Perhitungan Kolom Metode SRPMK SNI 2847 2013 PDF

Preview

Summary

Let's Say ..! "Hurray........" Created by GARY NUGROHO PERHITUNGAN KOLOM Metode SRPMK berdasarkan SNI 2847 - 2013 Penulangan kolom PROPERTIES Data perencanaan : D Tul. Lentur Ø Tul. Geser BALOK Balok tp Kolom As H - Kolom As Kolom h h cover As' b b Tinggi kolom = 5 m b kolom = 450 ...

Description

Let's Say ..! "Hurray........"

Created by GARY NUGROHO

PERHITUNGAN KOLOM Metode SRPMK berdasarkan SNI 2847 - 2013 Penulangan kolom PROPERTIES Data perencanaan : D Tul. Lentur Ø Tul. Geser

BALOK

Kolom cover

h

h

H - Kolom

As

As Kolom

As'

b

b Tinggi kolom b kolom h kolom Mutu beton (fc')

= = = =

5 450 450 25

Mutu baja (fy)

=

300 Mpa

Mutu baja (fys)

=

240 Mpa

D tul. longitudinal

=

22 mm

Ф tul. sengkang cover As Balok

= = =

As' Balok

=

Hasil Analisa spColumn Kolom Bawah Pu = fMnx

tp

Balok

m mm mm Mpa

12 mm 40 mm 2 3801.33 mm 2 1900.66 mm

1109.16 KN

=

270.87 KNm

fMny = Dipakai Tulangan=

69.03 KNm 16 D22

Kolom Atas Pu

=

707.66 KN

fMnx

=

284.06 KNm

fMny = Dipakai Tulangan=

60.6 KNm 16 D22

Ps. 21.6.2.2

h

1). Cek Persyaratan "Stong Column Weak Beam" Data Balok :

b

=

7.5 m

bw balok h balok D tul. Lentur

= = =

350 mm 650 mm 22 mm

Ф tul. Geser cover tebal pelat tul. pelat

= = = =

10 40 120 8

mm mm mm mm

D Tul. Lentur Ø Tul. Geser

d'

Panjang Balok (Lb)

d

L

b cover

b cover Created by GARY NUGROHO

Let's Say ..! "Hurray........"

Penulangan positif (+) dianalisa dengan balok T, lebar flens sbb : be1 = (1/4).Lb = 1875 mm be2 = bw+(8.t)

=

1310 mm

be3 = 0,5(Lb-bw)

=

3575 mm

Dipakai be

=

1310 mm

Ps. 8.12.2

Tul. Pelat

tp

BALOK

h

As

As'

(be-b)/2

b be

(be-b)/2

As-BALOK = As + (2*nTul. Pelat*As-Pelat) 2 2 = AsBALOK + (2*5*0,25*π*Ф ) = 4303.98 mm y= As-BALOK*(40+Ф+D+D/2)+(5*π/4*Ф2)*(20+Ф/2)+(2*π/4*Ф2)*(120-20-Ф/2)

As-BALOK BARU y= d atas = h - y d bawah = h - cover - Ф - D/2 Besarnya Mg+ φ= a = (As*fy)/(0,85*fc'*b) Mg+ = φ*As'*fy*(d-a/2) Besarnya Mgφ= a = (As*fy)/(0,85*fc'*b) Mg- = φ*As*fy*(d-a/2) ƩMg = Mg+ + MgDari analisa spColumn ƩMe = (Mnx+Mny)KOLOM ATAS+(Mnx+Mny)KOLOM BAWAH Kontrol Strong Column Weak Beam ƩMe/φ ---> 0,65 1,2*ƩMg/φ ---> 0,9 1053.17 KNm < 1056.08 KNm

= =

76.95 mm 573.05 mm

=

589 mm

= =

0.9 76.67 mm

= = = =

282590485 Nmm 282.59 KNm 0.9 153.33 mm

= = =

509468391 Nmm 509.47 KNm 792.06 KNm

=

684.56 KNm

(Tidak OK)

Let's Say ..! "Hurray........"

Created by GARY NUGROHO

Menentukan daerah l0 h (1/6)Ln 450 mm Dipakai

Ps. 21.6.4.1

spasi tul. Tranversal di l0

Ps. 21.6.4.3

= = = = =

(1/4)b terkecil =

hx

mm mm mm mm mm

=

112.5 mm

=

132 mm

=

179 mm

= = =

157.00 mm 112.5 mm 110 mm

=

358 mm 2 136900 mm

h

6db =

450 725.00 450 725.00 750

b

hx = 0,5*(b-2*(40+Ф/2)) sx = 100+(350 - hx)/3 dipakai =

2). Pengekang Kolom hc = b - 2*cover - Ф Ach = (b - 2*cover)

Ps. 21.6.4.4(b)

2

=

Ash = 0,3((s.hc.fc')/fyh).((Ag/Ach)-1)

=

Ash = 0,09((s.hc.fc')/fyh)

