BEAM DESIGNSLAB SEC. DESIGN

BEAM CAPACITYSLAB SEC. CAPACITY

BEAM ANALYSIS & DESIGN

BEAM DSN. ACI COEFF.

INPUT DATA

575.0 k-ft

b 12.00 in

h 30.00 in 36 in (req)

cover 1.5 in

60 ksi

3 ksi

Side Cover 1.5 ind 28.50 in

FLEXURAL STEEL D O U B L Y R E I N F. B E A M

0.04 T 1#3 1#4 1#5 1#6 1#7 1#8 1#9 TOP STEELAs 5.52 B 51#3 28#4 18#5 13#6 10#7 7#8 6#9 BOTTOM STEEL

NA NA 4 3 3 2 2 <-- No of Layers (B)1.14 140 k-ft

5.48 570.6 k-ft

SHEAR REINFORCEMENT20 kips Maximum Shear Capacity Vumax =159.2 kips

60 ksi2L#3@14in 2L#4@14in 4L#3@14in 4L#4@14in 6L#3@14in

Av/s -0.0081

TORSIONAL REINFORCEMENTTu 0.0 k-ft 5.99 k-ft Negelct Torsional Effectsstress (Vu&Tu) 58.5 psiCapcity 465.6 psi Section is OKTrans Reinf.

0.00000.0157

Total Web reinf 0.0157s 14.0 in Hoop Rinf Spacg 2L#3@14in

Al 0.00div parts 2 layersAl per layer 0.00Acp 360.0Almin 1.64

0.00

Mu

fy

fc'

As' in2

in2

Asmin in2 Mu(min)

Asmax in2 Mu(max)

Vu

fys

At/s in2/inAv/s in2/in

in2/in

in2

in2

in2

MAIN

use use use use use

DOUBLY REINF. PROCEDURE5.48

a 10.75293367 in634.04683694.842051967 k-ft0.035867052

Bottom Steel 5.52Top Steel 0.036

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

Singly doubly reinf. conc.5.484 1 0.38308Singly 5.48

Doubly 5.520.941.141.14 Max(Asmin1 & Asmin2)7.38 4/3As

Aslec (MIN) 1.14

0.003330.01604

d 28.52h 60

5.54

5.5417

r 0.01620

max limitLimit 2.5 % code limit 2.5%

As max

Mn

M2

As2

in2

in2

Asmin1 in2 (3(fc)1/2)/fy*b*dAsmin2 in2 200/fy*b*dAsmin3 in2

Asmin4 in2

in2 min (Asmin3 & Asmin4)

rmin

rmax

As in2

in2

As in2

kd

As=1 .7 f c ' bd2 f y

−12 √ 2.89 ( f c ' bd )2f

y2− 6 .8 fc ' bMu

φfy2

d=√ kd×Mub

0.04 0.04 0.015.52 5.52 1.61

0.11 0.2 0.301 0.44 0.601 0.79

DEFLECTIONMa 84 k-ftAs 2 in2

Ig 27000 in4fr 0.4108 ksiyt 15

Mcr 61.62 k-ft

Ma/Mcr 1.363

IcrEs 29000Ec 3122n 9.50 9.5p 0.006

pn 0.056

k 0.282Y 8.048Icr 10032 in4

Ie 16730 in4

TOP STEELBOTTOM STEEL<-- No of Layers (B)

1.14

5.54

5.48

use

FLEXURAL STEEL

2.5 ksi60 ksi

11.0 k-ft/ft 9.37 k-ft/ft with As max =0.64 sq.inh 5 inClear Cover 1 in

SLABS / FOOTINGSMinimum Steel Min Flexure

0.16

As 0.80 1.4 S L A B S

0.80 #3@1in #4@2in #5@3in #6@5in #7@6in #8@8in <--- spacing in slab0.64 13.42 12.63 12.44 11.32 11.61 11.23

1.22 1.15 1.13 1.03 1.06 1.02z 51 66 78 96 105 119 <145 kips/in

fc'

fy

Mu Mumax =

As min in2

in2 Mu(min)

As select in2

As max in2 fMnfMn/Mu

MAIN

<--- spacing in slab

<145 kips/in

MAIN

SECTION & MATERIAL PROPSb 9 inh 19 inCover (T&B) 1.5 infy 60 ksifc' 3 ksid 17.5 in

FLEXURAL CAPCITY Top 2 ---- #4 As' = 0.4 compression steel does not yieldsBottom 3 ---- #6 As = 1.32 95.82 k-ft

0.9Mn = 93.7 k-ft for Singly Reinf. Beam0.53 30.3% Increase In Comp. Steel Increases Mu =2.3%3.14

%As 1.01%

SHEAR CAPACITYfys 60 ksiStirrups 2L #3 @ 8 in Av/s = 0.028 39.2 kips

14.7 kips24.5 kips

TORSIONAL CAPACITYAo 74.71At/s 0.0138 8.7 k-ft

in2

in2 fMn

Asmin in2

Asmax in2

in2/in fVnfVcfVs

in2

in2/in fTn

9

As' = 0.4

19

As = 1.32

MAIN

SECTION & MATERIAL PROPSh 9 infy 60 ksifc' 3 ksiClear Cover 1 in #3@6in c/c=As = 0.22 in2/ftd 7.8 in

Reinf. # 3 @ 6 in As = 0.22wt =1 lbf/cft OR 0.45 kg/cft OR 16 kg/cu.m

7.52 k-ft/ft phi*Mcr = 5 k-ft/ft Mn/Mcr=1.51

8.73 k/ft

z 92.42 k/in < 145 k/in for slabs exterior exposure

in2/ft

fMn

fVc

MAIN

#3@6in c/c=As = 0.22 in2/ft

phi*Mcr = 5 k-ft/ft Mn/Mcr=1.51

< 145 k/in for slabs exterior exposure O.K.

MAIN

LOAD ARRANGEMENTSShorter Span lx 23 ftLonger Span ly 25 ftThickness of Slab 6 inDL (Imposed) 65 psfLL (Imposed) 75 psfWall on the Beam 9.0 in

Beam Design Parametersfc' 3 ksify (Flex) 60 ksify (shear) 40 ksib 12 in 304.8h 24 in 609.6 Depth for Longer Span = 21 inch & for shorter =21 inchcover 2.5 in

SHORT BEAM SPAN = 23 ft b=12 x h=24 inchwux 2.80 klf ### ### ### ### ### ### #VALUE! TOP STEELMux 185 k-ft 1/8 20#3 11#4 7#5 5#6 4#7 3#8 3#9 BOTTOM STEEL 1

4 2 2 1 1 1 1 <-- No of Layers (B) 10.9Vux 32.1 kips #3 4 Leg @ 11 in

LONG BEAM SPAN = 25 ft b=12 x h=24 inchwuy 3.0 klf ### ### ### ### ### ### #VALUE! TOP STEELMuy 233 k-ft 1/8 26#3 14#4 9#5 7#6 5#7 4#8 3#9 BOTTOM STEEL 1

5 3 2 2 2 1 1 <-- No of Layers (B)Vuy 37.3 kips #3 2 Leg @ 11 in 9.1

19.75 18.2521 21

Add Wall

ly

lx

MAIN

Panels on short side

Panels on long side

MAIN

Mu- 473 Mu- 756 Mu- 687As' 1.47 As' 4.62 As' 3.86As 5.71 As 8.86 As 8.09

16 10 116.94 klf

14 16Mu+ 540 Mu+ 473As' 2.22 As' 1.47As 6.46 As 5.71

33 ft 33 ft

Long SpanNo of Panel 2

short span 27 ftlong span 33 ft

DL 200 psfLL 30 psfb 12 inh 24 incov 2 infc' 3 ksify 60 ksid 22 in

11 11 11

16

33 ft

MAIN

wu 331 psf

k 1.22222222wua 2.979 klfwub 3.47 klfwusel 6.94279339

Span selct 2 2

span 33

Asmax 4.23 SQ.INasmin 0.880

Mua Mub

8 543 9459 483 840

10 434 75611 395 68714 310 54016 271 473

short=1 long=2

a= 8.301 in Mn 378 k-ft

singly complex Singly1 Singly sel M2 doublyMuselc As As' As

945 Err:502 1.70 100000.00 100000.00 672.28 6.7228 10.96840 Err:502 1.51 100000.00 100000.00 555.61 5.5561 9.79756 Err:502 1.36 100000.00 100000.00 462.26 4.6226 8.86687 Err:502 1.24 100000.00 100000.00 385.89 3.8589 8.09540 9.36 0.97 9.36 100000.00 222.24 2.2224 6.46473 6.89 0.85 6.89 100000.00 147.24 1.4724 5.71

Top Bot

6.72 10.965.56 9.794.62 8.863.86 8.092.22 6.461.47 5.71

LOAD ARRANGEMENTSShorter Span lx 15 ft

Longer Span ly 35 ftk 2.333

Thickness of Slab 6 in75 psf

DL (Imposed) 135 psfLL (Imposed) 50 psfwu 379 psfwux1 4.32 klfwuy1 5.86 klfWall on the Beam 9.0 in

0 0wux2 5.58 klfwuy2 7.12 klf

0.9 klf

Beam Design Parametersb 15 in 381h 30 in 762 Depth for Longer Span = 30 inch & for shorter =15 inch

SHORT BEAM SPAN = 15 ftwux 4.32 klf ### ### ### TOP STEELMux 97 k-ft 1/10 8#4 4#6 2#8 BOTTOM STEEL 2 Panels on short side

1 1 1 <-- No of Layers (B)Vux 32.4 kips #1 2 Leg -@ 5

LONG BEAM SPAN = 35 ftwuy 5.9 klf 6#4 3#6 2#8 TOP STEELMuy 718 k-ft 1/10 38#4 17#6 10#8 BOTTOM STEEL 2 Panels on long side

5 3 2 <-- No of Layers (B)Vuy 102.6 kips #3 2 Leg @ 3

Add Wall

lx

0.11 0.301 0.601 17 13.0Side Cover 1.5 ind 26.25Mu 97 k-ft

As 0.84 p 0.00214 106#REF!

