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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
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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)
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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-
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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
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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
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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
