Chapter 2 shear design

Chapter 2
Design for Shear
By Richard W. Furlong
2.1 Introduction
Shear is the term assigned to forces that act perpendicular to the longitudinal axis of structural elements.
Shear forces on beams are largest at the supports, and the shear force at any distance x from a support
decreases by the amount of load between the support and the distance x. Under uniform loading, the slope
of the shear diagram equals the magnitude of the unit uniform load. Shear forces exist only with bending
forces. Concrete beams are expected to crack in flexure, with such cracks forming perpendicular to
longitudinal tension reinforcement, i.e., perpendicular also to a free edge. Principal tension stresses
change direction from horizontal at the longitudinal reinforcement to 45o
at the neutral axis and vertical at
the location of maximum compression stress. Consequently, cracks in concrete tend to “point” toward the
region of maximum compression stress as indicated by the cracks shown in Fig. 4.1. Axial compression
force plus bending makes the area of compressed concrete larger than without axial force.
ACI 318-05 permits the evaluation of shear capacity for most beams to be taken as the combination of
strength from concrete without shear reinforcement Vc plus the strength Vs provided by shear
reinforcement. Shear strength of a slab that resists flexural forces in two orthogonal directions around a
column (flat plates, footings and pile caps), is evaluated as the shear strength of a prism located at a
distance of half the slab depth d from the faces of the column.
Neutral axis
Neutral axis
Span region Support region
Fig. 4.1 – Reinforced concrete beam in bending

2.2 Shear strength of beams
Equation (11-3) of ACI 318-05, Section 11.3.1.1 permits the shear strength Vc of a beam without shear
reinforcement to be taken as the product of an index limit stress of 2√fc’ times a nominal area bwd. With
fc’ expressed in lb/in2
units and beam dimensions in inches, nominal shear strength Vc = 2√fc’bwd in units
of lb. Shear reinforcement is not required for slabs, which can be considered as very wide beams. If the
width of a beam is more than twice the thickness h of the beam, ACI 318-05, Section 11.5.6.1(c) exempts
such beams from the requirement of shear reinforcement as long as the shear capacity of the concrete is
greater than the required shear force. A more complex method for determining Vc is given in ACI 318-05,
Section 11.3.2.1. The method is demonstrated in SHEAR EXAMPLE 2. A special type of ribbed floor
slab known as a joist system can be constructed without any shear reinforcement in the joist ribs. Joist
system relative dimensions, slab thickness, rib width and spacing between ribs are specified in ACI 318-
05, Section 8.11.
A diagonal crack that might result in shear failure, as suggested in Fig.2.2, can form no closer to the face
of the support than the distance d from the face of the support. Consequently, Section 11.1.3.1 of ACI
318-05 permits the maximum required value of shear Vu to be determined at a distance d from the face of
such a support when the support provides compression resistance at the face of the beam opposite the
loading face. If loads had been suspended from the bottom of the beam, or if the support were no deeper
than the beam itself, maximum required shear must be taken as the shear at the face of the support.
The most common form of shear reinforcement is composed of a set of bars bent into U-shaped stirrups as
indicated by the vertical bars in Fig. 2.2. The stirrups act as tension hangers with concrete performing as
compression struts.
Shear Reinforcement for Beams
45o Shear cracks are pinned
Vc d together by stirrups.
s s s s Vs = Avfyd/s
Standard U-stirrup Av = 2 Abar
has 2 legs.
Fig. 2.2 – Shear reinforcement
Each vertical leg of a stirrup has a tension capacity equal to its yield strength, and the most common
stirrup has 2 vertical legs. The shear capacity of vertical stirrups is the tension strength of one stirrup
times the number of stirrups that interrupt potential cracks on a 45-degree angle from the tension steel.
Thus, Vs = Avfyd/s. A U-stirrup has an area Av = 2(area of one stirrup leg). Shear capacity at any location
along a beam Vn = Vc plus Vs.
d

3
2.3 Designing stirrup reinforcement for beams
Shear reinforcement Av must provide the strength required in addition to the strength of concrete Vc.
Thus, the required amount of Av = (Vn – Vc)/(fytd/s). The strength reduction factor φ for shear is 0.75. φVn
must be greater than Vu. When the quantities Av, fy and d are known, stirrup spacing s can be computed as
s = (φAvfytd) / (Vu - φVc) (2.1)
ACI 318, Section 11.5.6.1 requires the placement of shear reinforcement in all beams for which the
required strength is more than half the value of φVc. The full development of a critical shear crack
between stirrups is prevented by ACI 318-05, Section 11.5.5, which sets the maximum spacing of stirrups
at d/2 when Vu < 6φVc, but maximum spacing is d/4 when Vu > 6φVc. Concrete cannot act effectively as
compression struts if the required amount of Vs exceeds 8Vc = 8bwd√fc’ regardless of shear reinforcement.
Thus, a beam section must be made larger if Vn > 10bwd√fc’.
A graph given in design aid SHEAR 1 displays limits of nominal shear stress values of Vn/(bwd) for
concrete strength fc’ from 3000 psi to 10,000 psi. The graph is not intended for precise evaluation of
member capacity, as precise strength values are given in other design aids. Rather, the graphs clearly
show stress ranges for which design requirements change. No shear reinforcement (stirrups) are required
if Vn/(bwd) is less than 1.0√fc’. The capacity Vc of concrete in sections reinforced for shear is 2.0bwd√fc’.
The strength of stirrups can be added to the concrete strength Vc to determine the total strength of a
section. Required stirrups must be spaced no more than d/2 apart where Vn/(bwd) < 6.0√fc’. Where
Vn/(bwd) > 6.0√fc’, maximum stirrup spacing becomes d/4. The compressive strut capacity of concrete is
reached if Vn/(bwd) = 10.0√fc’. Additional stirrups cannot increase section shear strength, as the concrete
strength is considered exhausted when Vn/(bwd) > 10√fc’.
Design aid SHEAR 2 consists of 3 tables that may be used to determine shear capacity for rectangular
sections of width b or bw from 10 in to 32 in and thickness h from 10 in to 48 in. It is assumed that depth
d is 2.5 inches less than thickness for h < 30 in, but that larger longitudinal bars would make d ≈ h – 3 in
for deeper beams.
Table 2a gives values Kfc = √(fc’/4000) to be used as modifiers of Kvc when members are made
with concrete strength different from fc’ = 4000 psi. In conjunction with required stirrups, the nominal
shear strength of concrete Vc = KfcKvc.
Table 2b contains values Kvs for determining nominal stirrup capacity Vs = Kvs(Av/s).
Table 2c gives values Kvc in kips. Kvc is the shear strength of concrete when required stirrups
areused in members made with fc’ = 4000 psi concrete.
The nominal strength of a rectangular section is the sum of concrete strength Vc and reinforcement
strength Vs to give Vn = KfcKvc + Kvs(Av/s).
SHEAR 3 is a design aid for use if Grade 60 stirrups larger than #5 are to be used, and sections must be
deep enough for tension strength bar development of larger stirrups or closed ties. Required thickness of
section values are tabulated for concrete strengths from 3000 psi to 10,000 psi and for #6, #7 and #8
stirrups. It should be noted that ACI 318–05, Section 11.5.2 limits the yield strength of reinforcing bar
stirrups to no more than 60,000 psi.
ACI 318-05, Section 11.5.6.3 sets lower limits on the amount of shear reinforcement used when such
reinforcement is required for strength. These limits are intended to prevent stirrups from yielding upon

4
the formation of a shear crack. The limit amount of Av must exceed 50bws/fy > 0.75√fc’bws/fy. The second
quantity governs when fc’ is greater than 4444 lb/in2
.
The design of shear reinforcement includes the selection of stirrup size and the spacing of stirrups along
the beam. Design aids SHEAR 4.1 and SHEAR 4.2 give strength values Vs of #3 U stirrups and #4 U
stirrups (two vertical legs) as shear reinforcement tabulated for depth values d from 8 in to 40 in and
stirrup spacing s from 2 in to maximum permitted spacing s = d/2. Each table also lists the maximum
section width for which each stirrup size may be used without violating the required minimum amount of
shear reinforcement. SHEAR 4.1 applies for Grade 40 stirrups, and SHEAR 4.2 applies for Grade 60
stirrups.
2.4 Shear strength of two-way slabs
Loads applied to a relatively small area of slabs create shear stress perpendicular to the edge(s) of the area
of load application. Columns that support flat plate slabs and columns that are supported by footings are
the most common examples. ACI 318-05, Section 11.12.2.1 provides expressions for determining shear
strength in such conditions for which shear failure is assumed to occur near the face(s) of the columns.
Failure is assumed to occur on the face(s) of a prism located at a distance of d/2 from each column face.
The perimeter bo of the prism multiplied by the slab depth d is taken as the area of the failure surface.
Three expressions are given for computing a critical stress on the failure surface. A coefficient αs = 40
for interior columns, αs = 30 for edge columns and αs = 20 for corner columns is used to accommodate
columns located along the perimeter of slabs. The critical (failure) stress may be taken as the least value
of either 4√fc‘ , (2 + 4/β)√fc‘ , or (αsd/bo + 2)√fc‘. The quantity β is the ratio of long side to short side of
the column. The first expression governs for centrally loaded footings and for interior columns unless the
ratio β exceeds 2 or the quantity 40d/bo is less than 2. Shear strength at edge columns and corner columns
that support flat plates must be adequate not only for the direct force at the column but also for additional
shear forces associated with moment transfer at such columns.
Diagrams for the prism at slab sections for columns are shown with SHEAR EXAMPLES 5, 7 and 8.
Design aid SHEAR 5.1 gives shear strength values of two-way slabs at columns as limited by potential
failure around the column perimeter.
Table 5.1a gives values of K1 as a function of slab d and column size b and h.
Table 5.1b gives values of the shear stress factor K2 as a function of the ratio βc between the
longer side and the shorter side of rectangular column sections.
Table 5.1c gives values of nominal strength Vc as a function of the product K1K2 and the nominal
compressive strength of slab concrete fc’.
Design aid SHEAR 5.2 is similar to SHEAR 5.1 for determining slab shear capacity at round columns.
For circular columns, there is no influence of an aspect ratio as for rectangular columns, and the design
aid is less complex.
Table 5.2a gives, for slab d and column diameter h, values of a shape parameter K3 in sq in units.
Table 5.2b gives, for K3 and slab concrete fc’, the value of nominal shear capacity Vc in kip units.

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2.5 Shear strength with torsion plus flexural shear
Torsion or twisting of a beam creates shear stress that is greatest at the perimeter of sections. The shear
stress due to torsion adds to flexural shear stress on one vertical face, but it subtracts from flexural shear
on the opposite vertical face. Shear stress due to torsion is negligibly small near the center of sections.
ACI 318-05, Section 11.6 provides empirical expressions for torsion strength. It is assumed that
significant torsion stress occurs only around the perimeter of sections, and no torsion resistance is
attributed to concrete. The definitions of section properties are displayed in Fig. 2.3.
Definitions
Acp = area enclosed by outside perimeter of
section.
Ao = gross area enclosed by shear flow path.
Aoh = area enclosed by centerline of closed tie.
pcp = outside perimeter of concrete section.
ph = perimeter of centerline of closed tie.
bw 1¾ in
h 1¾ in 1¾ in
Acp Aoh
pcp ph 1¾ in
Acp = bwh pcp = 2(bw + h)
Aoh = (h-3.5)(bw-3.5) ph = 2[(b-3.5)+(h-3.5)]
Ao = 0.85Aoh
Flexural shear Torsional shear
pcp
Acp
Multiple rectangles
Fig. 2.3 – Torsion strength definitions of section properties
Concrete beams properly reinforced for torsion display considerable ductility, continuing to twist without
failure after reinforcement yields. Consequently, ACI 318-05, Section 11.6.2.2 permits design for torsion
in indeterminate beams to be made for the torsion force that causes cracking. A member is determinate if
torsion forces can be determined from the equations of statics without considering compatibility
relationships in the structural analysis. A member is indeterminate if torsion forces must be estimated
with consideration of compatibility conditions, i.e., there exists more than one load path for resisting
torsion. The illustrations in Fig. 2.4 show two conditions of a spandrel beam supporting a brick ledge.
The determinate beam in the upper sketch must transfer to columns allof the eccentric load on the ledge
only through the twisting resistance (torsion) of the beam. In contrast, the indeterminate beam in the
lower sketch supports a slab that extends outward to receive the eccentric load on the ledge. The
eccentric load can be transferred to columns both by torsion of the beam and by flexure of the
cantilevered slab.

