Evo
Design  structural engineering

Calculation
No.



001RC BEAM


INTERACTIVE ONLINE CALCULATION SHEET

Project No.










onlinestructuraldesign.com

SAMPLE
CALCULATION


Project
Title:

Reinforced Concrete Beam  interactive design
spreadsheet


Calc. By

Date

Rev.











MN

16.04.2014

0


Subject/Feature:

Reinforced Concrete Beam  Bending Moment Capacity
(ACI 318)


Checked By

Date




Imperial Units spreadsheet


CN

16.04.2014
















Input

Output







Beam section
dimensions

Beam
flexural strength







Reinforcement








Materials (steel,
concrete)



































Beam bending moment capacity at ultimate limit state





















Beam
section dimensions












h =

32

in

element depth








b =

16

in

element width









(parameters that can not be modified in the demo
version)







Area =


in^{2}

RC Element Area





















Reinforcement













cover


in

cover to the center of the bars








d =


in

depth of bottom reinforcement (h cover)



















Bar size #




mm








n =




no of bars








Area =




nominal area





















A_{s} =


in^{2}

area of reinforcement in
tension side







r_{tens.reinf} =


%

percentage of tension
reinforcement


per ACI 318










Section
10.9.1


Materias










Concrete






f_{c}' =


ksi

concrete characteristic




cylinder
strength


Reinforcement type





see reinforcement types here


Grade













f_{y} =


ksi

reinforcement
yield strength















A_{s,min} =

[3*sqrt(f_{c}')/f_{y}]*b_{w}*d

but not less than

200*b_{w}*d/f_{y}


minimum area
of flexural reinforcement


where sqrt(f_{c}') is the square root
of specified compressive strength of concrete in psi

per ACI 318










Section 10.5.1




[3*sqrt(f_{c}')/f_{y}]*b_{w}*d =


in^{2}























200*b_{w}*d/f_{y} =


in^{2}























A_{s,min} =


in^{2}











A_{s}


A_{s,min}




















Section strength
reduction factor


per ACI 31805




f =

0.90

For tension controlled sections



Section 9.3








Values of f strength reduction factor
















References:


ACI31805  Building code requirements for structural
concrete






Calculation No.





CALCULATION SHEET

Project No.










onlinestructuraldesign.com



Project Title:



Calc. By

Date

Rev.















Subject



Ckd. By

Date




























The relationship
between concrete compressive stress and concrete strain is satisfied

per ACI
31805


by an equivalent
rectangular concrete stress distribution defined by a 0.85*f_{c}' uniform

Sections
10.2.6 and 10.2.7


stress over an
equivalent compression zone bounded by edges of the cross section and



a straight line
located parallel to the neutral axis at a distance a = b_{1}*c from the fiber of



maximum compressive
strain.





























per ACI
31805










Section
10.2.3










Maximum
usable strain at extreme concrete










compression
fiber shall be assumed equal to 0.003;










The relation between concrete compressive stress and










concrete
strain is assumed rectangular










Section
10.2.7.1










0.85f_{c}' value uniformly
distributed over an equivalent










compression
zone bounded by edges of the cross section










and
a straigth line located parale to the neutral axis at a










distance
a = b_{1}*c from the fiber of max. compression strain















b_{1} =



factor relating depth of equivalent


per ACI
31805





rectangular compressive stress block


Section
10.2.7.3





to neutral axis depth


between 2500
and 4000 psi b1 = 0.85, above 4000 b_{1} will










be reduced
lineary at a rate of 0.05 per 1000 psi but not










lower than 0.65




a =

b_{1} * c


depth of equivalent rectangular


Section
10.2.7.1





stress block

















Bending moment
capacity  Stress and strain equilibrium for pure bending




















T =

A_{s }*
f_{y} =


kip























C = T


























a =

C / (0.85 * f_{c}' * b) =


in






















c =

a / b_{1} =


in























fM =

fA_{s}*f_{y}*(da/2) =


kipft











































































































































References:



