP 2000 v.10.01, diambil contoh perhitungan desain kolom K1 ukuran 25x25, dan untuk perhitungan desain kolom lainnya kami tabelkan

a. Tulangan longitudinal Tulangan perlu bagian atas A = Digunakan Cek Apakai > Aperlu

663 8 P8x

mm2 12 113.14286 = 905.14286 >

905.1428571 mm2 663 Ok

b. Tulangan geser Av

.

perlu

0.0001 mm2/mm

s

Digunakan tulangan Diameter

Cek

8 Luas jarak

Av . s

Aktual =

Av s

perlu <

.

100.5714286 100 Av. s

100.57143 mm2 100 mm =

Aktual =

1.0057143

0.0001 <

mm2/mm 1.005714286 Ok

Perencanaan Pondasi Berikut ini adalah contoh perhitungan pondasi, diambil gaya aksial maksimum pada setiap kolomnya, diambil contoh perhitungan pondasi P1 , untuk perhitungan yang lain kami tabelkan, gtanah 18 KN/m3 stanah 150 KN/m2 20 MPa fc’ 00 MPa fy 2m 4 Kedalaman tanah 0.2 m Jenis fondasi Telapak H (tebal) asumsi Tabel data analisis gaya-gaya Dalam TABLE: Element Forces - Frames Frame

Station 99

OutputCase 0 COMB1

CaseType Combination

P

M3

106.97

0.2

Desain Tebal Pondasi Mn = (Me portal memanjang) + (0,3

×

Me portal melintang)

Pn = Plt.1 portal memanjang + Plt.1 portal melintang

e =

Mn Pn

0.2 106.97

0.001869683

σ neto tanah = σijin tanah – {γ tanah.(Z-h)}-{γ beton. h} B= Lebar = 1m [email protected]

www.argajogja.co.nr

m =

131.4 KN/m2 phone : 081328784647 10

L = Panjang =

1m 6e ⎞ ⎛ ± ⎜ ⎟

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phone : 081328784647 10

q=

Pn

6e ⎞ ⎛ ⎜1 ± ⎟ L ⎠ ⎝

×

A

q max = 162,976 KN/m q min = 139,336 KN/m

2

2

Cek geser satu arah qc = 0,5 (q max + qmin) = d = h - pb – 0.5.Øtulangan =

⎧ ⎪ Mu. + ⎨ ⎪ ⎩⎪

Pn

qu3 =

106.97 KN/m2 0.1235 m

A

⎫

(d

1

3

.b

12

=

)⎪

+ 0 , 5 . h kolom

⎬

⎪ ⎪⎭

l

107.5664 KN/m2

m = (0,5.L) – d – (0,5.h kolom)

0.2515 m

Vu =

⎛ q max + qu 3 ⎞ ⎜ ⎟.m.L 2 ⎝ ⎠

=

27.128852

KN

Vc =

1 6

=

92.0 51465

KN

f' c . L.d

0, 6 Vc = θ. Vc > Vu =

55.23087904 55.23087904 <

Cek geser dua arah b0 = 2 × {(d h kolom

KN 27.1 28852

) + (d

+ b kolom

)}

Ok

=

1.394

b kolom

))}

m

+

Vu = qc

βc =

sisi panjang pondasi = sisi pendek pondasi

×

×

{(B

−

L

) ((d

1

+ = 94.04510907

KN

Vc1 = ⎛⎜ 1 + 1⎞⎟. 1 f' c. b0. d ⎜β ⎝ c

Vc2 =

1 3

⎟ 6 ⎠

f' c . b0. d

Diantara Vc1 dan Vc2 ambil yang terkecil [email protected]

). (d

+ h kolom

=

256.63948

KN

=

256.63948

KN

256.63948

KN

Vpakai www.argajogja.co.nr

phone : 081328784647 11

θ. Vc > Vu =

[email protected]

153.9836908

>

www.argajogja.co.nr

94.045109

Ok

phone : 081328784647 11

Perencanaan Pelat Berikut ini adalah contoh perhitungan pelat tersebut Beban Ultimit Qu =1,2Wd + 1,6Wl = =

5.412 + 9.412 KN/m2

Pelat Tipe A Sisi Terpendek Lx = Sisi Terpanjang Ly =

3 3.05 Ly . 3.05 = 3 Lx Sehingga Didapat Nilai Koofisien Momen

4

m m =

1.02 Mlx = Mltx = Mly = Mty = 4 KNm 4 KNm

Mlx = -Mtx = 0,001.Qu. lx² . clx = Mly = -Mty = 0,001.Qu. lx² . clx =

44 44 44 44

Perhitungan Tulangan Mlx = -Mtx Mu . φ

4 0.8

d = hpelat - pb - 0,5Ø = fc' = fy =

ρ

=

1,4

=

fy

=

4.66 mm Mpa Mpa

95 20 240 1,4 240

KNm

= 0 , 00583

min

ρ

0 , 85 . fc ' b

=

fy

ρ

max

R

perlu

=

[email protected]

⎞ ⎟

⎝ 600 +

fy ⎠

n

=

0.043006

ρ = 0 , 75 . b = =

/ φ

Mu b .d

2

fy

=

m

ρ

600

⎛ . β 1 .⎜

0 , 85

1

⎡ ⎢1 −

. fc '

0.0322545

=

0.315636

=

14.117647

1 −

2 .R

n

.m ⎤ ⎥

www.argajogja.co.nr

= 0.0021846 phone : 081328784647 12

m ρperlu

[email protected]

fy < ρmin

www.argajogja.co.nr

phone : 081328784647 12

maka digunakan

1,33rperlu

0.002905559

Asperlu = ρ.b.d =

276.0281084 mm2

Digunakan tulangan Jarak tulangan : Spakai ≤

Digunakan

8 Luas

As .b As

φ

=

50.285714 mm2

50.285714 276.0281084

perlu

= 182.17606 mm

8 PAs ada =

As

1000

150 mm φ

=

335.2381

mm2

.b S Ce As ada > As Perlu =

pakai

335.2380952 >

276.02811 mm2

As 0 , 85

27731

Ok

Cek kapasitas lentur arah x: a =

Mn = As.fy.(d-a/ 1,33

Mu = 0,8

Mu pakai = 7.45303

Cek Mn > Mu

63902

Ok

Perhitungan Tulangan Mly = -Mty Mu . φ

4 0.8 87 20 240

d = hpelat - pb - 0,5Ø - Ø =

fc' = fy =

ρ

=

1, 4 fy

=

1, 4 240

4.66

=

KNm

mm Mpa Mpa

= 0 , 00583

min

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phone : 081328784647 13

ρ =

0 , 85 . fc ' b

⎛ . β 1 .⎜

fy ρ

max

600

⎞ ⎟

⎝ 600 +

fy ⎠

=

0 , 75

.ρ

=

=

0.043006

0.0322545

b

[email protected]

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phone : 081328784647 13

ρ

max

R

perlu

=

Mu / φ 2 b .d

=

=

0.6155291

=

14.117647

fy

=

m

ρ

n

0 , 85

1 m

. fc '

⎡ ⎢1 −

n

.m ⎤ ⎥

= 0.0026129

fy < ρmin

ρperlu maka digunakan

2 .R

1 −

1,33rperlu

0.003475153

Asperlu = ρ.b.d =

302.3383039 mm2

Digunakan tulangan Jarak tulangan : Spakai ≤

Digunakan

8 Luas

As .b As

φ

=

perlu

50.285714

50.285714 302.3383039

= 166.32267 mm

8 PAs ada =

As S

150 mm

.b

φ

=

335.2381

mm2

pakai

335.2380 952 >

Ce As ada > As Perlu =

1000

302 .3383 mm2

Ok

Cek kapasitas lentur arah x: a =

As ada . fy 0 , 85 . fc '. b

Mn = As.fy.(d-a/2) =

Cek Mn > Mu

= 4.7327731

6.809378727 KNm

1,33 Mu = 0,8

6.1963902 KNm

Mu pakai = 6.809378727

6.1963902 KNm > 6.1963902

Ok

Perencanaan Sloof Pada struktur ini digunakan sloof ukuran S (20x30) untuk contoh perhitungannya sama seperti perhitungan balok diatas. Hasil hitungan langsung kami tabelkan [email protected]

