rc-beam design.pdf

D.3) , , ,

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D.3-1) , , Code ACI318-89

, Code ACI318-95 ACI318-02

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/ (Design Criteria for Rebar) / (Concrete Code Design) / (Update Rebar) Tree Menu / , / (Concrete Code Design) / (Edit Rebar) / (Concrete Code Check) /

Ratio

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1.

1.1 Load Combination Code

1.2 Code

1.3 Strength Reduction Factors

1.4 Concrete Materials Grade of Main

Rebar Sub-Rebar 2. Design Criteria for Rebar () 3. Concrete Code Design ( 2) 4. Update Rebar Tree Menu 5. , 6. Concrete Code Design 7. Edit Rebar 8. Concrete Code Check ( 7) 9.

D.3-1.1) Message Window

From the Main Menu select Analysis > Perform Analysis

D.3-1.2) Load Case Code Combination

From the Main Menu select Resulth > Combination

F5

Concrete Design Auto Generation Load Code

Load Combination

Design Code:

Load Design

Code ACI318-89

D.3-1.3) Design Code: Code ACI318-89 Design Code: Load Combination

From the Main Menu select Design > Concrete Design Parameter > Design Code

D.3-1.4) Strength Reduction Factors

From the Main Menu select Design > Concrete Design Parameter > Strength Reduction Factors

Strength Reduction Factors Code

Update By Code

D.3-1.5) Concrete Materials Grade of Main Rebar Sub-Rebar

From the Main Menu select Design > Concrete Design Parameter > Modify Concrete Materials

Materials List

Code KS(RC) Grade 240

Code KS(RC) Grade of Main Rebar SD40 Sub-Rebar SD24 Modify

D.3-1.6) Limitign Maximum Rebar Ratio

From the Main Menu select Design > Concrete Design Parameter > Limiting Maximum Rebar Ratio

Rebar Ratio 1% 3% 6% Rebar Ratio 1% OK-

D.3-1.7) Design Criteria for Rebar ()

From the Main Menu select Design > Concrete Design Parameter > Design Criteria for Rebar

(Convering 3 cm.)

dT = 3 + 0.6 + (1.2/2) = 4.2

dB = 3 + 0.6 + (1.2/2) = 4.2

D.3-1.8) Concrete Code Design ( D.3-1.7)

From the Main Menu select Design > Concrete Code Design > Beam Design

1. Connect Model View

Model View

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3. Update Rebar

Tree Menu

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D.3-1.9) ,

From the Main Menu select Design > Concrete Code Design > Beam Design

1. Properties Rebar Data > Beam > ID : 4

1. ID : 4

Create Sub Section

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** ID : 4

Sub Section

4-1 ,

4-2, 4-3, 4-4 4-5

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D.3-1.10) Edit Rebar

- 4-1 Properties

- All Section (I), (M) (J)

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D.3-1.11) Concrete Code Check

From the Main Menu select Design > Concrete Code Check > Beam Checking

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RC-Beam Design Result

Re-calculation

- Sorted by Member

RC-Beam Design Result

: Design Beam Rebar Data Group Group

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Rebar Data Model View Design > Concrete

Design Results Tree Menu Reinforcement Mode Analysis

1. Design Information Design Code : ACI318-89 Unit System : kgf, m

Material Data : fc = 1.5e+006, fy = 4e+007, fys = 2.4e+007 kgf/m

Section Property: B1 (No : 4) Beam Span : 4 m

2. Section Diagram[END-I]

0.4

0.0

42

0.0

42

0.2

TOP : 4-P12

BOT : 2-P12

STIRRUPS : 2-P6 @125

[MID]

0.4

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42

0.0

42

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TOP : 2-P12

BOT : 3-P12


[END-J]

0.4

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42

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42

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TOP : 4-P12

BOT : 2-P12


3. Bending Moment Capacity END-I MID END-J

(-) Load Combination No.

Moment (Mu)

Strength (phiMn)

Check Ratio (Mu/phiMn)

(+) Load Combination No.

Moment (Mu)

Strength (phiMn)

Check Ratio (Mu/phiMn)

Using Rebar Top (As_top)

Using Rebar Bot (As_bot)

1

4215.82

4993.54

0.8443

3

573.79

2770.80

0.2071

0.0005

0.0002

5

670.09

2770.80

0.2418

1

2359.32

4050.41

0.5825

0.0002

0.0003

1

3350.81

4993.54

0.6710

1

1312.20

2770.80

0.4736

0.0005

0.0002

4. Shear Capacity END-I MID END-J

Load Combination No.

