BEAM DESIGN

SLAB SEC. DESIGN

BEAM CAPACITY

SLAB SEC. CAPACITY

BEAM ANALYSIS & DESIGN

BEAM DSN. ACI COEFF.

INPUT DATA

604.0 k-ft

b 12 in

h 45 in 38 in (req)

cover 3 in

60 ksi

3 ksi

Side Cover 1.5 ind 42.00 in

FLEXURAL STEELS I N G L Y R E I N F. B E A M

0.00 T 1#3 1#4 1#5 1#6 1#7 1#8 1#9 TOP STEEL

As 3.48 B 32#3 18#4 12#5 8#6 6#7 5#8 4#9 BOTTOM STEELNA 4 3 2 2 2 1 <-- No of Layers (B)

1.68 305 k-ft

8.08 1239.3 k-ft

SHEAR REINFORCEMENT78 kips Maximum Shear Capacity Vumax =234.6 kips

60 ksiphi*Vc + phi*Vs=46.9 + 31.4 = 78.3 kips 2L#3@15in 2L#4@21in 4L#3@21in 4L#4@21in 6L#3@21in

Av/s 0.0145

TORSIONAL REINFORCEMENT

Tu 10.0 k-ft 9.92 k-ftstress (Vu&Tu) 164.2 psiCapcity 465.6 psi Section is OKTrans Reinf.

0.0039

0.0147

Total Web reinf 0.0226s 9.8 in Hoop Rinf Spacg 2L#3@9in

Al 0.38div parts 2 layers

Al per layer 0.19

Acp 540.0Almin 2.46

0.38

Mu

fy

fc'

As' in2

in2

Asmin in2 Mu(min)

Asmax in2 Mu(max)

Vu

fys

At/s in2/in

Av/s in2/in

in2/in

in2

in2

in2

MAIN

use use use use use

DOUBLY REINF. PROCEDURE

8.08a 15.84642857 in

1376.988144

-705.877033 k-ft

-3.61988222

Bottom Steel 4.46

Top Steel -3.620

2L #3 0.2202L #4 0.4004L #3 0.4404L #4 0.800

Singly doubly reinf. conc.3.478 0 0.70161Singly 3.48

Doubly 4.46

1.38

1.68

1.68 Max(Asmin1 & Asmin2)

4.64 4/3As

Aslec (MIN) 1.68

0.00333

0.01604d 422h 90

3.48

3.48

35r 0.00690

max limitLimit 2.5 % code limit 2.5%

As max

Mn

M2

As2

in2

in2

Asmin1 in2 (3(fc)1/2)/fy*b*d

Asmin2 in2 200/fy*b*d

Asmin3 in2

Asmin4 in2

in2 min (Asmin3 & Asmin4)

rmin

rmax

As in2

in2

As in2

kd

As=1 .7 f c ' bd

2 f y−12 √ 2.89( f c ' bd )2

fy2

−6 .8 fc ' bMuφf

y2

d=√ kd×Mub

NA 0.00 0.003.48 3.48 0.69

0.11 0.2 0.301 0.44 0.601 0.79

DEFLECTIONMa 84 k-ftAs 2 in2

Ig 91125 in4fr 0.4108 ksiyt 22.5

Mcr 138.64 k-ft

Ma/Mcr 0.606

IcrEs 29000Ec 3122n 9.50 9.5p 0.004

pn 0.038

k 0.239Y 10.057Icr 23456 in4

Ie 327713 in4

TOP STEEL

BOTTOM STEEL<-- No of Layers (B)

1.6

8

3.4

8

8.0

8

use

FLEXURAL STEEL

2.5 ksi

60 ksi

5.5 k-ft/ft 10.57 k-ft/ft with As max =0.68 sq.inh 5 incover 0.75 ind 4.25SLABS / FOOTINGSMinimum Steel Temp & Shrinkage 0.0018

0.11

As 0.32 1.6 S L A B S

0.32 #3@4in #4@7in #5@11in #6@16in #7@22in #8@30in <--- spacing in slab

0.68

fc'

fy

Mu Mumax =

As min in2

in2 Mu(min)

