Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
CHAPTER ONE
SUMMARY OF CODES AND STANDARDS ON CONSTRUCTION DETAILS
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Guidelines for Detailing of Reinforcement in Concrete Structures
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1.1 SUMMARY OF CODES AND STANDARDS ON CONSTRUCTION DETAILS
1.1.1 PERMISSIBLE MANDREL DIAMETERS FOR BENT BARS EC2 (5) stipulates that:
• the minimum diameter to which a bar may be bent shall be defined as the smallest
diameter at which no bending cracks appear in the bar and which ensures the integrity of
the concrete inside the bend of the bar;
• in order to avoid damage to the reinforcement, the diameter to which the bar is bent
(mandrel diameter) should not be less than ᴓ m,min'.
TABLE T-1.1
MINIMUM MANDREL DIAMETER TO PREVENT DAMAGE
TO REINFORCEMENT (EC2)
a- for bars and wire:
Bar diameter
ᴓ more or equal than 16 mm
ᴓ less than 16 mm
Minimum mandrel diameter
for bends, hooks and loops
4ᴓ
7ᴓ
b- for bent welded reinforcement and wire mesh bent after welding :
The mandrel diameter need not be checked to avoid concrete failure if the following
conditions exist:
• the length of the bar anchorage beyond the end of the bend is not over 5 ᴓ;
• the bar is not in an end position (plane of bend close to concrete face) and a cross bar
with a diameter ≥ ᴓ is duly anchored inside the bend;
• the mandrel diameter is at least equal to the recommended values given in Table T-1.1.
Otherwise, the mandrel diameter, ᴓ m,min' must be increased as per Expression:
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Guidelines for Detailing of Reinforcement in Concrete Structures
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EC2 & ACI
TABLE T-1.2
MANDREL DIAMETERS FOR REINFORCING BARS
IN ACCORDANCE WITH TABLE T-1.1(B400 or B 500 steel) (in mm) (EC2)
The same rules are applicable to ties and stirrups.
AR. In cases routinely found in practice, such as depicted in Figure 1-1, the use of 12-mm ᴓ
or larger stirrups leaves the corner unprotected. Consequently, joining two smaller
diameter stirrups is preferable to using 14-mm and especially 16-mm ᴓ elements.
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Guidelines for Detailing of Reinforcement in Concrete Structures
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EC2 & ACI
1.1.2 STANDARD BENDS, HOOKS AND LOOPS EC2
EC2 specifies the bends, hooks and loops depicted in Figure 1-2 for rebar in general. Ties
and stirrups call for special shapes, as specified in EC2, 8.4 and 8.5, and shown in Figure 13.
FIGURE 1-2 ANCHORAGE METHODS OTHER THAN STRAIGHT BARS
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Guidelines for Detailing of Reinforcement in Concrete Structures
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EC2 & ACI
ACI STANDARD HOOKS stipulates that:
AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete
Reinforcement (AC1 3 15-99)
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1.1.3 COVER REQUIREMENTS BY EC2 AND ACI CODE
The EC2 specifications are summarized below.
(a) General
The concrete cover is the distance between the surface of the reinforcement closest to the
nearest concrete surface (including ties and stirrups and surface reinforcement where
relevant) and the nearest concrete surface. For these intents and purposes, groups of
reinforcing bars cannot be replaced by the equivalent circle: rather, the cover refers to the
actual bars in the group.
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EC2 & ACI
TABLE T-1.5
VALUES OF MINIMUM COVER, Cmin,dur' REQUIREMENTS WITH REGARD
TO DURABILITY FOR REINFORCEMENT STEEL IN ACCORDANCE
WITH EN 10080 (1) (EC2)*
(*) Fire safety may call for higher values.
AR. Except in special cases, covers of under 15 mm should not be used.
Where in situ concrete is placed on other (precast or in situ) concrete elements, the
minimum concrete cover from the reinforcement to the interface may be reduced to a value
meeting the bond requirement only, providing that:
• the concrete strength class is at least C25/30;
• the concrete surface is exposed to an outdoor environment for only a short time
than 28 days);
• the interface is roughened.
( less
For uneven surfaces (e.g. exposed aggregate) the minimum cover should be increased by
at least 5 mm.
AR. If the surface is roughened mechanically, this value should be 20 mm, for mechanical
treatment generates micro cracks in the concrete surface.
(C) Allowance in design for deviation
When calculating the design cover, Cnom' the minimum cover must be increased to allow for
deviations (ΔCdev) by the absolute value of the tolerance for negative deviation. The
recommended allowance is 10 mm.
For concrete poured onto uneven surfaces, the minimum cover should generally be
increased by allowing larger deviations in design. The increase should compensate for the
difference deriving from the unevenness, maintaining a minimum cover of 40 mm for
concrete poured onto prepared ground (including blinding) and 75 mm for concrete poured
directly onto the soil.(*)
The value
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EC2 & ACI
reflects the spacer size.
AR. The 40-mm cover for blinding would appear to be excessive. Where the blinding is
reasonably flat, 25 mm or 1 ᴓ would appear to suffice.
ACI CODE REQUIREMENTS FOR COVER
The ACI318 specifications are summarized below.
The reinforcing for concrete members must be protected from the surrounding
environment; that is, fire and corrosion protection need to be provided. To do this, the
reinforcing is located at certain minimum distances from the surface of the concrete so that
a protective layer of concrete, called cover, is provided. In addition, the cover improves the
bond between the concrete and the steel. In Section 7.7 of the ACI Code, specified cover is
given for reinforcing bars under different conditions. Values are given for reinforced
concrete beams, columns, and slabs; for cast-in-place members; for precast members; for
prestressed members; for members exposed to earth and weather; for members not so
exposed; and so on. The concrete for members that are to be exposed to deicing salts,
brackish water, seawater, or spray from these sources must be especially proportioned to
satisfy the exposure requirements of Chapter 4 of the code.
FIGURE 1-4 Determining Minimum Edge Distance
Nonprestressed cast-in-place concrete members shall have specified concrete cover for
reinforcement at least that given in Table (1.3).
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Details and Detailing of Concrete
Reinforcement (AC1 3 15-99)
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AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete
Reinforcement (AC1 3 15-99)
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2015
AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete
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Precast nonprestressed or prestressed concrete members manufactured under plant
conditions shall have specified concrete cover for reinforcement, ducts, and end fittings at
least that given in Table (1.4).
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EC2 & ACI
1.1.4 BAR SPACING BY EC2 AND ACI CODES
Bars must be spaced in such a way that the concrete can be poured and compacted for
satisfactory bonding and strength development. The clear (horizontal and vertical) distance
between individual parallel bars or horizontal layers of parallel bars should not be less than
the larger of (d9 + 5 mm), where d9 is the maximum aggregate size, and 20 mm (Figure 1-5).
Where bars are positioned in separate horizontal layers, the bars in each successive layer
should be vertically aligned with the bars in the layer below. Sufficient space must be left
between the resulting columns of bars for vibrator access and good concrete compaction.
Lapped bars may be allowed to touch one another within the lap length.
FIGURE 1-5
AR. The 20-mm limit for a and b is too narrow to ensure satisfactory concrete casting. For
single layers, a 25-mm space is suggested, and 35 mm for two or more: a should be 2.5
times the diameter of the vibrator needle for bars in any other than the bottom layer in the
beam. Note that the longitudinal ribs on bars usually constitute 0.07 to 0.10 of the diameter
and that bar placement inevitably entails deviations.
ACI CODE REQUIREMENTS FOR BAR SPACING
Minimum spacing of bars. The ACI318 code (7.6) states that the clear distance between
parallel bars cannot be less than 1 in.[4] or less than the nominal bar diameter. If the bars
are placed in more than one layer, those in the upper layers are required to be placed
directly over the ones in the lower layers, and the clear distance between the layers must
be not less than 1 in.
A major purpose of these requirements is to enable the concrete to pass between the
bars. The ACI Code further relates the spacing of the bars to the maximum aggregate sizes
for the same purpose. In the code Section 3.3.2, maximum permissible aggregate sizes are
limited to the smallest of (a) one-fifth of the narrowest distance between side forms, (b)
one-third of slab depths, and (c) three-fourths of the minimum clear spacing between bars.
A reinforcing bar must extend an appreciable length in both directions from its point of
highest stress in order to develop its stress by bonding to the concrete. The shortest
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length in which a bar’s stress can be increased from 0 to fy is called its development
length. If the distance from the end of a bar to a point where it theoretically has a stress
equal to fy is less than its required development length, the bar may very well pull loose
from the concrete. There you will learn that required development lengths for reinforcing
bars vary appreciably with their spacing and their cover. As a result, it is sometimes wise
to use greater cover and larger bar spacing's than the specified minimum values in order to
reduce development lengths. When selecting the actual bar spacing, the designer will
comply with the preceding code requirements and, in addition, will give spacing's and
other dimensions in inches and fractions, not in decimals. The workers in the field are
accustomed to working with fractions and would be confused by a spacing of bars such as
3 at 1.45 in. The designer should always strive for simple spacing's, for such dimensions
will lead to better economy.
TABLE T1-6 MINIMUM BEAM WIDTH [mm] FOR BEAMS WITH INSIDE EXPOSURE ACI
METRIC CODE.
AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete
Reinforcement (AC1 3 15-99)
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Guidelines for Detailing of Reinforcement in Concrete Structures
EC2 & ACI
AC1 DETAILING MANUAL-2004
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2015
FIGURE 1-
FIGURE 1- BAR ARRANGEMENTS IN BEAM
1.1.5 BUNDLED BARS BY EC2 AND ACI
(a) Bundled bars versus large diameter bars The standard series of large diameter
(ᴓ ≥ 32 mm) reinforcing bars includes two diameters in Europe, 40 mm and 50 mm, and
three in the United States, 11 (ᴓ 35 mm), 14 (ᴓ 44 mm) and 18 (ᴓ 57 mm). While using these
diameters provides for more compact reinforcement, which is a clear advantage, it also
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Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
entails two drawbacks. On the one hand, the substantial load transfers generated call for
carefully designed anchorage. On the other, since such large diameter bars cannot be lap
spliced, construction is more complex and costly. Indeed, even lap splicing, if it were
allowed, would be extremely expensive because of the extra steel needed for the long
overlap lengths that would be required.
The alternative solution is to use bundled bars, which afford the advantages of compact
distribution without the aforementioned drawbacks.
(b) Possibly usable bundles
The EC2 specifications are summarized below.
• As a rule, no more than three bars can be bundled (and their axes must not be in the same
plane).
• In overlap areas and when using compressed bars in vertically cast members in which no
splicing is needed, four bars are required.
• The equivalent diameter (for the ideal bar whose area is the same as the area of the
bundle) must not be over 55 mm.
(c) Equivalent diameters, areas and mechanical strength
The specifications laid down in Tables T-1.6 and T-1.7 are applicable to bars with an
equivalent diameter ᴓn = ᴓ (Nb)0.5, where Nb is the number of bars and ᴓ is the diameter of
each individual bar (Table T-1.8).
TABLE T-1.6.
MAXIMUM BUNDLES GENERAL SPECIFICATIONS
TABLE T-1.7
BUNDLES COMPRESSED BARS IN VERTICALLY CAST MEMBERS
AND OVERLAP AREAS IN GENERAL
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Guidelines for Detailing of Reinforcement in Concrete Structures
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EC2 & ACI
TABLE T-1.8
BUNDLES EQUIVALENT DIAMETERS in mm
( d) Cross-sectional arrangement of bundles
• Distances between bundles or bundles and bars. The provisions of 1.1.4 apply. The
minimum distance must be equal to the equivalent diameter, ᴓn whose values are given in
Table T-1.8. Note that the minimum spacing between bundles is the physical space
between two points on the perimeter of the bar closest to the nearest bar in another bundle.
The space between two bundles should always be large enough to accommodate a vibrator
during concrete casting.
• Cover. The cover must be at least equal to the equivalent diameter, ᴓn' measured as the
distance to the closest bar.
• For anchorage and overlaps in bundled bars, see item 8.9.3 of EC2.
AC1 DETAILING MANUAL-2004
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ACI-318-11- Clause 7.6.6.1 to 7.6.6.5 has specified some restrictions. Also see clause 7.7.4
for cover requirement. 7.10.5.1 — All nonprestressed bars shall be enclosed by transverse
ties, at least No. 10 in size for longitudinal bars No. 32 or smaller, and at least No. 13 in size
for No. 36, No. 43, No. 57, and bundled longitudinal bars. Deformed wire or welded wire
reinforcement of equivalent area shall be permitted. Clause 12.4.1 to 12.4.2 for development
length.
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EC2 & ACI
1.1.6 SURFACE REINFORCEMENT BY EC2 AND ACI
For bars with a diameter of over 32 mm, the following rules supplement the specifications
in EC2, 8.4 and 8.7.
When such large diameter bars are used, cracking may be controlled either with surface
reinforcement or by calculating crack widths.
As a general rule, large diameter bars should not be lapped. Exceptions include sections
whose smallest dimension is 1.0 m or where the stress is no greater than 80 per cent of the
design's ultimate strength. In any event, such bars should be lapped with mechanical
devices.
In addition to shear reinforcement, transverse reinforcement should be placed in
anchorage zones with no transverse compression.
(a) Additional reinforcement
For straight anchorage lengths (see Figure 1-5), such additional reinforcement should be at
least as described below.
(i) In the direction parallel to the stressed surface:
(ii) In the direction perpendicular to the stressed surface:
The additional transverse reinforcement should be uniformly distributed in the
anchorage area and bars should not be spaced at more than five times the diameter of the
longitudinal reinforcement.
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For surface reinforcement, (i) and (ii) apply, but the area of the surface reinforcement
should not be less than 0.01 Actext in the direction perpendicular, and 0.02 Actext in the
direction parallel, to the large bars. Actext is the area of the tensile concrete external to the
stirrups (see Figure 1-6).
(b) Additional surface reinforcement
Surface reinforcement may be needed either to control cracking or to ensure adequate
cover resistance to spalling. EC2 addresses this question in Informative Annex J,
summarized below.
Surface reinforcement to resist spalling should be used where the main reinforcement
comprises:
• bars with diameters of over 32 mm;
• bundled bars with an equivalent diameter of over 32 mm.
The surface reinforcement, which should consist of welded-wire mesh or narrow bars,
should be placed outside the stirrups, as shown in Figure 1-6.
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The area of the surface reinforcement Assun should not be less than 0.01 Actext in the
directions parallel and perpendicular to the tension reinforcement in the beam. Where the
reinforcement cover is over 70 mm, similar surface reinforcement should be used, with an
area of 0.005 Actext in each direction for enhanced durability. The longitudinal bars in
surface reinforcement may be regarded as constituting reinforcement to resist any other
action effects whatsoever.
AR. If such additional reinforcement is included, concrete with a suitable slump should be
used and poured and compacted with utmost care.
1.1.7 TIE POINTS FOR REINFORCEMENT BARS BY EC2
The following recommendations are made.
• Slabs and plates. All the intersections between bars around the perimeter of the
reinforcement panel should be tied.
In the rest of the panel, where the bar diameter is 20 mm or less, every second intersection
should be tied. Where the bars are 25 mm or larger, the distance between tied intersections
should not exceed 50 diameters (Figure 1-12) of the thinnest tied bar.
FIGURE 1-
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• Beams. All the corners of the stirrups must be tied to the main reinforcing bars. If weldedwire fabric reinforcement is used to form the stirrups, the main reinforcing bars at the
corners should be tied at intervals no larger than 50 times the diameter of the main
reinforcing bars.
All the bars not located in the corner of the stirrup should be tied at intervals no larger than
50 times the bar diameter.
Multiple stirrups should be tied together (Figure 1-13).
FIGURE 1-
• Columns. All the ties should be tied to the main reinforcement at the intersections. When
welded-wire fabric cages are used, the vertical wires should be tied to the main
reinforcement at intervals measuring 50 times the bar diameter.
• Walls. The bars are tied at every second intersection.
For the intents and purposes of tying reinforcing bars, precast walls manufactured with the
mid-plane in a horizontal position are regarded to be slabs.
The rules for slabs and plates are applicable to walls cast in situ (Figure 1-14).
• Footings. The horizontal part of the starter bars should be secured at each right-angle
intersection between starter bar and foundation reinforcement. All the ties in footings
should be secured to the vertical part of the starter bars.
AR. The footing assembly should have at least two tie bars.
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FIGURE 1-
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CHAPTER TWO
REINFORCED CONCRETE COLUMN BY EC2 AND ACI CODES
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2 R.C. COLUMNS
A reinforced concrete column is a structural members designed to carry
compressive loads, composed of concrete with an embedded steel frame to provide
reinforcement. For design purposes, the columns are separated into two categories: short
columns and slender columns.
2.1
Detailing
rules
that
conform
to
BS
EN
1992-1-1,
Euro
code
2:
2.1.1 Design and detailing notes Concrete grade.
Concrete grades less than 28/35 MPa (cylinder strength/cube strength) are not normally
used. Care should be taken to ensure that the design strength of concrete required in a
column does not exceed 1.4 times that in the slab or beam intersecting with it unless
AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete
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special measures are taken to resist the bursting forces.
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2.1.2 Reinforcement guidelines by BS EN 1992-1-1, Euro code 2
i.
Bar diameter:
Recommended minimum bar diameter is 16mm for very small section columns. Minimum
number of bars for rectangular columns is 4. Minimum number of bars for circular columns
is 6 for very small diameter columns, and the minimum of 4 for less than 200mm.
ii.
Maximum area of main reinforcement:
Maximum area of reinforcement should not exceed 0.04 Ac unless it can be shown that any
resulting congestion of reinforcement does not hinder the ease of construction. At laps the
maximum area of reinforcement should not exceed 0.08 Ac. Mechanical splices should be
considered where congestion becomes a problem.
iii.
Bar spacing: Preferred minimum spacing
•
Main bars 75mm (bars 40mm size and greater: 100mm)
•
Pairs of bars
•
100mm
When considering the minimum spacing of bars of 32mm size or greater, allowance must
be made for lapping of bars.
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Preferred maximum spacing
•
Compression bars 300mm, provided that all main bars in the compression zone are
within 150mm of a restrained bar.
•
Tension bars
•
175mm
iv.
Links
The size of link should be the greater of a quarter the maximum size of longitudinal
bar and 8mm (for very small diameter columns, less than 200mm, the minimum of 6mm
may apply).Bundled main bars may be represented by a single bar for the purpose of
calculating link size and spacing. This single bar has an equivalent size to give it the same
cross section area as the bundle. An overall enclosing link is required together with
additional restraining links for alternate main bars or bundle of bars. Provided that all other
main bars in the compression zone are within 150mm of a restrained bar no other links are
required .Otherwise additional links should be added to satisfy this requirement. Additional
links are not required for circular columns.
Maximum spacing of links . The least of:
•
20 times the size of the longitudinal bars, or
•
The lesser dimension of the column, or
•
400 mm.
The maximum spacing should be reduced by a factor 0.6 in sections within a distance
equal to the larger dimension of the column cross-section above and below a beam or slab.
Where the direction of the longitudinal bars changes (e.g. at laps), the spacing of links
should be calculated. The spacing of links should ensure that there is a link close to the
cranking positions of the main bars. These effects may be ignored if the change in
direction is 1 in 12 or less.
Requirement of links in columns
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v.
EC2 & ACI
Moment connection between beam and edge column:
Wherever possible U-bars which can be placed within the depth of beam should be
used. These are fixed in position and concreted with the beam, and thus do not require
precise fixing when the column is being concreted. L-bars which penetrate down into the
column should be used when the distance ‘A’ (see Figure ) is less than the anchorage
length for that bar diameter. These bars must be fixed accurately at the top of the column
lift which is a difficult and unattractive site task. A standard radius to the bend may
normally be used provided a bar of the same size or greater is placed inside the corner
normal to it. A non-standard bend may be required if a corner bar is not present. If so, a
thorough check should be carried out to ensure that the reinforcement fits and will perform
as intended. The critical effective depth may not be obvious, and various locations may
need to be assessed.
Special care should be taken by the Designer and Detailer to make sure that this
reinforcement does not conflict with any beam reinforcement passing through the column
in the other direction.
Connection between beam and edge column
vi.
Shear capacity of column:
The maximum tensile reinforcement in the beam or that part required for the moment
connection to the column is also controlled by the shear capacity of the column. Where
there is no edge beam intersecting at approximately the same level as the joint, transverse
column reinforcement should be provided within the depth of the beam (See Figure ). This
may be in the form of links or horizontal U-bar extending into the beam. Unless specified by
the Designer the spacing should be as for the links in the column.
vii.
Starter bars:
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It is important to recognize at the design stage the implications of the construction
sequence and the level of foundation on the length of starter bars, e.g.
If the foundation reinforcement is placed at a depth lower than specified the consequent
lap of the first lift of column bars is likely to be too short. For this reason the length of
starter bars from pad footings and pile caps is specified longer than required.
Detailing information:
Design information for detailing should include:
•
The section dimensions and its position and orientation relative to particular grid
lines.
•
Outline drawings which show clearly what happens to the column above the lift
being considered.
•
Kicker height if other than 75mm.
•
Concrete grade and aggregate size 20mm.
•
Nominal cover to all reinforcement (standard 35mm internal, 40mm external).
Supplementary mesh reinforcement if required.
•
A simple sketch of cross-section of column showing the longitudinal reinforcement
in each face of the column, i.e.
1. Number and position of bars.
2. Type of reinforcement and bond characteristics standard (H).
3. diameter of bars.
4. Lap length if other than normal compression laps the linking reinforcement.
5. Type of reinforcement standard (H).
6. Diameter of links, spacing, pattern of links (if special).
• Instructions for lapping of bunched bars if required.
•
Special instructions for links within depth of slab or beam.
•
If a mechanical or special method of splicing bars is required this must be shown in
a sketch, otherwise the method given in the Model Details will be assumed.
•
Special instructions and sketches should be given where services are provided
within the column.
•
Details of insertions, e.g. conduit, cable ducting, cladding fixings, etc., should be
given where the placing of reinforcement is affected.
2.1.3 Presentation of working drawings:
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Nominal cover to all reinforcement specified by designer (Normally: Internal 35, External
40).
Figure (3.2): Footing to Column connection
This detail is used where the column is concentric and of the same dimensions as the story
below. Nominal cover to all reinforcement specified by designer (Normally: Internal 35,
External 40)
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Figure (3.3): Column is concentric and of the same dimensions as the story below
This detail applies for stepped or offset columns.
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Figure (3.4): stepped or offset columns
Detail ‘A’ applies when slab depth is not less than:
200 –using ᴓ20 size of column bars
250 –using ᴓ25 size of column bars
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300 –using ᴓ32 size of column bars
Otherwise Detail ‘B’ applies
For single story buildings or where splice bars have been used at the floor below
Figure (3.5): Splice bars details use in columns of single story building, detail A.
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Figure (3.6): Splice bars details use in columns of single story building, detail B.
Top detail
This detail is used for single story buildings and where splice bars have been used at the
floor below.
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Circular columns
Helical binders are used unless circular links are specified by designer.
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2.2 Detailing rules that conform to (ACI 315-99)
According to ACI Code 2.2, a structural element with a ratio of height-to-least lateral
dimension exceeding three used primarily to support compressive loads is defined as
column. Columns support vertical loads from the floor and roof slabs and transfer these
loads to the footings.
Columns usually support compressive loads with or without bending. Depending on the
magnitude of the bending moment and the axial force, column behavior will vary from pure
beam action to pure column action.
Columns are classified as short or long depending on their slenderness ratios. Short
columns usually fail when their materials are overstressed and long columns usually fail
due to buckling which produces secondary moments resulting from the P - D effect.
Columns are classified according to the way they are reinforced into tied and spirally
reinforced columns. Columns are usually reinforced with longitudinal and transverse
reinforcement. When this transverse reinforcement is in the form of ties, the column is
called “tied”. If the transverse reinforcement is in the form of helical hoops, the column is
called “spirally reinforced.” Since failure of columns often cause extensive damage, they
are designed with a higher factor of safety than beams.
3.2.1 Types of Columns
Columns are divided into three types according to the way they are reinforced.