Factored Shear Force (Vu)

Shear Strength by Conc.(phiVc)

Shear Strength by Rebar.(phiVs)

Using Shear Reinf. (AsV)

Using Stirrups Spacing

Check Ratio

1

6177.37

3746.34

3130.83

0.0005

2-P6 @125

0.8982

1

3287.57

3952.82

2752.82

0.0004

2-P6 @150

0.4903

1

5529.47

3746.34

3130.83

0.0005

2-P6 @125

0.8040

CompanyAuthor

Project TitleFile NamemidasThailand D:\...\08 Work\Home 2FL(Run).mgb

Modeling, Integrated Design & Analysis Softwarehttp://www.MidasUser.comGen 2013

Print Date/Time : 05/23/2013 00:26

midas Gen RC Beam Strength Checking Result

midas Gen PROJECT TITLE :

CompanyAuthor

ClientFile Name

RC Beam Checking Result

midasThailand Untitled.rcs

------------------------------------------------------------------------------------------ midas Gen - RC-Beam Checking [ ACI318-89 ] Gen 2013==========================================================================================

+============================================================+ | MIDAS(Modeling, Integrated Design & Analysis Software) | | midas Gen - Design & checking system for windows | +============================================================+ | RC-Member(Beam/Column/Brace/Wall) Analysis and Design | | Based On Eurocode2:04, Eurocode2, ACI318-11, | | ACI318-08, ACI318-05, ACI318-02, ACI318-99, | | ACI318-95, ACI318-89, CSA-A23.3-94, | | BS8110-97 | | | | | | (c)SINCE 1989 | +============================================================+ | MIDAS Information Technology Co.,Ltd. (MIDAS IT) | | MIDAS IT Design Development Team | +============================================================+ | HomePage : www.MidasUser.com | +============================================================+ | Gen 2013 | +============================================================+

*. DEFINITION OF LOAD COMBINATIONS WITH SCALING UP FACTORS.-------------------------------------------------------------------------------------- LCB C Loadcase Name(Factor) + Loadcase Name(Factor) + Loadcase Name(Factor)-------------------------------------------------------------------------------------- 1 1 Self( 1.400) + DL( 1.400) + LL( 1.700) 2 1 Self( 1.050) + DL( 1.050) + LL( 1.275) + Wx( 1.275) 3 1 Self( 1.050) + DL( 1.050) + LL( 1.275) + Wy( 1.275) 4 1 Self( 1.050) + DL( 1.050) + LL( 1.275) + Wx(-1.275) 5 1 Self( 1.050) + DL( 1.050) + LL( 1.275) + Wy(-1.275) 6 1 Self( 0.900) + DL( 0.900) + Wx( 1.300) 7 1 Self( 0.900) + DL( 0.900) + Wy( 1.300) 8 1 Self( 0.900) + DL( 0.900) + Wx(-1.300) 9 1 Self( 0.900) + DL( 0.900) + Wy(-1.300)--------------------------------------------------------------------------------------

- 1 / 5 - Print Date/Time : 05/23/2013 00:27 Modeling, Integrated Design & Analysis Software

http://www.MidasUser.com Gen 2013


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ClientFile Name




*.midas Gen - RC-BEAM Analysis/Design Program.

*.PROJECT : *.DESIGN CODE : ACI318-89, *.UNIT SYSTEM : kgf, m *.MEMBER : Member Type = BEAM, MEMB = 18

*.DESCRIPTION OF BEAM DATA (iSEC = 4) : B1 Section Type : Rectangle (RECT) Beam Length (Span) = 4.000 m. Section Depth (Hc) = 0.400 m. Section Width (Bc) = 0.200 m. Concrete Strength (fc) = 1500000.000 kgf/m^2. Modulus of Elasticity (Ec) =1851056634.201 kgf/m^2. Main Rebar Strength (fy) = 40000000.000 kgf/m^2. Stirrups Strength (fys) = 24000000.000 kgf/m^2. Modulus of Elasticity (Es) = 2.039e+010 kgf/m^2.

*.FORCES AND MOMENTS AT CHECK POINT : Positive Bending Moment P-Mu = 419.68 kgf-m., LCB = 3 Negative Bending Moment N-Mu = 3867.37 kgf-m., LCB = 1 Shear Force Vu = 5314.42 kgf. , LCB = 1

*.REINFORCEMENT PATTERN : --------------------------------------------------------- Location i di( m.) Rebar Asi( m^2.) --------------------------------------------------------- Top 1 0.061 2- 2-P12 0.00045 Bottom 2 0.358 2-P12 0.00023 --------------------------------------------------------- Stirrups : P6

=============================================================================== [[[*]]] ANALYZE POSITIVE BENDING MOMENT CAPACITY. ===============================================================================

( ). Compute design parameter. -. beta1 = 0.8500 ( fc < 4000 psi.)

