(LPS-2) GOR ACEH BESAR 10 12 2015.pdf

Perencanaan Pembangunan Sarana dan Prasarana Olahraga Kabupaten Aceh Besar

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Daftar Isi 1.

Parameter Perencanaan Perencanaan

2. Pemodelan dan Pembebanan 3.

Plat Lantai

Struktur 4. Analisa Struktur 5. Perhitungan Balok dan Kolom 6.

Perhitungan Pondasi



























KATA PEGANTAR

Sehubungan dengan pelaksanaan pekerjaan Perencanaan Pembangunan Sarana dan Prasarana Olahraga yang berlokasi di Kabupaten Aceh Besar , bersama ini kami sampaikan Laporan Perhitungan Struktur sebagai Struktur sebagai dokument pelengkap.

Perhitungan Struktur ini dibuat berdasarkan berdasarkan Peraturan, Standar dan Pedoman yang berlaku di Indonesia disertai referensi referensi yang mendukung.

Demikian Laporan Perhitungan Struktur ini kami sampaikan, sampaikan, atas perhatian dan kerja samanya kami ucapkan terima kasih.

Medan, Desember 2015 PT. Citra Rancang Global

D.I. Structure Engineer



























1

parameter perencanaan



























PARAMETER PERENCANAAN

DATA B ANGUNAN ANGUNAN

Bangunan yang akan didisain memiliki 2 lantai dengan fungsi sebagai gedung olahraga (stadion) . Atap menggunakan rangka baja (truss system).

SISTEM STRUKTUR

Sistem struktur yang direncanakan adalah Portal Beton Bertulang dengan lantai plat beton sebagai pengaku (diafragma) bagunan. Plat lantai didisan sebagai plat dua arah. Pondasi yang digunakan adalah tiang pancang . SPESIFIKASI, STANDARD DAN PEDOMAN.

1.

Peraturan Pembebanan Indonesia Untuk Gedung 1983

2. Peratu Peraturan ran Perenca Perencanaa naan n Bangunan Bangunan Baja Baja Indonesi Indonesia a (PPBBI) (PPBBI) 3. Tata Cara Cara Perhitung Perhitungan an Struktur Struktur Beton Beton untuk untuk Bangunan Bangunan Gedung, SNI 03-284703-2847-2002 2002 4. Tata Tata Cara Cara Perenca Perencanaan naan Ket Ketaha ahanan nan Gemp Gempa a untuk untuk Struktur Bangunan Gedung dan Non Gedung , SNI 03-1726-20012 5. Peratu Peraturan ran dan dan keten ketentua tuan n lain lain yang yang releva relevan. n.

MUTU MUT U DAN BAHA N YANG DIGUNAKAN DIGUNAKAN :

1.

Beton a. Mutu : K-250 b. Ec = 4200.784 700 Vf Vf’c kg/cm2 c. Po Pois ison on Rati Ratio o = 0,2 0,2 d.

2.

Berat jenis = 2400 kg/m3

Baja tulangan : a.

Berat jenis = 7800 kg/m3

a. Untuk Untuk Ø< 13mm 13mm Baja Baja Tulanga Tulangan n Polos Polos (BJTP2 (BJTP24) 4) dimana dimana f y=2900 kg/cm2 dan f u = 3900 kg/cm2 b. Untuk Untuk Ø> 13mm 13mm Baja Baja Tulan Tulangan gan Ulir Ulir (BJTD (BJTD40) 40) diman dimana a f y=4000 kg/cm2 dan f u = 5700 kg/cm2

PEMBEBANAN :

1. Beban ma mati : a. Beba Beban n ceil ceilin ing g = 11

kg/m2 kg/m2



























2.

Beba eban hidup :

-Lantai Atribun penonton = 400 kg/m2 -Lantai Kendaraan = 800 kg/m2 -Lantai -Lantai A Atap tap = 100 kg/m2

3. Beban gem gempa : Beban gempa dihitung berdasarkan      

     .              ANA LISA STRUKTUR BANGUNAN

Analisa struktur dilakukan dilakukan sebagai sebagai portal dengan dengan pemodelan pemodelan 3 Dimensi Dimensi menggunakan menggunakan program struktur ETABS ET ABS dengan mempertimbangkan memperti mbangkan metode SRPMK S RPMK (Sistem (Sist em Rangka Pemikul Momen Khusus) Kombinasi pembebanan sebagai berikut U

= 1.2 D + 1.6 L

U

= 1.2 D + 1,0 Lr + Lr + 1,0 Ex + 0,3 Ey

U

= 0.9 D + Ex + 0,3 Ey

Dimana : D = Beban Mati L = Beban Hidup, Lr = Beban Hidup Reduksi, E = Beban Gempa

DESIGN STRUKTUR STRUKTUR B ANGUNAN

Design struktur dilakukan dengan pada metode

bantuan

STRONG COLUMN WEAK BEAM.

program ETABS dengan mengacu





























BEBAN PADA LANTAI ATRIBUN LANTAI ATRIBUN Tinggi

=

315 cm

Lebar injakan Tinggi injakan Tebal tangga

= = =

80 cm 45 cm 12 cm

Berat anak tangga

1.26

1800 0.18

x 5.6

2.4

0.54 t/m' Jumlah anak α sin α cos α tan α

= = = = =

7 bh 29.36 ° 0.49 0.87 0.56

Tinggi ekuivalen 180/cos α x t

=

0,5 x b x h x 6

SUPERDEAD * Bs Bs plat =

1/ 1/cos a

0.12

1

642.5 cm

2400 q1

Anak Tangga Anak Tangga * Anak tangga * Tpt duduk * Keramik

= = =

66

1 q2

LIVE LOAD * B. hidup =

400

1

(diagonal)

=

330.4 kg/m'

=

330.4 kg/m'

= = =

540.0 kg/m' 25.0 kg/m' 66 kg/m'

=

631.0 kg/m'

(ETABS INPUT)

=

400.0 kg/m'

(ETABS INPUT)





























ANALISA PERHITUNGAN GEMPA Lokasi : Aceh Besar Fungsi Bangunan : Stadion Klasifikasi Bangunan : III Jenis Tanah : Tanah Lunak

(SE)

