designe

7/30/2019 designe

1/10

DESIGNED BY KEVIN TANTSEVI

DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERINGCARNEGIE MELLON UNIVERSITY

Cancel Start

COPYRIGHT

7/30/2019 designe

2/10

: CAE Date: 01/13/13

: Kevin Tantisevi

Member : b1 Types of Beam: 3 spans Beam Width: 15 inches

DESIGN CRITERIA:

Concrete Strength ( f'c ) = 6,000 psi

Elastic Modulus of Concrete (Ec

) = 4.42E+06 psi

Reinforcing bar Yield Strength ( fyr ) = 40,000 psi

Stirrups Yield Strength (fys) = 40,000 psi

PARAMETER FOR FLEXURAL DESIGN :

b1 = 0.75

rb = 0.066

rmin. = 0.005

r = 0.0328

w = 0.2184

kn = 1141.4

PARAMETER FOR SHEAR DESIGN :

B*f'c(1/2)

= 1161.90

Maximum number of bars in a row: 6

Project's name

Designer's name

7/30/2019 designe

3/10

Load Data A Single span beam

P1DL kips L ft.

P1LL kips a ft.

P2DL kips b ft.

P2LL kips

DL kips / ft.

LL kips / ft.

Dead Weight of Beam = 0.52 kips/ft

0.00 kips

total factored Point Load 2 = 0.00 kips

total factored Uniform Load = 0.72 kips

VA = #DIV/0! kips

VB = #DIV/0! kips

Max. Shear = #DIV/0! kips

Max. ultimate positive moment = #DIV/0! kips.ft

Max. ultimate negative moment = 0 kips.ft

hmin = 0 inchesreq' d = #DIV/0! inches

Determine depth (d) and thickness (h)

Use Beam Depth = #DIV/0! inches Thickness = #DIV/0! inches

Check the beam weight by recalculating the load . Passed

Determine As

req' As = #DIV/0! inches.2

Bar No. 5 6 7 8 9 10 11 14

Area / bar (in2) 0.31 0.44 0.6 0.79 1 1.27 1.56 2.25

No. of bars* #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

Min. number of 2 steel bars is required

Use the top bar = 2 No. 14 bar Use the bottom bar size = 4 No. 14 bar

Check Shear

Check if Bd(f'c)1/2

> Vmax/ f

The shear reinforcement is #DIV/0!

Bar No. 3 4 5

Area (in2) 0.22 0.4 0.62

Spacing of bars #DIV/0! #DIV/0! #DIV/0!

Use the spacing of #DIV/0! #DIV/0!

total factored Point Load 1 =

7/30/2019 designe

4/10

Load Data

A two span continuous beam

PDLa1 kips L1 ft.

PLLa1 kips a1 ft.

PDLb1 kips b1 ft.

PLLb1 kipsDL1 kips / ft.

LL1 kips / ft.

PDLa2 kips L2 ft.

PLLa2 kips a2 ft.

PDLb2 kips b2 ft.

PLLb2 kips

DL2 kips / ft.

LL2 kips / ft.

Factored Load Case

0.72 kips / ft.

Case Description Pa1 Pb1 UL1 Pa2 Pb2 UL2

1 Full DL 0 0 0 0 0 02 Half Left LL 0 0 0 0 0 0

3 Full LL 0 0 0 0 0 0

4 Half Right LL 0 0 0 0 0 0

Result of end moment

case A B B C

1 0.00 727.01 -727.01 0.00

2 0.00 283.33 -283.33 0.00

3 0.00 850.00 -850.00 0.00

4 0.00 566.67 -566.67 0.00

max. absolute 0.00 1578.00 1578.00 0.00

Result of midspan moment and shear

case VAR MAB VBLVBR MBC VCL

1 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!




max. absolute #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

Max. Shear = #DIV/0! kips

Max.positive moment = #DIV/0! kips.ft

Max. negative moment = 1578.00 kips.ft

hmin = 0 inchesreq' d = #DIV/0! inches


Use Beam Depth = #DIV/0! inches Thickness = #DIV/0! inches


Determine As

req' As+ = #DIV/0! inches.2

req' As- = #DIV/0! inches.2

Bar No. 5 6 7 8 9 10 11 14

Area / bar (in2) 0.31 0.44 0.6 0.79 1 1.27 1.56 2.25

No. of bottom bars #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

No. of top bars #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!Min. number of 2 steel bars is required

Use top bar = 7 No. 14 bar Use Bottom bar = 5 No. 11 bar

factored Beam weight

7/30/2019 designe

5/10

Load Data

A three span continuous beam

PDLa1 100 kips L1 15 ft.

PLLa1 100 kips a1 10 ft.

PDLb1 0 kips b1 0 ft.PLLb1 0 kips

DL1 5 kips / ft.

LL1 5 kips / ft.



PDLb2 0 kips b2 0 ft.

PLLb2 0 kips

DL2 5 kips / ft.

LL2 5 kips / ft.



PDLb3 100 kips b3 4 ft.

PLLb3 200 kipsDL3 5 kips / ft.

LL3 5 kips / ft.

Factored Load Case

0.5 kips / ft.

Case Description Pa1 Pb1 UL1 Pa2 Pb2 UL2

1 Full DL 140 0 7 0 0 7

2 1 and 3 LL 170 0 8.5 0 0 0

3 1 and 2 LL 170 0 8.5 0 0 8.5

4 2 LL 0 0 0 0 0 8.5

5 2 and 3 LL 0 0 0 0 0 8.5

Result of end moment

case A B B C C D

1 0.00 357.35 -357.35 251.03 -251.03 0.00

2 0.00 278.82 -278.82 415.39 -415.39 0.00

3 0.00 489.70 -489.70 -2.72 2.72 0.00

4 0.00 91.07 -91.07 91.07 -91.07 0.00

5 0.00 -28.74 28.74 600.26 -600.26 0.00

max. absolute 0.00 848.00 848.00 852.00 852.00 0.00

Result of midspan moment and shear

case VAR MAB VBL VBR MBC VCL VCR

1 78.98 -107.06 173.30 63.23 -43.65 49.05 159.17 -

2 101.83 -133.70 195.67 -9.10 55.39 9.10 312.28 -

3 87.77 -119.64 209.73 96.58 -159.74 30.92 -0.23

4 -6.07 6.07 6.07 63.75 -147.23 63.75 7.59

5 1.92 -1.92 -1.92 21.82 -79.34 105.68 327.69 -

max. absolute 181.00 241.00 384.00 160.00 204.00 155.00 487.00 5

Max. Shear = 384.00 kips

Max.positive moment = 569.00 kips.ft

Max. negative moment = 852.00 kips.ft

hmin = 10 inches

req' d = 27 inches


Use Beam Depth = 27 inches Thickness = 29 inches


factored Beam weight

7/30/2019 designe

6/10

15 ft. 15 ft. 12 ft.

Section 1-1, 2-2, 3-3 Drawing details for b1

A B

1

1

2

2C

3

3

29

15

5 No. 14 bar

4 No. 14 bar

11 inches. of No. 3 bar c/c

7/30/2019 designe

7/10

A B

1

1

A B

1

1

2

2C

A B

1

1

2

2

7/30/2019 designe

8/10

7/30/2019 designe

9/10

3

3D

C

7/30/2019 designe

10/10

designe

Documents