As select in2

As max in2

MAIN

<--- spacing in slab

MAIN

SECTION & MATERIAL PROPS

b 9 in 9

h 15 inCover (T&B) 1.5 infy 40 ksi As' = 0.88fc' 2.5 ksid 13.5 in

FLEXURAL CAPCITY 15

Top 2 ---- #6 As' = 0.88 compressions steel yields

Bottom 4 ---- #8 As = 3.16 107.71 k-ft0.9Mn = 96.7 k-ft for Singly Reinf. Beam As = 3.16

0.61 27.8% Increase In Comp. Steel Increases Mu =15.1%

4.01

%As 2.99%

SHEAR CAPACITYfys 60 ksi

Stirrups 2L #3 @ 8 in Av/s = 0.028 29.3 kips10.3 kips

18.9 kips

TORSIONAL CAPACITY

Ao 55.58

At/s 0.0138 7.6 k-ft

in2

in2 fMn

Asmin in2

Asmax in2

in2/in fVnfVc

fVs

in2

in2/in fTn

MAIN

MAIN

SECTION & MATERIAL PROPS

h 12 infy 60 ksifc' 3 ksiCover 2 in #4@5in c/c=As = 0.48 in2/ftd 10 in

Reinf. # 4 @ 5 in As = 0.48

20.58 k-ft/ft

11.17 k/ft

in2/ft

fMn

fVc

MAIN

LOAD ARRANGEMENTSShorter Span lx 17 ftLonger Span ly 27 ftThickness of Slab 6 inDL (Imposed) 80 psfLL (Imposed) 50 psfWall on the Beam 9.0 in

Beam Design Parametersfc' 2.5 ksify (Flex) 60 ksify (shear) 60 ksib 8 in 203.2h 24 in 609.6cover 2 in

SHORT BEAM SPAN = 17 ftwux 4.89 klf ### ### ### ### ### ### #VALUE! TOP STEELMux 141 k-ft 1/10 15#3 9#4 6#5 4#6 3#7 3#8 2#9 BOTTOM STEEL 2

5 3 2 2 2 2 1 <-- No of Layers (B)Vux 41.6 kips #4 2 Leg @ 11 in

LONG BEAM SPAN = 27 ftwuy 3.7 klf 15#3 9#4 6#5 4#6 3#7 3#8 2#9 TOP STEELMuy 337 k-ft 1/8 37#3 20#4 14#5 10#6 7#7 6#8 4#9 BOTTOM STEEL 1

12 6 5 4 3 3 2 <-- No of Layers (B)Vuy 49.9 kips #3 2 Leg @ 7 in

ly

lx

MAIN

Add Wall

Panels on short side

Panels on long side

MAIN

Mu- 14 Mu- 23 Mu- 21As' NA As' NA As' NAAs 0.20 As 0.32 As 0.29

16 10 111.37 klf

14 16Mu+ 17 Mu+ 14As' NA As' NAAs 0.23 As 0.20

13 ft 13 ft

Short SpanNo of Panel 1

short span 13 ftlong span 19 ft

DL 165 psfLL 50 psfb 12 inh 18 incov 1.5 infc' 3 ksify 60 ksid 16.5 in

11 11 11

16

13 ft

MAIN

wu 316 psf

k 1.46153846wua 1.36933333 klfwub 1.73 klfwusel 1.36933333

Span selct 1 1

span 13

Asmax 3.17 SQ.INasmin 0.660

Mua Mub

8 29 789 26 70

10 23 6311 21 5714 17 4516 14 39

short=1 long=2

a= 6.225 in Mn 213 k-ft

singly complex Singly1 Singly sel M2 doublyMuselc As As' As

29 0.40 0.09 0.40 0.40 -180.38 -2.4050 0.7726 0.35 0.08 0.35 0.35 -183.95 -2.4527 0.7223 0.32 0.07 0.32 0.32 -186.81 -2.4908 0.6821 0.29 0.07 0.29 0.29 -189.14 -2.5219 0.6517 0.23 0.05 0.23 0.23 -194.15 -2.5887 0.5914 0.20 0.05 0.20 0.20 -196.45 -2.6193 0.56

Top Bot

NA 0.40NA 0.35NA 0.32NA 0.29NA 0.23NA 0.20

Transverse Reinf RequirementColColumn Clear Height 10.5 ftb 24 inh 24 infc 4 ksify 60 ksiLong. Reinf #8Ties #4Legs 4 Nosspacing of ties (s) 6 in Reqd s = 6 inClear Cover (from edge of tie) 1.5

loDepth of member 24 in1/6 of Clear Height 21 inEighteen Inches 18 in

Req lo Length 24 in

s0.25 of smallest col dim 6.00 in6 x long. Bar db 6.00 insx=4+(14-hx)/3 6.17 inSix Inches 6.00 inReq s 6.00 inhx 7.50