Struktur Bangunan : Beton Jumlah Lantai : 2 Tinggi Bangunan (m) : 6 Tinggi Antar Tinggi Antar Lantai (m) : 3 Sistem Penahan Gaya Seismik : Seismik : Sistem Rangka Pemikul Momen Rangka Beton Bertulang Pemikul Momen Khusus Faktor Keutamaan Bangunan : Kategori Resiko : Reduksi Beban Hidup u/ Peninjauan G em em pa pa Reduksi Beban Hidup u/ Disain Balok Induk dan Induk dan P or or ta ta l V:

1. 25 III

(Sumber PPUGI. 1987)

0 .5 0 .9 .9 0 .0 .0 96 96

(Sumber PPUGI. 1987)

1. Parameter percepatan tanah SS (percepatan batuan dasar periode pendek 0,2 detik) dan S1 (percepatan batuan dasar periode 1,0 detik). Parameter SS dan S1 ditetapkan berdasarkan respons spektrum percepatan 0,2 detik dan 1 detik dalam peta gerak tanah seismik dengan kemungkinan 2 persen terlampaui dalam 50 tahun sesuai dengan lokasi yang ditinjau

Ss = 1.349

S1 = 0.642





























2. KLASIFIKASI SITUS N spt = ‐ Tanah Lunak Jenis tanah =

3. Faktor koefisien situs (Fa, Fv) dan Parameter spektrum respons percepatan yang disesuaikan dengan pengaruh klasifikasi situs (SMS, SM1). SM1).

http://puskim.pu.go.id/Aplikasi/desain_spektra_indonesia_2011/

Ss SMS

= 1.35 (sumber : peta zona peta zona 2012) 2012) Fa = = 0. 9 = 1.21

Ss 1.349

http://puskim.pu.go.id/Aplikasi/desain_spektra_indonesia_2011/

S1

peta zona 2012) 2012) = 0.642 (sumber : peta zona

SM1

Fv = = 2. 4 = 1.5408

S1 0.642

4. Parameter percepatan spektrum desain (SDS, SD1) SD1) SDS

To

2/3 = 2/ = 2/3 = 0.81 =

0.2

SMS 1 .2 .2 1 4 41 1

SD1

= = =

Ts

SD1

2 /3 2/3 1.03

=

SD1

SDS

SM1 1 . 54 54 08 08

SDS

=

0. 2

1. 03 0. 81

=

1.0 3 0.8 1

=

0.25

dtk

=

1.3

1.3 1.6 2.0 3.0 dt d tk

Respons Spectra Graphic ) g (

n o i t

0.90 0.80

0. 81

0.81

T ab ab el el G ra ra ph ph ic ic R es es po po n S pe pe ct ct ru ru m T Sa 0 0.32 0.2 5 0.81 0.81 0.63 0.51 0.34





























2. FAKTOR KEUTAMAAN GEMPA (I)

:

1.25

3a. KATEGORI RESIKO BANGUNAN :

D

3b. KATEGORI RESIKO BANGUNAN :

D





























2c. KATEGORI RESIKO BANGUNAN RENCANA : Dipakai sistem =

D

Sistem Rangka Pemikul Momen Khusus (SRPMK)

3. KOEFISIEN REDUKSI GEMPA (R)

=

8.00































W ak ak tu tu G et et ar ar R en en ca ca na na :

C t

x

Hn

Tabel X. Koefisien batas atas periode (Sumber : SNI 03-1726-2012) SD1

Koefisien Cu

Tabel X. Nilai parameter periode pendekatan Ct dan x (Sumber : SNI 03-1726-2012) Tipe Struktur

Ct

x































2

pemodelan dan































ETABS 2015 15.0.0

A

B

4 (m)

C

6 (m)

D

6 (m)

E

6 (m)

F

6 (m)

G

6 (m)

H

4 (m)