6
Load w/ft
Eccentricity e
Torque
w e/2
Torque -
-w e/2
DETERMINATE TORSION
INDETERMINATE TORSION
Load w/ft
Eccentricity e
n
Fig. 2,4 – Determinate torsion versus Indeterminate torsion
Cracking torque Tcr is to be computed without consideration of torsion reinforcement.
Tcr = 4√fc’(Acp)2
/ pcp (2.2)
Torques smaller than one-quarter of the cracking torque Tcr will not cause any structurally significant
reduction in either the flexural or shear strength and can be ignored. An upper limit to the torque
resistance of concrete functioning as compression struts is taken from ACI 318-05, Eq. (11-18) as:
Tmax = 17(Aoh)2
√fc’ / ph . (2.3)
Torsion reinforcement requires both closed ties and longitudinal bars that are located in the periphery of
the section. With torsion cracks assumed at an angle θ from the axis of the member, torsion strength from
closed ties is computed as
Tn = (2AoAtfyt cot θ )/ s (2.4)
The angle θ must be greater than 30 degrees and less than 60 degrees. A value θ = 45o
has been used for
design aids in this chapter. The size of solid concrete sections must be large enough to resist both flexural
shear Vu and torsion shear Tu within the upper limits established for each. ACI 318-05, Eq. (11-18) gives
√ [Vu /(bwd)]2
+ [Tuph /(1.7Aoh
2
] 2
≤ φ[ Vc/(bwd) + 8√fc’ ] . (2.5)
In addition, ACI 318, Eq (11-22) requires that longitudinal bars with an area Al be placed around the
periphery of sections.
Al = Atph / s . (2.6)

7
Longitudinal spacing of transverse closed ties must be no greater than ph /8 or 12 in. The spacing between
longitudinal bars in the periphery of sections must be no greater than 12 in. Where torsion reinforcement
is required, the area of 2 legs of closed tie (Av + 2At) must be greater than 0.75(bws/fyt)√fc’ but be not less
than 50bws/fy.
Design aid SHEAR 6.1 displays critical values of torsion strength for rectangular sections made with
concrete strength fc’ = 4000 psi. If concrete strength fc’ is different from 4000 psi, the correction factor
Kfc from SHEAR 2, Table 2a must be multiplied by torque values Tn from Table 6.1a and Tcr from Table
6.1b.
Table 6.1a displays values of Kt, the maximum torque limTn a section can resist as a function of
section thickness h and width b. It is assumed that the distance from section surface to the center of
closed ties is 1.75 in.
Table 6.1b displays values Ktcr of torque Tcr that will cause sections to crack as a function of
section dimensions b and h.
Design aid SHEAR 6.2 can be used to determine the torsion strength of closed ties. Numbers Kts for
width b and thickness h listed in the charts are multiplied by the ratio between tie area At and tie spacing s
in order to compute the nominal torque Ts resisted by closed ties. The distance from section surface to tie
centerline is taken to be 1.75 in.
Table 6.2a applies for Grade 40 ties. Table 6.2b applies for Grade 60 ties.
2.6 Deep beams
The definition of deep beams is found in ACI 318-05 Section 11.8.1. Deep beams have a span-to-depth
ratio not greater than 4 or a concentrated force applied to one face within a distance less than 2d from the
supported opposite face. If a non-linear analysis is not used for deep beams, the beams can be designed
by the strut-and-tie method given in Appendix A of ACI 318-05. Shear reinforcement must include both
horizontal bars and vertical bars. Beams more than 8 in thick must have two reinforcement grids, one in
each face. A maximum shear limit Vn, and minimum shear reinforcement values Av for vertical bars and
Avh for horizontal bars for deep beams are given in Fig. 2.5.
Deep beams may be designed using Appendix A (Strut & Tie model).
Vn < (10 √fc’)(bwd).
Av > 0.0025bws with s<d/5 or 12 in
Avh >0.0015bws2 with s2<d/5 or 12 in
d
s d
s2
n
Fig. 2.5 – Deep beam limits in ACI 318-05, Section 11.8

8
ACI 318-05, Appendix A presents rules for analysis of forces on a truss composed of nodal points
connected by concrete compression struts and reinforcing bar tension members. Diagonal concrete
compression struts may cross lines of vertical (tension strut) reinforcement, and the angle between any
reinforcement and the axis of the diagonal compression strut cannot be less than 25 degrees. Concrete
strut area Acs has a width b and a thickness Acs /b that may be considered to increase at a rate equal to the
distance along the strut from the node to the center of the strut. A nodal point at which the 3 force
components act toward the joint is termed a CCC joint. If two nodal point forces act toward the joint and
one force is (tension) away from the joint, the nodal point is designated as CCT. Nodal points with two
tensile forces and one compression force is designated CTT, and if all force components act away from
the node, the designation becomes TTT. A prismatic strut has the same thickness throughout its length,
and a strut wider at the center than at the ends of its length is called a bottle-shaped strut. ACI 318,
Section A.3 specifies the nominal strength Fn of compression struts without longitudinal reinforcement.
Two coefficients, βs for strut shape and βn for nature of nodal points are used. For struts of uniform cross
section in which strut area Acs can be taken as the same as the nodal bearing area Ann, then Ann = Acs and
Fn = βnfcsAcs = 0.85βnβsfc’Acs . (2.7)
for which βs = 1 for a strut of uniform cross section.
βs = 0.75 for a bottle-shaped strut.
βs = 0.40 for a strut that could be required to resist tension.
βs = 0.60 for all other cases
βn = 1 for struts at CCC nodal points
βn = 0.80 for struts at CCT nodal points
βn = 0.60 for struts at CTT nodal points.
The capacity of prismatic (constant size) concrete struts can be based on strength at its nodal points. The
capacity reduction factor for shear, φ = 0.75, must be applied to computed values of nominal strength.
Concrete compressed struts must be “confined” laterally by reinforcement with a density that satisfies the
minimum reinforcement relationship of Equation (A4) from ACI318-05, Section A3.3.1
∑ Avi(sin αi )/(bsi) ≥ 0.003 (2.8)
The subscripted index i refers to the 2 directions, horizontal and vertical, for the sum of shear
reinforcement densities. The angle α is the angle between the diagonal and the direction of tension
reinforcement, and α must be greater than 25 degrees and less than 65 degrees. Minimum requirements
for placement of shear reinforcement specified in ACI 318, Section 11.8.4 and Section 11.8.5 will satisfy
Eq. (2.8).
Design aid SHEAR 7 gives solutions to Equation (2.8) for angles γ between a vertical line and the
compression strut, with γ = 25o
to 65o
in increments of 15o
. In each chart, solutions to Eq. (A4) are
tabulated for bars #3 to #6, and the product of beam width b and bar spacing s. For a given angle γ the
sum of values for vertical bars and for horizontal bars must be at least 0.003. The sine of a vertical angle
γ applies for vertical bars, and the cosine of γ applies for horizontal bars. Reinforcement limits specified
in ACI 318-05, Sections 11.8.4 and 11.8.5 limit the maximum product of width and spacing permitted for
any tie bar area. Each table shows the value (Asi sin γ) /(bsi) when the bar size and spacing limit is
reached.

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SHEAR EXAMPLE 1 – Determine stirrups required for simply supported beam
d h
Determine the required shear Vn for which
this beam should be designed. Use the simplified
method ACI 318-05 Section 11.3.1.1 to determine
the strength φVc with normal weight concrete. If
stirrups are needed, specify a spacing from
face of support to the #3 U stirrups that may be As
required.
n
Given:
Live load = 1.5 k/ft bw = 14 in
Superimposed Dead load = 1.4 k/ft d = 19.5 in (taken as h – 2.5 in)
n = 20.0 ft h = 22 in
fc’ = 3000 psi
Stirrups are Grade 60 (fy = 60,000 psi) As = 3.16 sq in (4 #8 longitudinal bars)
ACI 318-05 Procedure Calculation Design
Section Aid
9.2.1 Step 1 - Determine factored
(required) load wu.
Self weight
Compute beam weight = 14in(22in)(0.15k/ft3
)/144in2
/ft2
Compute total dead load = beam = 0.32 k/ft
self weight. + superimposed DL DL = 0.32 + 1.40 = 1.72 k/ft
Compute wu = 1.2D + 1.6L wu = 1.2(1.72) + 1.6(1.50) = 4.47 k/ft
11.1.2.1 Step 2 – Determine Vu at distance d
from face of support.
Compute Vu = wu ( n /2 – d) Vu = (4.47k/ft)(20.0ft/2 – 19.5in/12in/ft)
= 37.4 k
11.2.1.1 Step 3 – Determine the strength of
concrete in shear Vc using the
simplified method.
Compute Vc = 2(√fc’) bwd Vc = 2(√3000psi)14in(19.5in)
= 29,900 lbs = 29.9 k
Alternate procedure using Design Aids SHEAR 2
with fc’ find φVc = φKfcKvc For fc’ = 3000psi, Kfc = 0.866 Table 2a
For for b=14in & h=22in, Kvc = 34.5 k Table 2c
9.2.2.3 Compute Vc =KfcKvc Vc = (0.866)34.5k = 29.9 k
11.5.5.1 Step 4 – If Vu > 0.5φVc, stirrups are req’d.
Compute 0.5φVc 0.5φVc = 0.5(0.75)22.5k = 11.2 k
Compare Vu and 0.5φVc Vu = 37.4k > 11.2k, stirrups are required
11.1.1 Step 5 – Compute maxVs = Vu/φ - Vc maxVs = 37.4k/0.75 – 29.9k = 20.0 k
11.5.6.9 Step 6 – Note that section is large enough
if Vs < 4Vc 4Vc = 4(29.9k) = 119.6 k > Vs = 20 k
Section size is adequate

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SHEAR EXAMPLE 1 - Continued
Section Aid
11.5.6.2 Step 7 – Determine stirrup spacing
for maximum Vs = 20 k
Compute Av for #3 U stirrup Two legs give Av = 2(0.11in2
) = 0.22 in2
Compute s = Avfyd/Vs s = (0.22in2
)(60k/in2
)(19.5in)/20k = 12.9 in
11.5.4.1 Maximum spacing = d/2 max. s = 19.5in/2 = 9.75in, use s = 10 in
Alternate procedure using Design Aid SHEAR 4.2
#3 Grade 60 stirrups and s = d/2 = 10 in Shear strength Vs = 26 k Table 4.2a
11.5.5.3 Since max bw=26 in and bw =14 in, Avfy > 50bws
11.5.5.1 Step 8 – Determine position beyond
which no stirrups are required.
No stirrups req’d if Vu < ½φVc.
With zero shear at midspan, the
distance z from mid-span to
Vn = ½Vc becomes z = ½φVc/wu z = 0.5(0.75)29.9k/4.47k/ft = 2.51 ft
Stirrups are required in the space
(10.0 ft - 2.51 ft) = 7.49 ft from face
of each support. Compute in inches 7.49 ft = 7.49ft(12in/ft) = 90 in
Begin with a half space = 5 in,
and compute n = number of
stirrup spaces required n = (90in – 5in)/10 = 8.5 in Use 9 spaces.
Use 10 #3 U stirrups spaced 5 in, 9 @ 10 in from each support.

