beam design2
DESCRIPTION
beamTRANSCRIPT
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