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phone : 081328784647 14

TABLE: Concrete Design 1 - Beam Summary Data - ACI 318-99

Tumpuan

Section

b

h As perlu mm²

Atas bawah

B1 B1

Lapangan

200 350 200 350 b

8

B1 B1

200 350 200 350

Tumpuan

Section

b

B2 B2

Lapangan

h As perlu

200 300 200 300 b

mm²

B2 B2

200 300 200 300

Tumpuan

Section

b

mm²

Atas bawah

B3 B3

Lapangan

150 150 150 150 b

B3 B3

Luas mm²

Ø

Luas

mm

mm²

h As perlu

150 150 150 150

5 565.71429 3 339.42857 n As Aktual

Ø

Luas mm²

3 339.42857 5 565.71429 n As Aktual 3 339.42857 2 226.28571 n As Aktual

Ø

Luas mm²

n As Aktual

Ø

Luas mm²

8 10

Cek

5 P3 P-

12 12

di Pasang

2 226.28571 2 226.28571 n As Aktual

Aman Aman Cek

3 P5 P-

12 12

di Pasang

Av / S 0.001 0.001 Av/S Perlu mm²/mm

Aman Aman Cek

3 P2 P-

12 12

di Pasang

0.001 0.215 Av / S mm²/mm

Aman Aman Cek

2 P3 P-

12 12

di Pasang

0.003 0.215 Av/S Perlu mm²/mm

Aman Aman Cek

2 P2 P-

12 12

di Pasang

mm²

12 113.14 12 113.14

0.215 0.215

mm²/mm

mm²

12 113.14 12 113.14

mm

Aman Aman

mm²

2 226.28571 3 339.42857

Av/S Perlu mm²/mm

mm²

12 113.14 12 113.14

mm

di Pasang

mm²

12 113.14 12 113.14

mm

Cek

mm²

12 113.14 12 113.14

32 16

mm²

Atas bawah

Ø mm

28 58

h As perlu

n As Aktual

12 113.14 12 113.14

114 56

h As perlu

Atas bawah

mm²

126 275

mm²

Atas bawah

Luas

396 256

h As perlu

Atas bawah

Ø mm

0.001 0.001 Av / S mm²/mm

2 226.28571 2 226.28571

Aman Aman

As Aktual

Cek

2 P2 P-

12 12

0.001 0.001

Ø Luas jarak mm

mm²

8 101 8 101

mm

Av/S Aktual

Cek

100 1.00571429 Aman 100 1.00571429 Aman

mm²

8 101 8 101

mm

mm²

8 101 8 101

mm

Av/S Aktual

mm²

Cek

100 1.00571429 Aman 100 1.00571429 Aman

8 101 8 101

mm

mm²

8 101 8 101

mm

mm²

Av/S Aktual

8 101 8 101

- 150 - 150

di Pasang P P

8 8

- 100 - 100

Cek

P P

8 8

- 150 - 150

di Pasang

mm²/mm

100 1.00571429 Aman 100 1.00571429 Aman

mm

8 8

di Pasang

P P

8 8

- 100 - 100

di Pasang

Ø Luas jarak mm

P P

mm²/mm

150 0.67047619 Aman 150 0.67047619 Aman

Ø Luas jarak mm

- 100 - 100

mm²/mm

Ø Luas jarak mm

8 8

mm²/mm

150 0.67047619 Aman 150 0.67047619 Aman

Ø Luas jarak mm

P P

di Pasang

Ø Luas jarak mm

di Pasang

mm²/mm

mm²/mm

150 0.67047619 Aman 150 0.67047619 Aman

P P

8 8

- 150 - 150

TABLE: Concrete Design 1 - Column Summary Data - ACI 318-99

b

h As perlu mm²

Tumpuan Lapangan

K1 K1

250 250 250 250 b

K2 K2

h As perlu

200 250 200 250 b

KP KP

h As perlu

150 150 150 150 b

h As perlu

Kø Kø

200 200 200 200

n

Ø

Luas

mm

mm²

12 113.14 12 113.14 Ø

Luas

mm

mm²

12 113.14 12 113.14 Ø

Luas

mm

mm²