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SHEAR EXAMPLE 2 – Determine beam shear strength of concrete by method of
ACI 318-05, Section 11.3.2.1
d h
Use the detailed method of ACI 318-05, Section
11.3.2.1 to determine the value of φVc
attributable to normal weight concrete using the
detailed method to determine the strength φVc
Assume normal weight concrete is used.
As
4 in n 4 in
Given:
wu = 4.47 kips/ft bw = 14 in
n = 20.0 ft d = 19.5 in (h – 2.5 in)
fc’ = 3000 psi h = 22 in
Stirrups are Grade 60 (fy = 60,000 psi) As = 3.16 sq in (4 #8 longitudinal bars)
Section Aid
11.1.3.1 Step 1 – Calculate the moment Mu
at d from the face of support.
Distance d from the face of
support is d + 4 in from column
centerline. d + 4in = 19.5in + 4in = 23.5 in
Compute = n + column thickness = 20.0ft + 2(4in)/12in/ft = 20.67 ft
Mu = (wu /2)(d+4)-wu(d+4)2
/24 Mu = 4.47k/ft(20.67ft)(19.5in+4in)/2
- 4.47k/ft(23.5ft)2
/24 = 983 in-k
Step 2 – Compute ρw = As/(bwd) ρw = 3.16in2
/(14in x 19.5in) = 0.012
Step 3 – Compute at d from support
Vu = wu ( /2– 21.5/12) Vu = 4.47k/ft(20.67ft/2-23.5in/12in/ft)= 37.4 k
Step 4 – Compute ρwVu d/Mu ρwVu d/Mu = 0.012(37.4k)23.5in/983in-k
= 0.011
11.3.2.1 Step 5 – Compute φVc/(bwd)
=φ[1.9√fc’ +2500ρwVu d/Mu ] = 0.75[1.9√3000psi+2500(0.010] = 98.7 lb/in2
Compute φVc = 98.7(bwd) φVc = 98.7lb/in2
(14in x 19.5in) = 26,900 lbs
= 26.9 k
Compare with SHEAR EXAMPLE 1 for which φVc = 22.5 k
Frequently the more complex calculation for Vc will indicate
values 10% t0 15% higher than those from the simpler procedure.

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SHEAR EXAMPLE 3 – Vertical U-stirrups for beam with triangular shear diagram
Determine the size and spacing of stirrups for a beam if bw = 20 in, d = 29 in (h = 32 in), fy = 60,000 psi,
fc’ = 4000 psi, Vu = 177 k, wu = 11.6 k/ft. Assume normal weight concrete is used.
Vn (k)
239 k v
:
202 k
160 k s = 8 in
123 k s = 14 in
(Step 2, Vc =) 73.4 k
36.7 k
Distance from face of support (ft)
#4 stirrup spacing 10 @ 5 “ = 50” 5 @ 8”= 40” 5 @ 14” = 70” Total = 160 in
ACI 318-05 Design
Section Procedure Calculation Aid
9.3.2.3 Step 1 – Determine Vn = maxVu/φ (φ = 0.75) Vu/φ = 179 /(0.75) = 239 k
Compute wu/φ wu/φ = 11.6 /(0.75) = 15.5 k/ft
11.1.3.1 Compute Vu/φ at d from face of support.
At d from face, Vu/φ = Vu/φ - (wu/φ)ud Vu/φ at d = 239 – 15.5(29/12) = 202 k
Vn must exceed 199 k at support.
11.3.1.1 Step 2 – Determine Vc =KfcKvc SHEAR 2
with fc’=4000 psi Kfc = 1 Table 2a
For b = 20 in and h = 32 in Kvc = 73.4 k Table 2c
Show this Vc line on graph above Vc = (1)(73.4k) = 73.4 k
11.5.5.1 Step 3 – Compute distance v over which
stirrups are required, v = (Vn - 0.5Vc) v = 239k – 0.5(73.4k) = 13.0 ft = 156 in
( wu/φ) 15.5k/ft
Step 4 – Select stirrup size for max Vs
Compute max Vs = (Vu at d - Vc ) max Vs = 202 – 73.4 = 128.6 kips
11.5.6.2 Read stirrup spacing SHEAR 4.2
for d = 29 in and Vn = 126 k With #3 stirrups, s must be < 3 in Table 4.2a
With #4 stirrups, s can be 5 in Table 4.2b
Select #4 stirrups, and use 5-in spacing
from face of support
11.5.4.3 Note, if Vs > 2Vc, s must be < d/4 = 7.25 in compute 2Vc = 2(73.4) = 147 k
Since s = 5 in is < 7.25 in, spacing is OK
11.5.4.1 Step 5 – Determine Vn with maximum SHEAR 4.2
stirrup spacing of s =14 in for d = 29 in Vs = 48 k Table 4.2b
11.1.1 Vn = Vc + Vs Vn = 73.4k + 49.5k = 123 k
Show this line on graph above

24
SHEAR EXAMPLE 3 –Vertical U-stirrups for beam with triangular shear diagram (continued)
ACI 318-05 Design
Step 6 – Stirrup spacing can be selected for
convenience of placement. SHEAR 4.2
With s = 5 in, compute Vn5 = Vc + Vs5 Vn5 = 73.4k + 129.5k = 203 k Table 4.2b
With s = 8 in, compute Vn8 = Vc + Vs8 Vn8 = 73.4k + 87k = 160 k Table 4.2c
Construct these lines on graph above
Step 7 -Determine distances from face of
support to point at which each selected
spacing is adequate.
Use graph to see that strength is adequate at
each position for which spacing changes.
10 spaces @ 5 in = 50 in Vn = 203 k
Plus 5 spaces @ 8 in = 40 in Vn = 160 k 50 + 40 = 90 in
Plus 5 spaces @ 14 in = 70 in Vn = 123 k 90 + 70 = 160 in > v
Editor’s Note:
Generally, beams of the same material and section dimensions will be used in continuous frames. Each end of the
various spans will have a triangular shear diagram that differs from other shear diagrams. The same chart constructed for
the section selected can be used with the other shear diagrams simply by sketching the diagram superimposed on the chart
already prepared. New sets of spacings can be read such that the strength associated with a spacing exceeds the ordinate on
the diagram of required shear strength Vn = Vu /φ.

25
SHEAR EXAMPLE 4 – Vertical U-stirrups for beam with trapezoidal and triangular shear
diagram
Determine the required spacing of vertical #3 stirrups
for the shear diagram shown. (50.3 k)
(37.3 k)
Given: Normal weight concrete 58.0 k 15.0 k = Pu1
b = 13 in Vu = 58.0 kips
d = 20 in wu = 4.6 k/ft φVc 0.5φ Vc
fc’ = 4000 psi x1 = 4.50 ft
fy = 60,000 psi Pu1 = 15.0 kips
φ = 0.75 for shear d = 20 in
Face of support x1 = 4.50 ft v1
ACI 318-05 Design
11.1.3.1 Step 1 – Determine at d from face of support the
value of maxVu = Vu – wu d/12 maxVu = 58.0k – 4.6k/ft(20in)/12in/ft = 50.3 k
11.3.1.1 Step 2 – Determine the value φVc = 2φ(√ fc’)bd φVc=2(0.75)(√4000lb/in2
)13in(20in)= 24,700lb
OR use Design Aid SHEAR 2
9.3.2.5 for b=13in & h=22.5in, Kvc = 32.9 k φVc = 0.75KfcKvc= 0.75(1.00)32.9k = 24.7 k Table 2c
Step 3 – Determine required Vu each side of Pu1
Left of Pu1, Vu = Vu - wu x1 Left Pu1, Vu = 58.0k – 4.6k/ft(4.5ft) = 37.3 k
Right of Pu1, change in Vu = Pu1 Right Pu1 ,Vu = 37.3k – 15k = 22.3 k
11.1.1 Step 4 – Determine spacing s1 required for #3
11.5.6.2 U-stirrups at face of support.
Av = 2(0.11) = 0.22 sq in
s1 = φAvfyd/(maxVu - φVc ) s1=(0.75)0.22in2
(60.0k/in2
)20in/(50.3k-24.7k)
= 7.7 in
11.5.4.1 Step 5 – Since maximum spacing s = d/2 max spacing smax = 20in/2 = 10 in
11.5.6.2 with d = 10 in, determine value of
11.1.1 φVu = φVc + φAvfyd/s φVu=24.7k+0.75(0.22in2
)60k/in2
(20in)/10in
= 44.5 k
OR – Use Design Aid for Vs when s = 10 in Vs = 26 k for #3 stirrups @ 10 in spacing SHEAR
4.2
φVu = φVc + φ Vs φVu = 24.7k + 0.75(26k) = 44.2 kips
Step 6 – Determine distance x from face of
support to point at which Vu = 44.5 kips.
x = (Change in shear)/wu x = (58.0k – 44.5k)/4.6k/ft = 2.93 ft = 35 in
Step 7 – Determine distance v1 , distance
11.5.4.1 beyond x1 at which no stirrups are required.
Find v1 = (Vu-Vc/2)/wu v1 = (22.3k – 24.7k/2)/4.6k/ft = 2.16 ft
Compute x1 + v1 x1 + v1 = 4.50ft + 2.16ft = 6.76 ft = 81 in
Conclude: use s = 7 in until φVu < 44.5 k 5 spaces @ 7 in (35 in)
and use s = 10 in until φVu < 0.5φVc 5 spaces @ 10 in (50 in) 85 in > 81 in OK

26
SHEAR EXAMPLE 5 – Determination of perimeter shear strength at an interior
column supporting a flat slab (αs = 40)
Determine the shear capacity Vn of a 10-in thick two-way slab based on perimeter shear strength at an interior
16-in x 24-in rectangular column if fc’ = 5000 psi for the normal weight slab concrete.
Perimeter of shear prism
Mechanism of shear prism PLAN
defining shear strength surface. Column bc VIEW At
COLUMN
ACI 318-05, Section 11.12.2.1
Vn = (2 + 4/βc)(√fc’)bod d/2
or Vn = (2 + αs/bo)(√fc’)bod
≤ 4 (√fc’)bod
αs = 40 for interior column, 30 for edge column,
20 for corner column d/2 hc d/2
βc = (col long side) / (col short side)
bo = perimeter of shear prism
= 2(bc + d + hc + d)
Since (2 + αs/bo) ≤ 4 Slab hs SECTION
For interior column, average d at
bc + hc ≤ 80 COLUMN
[Note that the uniform load acting within the shear perimeter of the prism does not contribute to the magnitude of
required load Vc. The area within the shear perimeter is negligibly small with respect to the area of a flat plate around an
interior column, usually only one to two percent. In contrast for footings, the area within the shear perimeter may be 15%
or more of the bearing area of the footing. Computation of Vc for footing “slabs” must reflect that influence.]
ACI 318-05 Design
Step 1 – Estimate d keeping clear cover 0.75 in
7.7.1c d = hs - 0.75 – bar diameter d = 10in – 0.75in – 0.75estin ≈ 8.5 in
11.12.2.1 Step 2 – Use bo = 2(bc + d + hc + d) bo = 2(16in + 8.5in + 24in + 8.5) = 114 in
Step 3 - Compute βc = hc /bc βc = 24in /16in = 1.50
Since βc <2, Compute Vn = 4(√fc’)bod Vn = 4(√5000lb/in2
)114in(8.5in)
= 274,000 lbs = 274 k
ALTERNATE METHOD with Design Aid
Step 1 – Compute bc + hc 16in + 24in = 40 in
Use d ≈ 8.5 in Interpolate K1 = (3.58ksi + 4.18ksi)/2 SHEAR 5.1
= 3.88 ksi Table 5.1a
Step 2 – Compute βc = hc / bc βc = 24in/16in = 1.5 SHEAR 5.1
Since bc < 2, K2 = 1 Table 5.1b
Step 3 – With fc’ = 5000 psi, SHEAR 5.1
and K1*K2 = 1(3.88ksi), interpolate Vn = 212k+(3.88ksi-3.00ksi)(283k–212k) Table 5.1c
= 275 kips

