FLOW CHART - BEAM REINFORCEMENT

(BENDING MOMENT)

Start

Size Estimation : b, d, d'

Load, Mu

C max = 0,75 . d. 600 / (600 + fy)

Cc max = 0,85. Fc' .a max .b

Mn1 = Cc max . (d - a max / 2)

yes Beam with

Mn < Mn1 single

reinforced

No analysis

Mn2 = Mn - Mn1

CS requirred = Mn2 / (d - d')

yes no

AS1 = Cc max / fy

AS' = CS required / (f s' - 0,85.f c')

AS = AS1 + AS' .f s' / fy

S t o p

Mn = Mu / f

es' = 0,003. [ (C max - d' ) / C max

es' < ey

f s' = es'.Es f s' = fy

FLOW CHART - BEAM With T-SECTION

Start

Size Estimation hf, bf, bw, d

Load, Mu

0,85.f c'.600

fy. (600 + fy)

Assume c < hf Cc = 0,85.f c'. bf.a Mu = Cc. (d - a/2)

Calculate c

c > hf

No Cc1 = 0,85. f c'. hf. (bf - bw)Cc2 = 0,85. f c' a.bwMn = Cc1. (d - hf/2) + Cc2. (d - a/2)

f c' bf a Calculate a ---.---.---fy bw d Cc1 + Cc2

fy.bw.d

No

YesNo

Yes

S t o p

(BENDING MOMENT)

r min = 1,4/fy

r max = 0,75.b2.

rw = 0,85.b1

r w =

r w < r max

r w > r min

r w = r min

As = r w.bw.d

Nama File : Yuliaw/d/Adm/Konjen/document.xls

FLOW CHART SEISMIC DESIGN - LIMITED DUCTILITY

Start

GeneralInformation

Preliminary DesignSize Estimation

Dynamic AnalysisTime Period

Seismic load

Gravity load

Beam Reinforcement (bending)

Column Reinforcement

Beam Reinforcement (shear)

Columns Hoops

STOP

(K >= 2)

VE

NE

VD, VL, (Vg)

Ng

MD, ML

NE

MU, Beam

= 1,2 MD, b + 1,6 ML, b Mu, Column

= 1,05 (MD, b + ML, b + ME, b) = 1,05 (MD, K + ML, K +

= 0,9 MD, b + ME, b WdME, K)

NU, Column

= 1.05 (Ng, K + Wd NE, K)

AS dan AS'

VU, Beam

VU, Column

= 1,05 (VD, b + VL, b + 4/KVE, b) = 1,05 (VD, K + VL, K + Wd VE, K)

Nama File : Yuliaw/d/Adm/Konjen/document.xls

FLOW CHART SHEAR REINFORCEMENT OF BEAM

Start

Data " fc' , fy, bw, d, Mu, Vu, Nu, As yes no

Vu/d < 5/6 fc.bw.d no yes

Data : Complete

Vc = 1/6. fc .bw.d (shear & bending) Vc = (shear & bending) Vc = [1+(Nu/14.Ag)].1/6. fc'.bw.d (shear & compression axial load) Vc = 0 (shear & tension axial load) Vc = (shear & compression axial load)

Mm = Mu-Nu [(4.h - d) / 8] Vc = (1-0,3.Nu/Ag).1/6. fc'.bw.d (shear & tension axial)

yes no no

Shear reinforcement : No required yes

S = Av.fy.d/Vs S = 3.Av.fy/bw

yes no

S max = d/4 < 300 mm S max = d/2 < 600 mm

Determine S

Stop

1/7 ( fc' + 120. r w.Vu.d/Mu)bw.d < 0,3 fc.bw.dVu.d/Mu < 11/7 ( fc' + 120.rw.Vu.d/Mu)bw.d < 0,3 fc.bw.d 1+0,3.Nu/Ag

Vu/f > Vc Vu/f > 1/2.Vc

Vu/f - Vc > ( fc'/3).bw.d

Nama File : Yuliaw/d/Adm/Konjen/document.xls

FLOW CHART TORSION REINFORCEMENT OF BEAM

Start

A Dimension Estimation : h,bw,d,da,fc',fy, Bar Diameter

undetermined static torsion B

No

Calculate Tu, Vu at the critical section

Tc =

1/6. fc'.bw.d Vc =

yes

no

Only shear reinforcement

yes no

Only torsion reinforcement

yes

no Av/S = bw/(3.fy)

yes

Av/S =

fy.d no Av/S + 2.At/S = bw/ (3.fy)

yes

1

1/15. fc'.Ex2y

1 + (0,4.Vn/Ct.Tu)2

1 + (2,5.Ct.Tu/Vu)2

Tu/f > 5.Tc

Tu/f > 1/24. fc'.Ex2y

Vu/ f < Vc/2

Vu/ f > Vc

(Vu/f - Vc)

Tu/f > Tc

Nama File : Yuliaw/d/Adm/Konjen/document.xls

1

---- = ----------------

S

2,8.x Tu 2.At

fy Tu + Vu / (3.Ct) S

2,8.x Tu bw

fy Tu + Vu / (3.Ct) 3.fy

Stop

8

Tc =

1/6. fc'.bw.d Vc =

no A

yes 2

At (Tu / f - Tc)

fy.st.x2.y2

Avt = 2.At / StAv / S > bw / (3.fy)

Al = 2.At / S. (x2 + y2)

Al = [ ------- ( ---------- ---- -------- ) - ----- ] (x2 + y2)

Al < [ ------- ( ---------- ---- -------- ) - ----- ] (x2 + y2)

S < (x2 + y2) / 4 < 300 mm Bar Spacing < 300 mm

Calculate Tu = f[( fc'/9). EX2y/3]