Tied Columns
A tied column, shown in Figure ( ), is a column in which the longitudinal reinforcement
bars are tied together with separate smaller diameter transverse bars (ties) spaced at some
interval along the column height. These ties help to hold the longitudinal reinforcement
bars in place during construction and ensure stability of these bars against local buckling.
The cross sections of such columns are usually square, rectangular, or circular in shape. A
minimum of four bars is used in rectangular and circular cross sections.
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Tied Columns

Spirally-Reinforced Columns
They are columns in which the longitudinal bars are arranged in a circle surrounded by a
closely spaced continuous spiral, shown in Figure ( ). These columns are usually circular
AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete
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4
or square in shape. A minimum of six bars is used for longitudinal reinforcement.
Spirally-Reinforced Columns
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2.2.2 Design Considerations by ACI CODE

Maximum and Minimum Reinforcement Ratios
ACI Code 10.9.1 specifies that a minimum reinforcement ratio of 1 % is to be used in tied or
spirally reinforced columns. This minimum reinforcement is needed to safeguard against
any bending, reduce the effect of shrinkage and creep and enhance ductility of columns.
Maximum reinforcement ratio is limited to 8 % for columns in general to avoid
honeycombing of concrete.
For compression member with a cross section larger than required by consideration of
loading, ACI Code 10.8.4 permits the minimum area of steel reinforcement to be based on
the gross sectional area required by analysis. The reduced sectional area is not to be less
than one half the actual cross sectional dimensions. In regions of high seismic risk, ACI
Code 10.8.4 is not applicable.

Minimum Number of Reinforcing Bars
ACI Code 10.9.2 specifies a minimum of four bars within rectangular or circular sections; or
one bar in each corner of the cross section for other shapes and a minimum of six bars in
spirally reinforced columns.

Clear Distance between Reinforcing Bars
ACI Code 7.6.3 and 7.6.4 specify that for tied or spirally reinforced columns, clear distance
between bars, shown in Figure (
), is not to be less than the larger of 1.50 times bar
diameter or 4 cm. This is done to ensure free flow of concrete among reinforcing bars. The
clear distance limitations also apply to the clear distance between lap spliced bars and
adjacent lap splices since the maximum number of bars occurs at the splices.
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Concrete Protection Cover:
ACI Code 7.7.1 specifies that for reinforced columns, the clear concrete cover is not to be
taken less than 4 cm for columns not exposed to weather or in contact with ground. It is
essential for protecting the reinforcement from corrosion or fire hazards.

Minimum Cross Sectional Dimensions:
Minimum sizes for compression members were eliminated to allow wider utilization of
reinforced concrete compression members in smaller size and lightly loaded structures,
such as low-rise residential and light office buildings. When small sections are used, there
is a greater need for careful workmanship. For practical considerations, column
dimensions are taken as multiples of 5 cm.

Lateral Reinforcement:
Ties are effective in restraining the longitudinal bars from buckling out through the surface
of the column, holding the reinforcement cage together during the construction process,
confining the concrete core and when columns are subjected to horizontal forces, they
serve as shear reinforcement. Spirals, on the other hand, serve in addition to these benefits
in compensating for the strength loss due to spilling of the outside concrete shell at
ultimate column strength.
Ties
According to ACI Code 7.10.5.1, for longitudinal bars 32 mm or smaller, lateral ties 10 mm
in diameter are used. In our country and in some neighboring countries, ties 8 mm in
diameter are used in column construction.
Tests have proven that spacing between ties has no significant effect on ultimate strength
of columns.
ACI Code 7.10.5.2 specifies that vertical spacing of ties is not to exceed the smallest of:

16times longitudinal bar diameter.

48times tie diameter.

Least cross sectional dimension.
ACI Code 7.10.5.3 specifies that ties are arranged in such a way that every corner and
alternate longitudinal bar is to have lateral support provided by the corner of a tie with an
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included angle of not more than 135 degrees. Besides, no longitudinal bar is to be farther
than 15 cm clear on each side along the tie from such a laterally supported bar. When
longitudinal bars are located around the perimeter of a circle, circular ties are used. Figure
AC1 DETAILING MANUAL-2004
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( ).a shows a number of tie and spiral arrangements.
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FIG. 9 A (Tie and Spiral Arrangement)

Spirals:
According to ACI Code 7.10.4.2 spirals not less than 10 mm in diameter are to be used in
cast-in place construction. The clear pitch of the spiral is not to be less than 2.5 cm and not
more than 7.5 cm as dictated by ACI Code 7.10.4.3. The smaller limit is set to ensure flow of
concrete between spiral hoops while the larger limit is set to ensure effective confinement
of concrete core. The diameter of the spiral could be changed to ensure that the spacing
lies within the specified limits.