27
SHEAR EXAMPLE 6 – Thickness required for perimeter shear strength of a flat slab at
an interior rectangular column
Given: fc’ = 5000 psi See SHEAR EXAMPLE 5 for diagram of shear perimeter and Code clauses.
hc = 24 in
bc = 16 in
Vu = 178 k
Assume normal weight concrete
ACI 318-05 Design
Step 1 – Set up expression for φVc
11.12.2.1 φVc = 4φ(√fc’ )bod
9.3.2.3 = 4φ(√fc’ )2(hc + d + bc + d)d φVc =4(0.75)(√5000psi)2(24in+d+16in+d)d in
= (424.3lb/in2
)[(40in)din + 2d2
in2
)
9.1.1 Step 2 – Equate Vu to φVc and solve for d 178k(1000 lb/k) = 424.3lb/in2
(40d + 2d2
)in2
419.5 in2
= (40d + 2d2
)in2
209.8 + 100 = 100 + 20d + d2
d = (√309.8) –10 = 17.6 – 10 = 7.6 in
7.7.1 Step 3 – Allow for 0.75 in clear cover of
tension bars to make
hs = d +0.75 + bar diameter (estimated) hs = 7.6in + 0.75in + 0.625in = 8.98 in
ALTERNATE METHOD using Design Aid SHEAR 5.1
9.3.2.1 Step 1 – Compute minimum Vn = Vu/φ Vn = 178k/0.75 = 237 k
and compute (hc + bc) (hc + bc) = (24in + 16in) = 40 in
11.12.1.2 Step 2 – With fc’ = 5000 psi and Vn = 237 k 237 k is between Vn = 212 k and Vn = 283 k Table 5.1c
Use (hc + bc) = 40 in, interpolate K1K2 K1K2 = 3.00ksi+1.00ksi(237k-212k)=3.35 ksi
(283k-212k)
11.12.2.1 Step 3 – Compute βc = hc/bc βc = 24in/16in = 1.5 < 2, so K2 = 1 Table 5.1b
and K1 = K1K2 ksi /K2 = 3.35ksi
Step 4 – Table 5.1a with
(hc + bc) = 40 and K1 = 3.35 ksi d =7in +
Interpolate for d (8in-7in)(3.35ksi–3.02ksi)/(3.58ksi–3.02ksi) Table 5.1a
d = 7 in + 0.59 in = 7.59 in
7.7.1 Step 5 – Allow for 0.75 in clear cover of
tension bars to make
hs = d +0.75 + bar diameter (estimated) hs = 7.59in + 0.75in + 0.625in = 9.0 in slab

28
SHEAR EXAMPLE 7 – Determination of perimeter shear strength at an interior
rectangular column supporting a flat slab (βc > 4)
Determine the shear capacity Vn of a 12-in thick two-way slab based on perimeter shear strength at an
interior 12in x 44-in rectangular column.
Given: fc’ = 4000 psi
hc = 44 in
bc = 12 in 12”
Interior column, αs = 40 d
Edge of shear perimeter d/2 44”
ACI 318-05 Design
Step 1 Estimate d keeping clear cover 0.75 in
7.7.1c d ≈ hs – 0.75in – bar thickness (est. 1 in) d ≈ 12in – 0.75in – 1.0in, use d = 10.2 in
11.12.2.1 Step 2 - Compute bc + hc bc + hc = 12in + 44in = 56 in
With d = 10.2, find K1 from Table 5.1a K1 = 6.08ksi + SHEAR 5.1
(7.68ksi–6.08ksi)(10.2in-10in)/(12in-10in) Table 5.1a
= 6.24 ksi
11.12.2.1 Step 3 – Compute βc = hc /bc βc = 44in/12in = 3.67 SHEAR 5.1
With βc = 3.67, interpolate for K2 K2 = 0.778 + Table 5.1b
(0.763-0.778)(3.67-3.60)/(3.8-3.6)= 0.773
Step 4 – Compute K1(K2) K1K2 = 6.24ksi(0.773) = 4.82 ksi
With K1K2 = 4.82 and fc’ = 4000 find Vn Vn = 253k + (316k-253k)(4.82ksi-4.00ksi) SHEAR 5.1
= 305 k Table 5.1c
ALTERNATE METHOD – Compute strength directly using ACI 318-05, Eqn. (11-33)
Step 1: Estimate d keeping clear cover 0.75 in
7.7.1c d ≈ hs – 0.75 – estimate of bar thickness d ≈ 12in – 0.75in – 1.0in, use d 10.2 in
11.12.1.2 Step 2 – Compute bo = 2(bc + d + hc + d) bo = 2(12in+10.2in+44in+10.2in)= 153 in
Step 3 – Compute βc = hc/bc βc = 44in / 12 in = 3.67
11.12.2.1 Step 4 – Compute Vn = (2 + 4/βc)(√fc’)bod Vn = (2+4/3.67)(√4000lb/in2
)153in(10.2in)
= 305,000 lbs = 305 k

29
SHEAR EXAMPLE 8 – Determine required thickness of a footing to satisfy perimeter shear
strength at a rectangular column
Given: Pu = 262 k Footing size = 7 ft x 7 ft
Column bc = hc = 16 in fc’ = 3000 psi normal weight concrete
Footing size = 7 ft x 7 ft fy = 60,000 psi
ACI 318-05 Design
Step 1 – Determine net bearing pressure under
factored load Pu
fbr = Pu / (footing area) fbr = 262k /(7.0ft x7.0ft)=5.35 k/ft2
Step 2 –Express Vu= fbr(footing area–prism area)
= fbr[7.0 x 7.0 – (16+d)2
/144)] Vu=5.35k/ft2
[49ft2
–(16in+din)2
/144in2
/ft2
]
= 252.6k–(1.188k/in)d –(0.0372k/in2
)d2
11.12.2.1 Step 3 – Express φVc = φ[4(√fc’)bod]
9.3.2.3 = φ[4(√fc’)4(16 + d)d]/1000lb/k φVc = 0.75[4(√3000lb/in2
)
4(16+d)in(din]/1000lb/k
= [0.657k/in2
(16d + d2
)in2
]
Step 4 – Equate Vu = φVc and solve for d (252.6 - 1.188d - 0.0372d2
)k
= 0.657(16d + d2
)k
0.694d2
+ 11.70d = 252.6
d2
+ 16.86d + 8.432
= 364.0 + 71.1
d = (√435.1) – 8.43 = 12.4 in
7.7.1 Step 5 – Allow 4 in clear cover below steel plus Use footing h = 12.4 + 4
one bottom bar diameter to make h ≈ d + 4 = Make h = 17 in
Step 1 – Determine net bearing pressure under
factored load Pu
fbr = Pu / (footing area) fbr = 262k / (7.0ft x 7.0ft) = 5.35 k/sq ft
Step 2- Estimate that bearing area of shear prism
is 10% of footing area
Compute Vu = fbr (1 - 0.10) Aftg Vu = 5.35k/ft2
(0.90)7.0ft(7.0ft) = 236 k
9.3.2.3 Compute Vn = Vu /φ Vn = 236/0.75 = 315 k
11.12.2.1 Step 3 – Find K1K2 with Vn =315 k
and fc’ = 3000 psi K1K2=5.00ksi + Table 5.1c
(6.0ksi-5.0ksi)(315k-274k)
(329k-274k)
K1K2 = 5.75 ksi
Note that since hc/bc < 2, K2 = 1. Thus, K1 = 5.75 ksi Table 5.1b
Step 4 – Compute hc + bc hc + bc = 16in + 16in = 32in
11.12.2.1 With K1 = 5.75 ksi and hc + bc = 32 in, find d d = 12in + (14in-12in)(5.75ksi-5.38ksi) Table 5.1a
(6.72ksi-5.38ksi)
d = 12.6 in
As above, make footing h = 17 in
In ALTERNATE METHOD, Check assumed Step 2 proportion of shear prism area to footing area..
%footing area = 100[(d + bc )/12]2
/(Aftg) = 100[(16in+12.6in)/(12in/ft)]2
/(7ft x 7ft)
= 11.6% (estimate was 10%)
Vu should have been (1 – 0.116)262 = 232 k instead of estimated 236 k

30
SHEAR EXAMPLE 9 – Determination capacity of a flat slab based on required perimeter
shear strength at an interior round column
Determine the shear capacity Vn of a 9-in thick two-way slab based on perimeter shear strength at an interior circular
column of 18-in diameter if fc’ = 5000 psi for the normal weight slab concrete.
representing perimeter shear strength surface at
. COLUMN
Vn = 4(asd/bo +2) (√fc’) bod
≤ 4(√fc’)bod
αs = 40 for interior column, 30 for edge column, diameter
= π(hc + d)
Slab hs SECTION
average d at
COLUMN
ACI 318-05 Design
Step 1 – Estimate d keeping clear cover 0.75in
7.7.1c d = hs - 0.75 – bar diameter (estimate #6 bar) d = 9in – 0.75in – 0.75in ≈ 7.5 in
11.12.2.1 Step 2 – Express Vu = φVn = 4φ(√fc’)bod
= 4φ(√fc’)π(hc + d)d
9.3.2.3 Solve for Vu Vu=4(0.75)(√5000lb/in2)π(18in+ 7.5in)7.5in
= 127,000 lb = 127 k
ALTERNATE METHOD with Design Aid SHEAR 5.2 SHEAR 5.2
Step 1 – Estimate d ≈ 7.5 in as above
11.12.1.2 & Step 2 – Find K3 with hc=18in and d=7.5in K3=2199in2
+(2614in2
-2199in2
)(7.5in–7.0in) Table 5.2a
(8.0in -7.0in)
= 2406 in2
11.12.2.1 Step 3 – Find Vn
with fc’ = 5000 psi, and K3 = 2406 in2
, Vn =141k+(2406in2
–2000in2
)(212k –141k) Table 5.2b
(3000in2
-2000in2
)
= 170 k
9.3.2.3 Step 4 - Compute Vu = φVn Vu = φVn = (0.75)170 k = 127 k

31
SHEAR EXAMPLE 10 – Determine thickness required for a flat slab based on required
perimeter shear strength at an interior round column
Determine the thickness required for a two-way slab to resist a shear force of 152 kips, based on perimeter shear strength
at an interior circular column of 20-in diameter if fc’ = 4000 psi for the normal weight slab concrete.
that represents perimeter shear strength surface at
. COLUMN
Vn = 4(asd/bo +2) (√fc’) bod
≤ 4(√fc’)bod
αs = 40 for interior column, 30 for edge column, diameter
= π(hc + d)
Slab hs SECTION
average d at
COLUMN
ACI 318-05 Design
11.12.1.2 Step 1 – Set up equation,
11.12.2.1 φVn = 4φ(√fc’) π(hc + d)d φVn =4(0.75)(√4000lb/in2
)π(20in+din)
1000 lb/k
9.3.2.3 = 0.596k/in2
(20d + d2
)in2
11.12.2.1 Step 2 – Equate Vu to φVn and solve for d. 152k = 0.596k/in2
(20d + d2
)in2
= (11.92k/in)d + (0.596k/in2
)d2
255in2
= (20in)d + 1.0 d2
[0.5(20in)]2
+ 255in2
= (d – 10in)2
d = √(355in2
)–10in =18.84in – 10.0in
= 8.84 in
7.7.1c Step – 3 Make hs deep enough for 0.75-in
concrete cover plus diameter of top hs ≈ 8.84in + 0.75in + 0.88in
bars. Estimate #7 bars. Use hs ≈ 10.5 in
ALTERNATE METHOD with Design Aid SHEAR 5.2
9.3.2.3 Step 1 – Compute Vn = Vu /φ Vn = 152k /(0.75) = 203 k
11.12.1.2 With fc’ = 4000 psi and Vn = 203 k, obtain K3 K3= 3000in2
+ Table 5.2b
(4000in2
-3000in2
)(203k-190k)
(253k–190k)
K3 = 3206 in2
11.12.2.1 Step 2 – With hc = 20 in and K3 = 3206 in2
Find d= 8.0in+(9in-8in)(3206in2
-2815in2
) Table 5.2a
(3280in2
-2815in2
)
d = 8.84 in
7.7.1c with 0.75 in cover plus bottom bar diameter Use hs ≈ 10.5 in