314 314

12 113.14 12 113.14

di Pasang

n

8 905.14286 8 905.14286

Aman Aman

As Aktual

Cek

8 P8 P-

12 12

di Pasang

n As Aktual

Aman Aman Cek

4 P4 P-

12 12

di Pasang

mm²

4 452.57143 4 452.57143 n As Aktual

Av/S Perlu 0.0001 0.0001 Av/S Perlu mm²/mm

Aman Aman Cek

4 P4 P-

12 12

di Pasang

mm²

4 452.57143 4 452.57143

0.0001 0.0001

mm²/mm

mm²

6 678.85714 6 678.85714

Av/S Perlu mm²/mm

mm²

12 113.14 12 113.14

225 225

mm²

Tumpuan Lapangan

mm²

500 500

mm²

Tumpuan Lapangan

Luas

663 663

mm²

Tumpuan Lapangan

Ø mm

0.0001 0.0001 Av/S Perlu mm²/mm

Aman Aman

4 P4 P-

12 12

0.0001 0.0001

Ø Luas jarak mm

mm²

8 101 8 101

mm

mm²

8 101 8 101

mm

mm²

8 101 8 101

mm

mm²

8 101 8 101

mm

di Pasang

Cek

P P

8 8

- 100 - 100

di Pasang

mm²/mm

Av/S Aktual

Cek

P P

8 8

- 100 - 100

di Pasang

mm²/mm

150 0.67047619 Aman 150 0.67047619 Aman

Ø Luas jarak mm

Av/S Aktual

100 1.00571429 Aman 100 1.00571429 Aman

Ø Luas jarak mm

Cek

mm²/mm

100 1.00571429 Aman 100 1.00571429 Aman

Ø Luas jarak mm

Av/S Aktual

Av/S Aktual

Cek

P P

8 8

- 150 - 150

di Pasang

mm²/mm

100 1.00571429 Aman 100 1.00571429 Aman

P P

8 8

- 100 - 100

TABLE: Concrete Design 1 - Sloof Summary Data - ACI 318-99

Tumpuan

Section

b

h As perlu mm²

Atas bawah

S S

Lapangan

200 300 200 300 b

h

128 63 As perlu mm²

Atas bawah

S S

200 300 200 300

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45 57

Ø

Luas

mm

mm²

10 78.571 10 78.571 Ø

Luas

mm

mm²

10 78.571 10 78.571

n As Aktual

Cek

di Pasang

mm²

2 157.14286 2 157.14286 n As Aktual

mm²/mm

Aman Aman Cek

2 P2 P-

10 10

di Pasang

mm²

2 157.14286 2 157.14286

Av/S Perlu 0.001 0.001 Av / S mm²/mm

Aman Aman

2 P2 P-

www.argajogja.co.nr

10 10

0.001 0.001

Ø Luas jarak mm

mm²

8 101 8 101

mm

Av/S Aktual

Cek

150 0.67047619 Aman 150 0.67047619 Aman

mm²

8 101 8 101

mm

P P

8 8

- 150 - 150

di Pasang

Ø Luas jarak mm

di Pasang

mm²/mm

mm²/mm

150 0.67047619 Aman 150 0.67047619 Aman

P P

8 8

- 150 - 150

phone : 081328784647

Perhitungan Tulangan Pelat Pelat ly lx ly/lx koofisien Mu ( kNm ) Mu/0.8 f'c ( Mpa ) fy ( Mpa ) rho b Tebal Penutup Beton Ø (mm) d ( mm ) m Rn rho min rho perlu 1.33 rho perlu rho max rho pakai As Ø (mm) Luas tul S S pakai ( mm ) As ada a Mn 1.33Mu/0.8 Mu pakai Keterangan

3.05 3 Lx 44 4 4.65894 20 240 0.043006 120 21 8 95 14.11765 0.516226 0.005833 0.002185 0.002906 0.032254 0.002906 276.0281 8 50.28571 182.1761 150 335.2381 4.732773 7.453036 6.19639 6.19639 AMAN

Rekapitulasi Penulangan Plat Tipe Pelat A Panjang (m) 3.05 Lebar m 3 Ø (mm) 8 Jarak S (mm) 150

[email protected]