Bundled Bars:
For isolated situations requiring heavy concentration of reinforcement, bundles of standard
bar sizes can save space and reduce congestion for placement and compaction of
concrete. Bundling of parallel reinforcing bars in contact is permitted but only if ties
enclose such bundles. According to ACI Code 7.6.6, groups of parallel reinforcing bars
bundled in contact to act as one unit are limited to four in any one bundle, as shown in
AC1 DETAILING MANUAL-2004
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Figure (9.b).
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FIG. (9.B): Bundled Bars
3.2.3 Column Reinforcement Details
When column offset are necessary, longitudinal bars may be bent subject to the following
limitations.
1. Slope of the inclined portion of an offset bar with axis of column must not exceed 1
in 6 ,shown in Figure 10.
2. Portion of bar above and below the offset must be parallel to axis of column.
3. Horizontal support at offset bends must be provided by lateral ties, spirals, or parts
of the floor construction. Ties or spirals, if used, shall be placed not more than 15
cm from points of bend. Horizontal support provided must be designed to resist 1.5
times the horizontal component of the computed force in the inclined portion of an
offset bar.
4. Offset bars must be bent before placement in the forms.
5. When a column face is offset 7.5 cm ,or more, longitudinal column bars parallel to
and near the face must not be offset bent. Separate dowels, lap spliced with the
longitudinal bars adjacent to the offset column faces, must be provided as shown in
Figure 11. In some cases, a column might be offset 7.5 cm or more on some faces,
and less than 7.5 cm on the remaining faces, which could possibly result in some
offset bent longitudinal column bars and some separate dowels being used in the
same column.
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3.2.4 Column Lateral Reinforcement

Ties
In tied reinforced concrete columns, ties must be located at no more than half tie spacing
above the floor or footing and at no more than half a tie spacing below the lowest
horizontal reinforcement in the slab or drop panel above. If beams or brackets frame from
four directions into a column, ties may be terminated not more than 7.5 cm below the
lowest horizontal reinforcement in the shallowest of such beams or brackets, shown in
Figure 12.
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
EC2 & ACI
Spirals
Spiral reinforcement must extend from the top of footing or slab in any story to the level of
the lowest horizontal reinforcement in slabs, drop panels, or beams above. If beams or
brackets do not frame into all sides of the column, ties must extend above the top of the
spiral to the bottom of the slab or drop panel, shown in Figure 13.
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3.3 Details and Detailing of Concrete Columns Reinforcement
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Note: Where column size above is unchanged from below, “upside down” offset bars are
effective in maintaining full moment capacity at end of column. In U.S. practice, this
unusual detail is rare, and should be fully illustrated on structural drawings to avoid
misunderstandings, whenever its use is deemed necessary. For maximum tie spacing, see
table in Supporting Reference Data section.
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Typical seismic-resistant details: columns.
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Typical seismic-resistant joint details—Case 1: For regions of high seismic risk. Interior
and spandrel beams narrower than column.
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Typical seismic-resistant joint details—Case 2: For regions of moderate seismic risk.
Interior beam wider than column; spandrel beams narrower than column.
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Typical seismic-resistant joint details—Case 3: For regions of moderate seismic risk.
Interior beam wider than column; spandrel beam is same width as column.
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Notes:
EC2 & ACI
4
1. Alternate position of hooks in placing successive sets of ties.
2. Minimum lap shall be 12 in. (300) mm.
3. B indicates bundled bars. Bundles shall not exceed four bars.
4. Elimination of tie for center bar in groups of three limits clear spacing to be 6
in. (150 mm) maximum. Unless otherwise specified, bars should be so
grouped.
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5. Note to Architect/Engineer: Accepted practice requires that design drawings
show all requirements for splicing column verticals, that is, type of splice, lap
length if lapped, location in elevation, and layout in cross section.
6. Note to Detailer: Dowel erection details are required for any design employing
special large vertical bars, bundled vertical bars, staggered splices, or
specially grouped vertical bars as shown
7. Bars must be securely supported to prevent displacement Suring concreting.
8. Tie patterns shown may accommodate additional single bars between tied
groups provided clear spaces between bars do not exceed 6 in. (150) mm.
9. Minimum cover to ties, 11/2 in. (40 mm) for nonprestressed cast-in-place
concrete
10. Spaces between corner bars and interior groups of three and between interior
groups may vary to accommodate average spacing > 6 in. (150) mm.
11. For average spacing < 6 in. (150 mm), one untied bar may be located between
each tied group of three and between a tied group and a corner bar.
AC1 DETAILING MANUAL-2004
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Standard column ties applicable for preassembled cages or field erection, special-shaped
columns, and columns with bars in two faces only.
Typical seismic resistant details: transverse reinforcement in columns.
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Typical seismic-resistant details: boundary members.
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CHAPTER THREE
REINFORCED CONCRETE BEAM AND SLAB BY EC2 AND ACI
CODES
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A] RC BEAM

Rules for spacing and quantity of reinforcement EC2
Minimum Reinforcement Area Flexural cracking is generally controlled by providing a
minimum area of tension reinforcement and limiting bar spacing or limiting bar sizes.
(a) Minimum reinforcement area.
Control of Cracking without Direct Calculation
1. Maximum spacing of reinforcement
Cracking due to loading is minimized by ensuring that the maximum spacing between
longitudinal reinforcing bars in beam is limited to that given in Table 7.2N.
(b) Maximum bar size.
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SIMPLIFIED CURTAILMENT RULES FOR BEAM
Figure 1: Simplified detailing rules for beams
1. CANTILEVERED BEAMS
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BEAMS. ARRANGEMENT OF REINFORCEMENT AT CROSS-SECTION
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BEAMS CONTRACTION JOINTS
TYPE 1
Points with a nil (or very small) bending moment
45°
For b≤ 30 cm, the natural slope is = 45°.
For b > 30 cm, form with galvanized welded
wire with mesh size under 20 mm or galvanized
metal lath, at a 45° angle
FINISH: Natural roughness
TYPE 2
POSITION:
SLANT:
EXECUTION:
Points with nil (or very small) shear
Vertical
Form with galvanized welded wire with mesh size
under 20 mm or galvanized metal lath
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
POSITION:
SLANT=
EXECUTION:
1
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BEAMS WITH ARCHITECTURAL CONCRETE ,CONTRACTION JOINTS AND
CONSTRUCTION JOINTS
RECOMMENDATIONS [ EC2]
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2. Two joints may be set close to one another while concrete pouring continues. The area
left open would subsequently be filled in as per the preceding recommendation. A second
option is simply to interrupt concrete pouring during the times specified. (This applies to
contraction joints.)
3. Note the specifications for architectural concrete to prevent rough edges from forming.
STRUCTURAL DETAILS
1-SIMPLY SUPPORTED BEAMS [EC2]
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Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
2- HEADER JOISTED BEAM
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KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
3.CONTINOUS BEAM
Page
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MOBILE : IQ - 07822234399
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Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
Page
60
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
4. CONTINUOUS LINTELS WITH VARIABLE DEPTH
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
Page
61
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
5.STAGGERED LINTELS
Page
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1
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
Page
63
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
EC2 & ACI
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
STEPPED LINTELS DETAILS
Page
64
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
EC2 & ACI
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
2. EDGE SOFFIT BEAM
European Code Practice EC2
Page
65
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
2
KUFA UNIVERSITY /FACULTY OF ENGINEERING
1
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
European Code Practice EC2
Page
66
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
EC2 & ACI
1
2
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
9. INTERNAL SOFFIT BEAM
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
Page
67
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
10. SOFFIT BEAM-EDGE BEAM INTERSECTION (1 of 2)
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Page
68
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
EC2 & ACI
European Code Practice EC2
2
2015
11.SOFFIT BEAM-EDGE BEAM INTERSECTION (2 of 2)
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Page
69
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
EC2 & ACI
1
3. TRANSITION FROM INTERNAL SOFFIT BEAMS TO NORMAL BEAMS
Page
70
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Page
71
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
4. TRANSITION FROM EDGE SOFFIT BEAMS TO NORMAL BEAMS
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Page
72
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
European Code Practice EC2
EC2 & ACI
2
14.BEAM TO COLUMN JOINT DETAILS
Page
73
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Guidelines for Detailing of Reinforcement in Concrete Structures
2015
15. ANOTHER STRUCTURAL DETAILING
EC2 & ACI
European Code Practice EC2
2
Information of this detailing according EC2.
Design information for detailing should include:
• Layout and section drawings including details of nibs and upstands, etc.
• Concrete grade and aggregate size (standard 30/37MPa and 20mm).
• Nominal cover to reinforcement (standard 35 or 40mm), and the criteria governing this
(fire resistance or durability). Where nominal cover is more than 40mm further information
is required for fire resistance.
• Details of the main reinforcement and links including:
– bar size and number or pitch
– type of reinforcement and bond characteristics (standard H)
– curtailment of bars if other than standard lap length or other than normal tension lap.
• Details of any special moment bar connecting beam to edge columns with sketches at
large scale.
• Details of insertion and openings, e.g. conduit, cable ducting, etc., should be given where
the placing of reinforcement is affected.
A] Individual beams.
Standard Method of Detailing Structural Concrete
A manual for best practice
3
This method is normally used where the job has little repetition and it is simpler to show
the details of all beams individually.
Page
74
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LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Standard Method of Detailing Structural Concrete
A manual for best practice
3
The details relate to a general beam elevation and specific cross sections.
Bar location letters are used to cross-reference the reinforcement on the elevations and the
table. Fixing dimension of bars are labelled and cross-referenced from the elevations to the
table. The position of each beam is shown on a key plan which also shows the relevant grid
lines.
Page
75
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
B] Broad beams.
Standard Method of Detailing Structural Concrete
A manual for best practice
3
C]Span and support details
Nominal cover to all reinforcement specified by designer (Normally: Internal 35, External
40)
Page
76
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
D] Broad shallow sections
EC2 & ACI
Standard Method of Detailing Structural Concrete
A manual for best practice
3
The longitudinal space taken by each set of links shown is 3 x bar size. This should be
checked to ensure congestion does not occur
Page
77
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
At external supports the anchorage of longitudinal bars should be treated as for slabs
3
Standard Method of Detailing Structural Concrete
A manual for best practice
3
E] Cantilever beams.
Standard Method of Detailing Structural Concrete
A manual for best practice
Page
78
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015