( ). Compute required ratio of reinforcement. -. k = 1.000000 -. Rhomi1 = 200/fy = 0.0035 -. Rhomi2 = (4/3)*Mu/[ phi*fy*b*d*(d-a/2) ] = 0.0006 -. Rhomin = MIN[ Rhomi1, Rhomi2 ] = 0.0006 -. Rhob = 0.85*beta1*(fc/fy)*(0.003/(0.003+fy/Es)) = 0.0164 -. Rhomax = k*0.75*Rhob = 0.0123

( ). Check ratio of tensile reinforcement. -. Rho = Ast/(bw*d) = 0.0032 -. Rhomin < Rho < Rhomax ---> O.K !




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ClientFile Name




( ). Check maximum permissible tensile reinforcement. -. cb = (0.003/(0.003+fy/Es))*d = 0.216 m. -. c_max = 0.75*cb = 0.162 m. -. a_max = beta1*c_max = 0.138 m. -. Cc_max = 0.85*fc*(bw*a_max) = 35186.97 kgf. -. esc = 0.003*(c_max-dc)/c_max = 0.002 -. fsc = Es*esc =38296155.156 kgf/m^2. -. Cs = (fsc-0.85*fc)*Asc = 16748.37 kgf. -. Ts_max = Cc_max+Cs = 51935.34 kgf. -. Asmax = Ts_max/fy = 0.001 m^2. -. Ast = 2.262e-004 m^2. < Asmax ---> O.K !

( ). Check compression steel yield condition. -. cy = (0.003/(0.003-fy/Es))*dc = 0.175 m. -. Ccy = 0.85*fc*bw*(beta1*cy) = 38019.35 kgf. -. Csy = (fy-0.85*fc)*Asc = 17519.19 kgf. -. Tsy = Ccy+Csy = 55538.54 kgf. -. Asy = Tsy/fy = 0.001 m^2. -. Ast = 2.262e-004 m^2. < Asy ---> Compression steel does not yield.

( ). Search for neutral axis...... Unit : kgf., m. --------------------------------------------------------------------- Trial c Cc + Cs = CcCs Ts Ratio --------------------------------------------------------------------- 1-st 0.179 38798.25 17519.19 56317.44 9048.00 -422.43 2-nd 0.090 19399.13 8327.69 27726.82 9048.00 -106.44 3-rd 0.045 9699.56 -9862.98 -163.41 9048.00 -1.81 4-th 0.067 14549.34 2648.68 17198.02 9048.00 9.92 5-th 0.056 12124.45 -2355.98 9768.47 9048.00 92.04 6-th 0.050 10912.01 -5692.42 5219.58 9048.00 57.69 7-th 0.053 11518.23 -3936.40 7581.83 9048.00 83.80 8-th 0.055 11821.34 -3125.93 8695.41 9048.00 96.10 9-th 0.055 11972.90 -2736.08 9236.81 9048.00 97.91 10-th 0.055 11897.12 -2929.77 8967.35 9048.00 99.11 ---------------------------------------------------------------------

( ). Compute moment capacity. -. a = As*fy/(0.85*fc*bw) = 0.035 m. -. Mn = As*fy*(d-a/2) = 3078.66 kgf-m. -. phi = 0.90 -. phiMn = phi*Mn = 2770.80 kgf-m.

( ). Check ratio of positive moment capacity. -. Rat_P = Mu/phiMn = 0.151 < 1.000 ---> O.K.

=============================================================================== [[[*]]] ANALYZE NEGATIVE BENDING MOMENT CAPACITY. ===============================================================================

( ). Compute design parameter. -. beta1 = 0.8500 ( fc < 4000 psi.)




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( ). Compute required ratio of reinforcement. -. k = 1.000000 -. Rhomi1 = 200/fy = 0.0035 -. Rhomi2 = (4/3)*Mu/[ phi*fy*b*d*(d-a/2) ] = 0.0068 -. Rhomin = MIN[ Rhomi1, Rhomi2 ] = 0.0035 -. Rhob = 0.85*beta1*(fc/fy)*(0.003/(0.003+fy/Es)) = 0.0164 -. Rhomax = k*0.75*Rhob = 0.0123

( ). Check ratio of tensile reinforcement. -. Rho = Ast/(bw*d) = 0.0067 -. Rhomin < Rho < Rhomax ---> O.K !