Pelat Lantai tipe A 3.05 3.05 3 3 1.02 Ly tx 44 44 4 4 4.65894 4.65894 20 20 240 240 0.043006 0.043006 120 120 21 21 8 8 87 95 1 4.117647 14.11765 0 .6155291 0.516226 0 .0058333 0.005833 0 .0026129 0.002185 0 .0034752 0.002906 0 .0322545 0.032254 0 .0034752 0.002906 302.3383 276.0281 8 8 5 0.285714 50.28571 1 66.32267 182.1761 150 150 335.2381 335.2381 4.7327731 4.732773 6.8093787 7.453036 6.1963902 6.19639 6.1963902 6.19639 AMAN AMAN

A 3.05 3 8 150

A 3.05 3 8 150

3.05 3 ty 44 4 4.65894 20 240 0.043006 120 21 8 87 14.117647 0.6155291 0.0058333 0.0026129 0.0034752 0.0322545 0.0034752 302.3383 8 50.285714 166.32267 150 335.2381 4.7327731 6.8093787 6.1963902 6.1963902 AMAN

A 3.05 3 8 150

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Desain Tebal Pondasi Desain Pondasi keterangan satuan h kolom m b kolom m Øtul asum. mm Pb σ ijin tanah

mm 2 KN/m KN/m

δ tanah fy f'c Bj beton Kedalaman αs h pondasi Mu Pu e

3

Mpa Mpa 3 KN/m m m KNm KN m 2 KN/m

σ neto Asumsi dimensi B pakai m L pakai m 2 m A pakai

KN/m

q max

2 2

KN/m q min Geser satu arah (B=L) 2 KN/m qc d m

m m 2 KN/m

qu3 Vu Vc 0.6*Vc kontrol

P1

KN KN KN

P2 0.25 0.2 13

0.25 0.25 13

70

70

150

150

18 400 20

18 400 20

24 24 1.5 1.5 20 20 0.2 0.25 0.2 0.96 106.97 210.4 0.00186968 0.00456274 131.4

133.5

1

1.3

1

1.3

1

1.69

108.17 127.118798 105.77 121.875284 106.97 124.497041 0.1235 0.1735 0.2515 0.3515 107.5664 126.06223 27.1288523 57.8455355 92.0514651 168.115044 55.230879 100.869026 Aman Aman

Geser dua arah b0

m

βc Vu Vc1 Vc2 Vc pakai 0.6*Vc kontrol

KN KN KN KN KN

Perhitungan Tulangan Pondasi keterangan satuan f'c Mpa fy Mpa

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1.394

1.694

1 94.0451091 256.639485 256.639485 256.639485 153.983691 aman

1 188.071176 438.133669 438.133669 438.133669 262.880201 aman

P1

P2 20 400

20 400

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phone : 081328784647

B pakai L pakai h pakai Øtul asumsi beton cover d q max q min li q2 Mu Mn As' a

m m mm mm mm mm 2 KN/m KN/m

As perlu

mm 2 mm

As min

mm

2

1,33 As per.

mm

2

As pakai Ø tul

mm

2

A1 Ø S Spakai Spakai tulangan susut As Ø tul A1 Ø S Spakai Spakai

mm mm2 mm

mm mm2 mm

1.3 1.3 250 13 70 173.5

108.17 127.118798

2

m 2 KN/m KNm KNm 2 mm

1 1 200 13 70 123.5

105.77 121.875284 0.25 0.4 107.57 125.505409 3.3709375 10.1049683 4.21367188 12.6312104 94.7744461 202.228793 2.22998697 4.75832453 86.0741033 184.536415 432.25

607.25

114.478557 245.433432 114.478557 245.433432 12 12 113.097336 113.097336 9 87.934668 460.806559 980 460 240 240 400 10

500 10

7 8.5398163 78.5398163 1 96.349541 157.079633 190 150 190 150

Rekapitulasi Penulangan Pondasi P1 Panjang Lebar Tebal Ø tul S jarak Ø tul susut S jarak

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m m m mm mm m mm

P2 1 1 0.2 12 150 10 190

1.3 1.3 0.25 12 150 10 150

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TABLE: Combination Definitions ComboName ComboType CaseType Text Text Text COMB1 Linear Add Linear Static COMB1 Linear Static COMB2 Linear Add Linear Static COMB2 Linear Static COMB2 Linear Static COMB3 Linear Add Linear Static COMB3 Linear Static COMB3 Linear Static