EC2 & ACI
At least 50% of cantilever bars should be anchored a distance of 1.5 x cantilever. No
reinforcement should be stopped less than 0.75 x cantilever unless specified by
designer.
At least 50% of maximum area continues to end of cantilever unless specified
otherwise by designer
STRUCTURAL DETAILS OF BEAM – ACI CODE
Beam widths—To permit satisfactory placing of concrete and to furnish adequate concrete
protection, the A/E must provide for adequate clear distance between parallel bars and
between bars and forms. The A/E must specify the required concrete protection for the
reinforcing steel. The A/E must also specify the distance between bars for development
and concrete placing. For buildings, the clear space is the larger of one bar diameter, 1-1/3
the maximum size of coarse aggregate to be used, and 1 in. (25 mm). For cast-in-place
bridges, required clear space is the larger of 1.5 bar diameters, 1.5 maximum size
aggregate, and 1.5 in. (40 mm).
5. SIMPLY SUPPORTED BEAM [ACI]
AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete
Reinforcement (AC1 3 15-99)
Page
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LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
4
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
6. END SPAN , SIMPLY SUPPORTED BEAM [SINGLE]
7. INTERIOR – CONTINOUS BEAM
RECOMMENDATIONS
AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete
Reinforcement (AC1 3 15-99)
4
Note: Unless noted otherwise, tables and figures are based on ACI 318 (318M). Concrete
cover shown is minimum and should be increased for more severe conditions. Except for
single span slabs where top steel is unlikely to receive construction traffic, top bars lighter
than No. 4 at 12 in. (No. 13 at 300 mm) are not recommended. For a discussion of bar
support spacing, see Section 5.4 of this standard. See also Chapter 12 of ACI 318 (318M).
Bar cutoff details must be verified to provide required development of reinforcement.
Page
80
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
8. NON-PARIMETER BEAM WITH OPEN STIRRUPS
AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete Reinforcement (AC1 3 15-99)
4
9. NON-PARIMETER BEAM WITH CLOSED STIRRUPS
10. PARIMETER BEAM
Page
81
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LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
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KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
RECOMMENDATIONS
Check available depth, top and bottom, for required cover on ACI standard hooks. At each
end support, add top bar 0.25L in length to equal area of bars required. See also Chapter 12
and Chapter 21 of ACI 318 (318M). Bar cutoff details must be verified to provide required
development of reinforcement.
11. SINGLE SPAN JOIST CONSTRUCTION
13. END SPAN JOIST CONSTRUCTION
Page
82
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete
Reinforcement (AC1 3 15-99)
4
12. INTERIOR SPAN JOIST CONSTRUCTION
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Note: See also Chapter 12 and Section 7.13 of ACI 318 (318M). Bar cutoff details must be
verified to provide required development of reinforcement.
Typical seismic-resistant details: flexural members. .14
AC1 DETAILING MANUAL-2004
Details and Detailing of Concrete
Reinforcement (AC1 3 15-99)
Page
83
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
4
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
B] RC SLAB - EC2 CODE
1. GENERAL TYPES: LONGITUDINAL AND CROSS-SECTIONS
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Page
84
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
European Code Practice EC2
EC2 & ACI
2
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
2. SOLID SLAB- CONNECTION TO BRICK WALLAND CONCRETE BEAMS
Page
85
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Page
86
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
EC2 & ACI
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
European Code Practice EC2
2
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
3.RIBBED SLAB- CONNECTION TO BRICK WALL AND CONCRETE BEAMS
Page
87
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
4.SLABS WITH SELF-SUPPORTING REINFORCED CONCRETE JOISTS.
CONNECTIONS TO BRICK WALL
1
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
Page
88
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
2015
European Code Practice EC2
Page
89
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
2
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
5. SLABS WITH SELF-SUPPORTING REINFORCED CONCRETE JOISTS.
CONNECTIONS TO REINFORCED CONCRETE BEAMS
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Page
90
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
6. SLABS WITH SELF-SUPPORTING REINFORCED CONCRETE JOISTS.
CONNECTIONS TO SOFFIT BEAMS
Page
91
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
7. SLABS WITH SELF-SUPPORTING PRESTRESSED CONCRETE JOISTS.
CONNECTIONS TO BRICK WALL
EC2 & ACI
1
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
Page
92
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
European Code Practice EC2
2
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Page
93
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
EC2 & ACI
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
8.SLABS WITH SELF-SUPPORTING PRESTRESSED CONCRETE JOISTS.
CONNECTIONS TO REINFORCED CONCRETE BEAMS
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Page
94
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
9. SLABS WITH SELF-SUPPORTING PRESTRESSED CONCRETE JOISTS.
CONNECTIONS TO SOFFIT BEAMS
Page
95
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
10. SLABS WITH SEMI-SELF-SUPPORTING REINFORCED CONCRETE JOISTS.
CONNECTIONS TO BRICK WALL
Page
96
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
11. SLABS WITH SEMI-SELF-SUPPORTING REINFORCED CONCRETE JOISTS.
CONNECTIONS TO CONCRETE BEAMS
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
Page
97
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
1
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
12. SLABS WITH SEMI-SELF-SUPPORTING REINFORCED CONCRETE JOISTS.
CONNECTIONS TO SOFFIT BEAMS
Page
98
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
13.SLABS WITH SEMI-SELF-SUPPORTING REINFORCED CONCRETE LATTICE JOISTS.
CONNECTIONS TO BRICK WALL
Page
99
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
14. SLABS WITH SEMI-SELF-SUPPORTING REINFORCED CONCRETE LATTICE JOISTS.
CONNECTIONS TO CONCRETE BEAMS
Page
100
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
15.SLABS WITH SEMI-SELF-SUPPORTING REINFORCED CONCRETE LATTICE JOISTS.
CONNECTIONS TO SOFFIT BEAMS
Page
101
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
16. SLABS WITH SEMI-SELF-SUPPORTING PRESTRESSED JOISTS.
CONNECTIONS TO BRICK WALL
Page
102
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
17.SLABS WITH SEMI-SELF-SUPPORTING PRESTRESSED JOISTS.
CONNECTIONS TO CONCRETE BEAMS
Page
103
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Manual for Detailing Reinforced Concrete Structures to EC2
By Jose Calavera
1
Standard Method of Detailing Structural Concrete
A manual for best practice
3
18.SLABS WITH SEMI-SELF-SUPPORTING PRESTRESSED JOISTS.
CONNECTIONS TO SOFFIT BEAMS
Page
104
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Standard Method of Detailing Structural Concrete
A manual for best practice
3
19. One and two way slabs Span and internal support.
Nominal cover specified by designer (At least 20 or bar size whichever is greater)
Generally curtailment of the main longitudinal reinforcement should relate to the bending
moment diagram.
20.One and two way slabs External restrained supports.
Nominal cover specified by designer (At least 20 or bar size whichever is greater)
Standard Method of Detailing Structural Concrete
A manual for best practice
Page
105
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
3
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
EC2 & ACI
Standard Method of Detailing Structural Concrete
A manual for best practice
3
2015
21.One and two way slabs External unrestrained supports.
Nominal cover specified by designer (At least 20 or bar size whichever is greater)
Standard Method of Detailing Structural Concrete
A manual for best practice
Page
106
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
3
KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
Standard Method of Detailing Structural Concrete
A manual for best practice
Page
107
Dr. Luay Mohammed Abbas Shather
LUAY.ALBOTHABHAK@UOKUFA.EDU.IQ
MOBILE : IQ - 07822234399
EC2 & ACI
3
KUFA UNIVERSITY /FACULTY OF ENGINEERING
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22. Cantilever slabs.
23.Flat slabs - Span and internal support
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P11 : pitch of column strip top bars 1
P12 : pitch of column strip bottom bars 1
p1 : pitch of middle strip top bars
p2 : pitch of middle strip bottom bars
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RECOMMENDATIONS
1- Bars of the longer span are placed in the outer layer unless otherwise specified
2- Where the fire rating is R90 and above, the area of the distribution bars should be at
least 20% of the total design top reinforcement required.
24. Flat slabs Shear reinforcement.
Nominal cover specified by designer (At least 20 or bar size whichever is greater)
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25.Flat slabs Column drops.
This detail is not suitable when the bottom steel in the column drop is used in design In
such circumstances the reinforcement details should be specified by the designer Nominal
cover specified by designer (At least 20 or bar size whichever is greater).
RECOMMENDATION
The main bottom bars are carried through the column drop. Nominal reinforcement is
provided in the bottom of the drop. 12 dia. bars at 300 pitch
European Code Practice EC2
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26.Ribbed and coffered slabs.
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Nominal cover specified by designer (At least 20 or bar size whichever is greater)
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2015
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CHAPTER FOUR
RETAINING WALL , SHEAR WALL, AND CORE BY EC2 AND ACI CODE
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1.Retaining Walls By EC2
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2
Scope
The information given relates specifically to retaining walls with two layers of
reinforcement. The requirements for water retaining structures given in Chapter 9 may also
be relevant (e.g. basement walls). The specification of joints and water-bars for water
resistant structures is not covered by this manual. Reference should also be made to EN
1992-34, BS 800732 and CIRIA Report 139, Water-resisting basements11 . Reinforced and
plain concrete walls are considered separately in 6.5 of this manual. Diaphragm walls are
not considered in this manual.
Minimum area of reinforcement
(EC2, Clause 9.6.2, pr EN 1992-3) Simple earth retaining walls Retaining walls which
provide means for the water to drain, e.g. weep holes, and for which minor seeping
problems do not create problems.
• Vertical reinforcement
0.002 Ac (half in each face). Minimum bar size 12mm
• Horizontal reinforcement
the greater of 25% of vertical reinforcement or 0.001Ac (in each face)
Maximum area of vertical reinforcement (EC2, Clause 9.6.2)
• Maximum percentage of gross cross section: 4%.
Bar spacing (EC2, Clause 9.6.3 and EC2, Part 3 Clause 7.3.3)
• Minimum spacing
75mm (bars 40mm size and greater:100mm)
• Pairs of bars 100mm