32
SHEAR EXAMPLE 11 – Determine thickness of a square footing to satisfy perimeter shear
strength under a circular column.
Given: Pu = 262 kips Footing size = 7 ft by 7 ft with normal weight concrete
fc’ = 3000 psi Column diameter = 18 in
Grade 60 reinforcement
Section Aid
Step 1 – Compute net bearing pressure
Under Pu fnet = Pu /Aftg fnet = 262k /(7.0ft x 7.0ft) = 5.35 k/ft2
11.12.2.1 Step 2 – Express φVc = φ[4(√fc’) bod]
11.12.1.2 φVc = φ[4(√fc’)π(hc + d)d] φVc =(0.75)[4(√3000lb/in2
)π(18in+d)d]/1000lb/k
9.3.2.3 = 0.5162k/in2
(18d + d2
)in2
Step 3 – Express Vu = fnet(Aftg- Aprism) Vu =5.35k/ft2[7ft(7ft)–(π/4)(18in+d)2
/(12in/ft)2
]
= 5.35[49 – 1.77 - 0.196d – 0.00545d2
]
= 5.35[47.23 - 0.196d – 0.0055d2
] kips
Step 4 – Equate φVc = Vu and solve for d 0.5162(18d + d2
) =
5.35[47.23–0.196d–0.0055d2
]
18d + d2
= 489.7 – 2.031d - 0.0570d2
1.057d2
+ 20.31d = 489.7
d2
+ 19.21d + 9.612
= 463.3 + 92.35
d = √555.6 – 9.61 = 13.96 in
Step 5 – Allow for 3 in clear cover plus a
7.7.1a bottom bar diameter to make footing hc = 13.96in + 3in + 0.88in = use 18-in footing
Step 1 – Estimate that area beneath shear
prism will be 10% of area beneath footing estimate Vu = (1.0 – 0.10)262 = 236 kips
11.12.2.1 Step 2 – Find K3 with fc’ = 3000 psi and
11.12.1.2 Vn = Vu /φ = 236/0.75 = 314 kips K3 =5000in2
+(6000in2
-5000in2
)(314k-274k) Table 5.2b
(329k-274k)
9.3.2.3 K3 = 5747 in2
Step 3 – For K3 = 5747 in2
and
col hc = 18 in, Find footing d ftg d = 14.0in + 2in(5745-5630)in2
Table 5.2a
(6836-5630)in2
= 14.1 in
Step 4 – Allow for 3 in clear cover plus
7.7.1a one bar diameter to make hf = 14.1in + 3in + .88in = use 18 in thick
Step 4 – Check Step 1 estimate, Aprism/Aftg Aprism/Aftg = [(π/4)(18+14.2)2
/144in2
/ft2
]/49ft2
= 0.115
Since 0.115 > 10% 14.1 in for d may be
higher than needed, but conclude that it
is OK to use 18-in thick footing.

33
SHEAR EXAMPLE 12 – Determine closed ties required for the beam shown to resist
flexural shear and determinate torque
Given: fc’ = 5000 psi with normal weight concrete
Grade 60 reinforcement
Vu = 61 kips
Tu = 53 kip-ft determinate
d = 21.5 in
24 in
1.5 in clear cover
(typical)
16 in
Section Aid
11.0 Step 1 - Determine section properties for torsion,
allowing 0.25 in as radius of ties
Acp = bwh Acp = 16in(24in) = 384 in2
Aoh = (bw – 3.5)(h - 3.5) Aoh = (16in – 3.5in)(24in - 3.5in) = 256 in2
Ao = 0.85Aoh Ao = 0.85(256in) = 218 in2
pcp = 2(bw + h) pcp = 2(16in + 24in) = 80 in
ph = 2(bw – 3.5 + h - 3.5) ph = 2(16in – 3.5in + 24in - 3.5in) = 66 in
Step 2 – Compute cracking torsion Tcr
9.3.2.3 Tcr = 4φ(√fc’)Acp
2
/pcp Tcr = 4(0.75)(√5000lb/in2
)(384in)2
/80
= 391,000 in lb
Tcr =391,000in lb/12000in k/in lb= 32.6 k-ft
Compute threshold torsion = 0.25Tcr Threshold torsion = 0.25(32.6 k-ft)=8.2 k-ft
11.6.1 Since Tu = 29 k-ft > 8.2 k-ft, ties for torsion
are required.
11.6.3.1 Step 3 – Is section large enough?
Compute fv = Vu/(bwd) Vu = 61k/(16in x 21.5in) = 0.177 k/in2
Compute fvt = Tuph/(1.7Aoh
2
) fvt = 53ft-k(12in/ft)66in/[1.7(256in2
)]
=0.377 k/in2
Compute limit = φ[2√fc’ + 8√fc’)/1000 Limit=0.75[2+8}(√5000lb/in2
)1000lb/k
= 0.530 k/in2
Is √[fv
2
+ fvt
2
] < Limit √ [(0.1772
+ 0.3772
] = 0.416 < limit 0.53
Therefore, section is large enough
11.5.6.2 Step 4 Compute Av/s =[Vu –2φ√ fc’(bwd)]/(φfyd) Av/s=61k–[2(0.75)(√5000k/in2
)(16in)21.5in]
1000lb/in2
[0.75(60k/in2
)21.5in]
=[61-36.4]/967.5 = 0.0253 in2
/in
11.6.3.6 Compute At/s = Tu/[2φAofycot θ] At/s = 53ft k (12in/ft) = 0.324 in
[2(0.75)218in2
(60k/in2
)cot 45]
Compute (Av/s + 2At/s) (Av/s+2At/s)= 0.0253+2(0.0324)= 0.0900 in
Use #4 ties for which ((Av + 2At)/s= 0.40 in,
and compute s = 0.40/(Av/s + 2At/s) s = 0.40/(0.0900) = 4.44 in Use 4 in
11.6.5.2 Is 0.75(√fc’)bw/fy < (Av/s + 2At/s) 0.75(√5000)16/60,000 = 0.0141 < 0.0900 YES

34
SHEAR EXAMPLE 12 – continued
Section Aid
11.6.3.7 Step 5 – Compute A = (At/s)(phcot2
45 A =(0.20in2
/in/4.0in)66in(1.00)= 3.30 in2
11.6.5.3 Is A ,min = 5(√fc’)Acp/fy < A ? A ,min= 5(√5000lb/in2
)384in2
/60,000lb/in2
= 2.26 in2
< 3.30 in2
YES
In 8 positions, use #6 for bottom corners and bottom center and use #6 at mid-height in each
vertical face. Excess area from flexural bars in top of section is adequate to replace
the 3 #6 bars of A in top of section.
ALTERNATE METHOD using design aid
11.2.1.1 Step 1 – Look up parameters for fc’ = 5000 psi, KfcKvc = (1.118)43.5k = 48.6 k SHEAR 2
11.5.6.2 Grade 60 reinforcement, bw = 16 in, h = 24 in Table 2a
Kvs = 1290 ksi Table 2b
11.6.2.2a KfcKt = (1.118)89.1k-ft = 99.6 k-ft SHEAR 6.1a
11.6.3.1 KfcKtcr = (1.118)38.9k-ft = 43.5 k-ft SHEAR 6.1b
11.6.3.6 Kts = 1089 k-ft/in SHEAR 6.2b
11.6.1a Step 2 – If Tu = 53>0.25KfcKtcr , ties are required 53k-ft > 0.25(43.5k-ft) = 10.9 k-ft
Therefore, ties are required.
Step 3 – Section is large enough if
√[(Vu /(5φKfcKvc)]2
+ [Tu /(φKfcKt )]2
< 1 √{61k/[5(0.75)48.6k]}2
+{53k-ft/[0.75(99.6k-ft)]}2
=√{0.335}2
+ {0.710}2
= 0.785 < 1
Therefore, section is large enough.
Step 4 – Compute (Av/s+2At/s) = (Av/s+2At/s)=(61k/0.75-48.6k)/1290k/in2
(Vu /φ- KfcKvc)/Kvs + Tu /(φKts ) +53.0k-ft/[(0.75)1089k-ft]
= 0.0254 + 0.0649 = 0.0903 in2
/in
One #4 tie provides Av = 0.40 in2
/in
Compute s < 0.40/(Av/s+2At/s) s < 0.40/0.0903 = 4.4 in. Use 4 in spacing
45) A = (0.20/4)66in(1.00) = 3.30 in2
11.6.5.3 Is A ,min = 5(√fc’)Acp/fy < A ? A ,min= 5(√5000lb/in2
)384in2
/60,000lb/in2
= 2.26 in2
< 3.30 in2
YES
11.6.6.2 In 8 positions, use #6 for bottom corners and bottom center and use #6 at mid-height in each
vertical face. Excess area from flexural bars in top of section is adequate to replace
the 3 #6 bars of A in top of section.

35
SHEAR EXAMPLE 13 – Determine closed ties required for the beam of Example 12 to resist
flexural shear and indeterminate torque
Given: Use the same data as that for SHEAR EXAMPLE 12, except that the required torsion estimate of 51 k-ft is
based on an indeterminate analysis, not an equilibrium requirement.
fc’ = 5000 psi bw = 16 in Vu = 61 k
fy = 60,000 psi h = 24 in Tu = 53 k-ft (based on indeterminate analysis)
Section Aid
11.2.1.1 Step 1 – Look up parameters for fc’ = 5000 psi, KfcKvc = (1.118)43.5 = 48.6 k SHEAR 2 -
Table2a & 2c
11.5.6.2 Grade 60 reinforcement, bw = 16 in, h = 24 in Kvs = 1290 ksi SHEAR 2-2b
11.6.2.2a KfcKt = (1.118)89.1 = 99.6 k-ft SHEAR 6.1a
11.6.3.1 KfcKtcr = (1.118)38.9 = 43.5 k-ft SHEAR 6.1b
11.6.3.6 Kts = 1089 k-ft/in SHEAR 6.2b
11.6.2.2a Step 2 – If indeterminate Tu > KfcKtcr , KfcKtcr = 43.5 k-ft, which is > 53 k-ft
KfcKtcr can be used as Tu. Use Tu = 43.5 k-ft
11.6.1a Step 3 – If Tu=43.5>0.25KfcKtcr, ties are required 43.5k-ft > 0.25(43.5k-ft) = 10.9 k-ft
so ties are required
Step 4 – Section is large enough if
√[(Vu /(5φKfcKvc)]2
+ [Tu /(φKfcKt )]2
< 1 √{61k /[5(0.75)48.6k]}2
+ {43.5k-ft/[0.75(99.6k-ft)]}2
=
= √{0.335}2
+ {0.582}2
= 0.671 < 1
Therefore section is large enough.
Step 4 – Compute (Av/s+2At/s) =
(Vu /φ- KfcKvc)/Kvs + Tu /(φKts ) = (61k/0.75-48.6k)/1290k/in2
+
43.5k-ft/(0.75)1089k-ft/in]
= 0.0254 + 0.0533 = 0.0787 sq in/in
#4 ties provide 0.40 sq in/in
Compute s < 0.40/(Av/s+2At/s) s < 0.40/0.0787 = 5.1 in. Use 5 in spacing
45) A = (0.0533/5.1)66in(1.00) = 1.76 sq in
11.6.5.3 Is A > A ,min= 5(√fc’)Acp/fy - phAt/s A ,min= 5(√5000lb/in2
)384in2
/60,000lb/in2
= 2.26 in2
> 1.76 in2
YES
11.6.6.2 In 6 positions, use #5 in bottom corners and center and #5 in each vertical face. Excess flexural bars in
top are adequate for the 3 #5 component of A in top of section.