CaseName Text DEAD LIVE DEAD LIVE QUAKE DEAD LIVE QUAKE

ScaleFactor SteelDesign Unitless Yes/No 1.2 No 1.6 1.05 No 0.6 1.05 1.05 No 0.6 -1.05

TABLE: Concrete Design 1 - Column Summary Data - ACI 318-99 Frame DesignSect DesignType DesignOpt Status Text Text Text Text Text 90 K20X25 Column Design No Messages 90 K20X25 Column Design No Messages 90 K20X25 Column Design No Messages 90 K20X25 Column Design No Messages 90 K20X25 Column Design No Messages 32 K25X25 Column Design No Messages 32 K25X25 Column Design No Messages 32 K25X25 Column Design No Messages 120 KP Column Design No Messages 120 KP Column Design No Messages 120 KP Column Design No Messages 120 KP Column Design No Messages 120 KP Column Design No Messages 166 KO20 Column Design No Messages 166 KO20 Column Design No Messages 166 KO20 Column Design No Messages

ConcDesign AlumDesign ColdDesig n Yes/No Yes/No Yes/No Yes No No No

No

No

No

No

No

Location mm

PMMCombo PMMArea PMMRatio MajComVbMajReb VMinCombo VMinRebar ErrMsg Text mm2 Unitless Text mm2/mm Text mm2/mm Text 0 COMB1 500 COMB1 0 COMB1 0 No Messages 2025 COMB1 500 COMB1 0 COMB1 0 No Messages 2700 COMB1 500 COMB1 0 COMB1 0 No Messages 2700 COMB1 500 COMB1 0 COMB1 0 No Messages 40 50 COMB1 500 COMB1 0 COMB1 0 No Messages 0 COMB1 625 COMB1 0 COMB1 0 No Messages 20 25 COMB1 625 COMB1 0 COMB1 0 No Messages 40 50 COMB1 663.77976 COMB1 0 COMB1 0 No Messages 0 COMB1 225 COMB1 0 COMB1 0 No Messages 20 25 COMB1 225 COMB1 0 COMB1 0 No Messages 27 00 COMB1 225 COMB1 0 COMB1 0 No Messages 27 00 COMB1 225 COMB1 0 COMB1 0 No Messages 40 50 COMB1 225 COMB1 0 COMB1 0 No Messages 0 COMB1 314.1592654 COMB1 0 COMB1 0 No Messages 20 25 COMB1 314.1592654 COMB1 0 COMB1 0 No Messages 40 50 COMB1 314.1592654 COMB1 0 COMB1 0 No Messages