( ). Check maximum permissible tensile reinforcement. -. cb = (0.003/(0.003+fy/Es))*d = 0.205 m. -. c_max = 0.75*cb = 0.154 m. -. a_max = beta1*c_max = 0.131 m. -. Cc_max = 0.85*fc*(bw*a_max) = 33348.99 kgf. -. esc = 0.003*(c_max-dc)/c_max = 0.002 -. fsc = Es*esc =40000000.000 kgf/m^2. -. Cs = (fsc-0.85*fc)*Asc = 8759.59 kgf. -. Ts_max = Cc_max+Cs = 42108.59 kgf. -. Asmax = Ts_max/fy = 0.001 m^2. -. Ast = 4.524e-004 m^2. < Asmax ---> O.K !

( ). Check compression steel yield condition. -. cy = (0.003/(0.003-fy/Es))*dc = 0.121 m. -. Ccy = 0.85*fc*bw*(beta1*cy) = 26306.63 kgf. -. Csy = (fy-0.85*fc)*Asc = 8759.59 kgf. -. Tsy = Ccy+Csy = 35066.23 kgf. -. Asy = Tsy/fy = 8.767e-004 m^2. -. Ast = 4.524e-004 m^2. < Asy ---> Compression steel does not yield.

( ). Search for neutral axis...... Unit : kgf., m. --------------------------------------------------------------------- Trial c Cc + Cs = CcCs Ts Ratio --------------------------------------------------------------------- 1-st 0.170 36771.64 8759.59 45531.23 18096.00 -51.61 2-nd 0.085 18385.82 6696.87 25082.69 18096.00 61.39 3-rd 0.042 9192.91 134.57 9327.48 18096.00 51.54 4-th 0.064 13789.36 4413.30 18202.67 18096.00 99.41 5-th 0.053 11491.14 2586.45 14077.58 18096.00 77.79 6-th 0.058 12640.25 3582.91 16223.17 18096.00 89.65 7-th 0.061 13214.81 4016.16 17230.97 18096.00 95.22 8-th 0.062 13502.09 4218.96 17721.04 18096.00 97.93 9-th 0.063 13645.72 4317.15 17962.88 18096.00 99.26 ---------------------------------------------------------------------

( ). Compute allowable moment capacity. -. a = beta1*c = 0.054 m. -. esc = 0.003*(c-dc)/c = 0.000999 -. fsc = MIN[ Es*esc, fy ] = 2.036e+007 kgf/m^2.




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-. Cs = (fsc-0.85*fc)*Asc = 4317.15 kgf. -. Cc = 0.85*fc*bw*a = 13645.72 kgf. -. Mn = Cc*(d-a/2)+Cs*(d-dc) = 5548.37 kgf-m. -. phi = 0.90 -. phiMn = phi*Mn = 4993.54 kgf-m.

( ). Check ratio of negative moment capacity. -. Rat_N = Mu/phiMn = 0.774 < 1.000 ---> O.K.

=============================================================================== [[[*]]] ANALYZE SHEAR CAPACITY. ===============================================================================

( ). Compute shear strength of concrete. -. Vu = 5314.42 kgf. -. Vc = 2*SQRT(fc)*bw*d = 4407.46 kgf. -. phi = 0.85 -. phiVc = phi*Vc = 3746.34 kgf. -. Vu > phiVc ---> Shear reinforcement is required.

( ). Compute required shear reinforcement. ( Av1 = 0.00003 m^2. ) -. Vs = (Vu-phiVc)/phi = 1844.80 kgf. -. 4*SQRT(fc)*bw*d = 8814.93 kgf. -. 8*SQRT(fc)*bw*d = 17629.85 kgf. -. Vs < 4*SQRT(fc)*bw*d ---> O.K ! -. Avmin = 50*bw/fys = 0.00029 m^2/m. -. Avreq = Vs/(fys*d) = 0.00023 m^2/m. -. Av = MAX[ Avmin, Avreq ] = 0.00029 m^2/m. -. N_leg = 2 -. Maximum spacing smax = MIN[ d/2, 24 in ] = 0.170 m. -. Calculate spacing s1 = N_leg*Av1 / Av = 0.19301 m. -. Applied spacing s = MIN[ smax, s1 ] = 0.170 m.



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