36
SHEAR EXAMPLE 14 – Deep transfer beam design by strut-and-tie model
Given: Pu = 318 k. fc’ = 4000 psi normal weight concrete bw = 14 in
wu = 6.4 k/ft Grade 60 reinforcement
16’ – 0”
Pu
10 “ 7’ – 2” (86”) 7’ – 2” (86”) 10”
wu 18” column
60”
4”
Reference Aid
11.8.1 Step 1 – This is a deep beam if n/d < 4 n/d = 2(86in)/(60in – 4in) = 3.07 < 4
11.8.2 This is a deep beam. Use truss as sketched.
A.2.1 Compute strut angle γ = tan-1
(96in/56in) γ = tan-1
(1.714) = 59.7o
A.2.1 Step 2 – Determine strut forces. Compute
A.2.2 concentrated load, including Fv =Pu +7.17wu Fv = 318 + 7.17ft(6.4k/ft) = 364 k
Diagonal strut force Fu = 0.5Fv/cos γ Fu = 0.5(364k) /cos 59.7 = 361 k
Tension strut force Tu = 0.5Fv tan γ Tu = 0.5(364k) tan 59.7 = 311 k
Maximum Vu = 0.5 Fv Maximum Vu = 0.5(364k) = 182 k
11.8.3 Step 3 – Compute 10√fc’(bwd) 10√fc’(bwd)=10(√4000lb/in2
)14in(56in)=496,000 lb
9.3.2.6 Compute Vu /φ Vu /φ = 182k/0.75 = 243 k = 243, 000 lb
` Since 10√fc’(bwd) > Vu /φ, section is adequate
11.8.4 & Step 4 – Observe spacing limit s and s1 < d/5 limit s and s1 = 56in/ 5 = 11 in
11.8.5 Using s = 10 in,
Compute min Av = 0.0025bws min Av = 0.0025(16in)10in = 0.400 sq in
Try 2 #4 vertical bars at 10-in spacing
Compute min Avh = 0.0015bws1 min Avh = 0.0015(16in)11in = 0.264 sq in
Try 2 #4 horizontal bars at 11-in spacing
A.3.2.1 Step 5 – Consider strut of uniform width (βs = 1)
A.3.2 Compute fcu = 0.85βs fc’ fcu = 0.85(1.0)4000psi = 3400 psi = 3.4 ksi
A.2.6 Compute Fns = Fu /φ Fns = 361k/0.75 = 481 k
A.3.1 Compute strut area Ac = Fns / fcu Ac = 481k / 3.4k/in2
= 141 sq in
Compute strut width ws = Ac / bw ws = 141in2
k/ 16in = 8.81 in
A.4.1 Step 6 – Tension tie Ast > Tu /(φfy) Ast > 311k/[0.75(60k/in2
)] = 6.91 sq in
Use 12 #7 bars hooked at columns

37
SHEAR EXAMPLE 14 – Deep transfer beam design by strut-and-tie model (continued)
Nodal zone at supported column
18”
18 cos 59.7 = 9.08”
7” 10” 4.6” = 9.08 cos 59.7
6 #7 bars each row
Nodal zone at supporting column
Reference Aid
A.5.1 Step 7 – Check width of strut from C-C-C node at
base of supported column. ws = 18 cos59.7 strut width = 18 cos59.7 = 9.08 in available
A.3.2.1 Since ws = 8.81 in < 9.08 in available, strut
will be of uniform cross section area.
A.4.3.2 Step 8 – Is nodal zone at supporting column long
enough to develop # 7 bars ? For #7 hooked bars, l hb = 16.6 in
REINFORCE-
18 in are available, 60 ksi can be developed. MENT 18.1
A.3.3.1 Step 9 – Check Eq (A-4) ΣAvi sin γvi /(bwsi) >0.003
Vertical:Av sin γv /(bws) = 2(0.20) sin 59.7 /[16(10)] = 0.00216
Horizontal: Avh sin (90-γv)/(bws1) = 2(0.20) sin 30.3 /[16(11)}= 0.00115
ΣAvi sin γvi /(bwsi) = 0.00331 OK
Alternate, using Design Aid
For γv = 65o
, bws = 160, with #4 bars Av sin γv /(bws) = 0.00227 SHEAR 7
For γv = 55o
, bws = 160, #4 bars Av sin γv /(bws) = 0.00205 SHEAR 7
Interpolate for γv = 59.7o
Av sin γv /(bws) = 0.00216
For γh = 25o
, bws1 = 176, #4 bars Avh sin γh /(bws1) = 0.00099 SHEAR 7
For γh = 35o
, bws1 = 176, #4 bars Avh sin γh /(bws1) = 0.00134 SHEAR 7
Interpolate for γh = 30.3o
Av sin γv /(bws) = 0.00117
ΣAvi sin γvi /(bwsi) = 0.00333 OK

9
SHEAR 1 – Section limits based on required nominal shear stress = Vn = Vu / (bwd)
Reference: ACI 318-02, Sections 11.11.1, 11.3.1.1, 11.5.4, 11.5.6.2, 11.2.6.8,.and 8.11.8
Section 11.2.1.1 states that when fct is specified for lightweight concrete, substitute fct/6.7 for
√fc’, but fct /6.7 must be #√ fc’.
4000 5000 6000 8000 10,000
fc’ (psi)

SHEAR 2 - Shear strength coefficients Kfc, Kvc and Kvs
Reference: ACI 318-05, Sections 11.2.1.1 and 11.5.6.2
Vcn = 2(√fc’)bwd = 126Kfc Vsn = Avfyd/s = AvKvs/s Vn = Vcn + Vsn bw = b
Kfc = √(fc’/4000) Kvs = fy d (kips) Kvc = (2√4000)bwd/1000 (kips)
Section 11.2.1.1 states when fct is specified for lightweight concrete, substitute fct/6.7 for √fc’, but keep fct /6.7 #√ fc’.
Table 2a Values Ktc for various values fc’ Table 2b
Values Kvs (k/in)
fc' psi 3000 4000 5000 6000 8000 10000 fy(ksi) 40 60
Kfc 0.866 1.000 1.118 1.225 0.707 1.581 Beam h (ksi)
10 300 450
12 380 570
14 460 690
For Table 2b and Table 2c, 16 540 810
d = h - 2.5 if h < 30 18 620 930
d = h - 3.0 if h > 30 20 700 1050
22 780 1170
24 860 1290
26 940 1410
28 1020 1530
30 1100 1620
32 1160 1740
34 1240 1860
36 1320 1980
38 1400 2100
40 1480 2220
42 1560 2340
44 1640 2460
46 1720 2580
48 1800 2700
Table 2c Values Kvc (kips)
Beam b (in) 10 12 14 16 18 20 22 24 26 28 30 32
h (in)
10 9.5 11.4 13.3 15.2 17.1 19.0 20.9 22.8 24.7 26.6 28.5 30.4
12 12.0 14.4 16.8 19.2 21.6 24.0 26.4 28.8 31.2 33.6 36.1 38.5
14 14.5 17.5 20.4 23.3 26.2 29.1 32.0 34.9 37.8 40.7 43.6 46.6
16 17.1 20.5 23.9 27.3 30.7 34.2 37.6 41.0 44.4 47.8 51.2 54.6
18 19.6 23.5 27.5 31.4 35.3 39.2 43.1 47.1 51.0 54.9 58.8 62.7
20 22.1 26.6 31.0 35.4 39.8 44.3 48.7 53.1 57.6 62.0 66.4 70.8
22 24.7 29.6 34.5 39.5 44.4 49.3 54.3 59.2 64.1 69.1 74.0 78.9
24 27.2 32.6 38.1 43.5 49.0 54.4 59.8 65.3 70.7 76.2 81.6 87.0
26 29.7 35.7 41.6 47.6 53.5 59.5 65.4 71.3 77.3 83.2 89.2 95.1
28 32.3 38.7 45.2 51.6 58.1 64.5 71.0 77.4 83.9 90.3 96.8 103.2
30 34.2 41.0 47.8 54.6 61.5 68.3 75.1 82.0 88.8 95.6 102.5 109.3
32 36.7 44.0 51.4 58.7 66.0 73.4 80.7 88.0 95.4 102.7 110.1 117.4
34 39.2 47.1 54.9 62.7 70.6 78.4 86.3 94.1 102.0 109.8 117.6 125.5
36 41.7 50.1 58.4 66.8 75.1 83.5 91.8 100.2 108.5 116.9 125.2 133.6
38 44.3 53.1 62.0 70.8 79.7 88.6 97.4 106.3 115.1 124.0 132.8 141.7
40 46.8 56.2 65.5 74.9 84.2 93.6 103.0 112.3 121.7 131.1 140.4 149.8
42 49.3 59.2 69.1 78.9 88.8 98.7 108.5 118.4 128.3 138.1 148.0 157.9
44 51.9 62.2 72.6 83.0 93.4 103.7 114.1 124.5 134.8 145.2 155.6 166.0
46 54.4 65.3 76.2 87.0 97.9 108.8 119.7 130.5 141.4 152.3 163.2 174.1
48 56.9 68.3 79.7 91.1 102.5 113.9 125.2 136.6 148.0 159.4 170.8 182.2

11
SHEAR 3 – Minimum beam height to provide development length required for #6, #7 and
#8 Grade 60 stirrups
Reference: ACI 318-05, Section 12.13.2.1 and Section 12.13.2.2
ACI 318-05, Section 11.5.2 states “Design yield strength of shear reinforcement (bars) shall not exceed
60,000 psi, ….”
Clear cover over stirrup = 1.5 in All standard hooks
1.5 in
0.014db(60,000)/ √fc’
h
0.5h
Minimum beam height h = 2[0.014db(60,000)/ √fc’ + 1.5] in inches
Minimum beam height h (in)
Stirrup size #6 #7 #8
Concrete fc’
3000 26.0 29.8 33.7
4000 22.9 26.2 29.6
5000 20.8 23.8 26.8
6000 19.3 22.0 24.7
8000 17.1 19.4 21.8
10000 15.6 17.7 19.8
*Values shown in the table are for 1.5 in clear cover over stirrups. For cover greater than 1.5 in, add 2(cover-1.5) to
tabulated values.
Example: Determine whether a beam 24 in high (h = 24 in) with 5000 psi concrete will provide sufficient
development length for #6 Grade 60 vertical stirrups.
Solution: For #6 stirrups, minimum beam height reads 20.8 in for beams with 1.5-in clear cover over stirrups.
Since h = 24 in, the beam is deep enough.