WarnMsg Text No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages

TABLE: Concrete Design 2 - Beam Summary Data - ACI 318-99 Frame

DesignSect

DesignType

Status

Location

FTopCombo

FTopArea

FBotCombo

FBotArea

VCombo

VRebar

TLngCombo

TLngArea

TTrnCombo

TTrnRebar

Text

Text

Text

Text

mm

Text

mm2

Text

mm2

Text

mm2/mm

Text

mm2

Text

mm2/mm

1 S20X30

Beam

No Messages

0 COMB1

128.2593989 COMB1 (Sp)

63.58297499 COMB1

0 COMB1

0 COMB1

0

1 S20X30

Beam

No Messages

450 COMB1

58.7730701 COMB1 (Sp)

45.5770671 COMB1

0 COMB1

0 COMB1

0

1 S20X30

Beam

No Messages

900 COMB1 (Sp)

45.5770671 COMB1 (Sp)

45.5770671 COMB1

0 COMB1

0 COMB1

0

1 S20X30

Beam

No Messages

1350 COMB1 (Sp)

45.5770671 COMB1

57.8115631 COMB1

0 COMB1

0 COMB1

0

1 S20X30

Beam

No Messages

1800 COMB1 (Sp)

45.5770671 COMB1

106.7736834 COMB1

0 COMB1

0 COMB1

0

1 S20X30

Beam

No Messages

2250 COMB1 (Sp)

45.5770671 COMB1

149.4869779 COMB1

0 COMB1

0 COMB1

0

1 S20X30

Beam

No Messages

2700 COMB1

0 COMB1

185.7314165 COMB1

0 COMB1

0 COMB1

81 B20X35

Beam

No Messages

0 COMB1

396.511655 COMB1 (Sp)

256.1647747 COMB1

0 COMB1

237.758879 COMB1

0.33237968

81 B20X35

Beam

No Messages

500 COMB1

348.5212858 COMB1 (Sp)

126.2207871 COMB1

0 COMB1

237.758879 COMB1

0.33237968

81 B20X35

Beam

No Messages

1000 COMB1

307.9079084 COMB1 (Sp)

126.2207871 COMB1

0 COMB1

237.758879 COMB1

0.33237968

81 B20X35

Beam

No Messages

1000 COMB1 (Sp)

126.2207871 COMB1 (Sp)

126.2207871 COMB1

0 COMB1

238.111734 COMB1

0.331683219

81 B20X35

Beam

No Messages

1500 COMB1 (Sp)

126.2207871 COMB1 (Sp)

126.2207871 COMB1

0 COMB1

238.111734 COMB1

0.331683219

81 B20X35

Beam

No Messages

2000 COMB1 (Sp)

126.2207871 COMB1 (Sp)

126.2207871 COMB1

0 COMB1

238.111734 COMB1

0.331683219

81 B20X35

Beam

No Messages

2000 COMB1 (Sp)

126.2207871 COMB1

275.7903156 COMB1

0 COMB1

315.188008 COMB1

0.148365535

81 B20X35

Beam

No Messages

2500 COMB1 (Sp)

126.2207871 COMB1

275.7903156 COMB1

0 COMB1

315.188008 COMB1

0.148365535

81 B20X35

Beam

No Messages

3000 COMB1 (Sp)

126.2207871 COMB1

275.7903156 COMB1

0 COMB1

315.188008 COMB1

0.148365535

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0

phone : 081328784647

81 B20X35

Beam

No Messages

3500 COMB1 (Sp)

126.2207871 COMB1

275.7903156 COMB1

0 COMB1

315.188008 COMB1

0.148365535

81 B20X35

Beam

No Messages

4000 COMB1 (Sp)

126.2207871 COMB1

275.7903156 COMB1

0 COMB1

315.188008 COMB1

0.148365535

81 B20X35

Beam

No Messages

4500 COMB1 (Sp)

126.2207871 COMB1

275.7903156 COMB1

0 COMB1

315.188008 COMB1

0.148365535

81 B20X35

Beam

No Messages

4500 COMB1 (Sp)

126.2207871 COMB1 (Sp)

126.2207871 COMB1

0 COMB1

0 COMB1

0

81 B20X35

Beam

No Messages

5000 COMB1 (Sp)

126.2207871 COMB1 (Sp)

126.2207871 COMB1

0 COMB1

0 COMB1

0

81 B20X35

Beam

No Messages

5500 COMB1 (Sp)

126.2207871 COMB1 (Sp)

126.2207871 COMB1

0 COMB1

0 COMB1

0

81 B20X35

Beam

No Messages

6000 COMB1 (Sp)

126.2207871 COMB1 (Sp)

126.2207871 COMB1

0 COMB1

0 COMB1

0

81 B20X35

Beam

No Messages

6500 COMB1 (Sp)

126.2207871 COMB1 (Sp)

126.2207871 COMB1

0 COMB1

0 COMB1

0

81 B20X35

Beam

No Messages

7000 COMB1

57.35427257 COMB1

0 COMB1

0 COMB1

0

96 BL15X15

Beam

No Messages

0 COMB1

32.97589802 COMB1 (Sp)

16.36308274 COMB1

0 COMB1

0 COMB1

0

96 BL15X15

Beam

No Messages

500 COMB1

12.99809858 COMB1 (Sp)

8.151027348 COMB1

0 COMB1

0 COMB1

0

96 BL15X15

Beam

No Messages

1000 COMB1 (Sp)

8.151027348 COMB1 (Sp)

8.151027348 COMB1

0 COMB1

0 COMB1

0

96 BL15X15

Beam

No Messages

1500 COMB1 (Sp)

8.151027348 COMB1

10.965829 COMB1