Hoops Requirementsx-sec dim col core (hc) 20.5 inCore area of col (Ach) 441 in

fict s 1Ash1 0.126 in2Ash2 0.123 in2Ash (req) 0.126 in2Ash (prvd) 0.800 in2Reqrd spacing (s) 6.374 in

Required Spacing for Hoops 6.00 in

Ash1 0.753 in2Ash2 0.738 in2Max 0.753 in2increase Bar Size or No of Legs Because

RCC BEAMS

Framing Type Intermediate Moment FrameVal 2

Special Moment Frame 1Intermediate Moment Frame 2Ordinary Frame 3

b 9 inh 30 infc' 3 ksify 60 ksicover 3 ind 27 inAxial Compressive Force 0 kipsClear Span (L) 20 ftWidth of Supporting Member 30 inReinf At EndTop 2 #9Bottom 2 #11 GeneralStirrups

top 2 1bot 3.12 1.56str

Reinf At EndTopBottomStirrups

#3 3 0.11#4 4 0.2#5 5 0.31#6 6 0.44#7 7 0.6#8 8 0.79#9 9 1#10 10 1.27#11 11 1.56#14 14 2.25#18 18 4

Sp Int

Ord

DEVELOPMENT LENGTH

Bar # #6fy Rebar Yeild Strength 60fc' Concrete Cylinder Strength at 28 days 3

a Bar Location Bottom Bars ab Coating Factor Uncoated Reinforcement b

1 < 1.7

Ab db#3 3 0.11#4 4 0.2#5 5 0.31#6 6 0.44#7 7 0.6#8 8 0.79#9 9 1#10 10 1.27#11 11 1.56#14 14 2.25#18 18 4

Top Bars 1.3Bottom Bars 1

1.5All other epoxy coated bars 1.2Uncoated Reinforcement 1

a x b

Epoxy Coated bars with cover less than 3db or clear spacing less than 6db

1.01.0

so 1

0.3750.5

0.6250.75

0.8751

1.1251.271.41

1.6932.257

COLUMNfc' 3 ksibay width G1 20 ftbay width G2 17 ftSTORIES 5 Nosws 235 psfPs 399.5 kipscolumn self wt (total building height) 36 kipsTotal Ps 436 kipsPu 675 Mu 84.4 k-ftColumn Size Reqd 16 inPrvd cx 24 in 2.000 ftPrvd cy 24 in 2.000 ft

Area of Steel Provided -0.4 % -2.21 -3 8#

MATh 15 incover 2 ind 13 ind/2 6.5

TW-SHEAR 17at distance k 1 ft 12 inbo 192 infc 2.5

0.17 ksi424.3 kips

vu 1.985 ksfVu 468.5 kips

0.91

in2

fvcfVc

fVc/Vu

Tw shear plane

k=12 in

20

Pu 2000 Kips eh 36 in Reqd 25.4 1

1.2fc' 4 ksi 1.3fy 60 ksi 1.4eccentricity e 2 in 1.5cover 1.5 in 1.6

1.7Gross Area 648 in2 1.8d-d' 33 1.9epslon 0.9583 2gama 0.9167 2.1e/h 0.0556 2.2

2.3nm1 1.361 1.5 2.4nm2 1.121 1.25 2.5

2.62.7

% Steel 2.75 2.8Aprox Steel 4.06 % error 47.7 2.9Aprox Steel 1 3.04 3

3.1K 2.6696 Pu/Ag-1.3fc 3.2

3.33.43.53.63.73.83.94

Seismic Req. for Columns (Moderate Seismic Risk)

So8db-Main 6 6 in24db-ties 3 9 inB/2 30 1512' 12Min of Above 6 in

Lo1/6 clear height 11 1.83 ftmax cross section of colum 30 2.50 ft18" 18 1.50 ftMax of above 2.5

K2.6610642.7170872.7450982.7731092.80112

2.8291322.8571432.8851542.9131652.9411762.9691882.997199

3.025213.0532213.0812323.1092443.1372553.1652663.1932773.221289

3.24933.2773113.3053223.3333333.3613453.3893563.4173673.4453783.4733893.501401