SHEAR 4.1 – Shear strength Vsn with Grade 40 stirrups
Vs = Vn – Vc = Avfy(d/s) Maximumbw = Avfy/(50s) if fc’ < 4440 psi
Maximumbw = 4Avfy/(3s√ fc’) if fc’ > 4440 psi
TABLE 4.1a
Values of Vs (kips)
Stirrup spa. s (in) 2 3 4 5 6 7 8 9 10 11 12 14 16 18 20
size depth d (in)
8 35 23 18
10 44 29 22 18 Above the lines
12 53 35 26 21 18 spacings are > d/2
14 62 41 31 25 21 18
16 70 47 35 28 23 20 18
18 79 53 40 32 26 23 20 18
20 88 59 44 35 29 25 22 20 18
22 97 65 48 39 32 28 24 22 19 18
#3 24 106 70 53 42 35 30 26 23 21 19 18
stirrups 26 114 76 57 46 38 33 29 25 23 21 19
28 123 82 62 49 41 35 31 27 25 22 21 18
30 132 88 66 53 44 38 33 29 26 24 22 19
32 141 94 70 56 47 40 35 31 28 26 23 20 18
34 150 100 75 60 50 43 37 33 30 27 25 21 19
36 158 106 79 63 53 45 40 35 32 29 26 23 20 18
38 167 111 84 67 56 48 42 37 33 30 28 24 21 19
40 176 117 88 70 59 50 44 39 35 32 29 25 22 20 18
Maximum bw (in) 88 59 44 35 29 25 22 20 18 16 15 13 11 10 9
for fc'<4440 psi
TABLE 4.1b
Values of Vs (kips)
Stirrup spa. s (in) 2 3 4 5 6 7 8 9 10 11 12 14 16 18 20
size depth d (in)
8 64 43 32
12 96 64 48 38 32 spacings are > d/2
14 112 75 56 45 37 32
16 128 85 64 51 43 37 32
18 144 96 72 58 48 41 36 32
20 160 107 80 64 53 46 40 36 32
22 176 117 88 70 59 50 44 39 35 32
#4 24 192 128 96 77 64 55 48 43 38 35 32
stirrups 26 208 139 104 83 69 59 52 46 42 38 35
28 224 149 112 90 75 64 56 50 45 41 37 32
30 240 160 120 96 80 69 60 53 48 44 40 34
32 256 171 128 102 85 73 64 57 51 47 43 37 32
34 272 181 136 109 91 78 68 60 54 49 45 39 34
36 288 192 144 115 96 82 72 64 58 52 48 41 36 32
38 304 203 152 122 101 87 76 68 61 55 51 43 38 34
40 320 213 160 128 107 91 80 71 64 58 53 46 40 36 32
Maximum bw (in) 160 107 80 64 53 46 40 36 32 29 27 23 20 18 16
for fc'<4440 psi
12

13
SHEAR 4.2 – Shear strength Vsn with Grade 60 stirrups
Vs = Vn – Vc = Avfy(d/s) Maximumbw = Avfy/(50s) if fc’ < 4440 psi
Maximumbw = 4Avfy/(3s√ fc’) if fc’ > 4440 psi
TABLE 4.2a
Values of Vs (kips)
Stirrup spa. s (in) 2 3 4 5 6 7 8 9 10 11 12 14 16 18 20
size depth d (in)
8 53 35 26
12 79 53 40 32 26 spacings are > d/2
14 92 62 46 37 31 26
16 106 70 53 42 35 30 26
18 119 79 59 48 40 34 30 26
20 132 88 66 53 44 38 33 29 26
22 145 97 73 58 48 41 36 32 29 26
#3 24 158 106 79 63 53 45 40 35 32 29 26
stirrups 26 172 114 86 69 57 49 43 38 34 31 29
28 185 123 92 74 62 53 46 41 37 34 31 26
30 198 132 99 79 66 57 50 44 40 36 33 28
32 211 141 106 84 70 60 53 47 42 38 35 30 26
34 224 150 112 90 75 64 56 50 45 41 37 32 28
36 238 158 119 95 79 68 59 53 48 43 40 34 30 26
38 251 167 125 100 84 72 63 56 50 46 42 36 31 28
40 264 176 132 106 88 75 66 59 53 48 44 38 33 29 26
Maximum bw (in) 132 88 66 53 44 38 33 29 26 24 22 19 17 15 13
for fc'<4440 psi
TABLE 4.2b
Values of Vs (kips)
Stirrup spa. s (in) 2 3 4 5 6 7 8 9 10 11 12 14 16 18 20
size depth d (in)
8 96 64 48
12 144 96 72 58 48 spacings are > d/2
14 168 112 84 67 56 48
16 192 128 96 77 64 55 48
18 216 144 108 86 72 62 54 48
20 240 160 120 96 80 69 60 53 48
22 264 176 132 106 88 75 66 59 53 48
#4 24 288 192 144 115 96 82 72 64 58 52 48
stirrups 26 312 208 156 125 104 89 78 69 62 57 52
28 336 224 168 134 112 96 84 75 67 61 56 48
30 360 240 180 144 120 103 90 80 72 65 60 51
32 384 256 192 154 128 110 96 85 77 70 64 55 48
34 408 272 204 163 136 117 102 91 82 74 68 58 51
36 432 288 216 173 144 123 108 96 86 79 72 62 54 48
38 456 304 228 182 152 130 114 101 91 83 76 65 57 51
40 480 320 240 192 160 137 120 107 96 87 80 69 60 53 48
Maximum bw (in) 240 160 120 96 80 69 60 53 48 44 40 34 30 27 24
for fc'<4440 psi

14
SHEAR 5.1 – Shear capacity of slabs based on perimeter shear at interior rectangular
columns (αs = 40)
Vc = (K1)(K2)√fc’ ≥ Vu/φ K1 = 8(b+h+2d)d/1000 K2 = (2 + 4/βc)/4
Vc = (2 + 4/βc)(√fc’)bod (11-33) βc = longer dimension of column section
Vc = (2 + asd/bo)(√fc’)bod (11-34) shorter dimension of column section
Vc = 4(√fc’)bod (11-35)
Note: Eq. (11-35) governs if 8d > b + h , or if 40d/bo ≥ 2, or if βc < 2
TABLE 5.1a Values K1 (ksi)
d (in) 3 4 5 6 7 8 9 10 12 14 16 18 20
b +h
(in)
16 0.53 0.77 1.04 1.34 1.68 2.05 2.45 2.88 3.84 4.93 6.14 7.49 8.96
20 0.62 0.90 1.20 1.54 1.90 2.30 2.74 3.20 4.22 5.38 6.66 8.06 9.60
24 0.72 1.02 1.36 1.73 2.13 2.56 3.02 3.52 4.61 5.82 7.17 8.64 10.24
28 1.15 1.52 1.92 2.35 2.82 3.31 3.84 4.99 6.27 7.68 9.22 10.88
32 1.28 1.68 2.11 2.58 3.07 3.60 4.16 5.38 6.72 8.19 9.79 11.52
36 1.84 2.30 2.80 3.33 3.89 4.48 5.76 7.17 8.70 10.37 12.16
40 2.00 2.50 3.02 3.58 4.18 4.80 6.14 7.62 9.22 10.94 12.80
44 2.69 3.25 3.84 4.46 5.12 6.53 8.06 9.73 11.52 13.44
48 2.88 3.47 4.10 4.75 5.44 6.91 8.51 10.24 12.10 14.08
52 3.70 4.35 5.04 5.76 7.30 8.96 10.75 12.67 14.72
56 3.92 4.61 5.33 6.08 7.68 9.41 11.26 13.25 15.36
60 4.86 5.62 6.40 8.06 9.86 11.78 13.82 16.00
64 5.12 5.90 6.72 8.45 10.30 12.29 14.40 16.64
68 6.19 7.04 8.83 10.75 12.80 14.98 17.28
72 6.48 7.36 9.22 11.20 13.31 15.55 17.92
76 7.68 9.60 11.65 13.82 16.13 18.56
80 8.00 9.98 12.10 14.34 16.70 19.20
TABLE 5.1b Values K2
βc ≤ 2 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6 3.8 4.0 4.5 5.0
K2 1.000 0.955 0.917 0.885 0.857 0.833 0.813 0.794 0.778 0.763 0.750 0.722 0.700
TABLE 5.1c Values Vc (kips)
K1*K 2 (ksi) 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 10.00 12.00 16.00 20.00
fc'
(psi)
3000 55 110 164 219 274 329 383 438 548 657 876 1095
4000 63 126 190 253 316 379 443 506 632 759 1012 1265
5000 71 141 212 283 354 424 495 566 707 849 1131 1414
6000 77 155 232 310 387 465 542 620 775 930 1239 1549
8000 89 179 268 358 447 537 626 716 894 1073 1431 1789
10000 100 200 300 400 500 600 700 800 1000 1200 1600 2000

15
SHEAR 5.2 – Shear Capacity of Slabs Based on Perimeter Shear on Interior Round Columns
Vn = Vc = (K3) √fc’ (kips)
with hc = column diameter (in) d = slab depth (in)
K3 = 4πd(d + hc) if hc < 5.37d
K3 = 2πd(hc + 7.37d) if hc > 5.37d for which Table 5.2a values are in italics
TABLE 5.2a Values K3 (in2
)
d (in) 3 4 5 6 7 8 9 10 12 14 16 18 20
Col h (in)
8 415 603 817 1056 1319 1608 1923 2262 3016 3870 4825 5881 7037
10 490 704 942 1206 1495 1810 2149 2513 3317 4222 5227 6333 7540
12 565 804 1068 1357 1671 2011 2375 2765 3619 4574 5630 6786 8042
14 641 905 1194 1508 1847 2212 2601 3016 3921 4926 6032 7238 8545
16 716 1005 1319 1659 2023 2413 2827 3267 4222 5278 6434 7690 9048
18 756 1106 1445 1810 2199 2614 3054 3518 4524 5630 6836 8143 9550
20 794 1206 1571 1960 2375 2815 3280 3770 4825 5981 7238 8595 10053
22 831 1294 1696 2111 2551 3016 3506 4021 5127 6333 7640 9048 10555
24 869 1344 1822 2262 2727 3217 3732 4272 5429 6685 8042 9500 11058
26 907 1394 1948 2413 2903 3418 3958 4524 5730 7037 8444 9952 11561
28 945 1445 2037 2563 3079 3619 4184 4775 6032 7389 8846 10405 12063
30 982 1495 2100 2714 3255 3820 4411 5026 6333 7741 9249 10857 12566
32 1020 1545 2163 2865 3431 4021 4637 5278 6635 8093 9651 11309 13069
34 1058 1595 2226 2949 3606 4222 4863 5529 6936 8444 10053 11762 13571
36 1095 1646 2289 3024 3781 4421 5087 5778 7235 8792 10450 12208 14067
38 1133 1696 2351 3100 3940 4624 5315 6032 7540 9148 10857 12667 14577
40 1171 1746 2414 3175 4028 4825 5542 6283 7841 9500 11259 13119 15079
TABLE 5.2b Values of Vn (kips)
Fc' (psi) 3000 4000 5000 6000 8000 10000
K3 (sq.in)
700 38 44 49 54 63 70
1000 55 63 71 77 89 100
2000 110 127 141 155 179 200
3000 164 190 212 232 268 300
4000 219 253 283 310 358 400
5000 274 316 354 387 447 500
6000 329 380 424 465 537 600
7000 383 443 495 542 626 700
8000 438 506 566 620 716 800
9000 493 569 636 697 805 900
10000 548 633 707 775 894 1000
12000 657 759 849 930 1073 1200
14000 767 886 990 1084 1252 1400
16000 876 1012 1131 1239 1431 1600
18000 986 1139 1273 1394 1610 1800
20000 1095 1265 1414 1549 1789 2000
22000 1205 1392 1556 1704 1968 2200
24000 1314 1518 1697 1859 2147 2400
26000 1424 1645 1838 2014 2325 2600
28000 1534 1771 1980 2169 2504 2800