0 COMB1

0 COMB1

0

96 BL15X15

Beam

No Messages

2000 COMB1 (Sp)

8.151027348 COMB1

15.28803584 COMB1

0 COMB1

0 COMB1

0

96 BL15X15

Beam

No Messages

2500 COMB1 (Sp)

8.151027348 COMB1

14.45051128 COMB1

0 COMB1

0 COMB1

0

96 BL15X15

Beam

No Messages

3000 COMB1 (Sp)

8.151027348 COMB1

8.465078137 COMB1

0 COMB1

0 COMB1

0

96 BL15X15

Beam

No Messages

3500 COMB1

2.59086877 COMB1 (Sp)

1.29467415 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

0 COMB1

114.0432652 COMB1 (Sp)

56.4999912 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

500 COMB1

69.57970717 COMB1 (Sp)

28.12312358 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

1000 COMB1

32.11296172 COMB1 (Sp)

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

1500 COMB1 (Sp)

28.12312358 COMB1 (Sp)

28.1231235 8 COMB1 28.1231235 8 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

2000 COMB1 (Sp)

28.12312358 COMB1 (Sp)

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

2500 COMB1 (Sp)

28.12312358 COMB1

28.1231235 8 COMB1 41.0499948 6 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

3000 COMB1 (Sp)

28.12312358 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

3500 COMB1 (Sp)

28.12312358 COMB1

52.8481048 2 COMB1 58.2556119 5 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

4000 COMB1 (Sp)

28.12312358 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

4500 COMB1 (Sp)

28.12312358 COMB1

57.2392463 2 COMB1 49.8052787 2 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

5000 COMB1 (Sp)

28.12312358 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

5500 COMB1 (Sp)

28.12312358 COMB1 (Sp)

35.9993286 6 COMB1 28.1231235 8 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

6000 COMB1 (Sp)

28.12312358 COMB1 (Sp)

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

6500 COMB1

43.22138879 COMB1 (Sp)

28.1231235 8 COMB1 28.1231235 8 COMB1

0 COMB1

0 COMB1

0

180 RB20X30

Beam

No Messages

7000 COMB1

82.87129077 COMB1 (Sp)

41.1615563 6 COMB1

0 COMB1

0 COMB1

0

0 COMB1

TABLE: Load Case Definitions LoadCase DesignType SelfWtMult AutoLoad Text Text Unitless Text DEAD DEAD 1 LIVE LIVE 0 QUAKE QUAKE 0 USER LOADS

TABLE: Material Properties 04 - Design Concrete Material Fc RebarFy RebarFys LtWtConc Text N/mm2 N/mm2 N/mm2 Yes/No CONC 20 400 240 No

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TABLE: Element Forces - Frames Frame

Station

OutputCase

CaseType

P

V2

V3

T

M2

M3

FrameElem

ElemStation

Text

m

Text

Text

KN

KN

KN

KN-m

KN-m

KN-m

Text

m

31

0 COMB1

Combination

-210.4079759

-0.591142852

-0.508612689

-5.65E-02

-0.795333957

-0.718761802

238

0

31

1.425 COMB1

Combination

-207.8900009

-0.591142852

-0.508612689

-5.65E-02

-7.06E-02

0.123616762

238

1.425

31

2.85 COMB1

Combination

-205.3720259

-0.591142852

-0.508612689

-5.65E-02

0.654212205

0.965995326

238

2.85

99

0 COMB1

Combination

-106.9673517

-4.84E-02

3.61E-02

3.59E-02

-8.81E-02

7.79E-02

156

0

99

1.425 COMB1

Combination

-104.9529717

-4.84E-02

3.61E-02

3.59E-02

-0.13952272

0.146928714

156

1.425

99

2.85 COMB1

Combination

-102.9385917

-4.84E-02

3.61E-02

3.59E-02

-0.190951119

0.215937929

156

2.85

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[email protected]

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phone : 081328784647

[email protected]

www.argajogja.co.nr

phone : 081328784647

[email protected]

www.argajogja.co.nr

phone : 081328784647

[email protected]

www.argajogja.co.nr

phone : 081328784647

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ada

. fy

. fc '. b

2) =

= 4.73

7.45303587 KNm 6.1963902 KNm

587

6.1963902 KNm > 6.19