11

) m ( 4

B20/35

0 4 / 0 2 B

B30/50

10

B30/50 0 5 / 5 2 B

) m ( 6

0 B20/35 5 / 0 3 B B25/50

B30/50 0 5 / 5 2 B

B30/50 0 5 / 5 2 B

B30/50 0 5 / 5 2 B

0 4 / 0 2 B 0 5 / 5 2 B

0 5 / 0 3 B B25/50

9

) m ( 6

0 5 / B20/35 0 3 B B25/50

0 5 / 0 3 B B25/50

8

) m ( 6

0 5 / 0 3 B

0 5 / 0 3 B B25/50

B25/50

7

) m ( 6

0 5 / 0 3 B

0 5 / 0 3 B

B20/40































ETABS 2015 15.0.0

12/10/2

B20/35 0 5 / 5 2 B

5 2 b

B30/50 k 4 0 b 2 5

K 4 0 / 6 0

0 5 / 0 3 B

B 2 2 5 5 / 45

B 2 2 5 5 / 45

5 / 45 K B2 5 4 0 / 6 0 0 5 / 0 3 B

K 4 0 / 6 0

0 5 / 0 3 B

K 4 0 / 6 0

0 5 / 0 3 B

B 2 5 / 5 0

B20/35 0 5 / 5 2 B

5 2 b

B30/50 k 4 0 b 2 5

B 2 5 5 / 0

B20/35 0 5 / 5 2 B

5 2 b

B30/50 k 4 0

b 2 5

0 5 / 5 2 B

B20/35 5 2 b 0 4 k 5 2 b

0 5 / 5 2 B

B30/50 0 5 / 5 2 B

B20/35 5 2 b 0 4 k 5 2 b

0 5 / 5 2

B30/50 B

0 5 / 5 2 B

5 2 b 0 4 k 5 2 b

5/ 5 0 B 2 5/

25/5 0 B 25

0 6 / 0 4 K

0 5 / 0 3 B

25/5 0 6 0 B 25 / 4 0 K

B2 5 5 / 45

25/5 0 B 25

B2 5 / 45

25/50 B 25

B25 / 45

B25/50

B25 /45 /45

B25/50

B25 /45 /45

/50 B25/50

0 5 / 0 3 B

6 0 0 / K 4

0 5 / 0 3 B

0 0 / 0 / 6 K 4

0 5 / 0 3 B































































ETABS 2015 15.0.0

6/26/2015

4

4

4

4

4

4

4

4

A

B

C

D

E

F

G

H

4 6 0 1 4 6

45 9 1 45 8 7 4 1

232 2 3 4

61 1 4 61

9 1 7 8 1 4 4 1 151 7

151 8

6 2 1 4 6 2

1 0 5 1

4 8 4 1

0 3 0 8 9 2 5 4 9 8 1 1 15 2 3 1 4 4 21 15 2 2 1 15 21 151 9

6 3 1 4 6 3

2 0 5 1 2 4 15 2 4

5 8 4 1

25 15 25

4 4 6 4 1 4 6

3 0 5 1 15 2 6

6 8 4 1

15 2 7

4 6 6 1 4 6

5 4 65 1 4 6

0 4 5 1

7 8 4 1

2 9 2 8 15 2 9 15 2 8

3 0 15 3 0

6 7 1 4 6 7

6 9 8 0 8 5 4 8 1 1 4 3 1 2 15 3 31 15 3 15 31

5 0 5 1

6 8 1 4 6 8

7 0 5 1 15 3 4

0 9 4 1

35 15 35

6 9 1 4 6 9

8 0 5 1 15 3 6

1 9 4 1

3 7 15 3 7

0 4 7 0 1 4 7

9 0 5 1 15 3 8

2 9 4 1 15 3 9

7 2 1 4 7 2

1 4 71 1 4 7

0 1 5 1 15 4 0

3 9 4 1 41 15 41

1 1 5 1 4 2 15 4 2

4 9 4 1 15 4 3

7 3 1 4 7 3

2 1 5 1

5 9 4 1

15 4 4

4 5 15 45

7 4 1 4 7 4

3 1 5 1 15 4 6

6 9 4 1 15 4 7

75 1 4 75

1 4 5 1 15 4 8

7 9 4 1 54 9 154 9

4 7 7 1 4 7

6 4 7 6 1 4 7

5 1 5 1 155 0

8 9 4 1 15 51

6 1 5 1

155 2

15 7 7 2 2

155 3

16 48

15 7 70 0

1 6 1 2 0 9

5

16 4 1 7

Story4

15 7 7 1

1 6 1 3 1 9

0 8 4 1

1 6 46

5 16 1

45

15 6 69 9

1 6 0 1 9 9 16 4 4

5

16 1 4 3

15 6 68 8

1 6 0 0 8 9 16 42

5

16 1 41

15 6 67 7

1 6 0 9 7 8 16 4 0

1 6 0 8 6

5

16 1 3 39 9

15 6 66 6

16 3 8 8

1 6 0 7 5 8

8 5

16 1 3 37 7

15 6 65 5

16 3 36 6

15 6 64

1 6 0 6 4

5

16 1 3 35 5

16 3 34

15 6 63 3

1 6 0 5 3 8

8 5

16 1 3 3 3 3

16 3 32 2

15 6 6 2 2

1 6 0 4 2 8

5

1 16 3 31

16 3 30 0

1 6 3 0 1

5

1 16 2 29 9

16 2 28 8

8 5

1 1 6 2 27 7

15 6 6 1

15 6 60 0

1 6

0 2 0 8 5 16 2 26 16 6 1 2 25 5

1 5 9 1 9 8 16 2 2 4

15 5 59 9

1 5 9 0 8 8

5 1 1 6 2 23 16 3 2 22 2

5

1 1 6 2 21

15 5 58 8

1 5 9 9 7 7 16 2 20 0

5 1 1 6 19

15 5 57 7

1 5 9 8 6 7 5

16 18 1 1 6 17

15 5 56 6

15 5 55 5

1 5 9 7 5 7 5

16 16 1

16 15 15

52 0 152 0

15 5 5 4

1 5 9 6 4 7 5

16 14 1

1613

1 3 2

1 5 7 3 4 7 5

16 1 1 2 5 3 2

7 2 3

2 3 3

4 8 2

201

3 8 2

6 3

Z

X

202

6 3 3

203

7 3 3

204

8 3 3

Story2

6 7 2

205

9 3 3

Story3 8 2 3

Story1

1 1

5 7 2

Base

236































3































PERENCANAAN LANTAI BETON BERTULANG ENONTON PARAMETER PERENCANAAN ‐ Mutu beton K

250

‐ Mutu baja : f y

BJ B JTP‐24 =

2900 kg/cm2

=

3900 kg/cm2

f u

L1 : L2 :

3 4

m m

PERHITUNGAN PLAT x x = menerus Lx = 3.00 m

x

x Ly Lx Ly =

x 4.00 m 4.00 m

Menentukan tebal plat h min 1

=

Lx 28

0.4

+

fy 700

1.33

1.30































PERENCANAAN LANTAI BETON BERTULANG ENONTON R n

Mn

=

b

d

0.9

55,207 100

10.0

=

= m

6.1 f y

= 0.85 =

f'c 2900

0 .8 .85





2



20 7. 7. 5

=

16.44

=

1 m

*

=

1 20.16

*

=

0.0018 1 33

 1    0.0354

1

2*

m * Rn  fy

  































PERENCANAAN LANTAI BETON BERTULANG LANTAI KENDARAAN PARAMETER PERENCANAAN ‐ Mutu beton K

250

‐ Mutu baja : f y

BJ B JTP‐24 =

2900 kg/cm2

=

3900 kg/cm2

f u

L1 : L2 :

4 3

m m

PERHITUNGAN PLAT x x = menerus Lx = 3.00 m

x

x Ly Lx Ly =

x 4.00 m 4.00 m

Menentukan tebal plat h min 1

=

Lx 28

0.4

+

fy 700

1.33

1.30

































PERENCANAAN LANTAI BETON BERTULANG LANTAI KENDARAAN = 0.9 = m

164,579 100

8.8 f y

= 0.85

f'c

14.4































PERENCANAAN LANTAI BETON BERTULANG TANGKI AIR KAP. 2X1M3 PARAMETER PERENCANAAN ‐ Mutu beton K

250

‐ Mutu baja : f y

BJ B JTP‐24 =

2900 kg/cm2

=

3900 kg/cm2

f u

PERHITUNGAN PLAT

L1 : L2 :

2.5 m 3 m































PERENCANAAN LANTAI BETON BERTULANG TANGKI AIR KAP. 2X1M3 =

96,356 100

0.9 = m

10.7 f y

= 0.85

f'c

10.0































4































DEFORMASI

























































































































































































































































































































































































































































































































































































































































































































































































































































































PERENCANAAN BALOK BALOK 20X35 BALOK 20X35 TUMPUAN b h Mutu Mutu beto beton n M ut ut u b aj aj a

= = K fy fy'

LAPANGAN b h Mut u bet on on Mutu baja

20 cm 35 cm 250 40 (Tulangan utama) (Tulangan geser) 29 (Tulangan geser)

LOAD CASES M+ M‐ Tul.