When considering the minimum spacing of bars of 32mm size or greater, allowance must
be made for lapping of bars.
• Maximum spacing 200mm
Anchorage and lapping of bars (EC2, Clauses 5.2.2, 5.2.3 and 5.2.4)
For high yield steel, 500 Grade gives typical anchorage and lap lengths for ‘good’ bond
conditions.
Lap lengths provided (for nominal bars, etc.) should not be less than 15 times the bar size
or 200mm, whichever is greater.
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Nominal cover to all reinforcement (EC2, Clause 4.4)
Cover is measured to the outer layer of reinforcement.
• Internal face
(20mm or bar size) + Δcdev, whichever is greater.
(Concrete inside buildings with low air humidity, XC1).This may be modified by particular
internal environment.
• External face
35mm + Δcdev (Corrosion induced by carbonation, XC3)
• Earth face 45mm + Δcdev
3
Design and detailing notes
Concrete grade
Concrete grades lower than 28/35 MPa (cylinder strength/cube strength) are not normally
used.
Guidelines for Detailing of Reinforcement in Concrete Structures
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Detailing information
Design information for detailing should include:
• Layout and section drawings, which include plan dimensions, depths and levels.
• Dimensions and positions of kickers (standard kicker height below ground 150mm, above
ground 75mm).
• Concrete grade and aggregate size (standard 30/37MPa and 20mm).
• Cover to reinforcement:
– standard:
50mm to earth face of walls
40mm to external exposed faces of walls
75mm to bottom and side cover to base
25mm to internal faces.
A] External cantilever wall.
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B] Basement retaining wall.
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C] Vertical construction joints.
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D] WALLS, SHEAR WALLS AND CORES.
GENERAL ARRANGEMENTS
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E] WALLS, SHEAR WALLS AND CORES.
Construction joint
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F] WALLS, SHEAR WALLS AND CORES.
CORNERS, JOINTS AND EDGES
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J] WALLS, SHEAR WALLS AND CORES.
DETAIL OF OPENINGS
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CHAPTER FIVE
FOUNDATION
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Scope by EC2
The information given relates to:
• rectangular pad footings and multi-column bases
• piled foundations
• rafts
• ground beams and slabs.
The specification of joints and water bars for water resistant structures is not covered by
this manual.
Nominal cover to all reinforcement (EC2, Clause 4.4.1.3)
• Large foundations, pile caps, pad and wall footings: 75mm
• Bottom cover for piled foundations: 100mm
The extra cover recognizes that piles project into the cap and the reinforcement mat is laid
on them.
• Earth face: 45mm + Δcdev
• External exposed face: 35mm + Δcdev (other than earth faces)
• Internal face: (25mm or bar size) + Δcdev, whichever is the larger. This refers to the top of
ground slabs, inside trenches, etc.
Minimum area of reinforcement (EC2, Clause 9.2.1.1)
• Tension reinforcement:
As,min = 0.26 bt d fctm /fyk H 0.0013 bt d
where bt is the mean width of the tension zone
d is the effective depth
fctm is determined from Table 3.2 of EC2
fyk is the characteristic yield strength
• For concrete Grade 28/35 and fyk = 500 MPa
As,min = 0.0014 bt d
This also applies for nominal reinforcement.
• Bar diameters less than 16mm should not be used except for lacers.
Bar spacing (EC2, Clause 9.8)
• Minimum spacing
75mm (bars 40mm sizes and greater: 100mm)
• Pairs of bars: 100mm
When considering the minimum spacing of bars of 32mm size or greater, allowance must
be made for lapping of bars.
• Maximum spacing: 200mm
• Minimum spacing: 100mm
European Code Practice EC2
2
• Maximum spacing
When Ast is 0.5% or less – 300mm
Between 0.5% and 1.0% – 225mm
1.0% Ast or greater – 175mm
Anchorage and lapping of bars (EC2, Clauses 5.2.2, 5.2.3 and 5.2.4)
For 500 Grade steel . Lap lengths provided (for nominal bars, etc.) should not be less than
15 times the bar size or 200mm, whichever is greater. Starter bars for columns should have
a minimum horizontal leg of 450mm to ensure that the compression forces can be
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transmitted to the foundation, unless it can be shown that the column is lightly loaded and
that the design compressive stress in the bars is less than 50% of its maximum capacity.
1.PAD OR ISOLATED FOOTING
Isolated footing is used to support an individual point load such as that due to a
structural column. They may be circular, square or rectangular. They usually consist of a
block or slab of uniform thickness, but they may be stepped or hunched if they are required
to spread the load from a heavy column. Pad foundations are usually shallow, but deep pad
foundations can also be used.
A] Isolated footing without tie beam
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B] WALL FOOTING SUPPORTING A BRICK WALL
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C] Isolated footing with tie beam
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D] WALL FOOTING SUPPORTING
A REINFORCED CONCRETE WALL
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E] SPREAD FOOTING WITH COLUMN CONNECTION
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F] SPREAD FOOTING WITH VARIABLE DEPTH
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G] CIRCULAR FOOTING (CIRCULAR REINFORCEMENT)
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H] SPREAD FOOTING AND EXPANSION JOINT
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I ] STRAP FOOTING
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J] MULTI-COLUMN BASE OR COMBIENED FOOTING
Combined footings usually support two columns, or three columns not in a row. Combined
footings are used when two columns are so when two columns are so close that single
footings cannot be used or when one column is located at or near column is located at or
near a property line.
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1.COMBIENED FOOTING 1
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2.COMBIENED FOOTING 2
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3.STRAP FOOTING AT CORNER1
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4.STRAP FOOTING AT CORNER2
This type of strap footing laying in edge of building and having large axial loads from
column which cause more support to be stable. The support is strap beam connected the
footing to another one
European Code Practice EC2
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5.COMBINED FOOTING (VARIATION 1)
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6.COMBINED FOOTING (VARIATION 2)
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7. TIE BEAM BETWEEN FOOTINGS
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8.FOUNDATION BEAM (VARIATION 1)
The foundation beam is formed to size by the use of reusable concrete forms. Rebar is laid
in the form and wired together to make a square or rectangular steel cage. This rebar cage
gives concrete the strength it needs to support the structure.
Features of foundation beam.
The support pilings are mechanically connected to the foundation beam by the rebar
cages. This allows the weight of the home to be transferred deep underground. This type of
construction is typically used in areas of steep slopes or extremely wet soils. Regular
foundations have been known to slide downhill on steep slopes during times of heavy
rains. Or in freezing and thawing conditions of winter.
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9.FOUNDATION BEAM (VARIATION 2)
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10. GRID FOUNDATION (VARIATION 1)1
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11. GRID FOUNDATION (VARIATION 1)2
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WALL FOOTING
European Code Practice EC2
2
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GRID FOUNDATION (VARIATION 2) 1
European Code Practice EC2
2
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GRID FOUNDATION (VARIATION 2) 2
European Code Practice EC2
2
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FOUNDATION SLAB 1
European Code Practice EC2
2
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ACI CODE REQUIREMENTS FOR MAT FOUNDATION
Mat foundations are commonly used to support heavy loads from multiple columns.
Mats may bear on competent soil, on soil with a low bearing capacity, or be supported on
piles or drilled shaft foundations (caissons). Depending on the total load applied to the mat
and underlying foundation system, the thickness of mat foundations can vary from 1 ft (0.3
m) to more than 20 ft (7 m). The reinforcing system in the mat can be quite substantial, with
heavy reinforcing bar mats in the bottom, top, or both locations within the mat depth.
Improper detailing of the reinforcement can result in constructability issues impacting
other trades, the schedule, and costs. This Detailing Corner describes practices that can be
used to simplify the design, detailing, and placement of mat reinforcement.
Setting the Reinforcement (Minimum requirements)
The mat depth is normally set by shear strength requirements. The amount of
reinforcement As for the top and bottom reinforcing layers is set by meeting ACI 318 Code1
requirements for flexural strength, minimum flexural reinforcement (Sections 10.5.1
through 10.5.4), and shrinkage and temperature reinforcement (Sections 7.12.2.1 through
7.12.2.3). Generally, As will be governed by flexural considerations, either through analysis
or satisfying the minimum requirements. However, as the thickness of the mat increases,
the minimum amount of shrinkage and temperature reinforcement will increase—it could
control for very thick mats. Once this reinforcement quantity is calculated, a suitable bar
size and spacing can be selected. Depending on the layout configuration, the reinforcing
bars can be placed in two layers (one mat) or four layers (two mats) at both the top and
bottom. Per Code Section 7.12.2.2, the bar spacing is limited to five times the slab
thickness or 18 in. (450 mm). Code Section 15.10.4 also sets the maximum spacing of mat
reinforcement at 18 in. Bars that are placed in the interior layers should follow the same
spacing patterns as the main, outer reinforcement so that all bars in different layers are
aligned (Fig. 1). This provides clear passage for concrete placement, which helps to reduce
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voids. It’s considered good practice to select the size of the bars in the interior layers equal
to or smaller than the outer layer reinforcing bars. Some designers prefer to specify bars in
the interior layers with diameters different than the bars in the outer layer of reinforcement
so they can be more easily identified and checked in the field. By a note or a section on the
design drawing, the engineer should specify those bars that will be placed in the outer
layer and the ones in the inner layer. It’s recommended that a clear spacing of at least 3 in.
(75 mm) (more for deeper mats) be provided between the bars to facilitate concrete
placement, as shown in Fig. 1. For Concrete international February 2012 49 deep
foundation mats requiring worker access inside the cage, it’s also good practice to provide
openings in the top reinforcement. This can be accomplished by bundling the bars and
providing additional steel around the resulting opening, as shown in Fig. 2. As noted in ACI