As 0.84

Singly doubly reinf. conc. 0 ###0.843

in2

in2

in2

Singly 1.50 0.00333Doubly 1.30 0.01604

BEAMSAsmin 1.50Asmax 6.31

S I N G L Y R E I N F. B E A MAs' NA T 8.0 7.4 6.4 5.3

As select 1.50 B

1.8 0.7 0.5 0.4SLABSslab roh 0.0018 S L A B SAs min 0.81 #3 #5 #7As select 1.50 @ in 2in 4in <--- spacing in slab

0.9 2.4 4.8

SHEAR REINFORCEMENT

Vu 32.4 kipsfy 40 ksiBar #Legs NosAs 0.01Av 0.0245

Vc 43.1 kipspw 0.0

Vc 43.7 kipsMm 97.0875

1

in2

in2

in2

in2

in2

in2

in2

phi*Vc(sel) 36.7 kipsd/2 13.125 in

s -5.1 insmax 1.3 insmax 13.125 insmax 24 in

-5.1DOUBLY REINF. PROCEDUREAs max 6.31a 9.904 inMn 672.36M2 -564.48 k-ftAs2 -5.0176

Bottom Steel 1.30 in2Top Steel -5.02 in2

FLEXURAL STEEL

fc' 3 ksify 60 ksiMu 718 k-ftb 15 inh 30 in 39 in (req)

cover 3.75 in 35.00.11 0.301 0.601

Side Cover 1.5 ind 26.25

As 7.98 p 0.02028 14#DIV/0!

As 7.98

Singly doubly reinf. conc. 1 ###6.314Singly 6.31 0.00333

Doubly 7.43 0.01604

BEAMSAsmin 1.50Asmax 6.31

D O U B L Y R E I N F. B E A MAs' 1.12 TAs select 7.43 B

8.0 7.4 6.4 5.3

8.5 3.4 2.0 1.5SLABSslab roh 0.0018 S L A B SAs min 0.81 #3 #5 #7As select 6.31 @ in in 1in <--- spacing in slab

0.2 0.6 1.1

SHEAR REINFORCEMENT

Vu 102.6 kipsfy 40 ksiBar #

in2

in2

in2

in2

in2

in2

in2

in2

in2

Legs NosAs 0.11Av 0.22Vc 43.1 kipspw 0.0Vc 45.9 kipsMm 718.09

2phi*Vc(sel) 36.7 kipsd/2 13.125 in

s 3.0 insmax 11.7 insmax 13.125 insmax 24 in

3.0

DOUBLY REINF. PROCEDUREAs max 6.31a 9.904 inMn 672.36M2 125.52 k-ftAs2 1.1157

Bottom Steel 7.43 in2Top Steel 1.12 in2

in2

MAIN

Transverse Reinf RequirementColColumn Clear Height 10.5 ftb 18 inh 18 infc 4 ksify 60 ksiLong. Reinf #8Ties #3Legs 4 Nos Increase Legs or Bar sizespacing of ties (s) 6 in Reqd s = 3.42 inClear Cover (from edge of tie) 1.5

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

Req lo Length 21 in

s0.25 of smallest col dim 4.50 in6 x long. Bar db 6.00 insx=4+(14-hx)/3 6.88 inSix Inches 6.00 inReq s 4.50 inhx 5.38

Hoops Requirementsx-sec dim col core (hc) 14.6 inCore area of col (Ach) 225 in

fict s 1Ash1 0.129 in2Ash2 0.088 in2Ash (req) 0.129 in2Ash (prvd) 0.440 in2Reqrd spacing (s) 3.419 in

Required Spacing for Hoops 3.42 in

Ash1 0.579 in2Ash2 0.395 in2Max 0.579 in2increase Bar Size or No of Legs Because

RCC BEAMS

Framing Type Special Moment FrameVal 1

Special Moment Frame 1Intermediate Moment Frame 2Ordinary Frame 3

b 9 inh 12 infc' 3 ksify 60 ksicover 3 ind 9 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 # #4fy Rebar Yeild Strength 60fc' Concrete Cylinder Strength at 28 days 3

a Bar Location Top Bars ab Coating Factor All other epoxy coated bars b

1.56 < 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

1.31.2

so 1.56

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 ftArea 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 200 Kips eMu 200 k-fth 30 in Reqd 8.0 1

1.2fc' 4 ksi 1.3fy 60 ksi 1.4eccentricity e 12 in 1.5cover 1.5 in 1.6

1.7Gross Area 540 in2 1.8d-d' 27 1.9epslon 0.9500 2gama 0.9000 2.1e/h 0.4000 2.2

2.3nm1 2.510 1.5 2.4nm2 1.889 1.25 2.5

2.62.7

% Steel -3.35 % 2.8Aprox Steel -4.09 % error 22.0 2.9Aprox Steel 1 -3.53 3

3.1K 4.4974 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

K

2.6610642.7170872.7450982.7731092.80112

2.8291322.8571432.8851542.9131652.9411762.9691882.997199

3.025213.0532213.0812323.1092443.137255

3.1652663.1932773.221289

3.24933.2773113.3053223.3333333.3613453.3893563.4173673.4453783.4733893.501401