1. 1.98 1. 1.25 2D13

tm (ETABS) V = tm (ETABS) Tul.

2.88

t

8

(ETABS)

‐

15 150

DATA PROCESSING 13 1

mm d 30 mm 31.35 mm

Besi beton 8

=

Rn

=

31.35

cm Mn



b

0.9

20

Selimut beton = d' =

30 mm 31.35 mm

d'

=

Rn

=

m

1 22.68

*

1 .3 3

1   

1

2*

m * Rn fy

  

=

0.0656

=

r



208

1 m

*

1 22.68

*

1   

1

2*

m * Rn fy

0.0467

0.00206 1 .3 .33



0.0027

=

1.4

f y

f y

=

0.0035

 pakai

=

0.0038

As

=

b

 pakai

=

0.0038

=

2.41 2

d' 20

=

0.0035

 pakai

=

0.0035

As

=

31.35

cm2 D 13

(

b . Tu l an g an Tek an

2. 2.65

)

b

 pakai

=

0.0035

=

2.40

Dipakai

2

d' 20

34.35

cm2 D

13

(

b . Tu lan g an Tek an

31.35

cm Mn



b

0.9

20

=

=

f'c

22.68

= min

1,179.92

4000

=

1.4

Dipakai

20

2

d'

f y

=



0.0038

=

0.9

0.85

0.00289

=

=

‐

8.05

= *

=

Rn

171,000

= 208

1 m

b

0.85

22.68

=



=

4000

=

=

8

t

cm

= 982.82

f'c

0.85

d'

2.78

Mn

2

d'

f y

=

34.35

=

0.85

min

13 mm 13 mm

11.19

=

=


D

198,000

=

r

1.71 0.98 2D13

a. Tu l an g an t ar i k

=

=

= =

mm

a. Tu l an g an t ar ik

d'

M+ M‐ Tul.

DATA PROCESSING

Besi Besi beton beton D Sengkang Selimut beton = d' =




LOAD CASES = =

m

= = K fy f y'

=

Rn

=

2

d'

125,000

7.07

r pakai

31.35

Mn 

b

0.9

20

= 982.82 =

cm

2

d'

98,000

5.54

982.82

2. 2.65

)

  

(ETABS)

175



























  

m =

1 22.68

=

1 .3 3

= min

 

fy

=

0.0409

1 .3 .33

=

1.4

min

0.0035

 pakai

=

0.0035

As

=

b

 pakai

=

0.0035

=

2.19

d' 20



=

1.4

=

0.0035

 pakai

=

0.0035

As

=

31.35

cm2

2

D 13

(

2. 2.65

)

c . Tu l an g an s u s u t

Dipakai

0.0319

f y

=

As

b

 pakai

=

0.0035

=

2.19

Dipakai

d' 20

10%

=

10%

=

0.24

=

1

As

As 2.41

cm2

Ø

12

(Tulangan susut)

d . Tu lan g an g es er

cm2

2

D

13

(

= =

Vc

=

1 /6 /6

= =

Dipakai

=

10%

=

10%

=

0.24

2.40

cm 2

1

=

Ø

12

2900 kg/cm2 2.88 ton f'c

b

d

0.167

14.4

20

35

1.68

ton

fy R

= =

Vc

=

1 /6 /6

= =

f'c

b

d

0.167

14.4

20

35

1.68

ton

=

8

mm

Ø begel

=

8

mm

=

0.5 0

cm cm2

Av

=

1 .00

c m2 m2

s

=

Av

f y

d

s

=

Av

f y

d

Vu

‐

Vc

Vu

‐

Vc

Ø

Ø

0.50

2900

2,880

‐

35

=

1,681

1.00

2900

2,780

0.6

‐

35 1,681

0.6

50,994

=

3,119

=

(Tulangan susut)

2900 kg/cm2 2.78 ton

Av

s min

)

As

Ø begel

=

2. 2.65

d . Tu l ang an g es er

fy R

=

31.35


=

=

 

fy

0.0019

f y

Dipakai

*



0.00141

=

r

0.0024

=

1 22.68

=



  

m

0.00180

=

r

*



101,987 2,953

16.35

cm

= s min

d

=

2

34.54

cm

d 2

=

35 2

=

17.5

cm

s pakai

=

16 6..3 5

cm

Dipakai

=

Ø

8

‐

150

(As =6.7 c =6.7 cm2)

2D13

Ø8‐150

=

35 2

=

17.5

cm

s pakai

=

17 7..5 0

cm

Dipakai

=

Ø

8

‐

175

(As =5.74 cm2)

2D13

350 mm

Ø8‐175

350 mm




























= = K fy fy'

LAPANGAN b h Mut u bet on on Mutu baja



2. 2.59 2. 2.34 2D16


4.95

t

8

(ETABS)

‐

15 150

DATA PROCESSING 16 2

mm d 30 mm 36.2 mm

Besi beton 8

=

Rn

=

36.2

cm Mn



b

0.9

20


30 mm 36.2 mm

d'

=

Rn

=

m

1 22.68

*

1 .3 3

1   

1

2*

m * Rn fy

  

=

0.0643

=

r



208

1 m

*

1 22.68

*

1   

1

2*

m * Rn fy

0.0262

0.00115 1 .3 .33



0.0015

=

1.4

f y

f y

=

0.0035

 pakai

=

0.0038

As

=

b

 pakai

=

0.0038

=

2.73 2

d' 20

=

0.0035

 pakai

=

0.0035

As

=

36.20

cm2 D 16

(


4. 4.02

)

b

 pakai

=

0.0035

=

2.74

Dipakai

2

d' 20

39.20

cm2 D

16

(

b . Tu lan g an Tek an

36.2

cm Mn



b

0.9

20

=

=

f'c

22.68

= min

1,536.64

4000

=

1.4

Dipakai

20

2

d'

f y

=



0.0038

=

0.9

0.85

0.00284

=

=

‐

4.56

= *

=

Rn

126,000

= 208

1 m

b

0.85

22.68

=



=

4000

=

=

8

t

cm

=

1,310.44

f'c

0.85

d'

4.84

Mn

2

d'

f y

=

39.2

=

0.85

min

16 mm 16 mm

10.98

=

=


D

259,000

=

r

1.26 1.46 2D16

a. Tu l an g an t ar i k

=

=

= =

mm

a. Tu l an g an t ar ik

d'

M+ M‐ Tul.