336.2R,2 Section 6.14: “It is essential that the engineer prepare thorough drawings
documenting all phases of the reinforcement placement.... Specification of placement
sequence is very important.
Fig. 1: Typical configuration of reinforcement in a deep mat foundation
Additional bars
Additional flexural reinforcement may be required at heavily loaded or closely spaced
columns or where substructure support conditions change. Any additional top and/or
bottom reinforcement can be in the same layer as the outer, main reinforcement or within
the interior layers. Additional bars should be spaced as a multiple or submultiple of the
spacing for the main reinforcement. For example, if the mat foundation is 6 ft (2 m) thick
and No. 9 (No. 29) bars have been provided at 15 in. (375 mm) on center for the main
reinforcement in each direction for both top and bottom reinforcement, any additional bars
required in any area can be provided at a spacing of 5, 7.5, 15, or 30 in. (125, 190, 375, or
750 mm).
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Other Considerations
Some additional points to consider:
1 - When the column spacing is not laid out on a regular, symmetric grid, consider locating
the bars on an orthogonal grid rather than skewing them with the actual column locations.
Additional reinforcement can then be placed wherever it’s required.
2 - It’s common practice not to use shear reinforcement in a mat. This ensures that the
depth and stiffness is maximized and flexural reinforcement is minimized (ACI 336.2R,
Section 6.1.2, Item 2). However, when shear reinforcement is required, it’s recommended
that the selected vertical bars are larger than the main reinforcement and are placed at
larger spacing—easing identification and inspection. ••It’s preferable to extend column and
wall dowels all the way down to the bottom mat of reinforcement. The dowels should
incorporate a 90-degree hook at the bottom end, so the tail of the hook can be used for
support and elevation control. This also allows the dowels to be tied to both the top and
bottom mats of reinforcement for stability, as the two tie points will properly secure the
dowel bars from displacing (Fig. 3).
3 - If lap splices in the foundation mat reinforcement are to be staggered, they need to be
carefully detailed on the design drawings. Otherwise, the staggered splices for different
layers of reinforcing bars may become quite confusing to place and subsequently inspect.
If it’s possible to avoid staggering splices, this should be the preferred placement for ease
of constructability.
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4 - If the horizontal bars must be anchored at the mat edges, it may be necessary to tilt
hooks so that hook extensions fit within the geometric depth of the footing (this may
require additional horizontal bars in the depth of the footing to hold the hooks at the proper
angle). As an alternative, U-bent bars could be lapped with straight bars in the top and
bottom layers (a hairpin detail—refer to Fig. 6). Depending on the specific reinforcement
layout and spacing, hairpins may be more constructible than individual hooks.
Fig. 6: Designers should consider using U-bars (hairpins) in place of hooked bars for
each bar layer at the edge of a mat foundation
5 - Standees for supporting the top layers of reinforcement should be sturdy and stable
enough to support the weight of the top steel, workers, and equipment. For further
guidance of using standees for supporting heavy reinforcement, see the Detailing Corner
article “Using Standees.”3 In addition, diagonal bracing bars may be required to ensure
stability of the entire reinforcing bar assembly.
6 - The common mill stock length of straight reinforcing bars is 60 ft (18.3 m). However, a
local fabricator may have limitations (such as storage space, crane capacity, and bend
table size), requiring stocked straight lengths less than 60 ft. It is thus advisable to verify
with the local fabricator the maximum available stock length. Because a mat foundation
requires long runs of straight bars, it’s recommended that the maximum straight bar length
be used as much as possible. This minimizes the quantity of potential lap splices. If an
actual bar length shorter than the typical stock length is needed to complete the reinforcing
bar run, this “short bar” should be located at either end of the mat foundation. Alternately,
stock length bars could be provided throughout the mat, with the lap lengths increased
along the run. Although the lap lengths will be greater than Code minimums, material waste
and fabrication costs could be reduced because a long bar will not have to be sheared to a
shorter length. It will also aid in constructability, as a separate bar length bundle will not
have to be inventoried at the construction site.
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MAT FOUNDATION WITH TIE BEAMS
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BOARD PILE (CIDH)
ACI 336.3 R Design & Construction of Drilled Piers
1- Notify the Geotechnical Engineer at least four working days in advance of the
beginning of such work or on resumption of drilling after stoppage. Holes drilled or
cast without continuous observation of the Geotechnical Engineer will be rejected.
2- Drill concentric and vertical pier shafts to diameters and depths indicated. Lengths of
piers are shown on Drawings, based on anticipated subsurface soil conditions.
Adjust length of pier when directed by University's Representative, based on
observations during drilling by Geotechnical Engineer.
3- Place steel liners, if required, immediately after drilling and set firmly in place.
Thoroughly clean loose material from the bottom of piers designated as "end
bearing" on the Drawings.
4- Fill shafts with concrete the same day that they are drilled; do not allow shafts to
stand open overnight. If completion is postponed to the day following the start of
drilling, the Subcontractor shall ream to 6 inches (150 mm) larger in diameter and drill
at least three feet (0.9 m) lower than the depth indicated at no additional cost to the
University.
5- Do not drill holes within 6 pier diameter spacing, of any previously drilled pier until at
least 12 hours have elapsed since casting of previously drilled pier.
6- The installation of drilled piers shall be in accordance with ACI 336.3 and the
requirements listed below. Drilling waste will become the Subcontractor's property
and be disposed of offsite.
7- Maximum Plumpness Variation From Vertical: 1.5 percent of the shaft length. When
the plumpness tolerance is exceeded, the Project Manager shall be notified and an
engineering evaluation performed at the Contractor's expense to determine the
acceptability of the pier.
8- Top Elevation: Maximum plus 1 inch (25mm) to minus 3 inches (75 mm) from
elevation indicated.
9- Location: 4 percent of the shaft diameter or 3 inches (75 mm), whichever is less.
When the location tolerance is exceeded, the Project Manager shall be notified and an
engineering evaluation performed at the Subcontractor's expense to determine the
acceptability of the foundation.
10- A section of [structural steel] [reinforcing cage] with the same [reinforcing]
configuration as the design section shall be available on site for use in an over drilled
pier. The section will be 10 feet (3 m) long [plus the appropriate length to develop the
tension development length of the vertical bars]. If the section is not required, it will
be removed from site by the Subcontractor at the completion of the drilling.]
ACI 336.3 R Design & Construction of Drilled Piers
Standard Method of Detailing Structural Concrete
A manual for best practice
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Eurocode 7
Eurocode 7 (EC7) is based on the limit state design concept and characteristic values, and
the world’s first geotechnical design code to share a common philosophy with the design
methodology for structures. The basic Eurocode design requirements, given in EN 1990,
are that a structure shall be designed and executed in such a way that it will, during its
intended life, with appropriate degrees of reliability and in an economical way sustain all
actions likely to occur during execution and use.
European Code Practice EC7
6
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PILE CAP
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2
TWO PILES CAP
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2015
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THREE PILES CAP
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FOUR PILES CAP
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GROUP PILES CAP
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CENTRING BEAM FOR ONE- OR TWO-PILE CAPS
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Standard Method of Detailing Structural Concrete
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3
BORED PILE WITH CAP ACI 336.3 R
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CHAPTER SIX
REINFORCED CONCRETE WALL
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ACI 318 Building Code Requirements for RC Walls
Walls should be designed to resist all loads to which they are subjected,
including eccentric axial loads and lateral forces.
1. Walls shall be designed for eccentric loads and any lateral or
other loads to which they are subjected.
2. Quantity of reinforcement and limits of thickness required by ACI
14.3 and 14.5 shall be permitted to be waived where structural
analysis shows adequate strength and stability.
Minimum reinforcement
— Minimum vertical and horizontal reinforcement
shall be in accordance with ACI 14.3.2 and 14.3.3 unless a greater
amount is required for shear by ACI 11.10.8 and 11.10.9.
— Minimum ratio of vertical reinforcement area
to gross concrete area, ρl, shall be:
a) 0.0012 for deformed bars not larger than No. 5 with fy not less than
60,000 psi; or
b) 0.0015 for other deformed bars; or
c) 0.0012 for welded wire reinforcement not larger than W31 or D31.
— Minimum ratio of horizontal reinforcement
area to gross concrete area, ρt, shall be:
a) 0.0020 for deformed bars not larger than No. 5 with fy not less than
60,000 psi; or
b) 0.0025 for other deformed bars; or
c) 0.0020 for welded wire reinforcement not larger than W31 or D31.
— Walls more than 10 in [250 mm]. thick, except basement walls, shall
have reinforcement for each direction placed in two layers parallel with
faces of wall in accordance with the following:
a) One layer consisting of not less than one-half and not more than twothirds of total reinforcement required for each direction shall be placed
not less than 2 in. nor more than one-third the thickness of wall from the
exterior surface;
b) The other layer, consisting of the balance of required reinforcement in
that direction, shall be placed not less than 3/4 in. nor more than onethird the thickness of wall from the interior surface.
— Vertical and horizontal reinforcement shall
not be spaced farther apart than three times the wall thickness, nor
farther apart than 18 in.
— Vertical reinforcement need not be enclosed by lateral ties if vertical
reinforcement area is not greater than 0.01 times gross concrete area, or
where vertical reinforcement is not required as compression
reinforcement.
The notation used to identify the direction of the distributed
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Reinforcement in walls was updated in 2005 to eliminate conflicts
between the notation used for ordinary structural walls and the notation
used for special structural walls . The distributed reinforcement is now