=

2 589.69 mm 2 369.19 mm

Dipakai Ash-perlu dengan nilai terkecil dipakai sengkang kolom Ф12 mm , dengan jarak (s) jumlah tulangan, n = Ash/ As sengkang Jadi Ash pakai = n x As sengkang

= = = = =

369.19 110 3.3 4 452.39

3). Perencanaan Kebutuhan Tulangan Geser Kolom d bawah = h - cover - Ф - D/2

=

589 mm

=

573.05 mm

=

2 1900.66 mm

d atas = h - y Untuk As' =

mm2 mm buah buah mm2

a = (As*fy)/(0,85*fc'*b)

=

76.67 mm

+

=

282.59 KNm

=

2 3801.33 mm

=

153.33 mm

=

509.47 KNm

=

792.06 KNm

Mpr = φ*As'*fy*(d-a/2) Untuk As = a = (As*fy)/(0,85*fc'*b) -

Mpr = φ*As*fy*(d-a/2) ƩMpr =

Mpr+ + Mpr-

Let's Say ..! "Hurray........"

Created by GARY NUGROHO

Besarnya Vu, dihitung dengan rumus Vu = (ƩMpr)/Ln =

182.08 KN

Ve = (2Mpr-KOLOM MAX)/Ln

158.46 KN

=

50%Ve 79.23 KN Pu 1109.16 KN d kolom =

(dari analisa SpColumn)

Vu 182.08 KN (Agfc')/20 253.13 KN

> < < >

(Tidak OK)

=

Vc = (1+(Nu/(14.Ag))).(√fc'/6).bw.d

=

Ash terpasang Vs = (Ash.fy.d)/s Maka, φ(Vc+Vs) φ(Vc+Vs) 395.3722

> >

(Tidak OK) 387 mm

=

145.18 KN 2 452.39 mm

=

381.98 KN

=

395.37 KN

Vu 182.08 KN (OK, Ash terpasah cukup untuk menahan geser)

4). Penyaluran Sambungan Tulangan Vertikal Data : ѱt = 1 ѱe = 1

Ps. 12.2.3 c

=

63 mm

c

=

40.5 mm

(c+Ktr)/db

<

2.5

1.84

<

2.5

=

651.85 mm

1,3*ld = Sambungan kelas B dipakai = As sengkang = 0,5.Ash

= = =

847.41 mm 650 mm 2 226.19 mm

dengan spasi = pada daerah l0

=

ѱs =

1

λ= 1 Ktr = (40*Atr)/s*n = 0

atau "0"

Pasal 12.15.1 ld = [(fy/(1,1*λ*√(fc'))*((ѱt*ѱe*ѱs)/((c+Ktr)/db))]*db ld = Sambungan kelas A

Sisa panjang kolom diluar l0, tetap menggunakan tul. Tranversal dengan spasi s ≤ 6db s ≤ 150 dipakai

= = = =

132 150 132 130

mm mm mm mm

(OK)

110 mm

Let's Say ..! "Hurray........"

Created by GARY NUGROHO

5). Hubungan Balok Kolom bw balok (3/4).bw kolom Vx-x = T1 + T2 - Vh

= =

T1 = As-BALOK.1,25.fy

=

1425.50 KN

T2 = As'-BALOK.1,25.fy

=

712.75 KN

350 mm 338 mm

Menghitunga Vh ƩMg

=

792.06 KNm

Mu = ƩMg /2

=

396.03 KNm

Vh = (2.Mu)/Ln Jadi : Vx-x

=

182.08 KN

=

1956.16 KN

φVc = φ(1,7√fc'.Aj) Ps. 21.7.4.1 = (φVc < Vx-x, HBK Tidak cukup kuat, maka perlu dihitung tul. geser) Vu = φVc = Vs = (Vu-φVc)/φ

=

s = (Ash.fy.d)/Vs

=

1290.94 KN 1956.16 KN 1290.94 KN 886.97 KN 50.00 mm

Maka dipakai Ash seperti pada l0 Menurut SNI 2847, tulangan geser pada HBK cukup dipasang sama dengan daerah l0. Tidak perlu lebih

Let's Say ..! "Hurray........"

Created by GARY NUGROHO

HASIL PERHITUNGAN Pada "L0"

Pada Luar "L0"

D Tul. Lentur Ø Tul. Geser

As Kolom

h

POTONGAN

D Tul. Lentur Ø Tul. Geser

As Kolom

h

POSISI

b

b

DIMENSI TUL. LENTUR TUL. GESER (Sengkang)

450 x 450 16D22 4Ф12 - 110

450 x 450 16D22 4Ф12 - 130

POSISI

Pada "HBK"

Pada "Sambungan"

D Tul. Lentur Ø Tul. Geser

D Tul. Lentur Ø Tul. Geser

DIMENSI TUL. LENTUR TUL. GESER (Sengkang)

As Kolom

b

b

450 x 450 16D22 4Ф12 - 110

450 x 450 32D22 4Ф12 - 110

h

As Kolom

h

POTONGAN...