DATA PROCESSING

Besi Besi beton beton D Sengkang Selimut beton = d' =




LOAD CASES = =

m

= = K fy f y'

=

Rn

=

2

d'

234,000

9.92

r pakai

36.2

Mn 

b

0.9

20

=

1,310.44 =

cm

2

d'

146,000

6.19

1,310.44

4. 4.02

)

  

(ETABS)

175



























  

m =

1 22.68

=

1 .3 3

= min

 

fy

=

0.0579

1 22.68

=

1 .3 .33

=

1.4

min

0.0035

 pakai

=

0.0035

As

=

b

 pakai

=

0.0035

=

2.53

d' 20



=

1.4

=

0.0035

 pakai

=

0.0035

As

=

36.20

cm2

2

D 16

(

4. 4.02

)

b

 pakai

=

0.0035

=

2.53

Dipakai


Dipakai

0.0357

f y

=

As

d' 20

10%

=

10%

=

0.27

=

1

As

As 2.73

cm2

Ø

12

(Tulangan susut)

Dipakai

d . Tu lan g an g es er

cm2

2

D

16

(

= =

Vc

=

1 /6 /6

= =

=

10%

=

10%

=

0.27

2.74

cm 2

1

=

Ø

12

2900 kg/cm2 4.95 ton f'c

b

d

0.167

14.4

20

40

1.92

ton

fy R

= =

Vc

=

1 /6 /6

= =

f'c

b

d

0.167

14.4

20

40

1.92

ton

=

8

mm

Ø begel

=

8

mm

=

1.0 0

cm cm2

Av

=

1 .00

c m2 m2

s

=

Av

f y

d

s

=

Av

f y

d

Vu

‐

Vc

Vu

‐

Vc

Ø

Ø

1.00

2900

4,950

‐

40

=

1,921

1.00

2900

4,840

0.6

‐

40 1,921

0.6

116,557

=

6,329

=

(Tulangan susut)

2900 kg/cm2 4.84 ton

Av

s min

)

As

Ø begel

=

4. 4.02


fy R

=

36.20


=

=

 

fy

0.0021

f y

Dipakai

*



0.00158

=

r



0.0034

=

  

m

0.00255

=

r

*



116,557 6,146

18.42

cm

= s min

d

=

2

18.96

cm

d 2

=

40 2

=

20

cm

s pakai

=

18 8..4 2

cm

Dipakai

=

Ø

8

‐

150

(As =6.7 c =6.7 cm2)

2D16

Ø8‐150

=

40 2

=

20

cm

s pakai

=

18 8..9 6

cm

Dipakai

=

Ø

8

‐

175

(As =5.74 cm2)

2D16

400 mm

Ø8‐175

400 mm



























PERENCANAAN BALOK BALOK 25X45 BALOK 25X45 TUMPUAN b h M ut ut u b et et on on Mu tu tu b aj aj a

= = K fy fy'

LAPANGAN b h Mutu beton Mutu baja



2. 2.70 2 2..45 5D16


3.08

t

8

(ETABS)

‐

10 100

DATA PROCESSING Besi Besi beto beton n D Sengkang Selimut beton = d' =

d'

=

Rn

=

mm d 30 mm 41.2 mm

41.2

8

Mn 

b

0.9

25

=

= r

= =

min

=

D

16 mm 16 mm


30 mm 41.2 mm

d'

=

Rn

=

2

d'

270,000

=

f y

m f'c

= 208 = *

1 22.68

*

 1   

2*

1

m * Rn 

  

fy

=



=

0.0409

0.00180 1 .33

= r



=

0.0024

= min

1.4

 pakai

=

0.0035

As

=

 pakai

b

=

0.0035

=

3.61

Dipakai

5

d' 25

=

0.9

25

‐

2

d'

144,000 1,953.64

3.28 f y f'c

4000 208

22.68 1 m

*

1 22.68

*

 1   



2*

m * Rn 

  

fy

0.0187

1 .33



0.0011 1.4

0.0035

 pakai

=

0.0035

As

=

41.20

D

16

(

10 10.05

)

 pakai

b

=

0.0035

=

3.87

Dipakai

3

d' 25

41.2

cm Mn b

2

d'

r pakai

=

Rn

=

41.2

D

16

(

cm Mn



44.20

cm 2




1

0.00083

=

c m2

b. Tul an g an Tekan

=

f y

0.0035

Rn

b

0.85

22.68

=

=

8

t

Mn

0.85

f y

d'

2.52

cm



=

4000

1 m

44.2

= 1,697.44

7.07

0.85

=


mm

cm

0.85

=

1.44 3.56 3D16

a. Tul an g an t ar i k

=

=

= =

Besi beton

16 2

=

=

M+ M‐ Tul.