1/15. fc'.Ex2y

1 + (0,4.Vu/Ct.Tu)2

1 + (2,5.Ct.Tu/Vu)2

Tu / f < 5.Tc

Nama File : Yuliaw/d/Adm/Konje/document.xls

2

noShear reinforcement not required

yes no

yes

Av/S =

fy.d

yes

no

Torsion reinforcement not required

no Av/S + 2.At/S = bw / (3.fy)

yes

---- = ----------------

S

Avt = 2.At / S + Av / S

2,8.x Tu 2.At

fy Tu + Vu / (3.Ct) S

2,8.x Tu bw

fy Tu + Vu / (3.Ct) 3.fy

Stop

Vu / f > Vc/2

Vu / f > Vc Av / S = bw / (3.fy)

(Vu/f - Vc)

Tu / f > 1/24. fc' bw. d

Tu / f < 5.Tc

At (Tu / f - Tc)

fy.st.x2.y2

Al = 2.At / S. (x2 + y2)

Al = [ ------- ( ------------------------- ) - -----] (x2 + y2)

Al < [ ------- ( ------------------------ ) - ----- ] (x2 + y2)

S < (x2 + y2) / 4 < 300 mm Bar Spacing < 300 mm

Nama File : Yuliaw/d/Adm/Konjen/document.xls

FLOW CHART COLUMN REINFORCEMENT

Start

Size Estimation : b, h, Ag = b.h

Load : Pu = 1,2.Pd + 1,6.Pl Mu = 1,2.Md + 1,6.Ml

e = Mn / Pu

no e > 0,1.h concentric column

yes

no yes

yes no Tension failure Pn < Pbal Compression failure

Pn = 0,85.fc'a.b + As' (fs - 0,85.fc') - As.fy) Pn = 0,85.fc'a.b + As' (fc' - 0,85.fc') - As.fs)Pn.e = 0,85.(c'.a.b.(d - a/2 -d") + As.fy.d" + Pn.e = 0,85.(c'.a.b.(d - a/2 -d") + As.fy.d" +

As'(fs - 0,85.fc') (d - d' - d") As'(fc' - 0,85.fc') (d - d" - d")

AS

no

yes

Stop

Es' = Ecu. (C bal - d') / C bal

Es' Es' < Ey Es' = Ey

Pbal = 0,85.fc'.b1.Cba1.b + As' (fs' - 0,85.fc') - As.fy

r = As / (b.h)

0,001 < r < 0,008

2

EI diambil nilai terkecil

ya Kolom dengan tidak pengaku samping

ada momen pada tidak

ujung kolom Cm = 1

ya

tidak

ya

Hitung tulangan kolom untuk Pu dan Mc

1 Selesai

bd = 1,2.Pd/(1,2.Pd + 1,6.Pl

EI = Ec.lg/5 + Es.Ise/(1 + bd) EI = Ec.lg/2,5/(1 + bd)

Pc = x2.EI/(k.ln)2

M1/M2b = 1

(M1b dan M2b)

ds = Cm/ (1 - EPu / f.EPc)

Cm = 0,6 + 0,4.M1b/M2b > 0,4

ds = 1 db = Cm/ (1 - Epu / fPc) > 1

M2b = Pu.e min M2b/Pu > e min = (15+0,03.h)mm

Mc = db.M2b + ds.M2a

DIAGRAM ALIR PERENCANAAN KOLOM

Mulai

Tentukan dimensi Agr = b.d untuk penampang persegi

Hitung beban yang bekerja Pu = 1,2.Pd + 1,6.Pl Mu = 1,2.Md + 1,6.Ml

ya tidakkolom dengan pengaku

dari nomogram IV.1 dari nomogram IV.1 diperoleh K diperoleh K K < 1 K < 1

k.ln/r < 22

Kolom pendek : tidak Hitung tulangan kolom tidak

untuk Pu dan Mu

1

ya Direncanakan menurut k.ln/r > 100 SKSNI 3.3.10-1

tidak 1

Analisa kolom panjang dengan faktor pembesaran dinamis

2

Agr = 1/4.x.d2 untuk penampang bulat

Hitung mA, mB Hitung mA, mB

k.ln/r < 34-12.M1b/M2b

Direncanakan menurut

Nama File : Yuliaw/d/adm/Konjen/document.xls

FLOW CHART SEISMIC CAPACITY DESIGN (FULL DUCTILITY)

Start

GeneralInformation

Preliminary DesignSize Estimation

Time Period

Seismic load

Gravity load

Beam Reinforcement (bending)

Column Reinforcement

For Base Column

Column

Stirrups

Base : Beam-Column Join

Upper : Stop

Beam Reinforcement (shear)

VE, 4,0 VE

ME, 4,0 ME

VD, VL, (Vg)

Ng

MD, ML

ME, 4,0 ME

MU, Beam

= 1,2 MD, b + 1,6 ML, b Mu, Column

= 1,05 (MD, b + ML, b + ME, b) = 0,7.Ev.EM kap, b/lb) + 1.05 Ng, k

= 0,9 MD, b + ME, b > 1,05 (Ng, k A 4/K NE, k

MU, Column

= 0,7.wd.ak. EM kap, b

AS dan AS' > 1,05 (MD, k + ML, k + 4/K ME, k

M kap, b = fo M nak, b

M kap, k = fo M nak

VU, Beam

= 0.7/ln (Mkap + M' kap) + 1,05 Vg VU, Column

= 1,05 (VD, b + VL, b + 4/KVE, b)= (Mu, k, a + M kap, k, b) / Ln

= (Mu, k, a + M kap, k, b) / Ln

= 1,05 (VD, k + VL, k A 4 / K.VE, k

Nama File : Yuliaw/d/adm/Konjen/document.xls