1.0 BEAM DESIGN

8/10/2019 1.0 BEAM DESIGN

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SUBJECT OUTPUT

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ACI 318M-05 SHEAR DESIGN

BEAM:LEVEL:LOCATION:

Av = total number of legs * Area of 1 link

11.3.1.1 Vc = 0.17 (fc') 0.5 bw d

h = 750 mm11.5.6

11.5.5.3 bw = 600 mm

0.75 f (shear)

11.5.2 420 fyt (MPa)11.1.2 40 fc' (Mpa)

600 b w beam width (mm)

750 h total depth (mm)

20 bar dia - main reinf (mm)

2 # of bar layer/s40 clear cover (mm)

661.5 effective depth, d (mm)

320.1 f Vc (KN)B BEAM OR ONE-WAY SLAB? .

. .1500 Vu (KN) 1500 Vu (KN)

4 # of legs 4 # of legs16 link dia (mm) 16 link dia (mm)

s = 142 s = 142d/4 = 165 d/4 = 165

11.5.4 spacing = smallest of 300 = 300 300 = 300(mm) s 2 = 1436 s 2 = 1436

s3

= 1608 s3

= 1608

REQD spacing = 125 mm REQD spacing = 125 mmUSE spacing = 125 mm USE spacing = 125 mm

USE: 4L - T16 - 125 USE: 4L - T16 - 125

FOR EDGE FOR MIDSPAN

SUBJECT

CALCULATIONS

750 mm

SHEAR DESIGN

DOCUMENT No SHEET

0006 - MN00166 - MNC - 00

w

yt

b fc

f Av s '062.0

min2

w

yt

b

f Av s 35.0

min

3

cu

yt

V V

d f Av s

f

f


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ACI224R-90 CRACK WIDTH ANALYSIS ACI 318M-05


PARAMETERS: SI IMPERIALbeam width b 1200 mm 47.24 intotal depth h 1330 mm 52.36 in

bottom clear cover cover 50 mm 1.97 incover reduction 0 mm 0.00 inlink diameter d link 12 mm 0.47 inbar diameter d b 32 mm 1.26 in# of bars (tension) 16 bars

conc cylinder strength fc' 35 MPasteel fy 460 MPa 66.72 ksi .elas mod conc Ec 27806 MPaelas mod steel Es 200000 MPan = Es / Ec n 7.2effective depth d 1220.00 mm 48.03 incover to centroid of bars y 110.00 mm 4.33 incover + d link + d b / 2 d c 78 mm 3.07 inSteel Area As 12868 mm^2 19.95 in^2p = As / bd p 0.0088

Service Moment Ms 2000 kN-m 17701.50 Kip-incrack width limit w allow 0.2 mm 0.01 in

CALCULATIONSk {sqrt[(pn)^2 + 2pn] - pn} 0.30

j 1-k/3 0.90b h2 / h1 1.09Steel Stress: fs=Ms/[As*jd] 20.51 ksi

A A=(2y*b)/n 25.58 in^2z fs*(dc*A)^1/3 87.85 kips/in

crack width, w =0.076*( b*z)/1000 crack widthEQ (4.2) w 0.186 mm 0.007 in 0.186


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ACI 318M-05 TORSION DESIGN


web width, b 700 mmoverall thickness or height of member, h 950 mm

effective depth, d 865.5 mmspecified compressive strength of concrete, fc' 40 MPa

11.5.2 specified yield strength of reinforcement, fy 420 MPa11.6.3.4 specified yield strength fy of transverse reinforcement, fyv / fyt 420 MPa

strength reduction factor, 0.75

clear cover, top 40 mmclear cover, bottom 40 mm

clear cover, sides 40 mm

area enclosed by outside perimeter of concrete cross section, Acp 665000 mm2outside perimeter of concrete cross section, p cp 3300 mm

area enclosed by CL of the outermost closed transverse torsional reinf, Aoh 515816 mm2perimeter of centerline of outermost closed transverse torsional reinf, p h 2916 mm

0.85 A oh = Ao 438444 mm211.6.3.6 45 deg

1. Equil ibrium o r Compatibi l i ty Torsion? EVu 1500 KNTu 400 KNm

Tu FOR DESIGN 400 KNm

2. Check if t orsion may be neglected

11.6.2.2 Tcr 210 KNm

Tcr / 4 52 KNmTu > Tcr / 4 - Design for Torsion

3. Check if Sect ion Dimensions are OK

11.3.1.1 nominal shear strength provided by conc, Vc 651 KN

11.6.3.1 shear stress at the section 3.57

limiting shear stress 3.94SECTION OK

TORSION DESIGN

CALCULATIONS

0006 - MN00166 - MNC - 00

SUBJECT

DOCUMENT No SHEET


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TORSION DESIGN

CALCULATIONS

0006 - MN00166 - MNC - 00

SUBJECT

DOCUMENT No SHEET

4. Required Area of St irrups for Torsion

11.6.3.6 required At / s 1.448 mm2 / mm / leg

d link torsion 16 mmspacing 100 mm

provided At / s 2.011 mm2 / mm / leg OK At / s provided - At / s reqd = unused At / s 0.562 mm2 / mm / leg