DATA PROCESSING

a. Tu lan g an t ar ik




LOAD CASES = =

m

= = K fy fy'

b

2

d'

6. 6.03

)

(ETABS)

125





























=

4000

=

0.85 =

=

r

=

*

1 22.68

*

=

 1   

2*

1

m * Rn 

  

fy

=

0.0371

1 .33

1 m

*

1 22.68

*

= r



=

0.0022 min

=

 1   

1 .33

0.0035

 pakai

=

0.0035

As

=

 pakai

b

=

0.0035

=

3.61

Dipakai

d' 25

m * Rn 

  

fy

0.0543



1.4

=

0.0035

 pakai

=

0.0035

As

=

41.20

c m2

3

D

16

(


6. 6.03

)

 pakai

= =

2900 kg/cm2 3.08 ton

Vc

=

1/ 1 /6

f'c

b

d

=

0.167

14.4

25

45

=

2.70

ton

b

=

0.0035

=

3.61

Dipakai

d' 25

D

16

(

fy R

= =

2900 kg/cm2 2.52 ton

Vc

=

1/ 1 /6

f'c

b

d

=

0.167

14.4

25

45

=

2.70

ton

Ø begel

=

8

mm

Ø begel

=

8

mm

Av

=

1.00

cm cm 2

Av

=

1.00

cm cm 2

s

=

s

=

Av

f y

d

Vu

‐

Vc

Av

f y

d

Vu

‐

Vc

Ø

Ø

1.00 3,080

2900 ‐

45

=

2,701

1.00 2,520

0.6

2900 ‐

=

2,432

131,126 1,499

cm

=

87 47

45 2,701

0.6

131,126

53 91

41.20

cm 2

5

d . T ul an g an g es er

fy R

=

2*

f y

=

=



0.0032

f y

=

1

0.00240

=

1.4

208

22.68

=



0.00163

= min

=

1 m

=

4000 0.85

22.68

=



208

cm

10 10.05

)






























= = K fy fy'

LAPANGAN b h M ut utu be to ton M utu baja

30 cm 50 cm 250 40 (Tulangan utama) 29 (Tulangan geser) (Tulangan geser)


Besi Besi beto beton n D Sengkang Selimut beton = d' =

tm (ETABS) tm (ETABS)

V=

Tul.

4.84

t

8

(ETABS)

‐

10 100

d'

=

Rn

=

mm d 30 mm 46.2 mm

16 2

46.2

Besi beton 8

Mn b

0.9

30

=

= r

= =

min

=

16 mm


30 mm 46.2 mm

d'

=

Rn

=

2

d'

=

f y

m f'c

4.03 8

t

‐

= 208 =

1 22.68

*

   



2*

m * Rn fy

 



=

=

0.0559

0.00246 1 .3 .33

= r



0.0033

= =

1.4

=

0.0035

 pakai

=

0.0035

As

=

 pakai

0.0035

b

0.9

30

min

=

2

d'

221,000 2,420.64

3.38 f y f'c

4000 0.85

22.68 *

Mn

0.85

f y

=

cm



=

4000

1 m

49.2

= 2,134.44

9.58

0.85

=

V= Tul.

D

552,000

0.85

=

tm (ETABS) tm (ETABS)

mm

cm



=

=

= 2.21 = 7.54 3D16

a. Tul ang an t ar i k

=

=

M+ M‐ Tul.

DATA PROCESSING

a. Tul angan t ar i k



30 cm 50 cm 250 40 (Tulangan utama) 29 (Tulangan geser) (Tulangan geser)

LOAD CASES = 5.52 = 6.06 6D16

DATA PROCESSING

m

= = K fy fy'

208

22.68 1 m

*

1 22.68

*

   



2*

0.0194

0.00085 1 .33



0.0011 1.4 f y

b

d' 30

46.20

=

0.0035

 pakai

=

0.0035

As

= =

 pakai

0.0035

b

d' 30

49.20

m * Rn fy

 

(ETABS)

150





























=



=

1 m

*

1 22.68

*

= =

r

=

1

2*

m * Rn 

  

fy

=



=

0.0615

0.00271 1 .3 .33

= min

 1   

= =

r



0.0036

1 m

*

1 22.68

*

=

min

1 .33

0.0035

 pakai

=

0.0036

As

=

b

 pakai

=

0.0036

=

5.00

Dipakai

d' 30

0.0772

1.4

0.0035

 pakai

=

0.0045

As

=

cm2

3

D

16

(

6. 6.03

=

0.0045

=

6.27

Dipakai

)

= =

2900 kg/cm2 4.84 ton

Vc

=

1 /6 /6

f'c

b

d

=

0.167

14.4

30

50

=

3.60

ton

b

 pakai

d' 30

46.20

cm2

6

d . T u lan g an g es er

fy R

D

16

(

fy R

= =

2900 kg/cm2 4.03 ton

Vc

=

1 /6 /6

f'c

b

d

=

0.167

14.4

30

50

=

3.60

ton

Ø begel

=

8

mm

Ø begel

=

8

mm

Av

=

1.00

c m2 m2

Av

=

1.00

cm cm2

s

=

Av

f y

d

s

=

Av

f y

d

Vu

‐

Vc

Vu

‐

Vc

Ø

Ø

1.00

2900

4,840

‐

50

=

3,601

1.00

2900

4,030

0.6

‐

145,696

=

=

32.63

=

d

145,696 3,115

cm s min

=

46.77

=

d

2

2

=

50 2

=

25

cm

=

2 5. 5. 00 00

cm

s pakai

=

50 2

=

25

cm

=

2 5. 5. 00 00

cm

50 3,601

0.6

4,465

s pakai

  

fy



=

46.20

d . Tu l an g an g es er

s min

m * Rn 

f y

=

=

2*

0.0045

f y

=

1

0.00340

=

1.4

 1   

cm

12 12.06

)





























TABLE: Concrete Column PMM Envelope Label Story Section Location

C10 C10 C11 C11 C12 C12 C13 C13 C14 C14 C15 C15 C16 C16 C17 C17 C19 C19 C20 C20 C20 C20 C20 C20 C21 C21 C22 C22 C22 C22 C23 C23 C23

T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story3 T1‐Story1 T1‐Story3 T1‐Story2 T1‐Story2 T1‐Story3 T1‐Story3 T1‐Story1 T1‐Story1 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story1

k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k4 k 40 k40 k40 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60

Top Bottom Top Bottom Bottom Top Top Bottom Top Bottom Bottom Top Top Bottom Bottom Top Bottom Top Top Top Bo B ottom Bo Bottom Top Bo B ottom Bo Bottom Top Bo B ottom Top Top Bo B ottom Bo B ottom Top Bottom

P tonf 21.98 35.88 18.65 26.44 33.41 16.07 17.38 31.71 16.06 32.13 31.69 14.65 16.53 33.13 30.91 6.40 12.62 11.47 32.64 0.00 41.66 0.62 32.31 22.26 8.64 8.02 65.24 63.17 39.86 63.17 40.23 39.02 64.80

M Majo Majorr M Mino Minorr PMM PMM Combo tonf‐ m tonf‐ m 0.00 0.00 C08 0.00 0.02 C02 0.27 0.00 C09 0.00 0.24 C02 0.00 0.00 C02 0.02 0.00 C04 0.00 0.00 C04 0.02 0.00 C02 0.27 0.00 C04 0.00 0.24 C02 0.00 0.00 C02 0.02 0.00 C04 0.00 0.00 C04 0.02 0.00 C02 0.00 0.00 C02 0.02 0.00 C11 0.00 0.00 C02 0.02 0.00 C02 0.00 0.00 C03 0.00 0.02 C02 0.00 0.00 C0 2 0.02 0.00 C0 6 2.35 1.04 C02 1.33 1.21 C0 6 0.99 0.96 C0 2 0.99 0.36 C02 0.99 1.02 C02 1.00 0.40 C02 2.57 0.57 C05 1.67 0.40 C02 7.72 6.12 C05 4.03 2.69 C05 15.02 1.18 C02





























C29 C29 C29 C29 C29 C30 C30 C31 C31 C31 C31 C31 C31 C32 C32 C32 C32 C32 C32 C33 C33 C33 C33 C33 C33 C34 C34 C35 C35 C35 C35 C35 C35 C36 C36 C37

T1‐Story3 T1‐Story2 T1‐Story1 T1‐Story3 T1‐Story2 T1‐Story3 T1‐Story3 T1‐Story3 T1‐Story1 T1‐Story3 T1‐Story2 T1‐Story1 T1‐Story2 T1‐Story2 T1‐Story3 T1‐Story3 T1‐Story2 T1‐Story1 T1‐Story1 T1‐Story2 T1‐Story3 T1‐Story3 T1‐Story1 T1‐Story1 T1‐Story2 T1‐Story3 T1‐Story3 T1‐Story2 T1‐Story2 T1‐Story1 T1‐Story3 T1‐Story3 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1

K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 k40 k40 k40

Top Top Top Bo Bottom Bo B ottom Bo Bottom Top Top Bo B ottom Bo Bottom Top Top Bo B ottom Top Top Bo B ottom Bo B ottom Top Bo B ottom Top Bo Bottom Top Top Bo B ottom Bo B ottom Top Bo Bottom Bo Bottom Top Bo B ottom Bo Bottom Top To p Bottom Top Bottom

0.00 32.09 32.23 0.62 22.03 8.64 8.02 0.00 63.25 0.62 40.07 61.18 63.33 39.40 0.00 0.62 40.61 40.21 63.06 38.80 0.62 0.00 39.61 63.07 40.01 0.00 0.62 9.90 16.05 33.05 0.62 0.00 9.34 24.18 13.25 35.47

11.92 11.60 17.05 0.02 0.09 1.33 3.33 0.99 1.02 1.00 1.03 1.67 3.43 13.47 0.00 19.26 0.00 18.65 2.26 12.86 2.49 3.13 1.32 3.13 1.32 3.22 1.39 4.37 0.63 3.22 1.40 4.37 0.63 1.26 0.66 1.08

1.19 4.02 1.96 0.00 0.29 1.21 0.71 0.36 3.04 0.40 3.08 0.40 0.56 1.94 2.03 1.09 1.84 1.10 0.00 1.95 0.00 2.65 0.00 2.65 0.00 2.57 0.00 1.77 0.00 2.58 0.00 1.78 0.00 3.32 0.00 2.83

C02 C02 C05 C04 C04 C02 C02 C02 C02 C04 C03 C02 C02 C03 C02 C03 C03 C03 C02 C03 C04 C02 C03 C0 2 C0 3 C02 C0 3 C1 1 C0 3 C0 2 C0 4 C0 2 C1 1 C02 C10 C02































C42 C43 C43 C44 C44 C45 C45 C46 C46 C46 C46 C46 C46 C47 C47 C48 C48 C48 C48 C48 C48 C49 C49 C50 C50 C50 C50

T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story3 T1‐Story1 T1‐Story2 T1‐Story3 T1‐Story1 T1‐Story2 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story2 T1‐Story3 T1‐Story1 T1‐Story3 T1‐Story2 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story3 T1‐Story2 T1 S 2

k40 k40 k40 k4 k 40 k40 k40 k40 k40 k40 k40 k4 k 40 k40 k4 k 40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40

Top Bottom Top Top Bottom Top Bottom Bottom Top Bottom Top Bottom Top Top Bottom Top Top Top Bottom Bottom Bottom Bottom Top Top Bottom Bottom T

14.73 33.21 16.65 6.08 30.52 14.34 25.94 5.53 27.99 7.29 6.07 45.52 5.53 14.67 26.21 65.37 35.39 35.20 66.52 35.39 36.43 26.23 14.65 65.44 35.52 36.56 35 52

0.84 3.07 0.34 5.64 1.38 8.54 0.00 10.53 0.00 11.45 0.00 17.19 0.00 2.14 0.48 5.62 1.37 9.27 0.00 11.01 0.00 11.92 0.00 16.87 1.10 1.24 0 66

0.00 3.05 0.00 3.37 0.00 1.93 2.00 1.19 1.98 1.18 1.99 1.75 0.97 5.16 0.00 3.29 0.00 1.86 1.93 1.19 1.93 1.17 1.93 1.79 0.00 3.35 0 00

C06 C02 C06 C13 C02 C09 C02 C10 C08 C02 C02 C02 C10 C09 C02 C02 C02 C02 C02 C02 C02 C0 2 C09 C02 C0 2 C0 2 C02































C59 C60 C60 C61 C61 C62 C62 C63 C63 C64 C64 C65 C65 C66 C66 C67 C67 C68 C68 C69 C69 C70 C70 C71 C71 C72 C72

T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1 S 1

k4 k 40 k40 k4 k 40 k4 k 40 k40 k40 k40 k40 k4 k 40 k40 k4 k 40 k4 k 40 k40 k40 k40 k40 k4 k 40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40

Top Bottom Top Top Bottom Bottom Top Bottom Top Bottom Top Top Bottom Top Bottom Bottom Top Bottom Top Top Bottom Top Bottom Top Bottom Top B