16
SHEAR 6.1 – Shear and Torsion Coefficients Kt and Ktcr
Reference: ACI 318-05, Sections 11.6.2.2a and 11.6.3.1
Use SHEAR 2, Table 2a for values of Kfc
Limit Tn = KfcKt = 17(√fc’)(A2
oh)/ph Cracking Tcr = KfcKtcr = 4(√fc’)(A2
cp)/pcp
with Aoh = (b-3.5)(h-3.5) ph = 2(b + h – 7) pcp = 2(b + h)
Table 6.1a Values Kt (k-ft)
Beam b (in) 10 12 14 16 18 20 22 24 26 28 30
Beam h (in)
10 6.2 9.1 12.3 15.6 19.0 22.4 25.9 29.5 33.0 36.7 40.3
12 9.1 13.8 18.8 24.1 29.6 35.2 41.0 46.9 52.9 58.9 64.9
14 12.3 18.8 25.9 33.6 41.5 49.8 58.3 67.0 75.8 84.7 93.7
16 15.6 24.1 33.6 43.8 54.5 65.7 77.3 89.1 101.3 113.6 126.0
18 19.0 29.6 41.5 54.5 68.3 82.7 97.7 113.1 128.9 145.0 161.3
20 22.4 35.2 49.8 65.7 82.7 100.6 119.3 138.5 158.3 178.6 199.2
22 25.9 41.0 58.3 77.3 97.7 119.3 141.8 165.2 189.3 214.0 239.3
24 29.5 46.9 67.0 89.1 113.1 138.5 165.2 193.0 221.7 251.1 281.3
26 33.0 52.9 75.8 101.3 128.9 158.3 189.3 221.7 255.2 289.7 325.0
28 36.7 58.9 84.7 113.6 145.0 178.6 214.0 251.1 289.7 329.4 370.3
30 40.3 64.9 93.7 126.0 161.3 199.2 239.3 281.3 325.0 370.3 416.9
32 43.9 71.1 102.9 138.7 177.9 220.2 265.0 312.1 361.2 412.1 464.6
34 47.6 77.2 112.1 151.4 194.7 241.4 291.1 343.4 398.1 454.8 513.4
36 51.3 83.4 121.3 164.3 211.7 262.9 317.6 375.2 435.6 498.3 563.2
38 54.9 89.6 130.6 177.3 228.8 284.7 344.3 407.4 473.6 542.5 613.9
40 58.6 95.8 140.0 190.3 246.1 306.6 371.4 440.0 512.1 587.3 665.3
Table 6.1b Values Ktcr (k-ft)
Beam b (in) 10 12 14 16 18 20 22 24 26 28 30
Beam h (in)
10 5.3 6.9 8.6 10.4 12.2 14.1 15.9 17.9 19.8 23.3 23.7
12 6.9 9.1 11.4 13.9 16.4 19.0 21.6 24.3 27.0 31.9 32.5
14 8.6 11.4 14.5 17.6 20.9 24.3 27.8 31.3 34.9 41.4 42.3
16 10.4 13.9 17.6 21.6 25.7 30.0 34.4 38.9 43.4 51.6 52.8
18 12.2 16.4 20.9 25.7 30.7 35.9 41.3 46.8 52.5 62.4 64.0
20 14.1 19.0 24.3 30.0 35.9 42.2 48.6 55.2 62.0 73.9 75.9
22 15.9 21.6 27.8 34.4 41.3 48.6 56.1 63.9 71.8 85.8 88.3
24 17.9 24.3 31.3 38.9 46.8 55.2 63.9 72.9 82.1 98.2 101.2
26 19.8 27.0 34.9 43.4 52.5 62.0 71.8 82.1 92.6 111.0 114.5
28 21.7 29.7 38.6 48.1 58.2 68.9 80.0 91.5 103.4 124.1 128.2
30 23.7 32.5 42.3 52.8 64.0 75.9 88.3 101.2 114.5 137.5 142.3
32 25.7 35.3 46.0 57.6 69.9 83.0 96.7 111.0 125.8 151.3 156.7
34 27.7 38.1 49.8 62.4 75.9 90.3 105.3 121.0 137.3 165.3 171.3
36 29.7 41.0 53.5 67.2 82.0 97.6 114.0 131.1 148.9 179.5 186.3
38 31.7 43.8 57.4 72.2 88.1 105.0 122.8 141.4 160.8 193.9 201.4
40 33.7 46.7 61.2 77.1 94.2 112.4 131.6 151.8 172.7 208.6 216.8

17
SHEAR 6.2 – Shear and Torsion Coefficients Kts
Reference: ACI 318-05, Section 11.6.3.6
Tn = (2AoAtfy / s)cot θ = Kts(At/s) k-ft
with Ao = 0.85(h-3.5)(b-3.5) and θ = 45 degrees
TABLE 6.2a Values Kts (ft-k/in) with Grade 40 ties
Beam b (in) 10 12 14 16 18 20 22 24 26 28 30
Beam h (in)
10 120 157 193 230 267 304 341 377 414 451 488
12 157 205 253 301 349 397 445 494 542 590 638
14 193 253 312 372 431 491 550 610 669 729 788
16 230 301 372 443 513 584 655 726 797 868 938
18 267 349 431 513 596 678 760 842 924 1006 1089
20 304 397 491 584 678 771 865 958 1052 1145 1239
22 341 445 550 655 760 865 970 1074 1179 1284 1389
24 377 494 610 726 842 958 1074 1191 1307 1423 1539
26 414 542 669 797 924 1052 1179 1307 1434 1562 1689
28 451 590 729 868 1006 1145 1284 1423 1562 1701 1839
30 488 638 788 938 1089 1239 1389 1539 1689 1839 1989
32 525 686 848 1009 1171 1332 1494 1655 1817 1978 2140
34 562 734 907 1080 1253 1426 1599 1771 1944 2117 2290
36 598 783 967 1151 1335 1519 1703 1887 2072 2256 2440
38 635 831 1026 1222 1417 1613 1808 2004 2199 2395 2590
40 672 879 1086 1293 1499 1706 1913 2120 2327 2533 2740
TABLE 6.2b Values Kts (ft-k/in) with Grade 60 ties
Beam b (in) 10 12 14 16 18 20 22 24 26 28 30
Beam h (in)
10 180 235 290 345 401 456 511 566 622 677 732
12 235 307 379 452 524 596 668 741 813 885 957
14 290 379 469 558 647 736 826 915 1004 1093 1183
16 345 452 558 664 770 877 983 1089 1195 1302 1408
18 401 524 647 770 894 1017 1140 1263 1387 1510 1633
20 456 596 736 877 1017 1157 1297 1438 1578 1718 1858
22 511 668 826 983 1140 1297 1455 1612 1769 1926 2084
24 566 741 915 1089 1263 1438 1612 1786 1960 2135 2309
26 622 813 1004 1195 1387 1578 1769 1960 2152 2343 2534
28 677 885 1093 1302 1510 1718 1926 2135 2343 2551 2759
30 732 957 1183 1408 1633 1858 2084 2309 2534 2759 2985
32 787 1030 1272 1514 1756 1999 2241 2483 2725 2968 3210
34 843 1102 1361 1620 1880 2139 2398 2657 2917 3176 3435
36 898 1174 1450 1727 2003 2279 2555 2832 3108 3384 3660
38 953 1246 1540 1833 2126 2419 2713 3006 3299 3592 3886
40 1008 1319 1629 1939 2249 2560 2870 3180 3490 3801 4111

SHEAR 7 – Horizontal and vertical shear reinforcement for strut and tie method
Reference:
ACI 318-05 Section A.3.3.1 requires ∑[(Asi sin γi) / (bsi)] ≥ 0.003 γ is strut angle with reinforcement
Section 11.8.4 requires Av > 0.0025 bs1 Av = area of vertical bars at spacing s1
Section 11.8.5 requires Ah > 0.0015 bs2 Ah = area of horizontal bars at spacing s2
Values of ∑[(Asi sin γi) / (bsi)]
Strut Angle γ with vertical = 25o
Vertical 2#3 2#4 2#5 2#6 Horizontal 2#3 2#4 2#5 2#6
Av 0.22 0.40 0.62 0.88 Av 0.22 0.40 0.62 0.88
bs1(sq in) bs2(sq in)
50 0.00186 0.00338 0.00524 0.00744 50 0.00399 0.00725 0.01124 0.01595
100 max bs1 0.00169 0.00262 0.00372 100 0.00199 0.00363 0.00562 0.00798
150 = 88 0.00113 0.00175 0.00248 150 max bs2 0.00242 0.00375 0.00532
200 max bs1 0.00131 0.00186 200 =147 0.00181 0.00281 0.00399
250 = 160 max bs1 0.00149 250 0.00145 0.00225 0.00319
300 = 248 0.00124 300 max bs2 0.00187 0.00266
350 0.00106 at max bs1 0.00106 350 =267 0.00161 0.00228
400 Max bs1 400 0.00140 0.00199
= 352 500 .00136@ max bs2 max bs2 0.00160
600 =413 max 586
Av 0.22 0.40 0.62 0.88 Av 0.22 0.40 0.62 0.88
50 0.00252 0.00459 0.00711 0.01009 50 0.00360 0.00655 0.01016 0.01442
100 max bs1 0.00229 0.00356 0.00505 100 0.00180 0.00328 0.00508 0.00721
150 = 88 0.00153 0.00237 0.00336 150 max bs2 0.00218 0.00339 0.00481
200 max bs1 0.00178 0.00252 200 = 147 0.00164 0.00254 0.00360
250 = 160 max bs1 0.00202 250 0.00131 0.00203 0.00288
300 = 248 0.00168 300 max bs2 0.00169 0.00240
350 0.00143 at max bs1 0.00144 350 = 267 0.00145 0.00206
400 Max bs1 400 0.00127 0.00180
= 352 500 00122@ max bs2 max bs2 0.00144
600 = 413 max 586
Av 0.22 0.40 0.62 0.88 Av 0.22 0.40 0.62 0.88
50 0.00252 0.00459 0.00711 0.01009 50 0.00360 0.00655 0.01016 0.01442
100 max bs1 0.00229 0.00356 0.00505 100 0.00180 0.00328 0.00508 0.00721
150 = 88 0.00153 0.00237 0.00336 150 max bs2 0.00218 0.00339 0.00481
200 Max bs1 0.00178 0.00252 200 = 147 0.00164 0.00254 0.00360
250 = 160 max bs1 0.00202 250 0.00131 0.00203 0.00288
300 = 248 0.00168 300 max bs2 0.00169 0.00240
350 0.00177 at max bs1 0.00144 350 =267 0.00145 0.00206
400 Max bs1 400 0.00127 0.00180
= 352 500 0.00106 at max bs2 max bs2 0.00144
600 = 413 max 586
18

19
SHEAR 7 – Horizontal and vertical shear reinforcement for strut and tie method
(continued)
Values of ∑[(Asi sin γi) / (bsi)]
Av 0.22 0.40 0.62 0.88 Av 0.22 0.40 0.62 0.88
50 0.00360 0.00655 0.01016 0.01442 50 0.002524 0.004588 0.007112 0.010094
100 max bs1 0.00328 0.00508 0.00721 100 0.001262 0.002294 0.003556 0.005047
150 = 88 0.00218 0.00339 0.00481 150 max bs2 0.001529 0.002371 0.003365
200 max bs1 0.00254 0.00360 200 = 147 0.001147 0.001778 0.002524
250 = 153 max bs1 0.00288 250 0.000918 0.001422 0.002019
300 = 248 0.00240 300 max bs2 0.001185 0.001682
350 0.00205 at max bs1 0.00206 350 = 267 0.001016 0.001442
400 max bs1 400 0.000889 0.001262
= 352 500 0.00086 @ max bs2 max bs2 0.001009
600 = 413 max 586
Av 0.22 0.40 0.62 0.88 Av 0.22 0.40 0.62 0.88
50 0.00399 0.00725 0.01124 0.01595 50 0.00041 0.00338 0.00524 0.007438
100 max bs1 0.00363 0.00562 0.00798 100 0.00021 0.00169 0.00262 0.00372
150 = 88 0.00242 0.00375 0.00532 150 max bs2 0.00113 0.00175 0.00248
200 max bs1 0.00281 0.00399 200 = 147 0.00085 0.00131 0.00186
250 = 153 max bs1 0.00319 250 0.00068 0.00105 0.00149
300 = 248 0.00266 300 max bs2 0.00087 0.00124
350 0.00227 at max bs1 0.00228 350 = 267 0.00075 0.00106
400 max bs1 400 0.00066 0.00093
= 352 500 0.00063 @ max bs2 max bs2 0.00074
600 = 413 max 586

Chapter 2 shear design

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Chapter 2 shear design