2At / s = unused Av / s 1.125 mm2 / mm

Required Shear Links (from Shear Design)( Vu - f Vc ) / ( f fy d ) = required Av / s 3.710 mm2 / mm

required Av / s - unused Av / s = remaining required Av / s 2.585 mm2 / mm# of legs 4

d link shear 16 mmspacing 300 mm

provided Av / s 2.681 OK

Minimum Area of Transverse Closed Stirrups

11.6.5.2 (Av + 2At) / s min 0.654

(Av + 2At) / s 4.021

5. Required Area of Longitudin al Torsion Reinforcement

11.6.3.7 Al 4223 mm2

11.6.5.3 Al min -17 mm2 .

Al 4223 mm2 Al TOP 875 mm2 Al BOT 875 mm2 Al LEFT 1237 mm2 Al RIGHT 1237 mm2

NOTE:Spacing of longitudinal bars or side bars (1/24 of stirrup spacing or 10mm )

and should be inside the stirrup to avoid buckling

>=


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SUBJECT

ACI 318M-05 DESIGN TO FLEXURE

70 f'c (MPa) 0.65 b460 fy (MPa) 0.0357 r max0.9 f flexure 0.0045 r min

Y-STRIPStrip Mu Reinf Width Height Clear Diameter Spacing As d e

Name kN-m Provided mm mm Cover mm mm mm YSF1 -2778 T32-100 1000 2000 72 32 100 8042

CSY1,19 300 T32-100 1000 2000 107 32 100 8042

YSF2 -3106 T32-100 1000 2000 72 32 100 804220,21 4970 T32-100 1000 2000 107 32 100 8042

YSF3 -3054 T32-100 1000 2000 72 32 100 804222,23 5545 T32-100 1000 2000 107 32 100 8042

YSF4 -4372 T32-100 1000 2000 72 32 100 804224,25 5468 T32-100 1000 2000 107 32 100 8042

SUMMARY - Y STRIPTOP T32-100-T1

BOTTOM T32-100-B1 (crack w idth)T32-100-B2

REFERENCE SAFE MODEL:RES TOWER P2.FDB

SUBJECT

CALCULATIONS

DOCUMENT No

0002 - MN00155 - MNC - 01

DESIGN TO FLEXURE


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ACI 318M-05 DESIGN TO FLEXURE - SINGLY REINFORCED BEAM


h = 1200 mm

bw = 800 mm

specified compressive strength of concrete fc' 70 MPaspecified yield strength of reinforcement fy 460 MPa

web width b w 800 mmoverall thickness or height of member h 1200 mmclear cover of reinforcement (bottom) c c 107 mm

link diameter d link 0 mmstrength reduction factor - flexure 0.9

effective depth d 1077.00 mm

main reinf diameter d b 32 mmno. of bars in outermost layer 6

no. of bars in 2nd layer 0no. of bars in 3rd layer 0

As 4825 mm2

As / b d r 0.0056

maximum reinforcement ratio r max 0.0357 OK10.5.1 minimum reinforcement ratio r min 0.0045 OK

10.2.7.3 1 0.65depth of equivalent rectangular stress block a 46.63 mm

flexural capacity Mn 2105 kNm

SUBJECT

DOCUMENT No

CALCULATIONS

SHEET

0006 - MN00166 - MNC - 00

DESIGN TO FLEXURE - SRB


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ACI 318M-05 SHEAR DESIGN


Av = total number of legs * Area of 1 link

11.3.1.1 Vc = 0.17 (fc') 0.5 bw d

h = 950 mm11.5.6

11.5.5.3 bw = 700 mm

0.75 f (shear)

11.5.2 420 fyt (MPa)11.1.2 40 fc' (Mpa)

700 b w beam width (mm)

950 h total depth (mm)

20 bar dia - main reinf (mm)

2 # of bar layer/s40 clear cover (mm)

861.5 effective depth, d (mm)

486.3 f Vc (KN)B BEAM OR ONE-WAY SLAB? .

. .1500 Vu (KN) 1500 Vu (KN)

4 # of legs 4 # of legs16 link dia (mm) 16 link dia (mm)

s = 215 s = 215d/4 = 215 d/4 = 215

11.5.4 spacing = smallest of 300 = 300 300 = 300(mm) s 2 = 1231 s 2 = 1231

s3

= 1379 s3

= 1379

REQD spacing = 200 mm REQD spacing = 200 mmUSE spacing = 200 mm USE spacing = 200 mm

USE: 4L - T16 - 200 USE: 4L - T16 - 200

FOR EDGE FOR MIDSPAN

DOCUMENT No

SUBJECT

CALCULATIONS

950 mm

SHEAR DESIGN

SHEET

0006 - MN00166 - MNC - 00

w

yt

b fc

f Av s '062.0

min2

w

yt

b

f Av s 35.0

min

3

cu

yt

V V

d f Av s

f

f


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ACI224R-90 CRACK WIDTH ANALYSIS ACI 318M-05


PARAMETERS: SI IMPERIALbeam width b 1200 mm 47.24 intotal depth h 1350 mm 53.15 in

bottom clear cover cover 40 mm 1.57 incover reduction mm 0.00 inlink diameter d link 12 mm 0.47 inbar diameter d b 32 mm 1.26 in# of bars (tension) 16 bars

conc cylinder strength fc' 35 MPasteel fy 460 MPa 66.72 ksi .elas mod conc Ec 27806 MPaelas mod steel Es 200000 MPan = Es / Ec n 7.2effective depth d 1250.00 mm 49.21 incover to centroid of bars y 100.00 mm 3.94 incover + d link + d b / 2 d c 68 mm 2.68 inSteel Area As 12868 mm^2 19.95 in^2p = As / bd p 0.0086

Service Moment Ms 2000 kN-m 17701.50 Kip-incrack width limit w allow 0.2 mm 0.01 in

CALCULATIONSk {sqrt[(pn)^2 + 2pn] - pn} 0.29

j 1-k/3 0.90b h2 / h1 1.08Steel Stress: fs=Ms/[As*jd] 20.00 ksi

A A=(2y*b)/n 23.25 in^2z fs*(dc*A)^1/3 79.26 kips/in

crack width, w =0.076*( b*z)/1000 crack widthEQ (4.2) w 0.165 mm 0.006 in 0.165

Documents

1.0 BEAM DESIGN