7.38 16.63 4.40 8.52 20.81 22.75 13.71 17.34 4.91 21.07 7.93 9.73 20.38 17.89 26.07 16.60 4.29 54.14 36.85 15.58 22.42 37.20 54.25 18.12 18.19 15.15 23 60

1.81 0.49 0.71 1.78 1.81 0.42 0.71 1.42 1.18 2.55 0.57 1.90 0.47 1.69 0.56 1.70 0.45 0.42 0.61 0.49 0.50 2.74 0.56 2.15 0.45 1.57 0 61

0.00 4.62 0.00 2.29 0.00 4.39 0.00 3.93 0.00 2.43 0.00 1.96 0.00 3.93 0.00 1.78 0.00 1.54 0.00 0.03 0.00 1.22 0.00 1.88 0.00 1.76 0 00

C12 C02 C17 C18 C02 C02 C07 C02 C15 C02 C09 C18 C02 C08 C02 C02 C15 C02 C08 C10 C02 C07 C0 2 C02 C0 2 C07 C0 2































C84 C85 C85 C86 C86 C87 C87 C88 C88 C89 C89 C9 C9 C90 C90

T1‐Story1 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story1 T1‐Story1 T1‐Story2 T1‐Story2

k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40

Bottom Bottom Top Top Bottom Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top

34.80 48.63 30.37 30.35 48.62 51.16 31.49 23.29 14.26 51.23 31.50 24.14 13.20 23.22 14.25

0.71 1.00 1.47 1.01 1.48 1.58 0.64 7.60 0.94 7.92 0.92 7.91 0.92 7.67 0.95

0.00 3.79 0.00 3.77 0.00 2.35 0.00 3.36 0.00 3.34 0.00 3.35 0.00 3.40 0.00

C02 C02 C06 C04 C02 C02 C04 C02 C04 C02 C06 C02 C09 C02 C06































Values Row Labels k40 Bottom Top K40/60 Bottom Top

Max of P of P

Max of M of M Major

66.60 65.44

3.33 1 2. 4 0

74.76 71.47

1 7. 0 5 1 9. 2 6































TABLE: Concrete Column Shear Envelope Label

C74 C74 C76 C76 C78 C78 C80 C80 C85 C85 C86 C86 C87 C87 C88 C88 C89 C89 C90 C90 C10 C10 C11 C11

Story

T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story2 T1‐Story1 T1‐Story1 T1‐Story1 T1 S 1

Section

K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40 k40

Location

Top Bottom To T op Bottom To T op Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top Bottom Top B

V Major Major tonf

0.94 0.94 3.36 3.36 3.28 3.28 1.42 1.42 1.76 1.76 1.76 1.76 2.31 2.31 2.60 2.60 2.30 2.30 2.60 2.60 9.97 9.97 5.63 5 63

Major Major Combo

C12 C12 C14 C14

C18 C18 C18 C18 C18 C18 C18 C18 C18 C18 C18 C18 C18 C18

































C26 C28 C28 C29 C29 C31 C31 C32 C32 C33 C33 C35 C35 C37 C37 C38 C38

T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1‐Story1 T1 St 1

K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 K40/60 k40 k40 k40 k40

Bottom To T op Bottom To T op Bottom To T op Bottom To T op Bottom To T op Bottom To T op Bottom Top Bottom Top B tt

6.90 3.78 3.78 0.87 0.87 2.58 2.58 2.82 2.82 3.11 3.11 6.65 6.65 5.48 5.48 5.77 5 77

C12 C18 C18 C18 C18 C11 C11 C12 C12 C12 C12 C14 C14 C18 C18 C18 C18































C83 C84 C84

T1‐Story1 k40 T1‐Story1 k40 T1‐Story1 k40

Bottom Top Bottom

7.41 7.80 7.80

C18 C18 C18































Row Labels k40 K40/60

Values Max of V of V Majo Majorr Max Max of V of V Minor 9.97 9.29 6.9 4.69































COLUMN CONCRETE DESIGN INPUT DATA Pembesian Tumpuan AB Tumpuan AB

MAB NA D L

= 12.40 TM = 65.44 T = 9.97 T 3 M =

Kesimpulan :

Dimensi kolom Tulangan utama Sengkang

(Lk) Chec Ch eck k co cond ndit iton on

K U

d

= = = = =

→ → 16 mm 10 mm 36.9 cm

b h

= =

40 cm 4 0 cm

Ø utama Ø sengkang

250 39

M

n σa

12.40

20 kg/cm² kg/cm² 2250 kg/cm² kg/cm²

= =

0.189

=

………… …… ………. ….ok ok

(PBI, (PBI, hal. hal. 132) (PBI, (PBI, hal. hal. 103) 103)

40 8 d

x D 10

40 16

‐

cm 150































ξ Ø 100 nw ea/h i

= 0.650 = 2.922 = 8.28 = 1.40

>

=

1.250 …………….ok

1

= 1

-

1

-

ξ

h/ea

1

=

=

Øo

1 0.650

0.71

1

1.8621

Reinforcement

i

A

= =

w

b 8.283 100 20

A

=

6.113 1.862

A

=

3.28

cm²

d 40

36.9

-

0.885

0.71

































COLUMN CONCRETE DESIGN INPUT DATA Pembesian Tumpuan AB Tumpuan AB

MAB NA D

= 19.26 TM = 71.47 T = 9.97 T

Kesimpulan :

Dimensi kolom Tulangan utama

40 12

x D

60 16

cm































ξ Ø 100 nw ea/h i

= 0.650 = 2.922 = 8.28 = 1.28

>

Øo

=

1

= 1

-

ξ

h/ea

1.250 …………….ok































6































ETABS 2015 15.0.0

12/10/2015































INPUT MATERIAL Kuat tekan beton, Kuat leleh baja tulangan deform ( Ø > 12 mm ), Kuat leleh baja tulangan polos ( Ø ≤ 12 mm ), Berat beton bertulang,

f c' = 20.75 f y = 400 f y = 240 wc =

MPa MPa MPa

24 kN/m

3

























































































































































































































































































































































































































































(LPS-2) GOR ACEH BESAR 10 12 2015.pdf

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