identified as being oriented parallel to either the longitudinal or
transverse axis of the wall. Therefore, for vertical wall segments, the
notation used to describe the horizontal distributed reinforcement ratio
is ρt, and the notation used to describe the vertical distributed
reinforcement ratio is ρl.
Vertical reinforcements for reinforced concrete walls :
(i) Minimum steel percentage : 0.4%. When this reinforcement controls
the design, half of the steel area be on each side;
(ii) Maximum steel percentage : 4%;
(iii) All vertical compression reinforcements should be enclosed by a
link
as shown in Figure below;
(iv) Maximum distance between bars : the lesser of 3 times the wall
thickness and 400 mm as shown in Figure below.
Vertical reinforcements for walls
Horizontal and transverse reinforcements for reinforced concrete walls
(i) If the required vertical reinforcement does not exceed 2%, horizontal
reinforcements be provided as follows and in accordance with Figure
below :
(a) Minimum percentage is 0.25% for = 460 y f MPa and 0.3% for fy = 250
MPa;
(b) bar diameter ≥ 6 mm and 1/4 of vertical bar size;
(c) spacing ≤ 400 mm.
≤ 3h and 400 mm
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Horizontal reinforcements for walls with vertical reinforcement ≤ 2%
(ii) If the required vertical reinforcement > 2%, links be provided as
follows as shown in Figure blow :
(a) to enclose every vertical compression longitudinal bar;
(b) no bar be at a distance further than 200 mm from a restrained bar at
which a link passes round at included angle ≤ 90o;
(c) minimum diameter : the greater of 6 mm and 1/4 of the largest
compression bar;
(d) maximum spacing : twice the wall thickness in both the horizontal
and vertical directions. In addition, maximum spacing not to exceed 16
times the vertical bar diameter in the vertical direction.
Anchorage by links on vertical reinforcements of more than 2%
Plain walls
If provided, minimum reinforcements : 0.25% for = 460 y f MPa and 0.3%
for = 250 y f MPa in both directions generally.
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EC2 CODE
The information given relates specifically to walls which are vertical
loadbearing members. It includes for plain concrete walls as defined in
EC2. Columns, as defined by EC2, with a breadth/thickness ratio of not
greater than four are considered separately.
Walls thinner than 150mm are not recommended. Basement retaining
walls are considered separately in EC2 6.6 code.
Nominal cover to all reinforcement (EC2, Clause 4.4)
Horizontal bars are placed outside the vertical bars and cover is
measured to these.
• Internal use (15mm or bar diameter) + Δcdev (Concrete inside buildings
with low air humidity, XC1) whichever is greater
• External use 35mm + Δcdev (Corrosion induced by carbonation, XC3)
for values of Δcdev
Minimum area of reinforcement (EC2, Clause 9.6.2)
Vertical reinforcement
0.002 Ac (half placed in each face)
Minimum bar diameter to ensure robust cage: 12mm
Horizontal reinforcement (in each face) 25% of the vertical reinforcement
or 0.001 Ac whichever is greater
Preferred minimum bar diameter: ¼ × diameter of vertical bars.
Links
Diameter to be not less than a quarter of the size of the largest
compression bar.
Plain concrete walls
Where reinforcement is required for the purpose of controlling
shrinkage or temperature (also applies to reinforced concrete walls), it
should comply with the following.
Minimum steel area for both vertical and horizontal reinforcement
0.0025Ac.
This reinforcement should consist of small diameter bars closely
spaced and placed (with adequate cover) near the exposed surface. This
reinforcement should be distributed half near each face.
Maximum area of vertical reinforcement (EC2, Clause 9.6.2)
Maximum percentage of gross cross section: 0.04 Ac
Bar spacing (EC2, Clause 9.6.3)
Minimum spacing
75mm (bars 40mm size and greater: 100mm).
Pairs of bars
100mm. When considering the minimum spacing of bars of 32mm size
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EC2 & ACI
or greater, allowance must be made for lapping of bars.
Maximum spacing
Vertical and horizontal bars. The lesser of
• 3 times the wall thickness
• 400mm.
Links
Where the total area of the vertical reinforcement in the two faces
exceeds 0.02 Ac links should be provided (see 6.4.2. The larger
dimension referred to need not be taken larger than 4 times thickness of
wall).
Vertical spacing
The lesser of
• 16 times the size of the vertical bar size or
• twice the wall thickness.
Any vertical compression bar not enclosed by a link should be within
200mm of a restrained bar.
Horizontal spacing
Maximum spacing should not exceed twice the wall thickness.
Anchorage and lapping of bars (EC2, Clauses 8.4 and 8.7)
For high yield steel, 500 Grade Table 6.6 gives typical anchorage and lap
lengths for ‘good’ bond conditions. Lap lengths provided (for nominal
bars, etc.) should not be less than 15 times the bar size or 200mm,
whichever is greater
Notation for layers of reinforcement
Reinforcement is fixed in two layers at right-angles to form a mat,
normally one mat at each wall face:
• abbreviation for near face
N
• abbreviation for far face
F
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EC2 & ACI
Edge wall connections to slabs
This method for detailing slab to edge walls is described in EC2 section
6.2.2. This is similar to that for beam to edge columns which is
described in 6.3.2. Model detail MS2 shows the reinforcement detail for
such a joint. Where slab starter bars are required and cannot be inserted
through holes left in the wall Model detail MW3 is used.
Half landings
Where starter bars are required for half landings these may be inserted
in the walls. Mechanical shear dowels and couplers may be considered
as alternatives to half joints so avoiding the use of nibs.
Detailing information
Design information for detailing should include:
• Layout and section drawings including details
of slab intersections and holes, and details of the construction system if
known.
• Concrete grade and aggregate size (standard 30/37MPa and 20mm).
• Nominal cover to reinforcement and controlling design consideration,
fire or durability (standard 20mm for internal conditions, 40mm for
external conditions).
• Details of any design reinforcement required including:
– type of reinforcement (standard H)
– bar diameter
– pitch or number
– where it is required
– lap length if other than normal
compression lap.
Otherwise bar size and pitch given in Model Detail MW1 is assumed.
• Details of proprietary reinforcement, insertions and openings, e.g.
conduit, cable ducting, etc., should be given where the placing of
reinforcement is affected. Provide this information at an early stage.
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EC2 & ACI
Horizontal bars are laid outside vertical bars
Nominal cover specified by designer (At least 20 or bar size whichever is
greater). Where there is no specific design requirement the bar size and
pitch given below may be used
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EC2 & ACI
Corner details
For cover, size and pitch of main bars see Model Detail MW1 unless
specified otherwise U-bars to be same size and pitch as horizontal bars.
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EC2 & ACI
Half landing detail
For cover, size and pitch of wall bars see Model Detail MW1.
For details of slab bars see Model Detail MS2, but ‘U’ bars to be Class B
or C steel and of size not greater than 12.
For details of staircases see Model Details MST1 and MST2
Hole details
For cover, size and pitch of main bars see Model Detail MW1.
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KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
CANTILEVER RETAINING WALLS
EC2 makes no reference to this member. It is mentioned in EC7 (26), but
essentially in connection with geotechnical aspects.
Minimum area of reinforcement (EC2, Clause 9.6.2, pr EN 1992-3)
Simple earth retaining walls
Retaining walls which provide means for the water to drain, e.g. weep
holes, and for which minor seeping problems do not create problems.
• Vertical reinforcement
0.002 Ac (half in each face). Minimum bar size 12mm
• Horizontal reinforcement
the greater of 25% of vertical reinforcement or 0.001Ac (in each face)
Water resisting retaining walls or retaining walls which are required to
prevent water seepage, e.g. basements
Restraints can cause cracking to occur in any direction and hence the
minimum steel provided should equal Ac fct / fy in both directions and
the crack widths checked accordingly.
Maximum area of vertical reinforcement (EC2, Clause 9.6.2)
• Maximum percentage of gross cross section: 4%.
Bar spacing (EC2, Clause 9.6.3 and EC2, Part 3 Clause 7.3.3)
• Minimum spacing 75mm (bars 40mm size and greater:100mm)
• Pairs of bars 100mm
When considering the minimum spacing of bars of 32mm size or
greater, allowance must be made for lapping of bars.
• Maximum spacing 200mm
Edge wall connection to slabs
The method for detailing slab to edge walls is described in 6.2. This is
similar to that for beam to edge columns which is described in 6.4.
Mechanical shear dowels and couplers may be considered as
alternatives and are described in 6.2.2.
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Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
Corner details
For most conditions of applied moment Model Detail MW2 is suitable.
However for thin sections with a high applied opening moment a special
detail may be required (see EC2, Annex J, UK National Annex).
Construction joints
Kicker height for walls below ground level should be a minimum of
150mm and cast integral with the foundations.
Full contraction joints should only be used when it is predicted that
shortening along the full length of the wall will be cumulative. Where
necessary they should be detailed at 30m centers.
See Model Detail MRW3B.
Liquid retaining structures should only be provided with movement
joints if effective and economic means cannot otherwise be taken to
minimize cracking.
There are two main options available.
A Design for full restraint. In this case, no movement joints are provided
and the crack widths and spacing's are controlled by the provision of
appropriate reinforcement according to the provisions of EC2, Clause
7.3.
B Design for free movement (see Model Detail MRW3C). Cracking is
controlled by the proximity of joints. A moderate amount of
reinforcement is provided sufficient to transmit any movements to the
adjacent joint. Significant cracking between the joints should not occur.
Where restraint is provided by concrete below the member considered,
a sliding joint may be used to remove or reduce the restraint.
Wall starters
Wall starter bars should always be specified with the base slab
reinforcement and care taken to define them relative to the wall section,
or at least refer to their location on drawing and schedule.
Links in walls
Where the total area of the vertical reinforcement in the two faces
exceeds 0.02 Ac links should be provided.
Detailing information
Design information for detailing should include:
• Layout and section drawings, which include plan dimensions, depths
and levels.
• Dimensions and positions of kickers (standard kicker height below
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Guidelines for Detailing of Reinforcement in Concrete Structures
2015
EC2 & ACI
ground 150mm, above ground 75mm).
• Concrete grade and aggregate size (standard 30/37MPa and 20mm).
• Cover to reinforcement:
– standard:
50mm to earth face of walls
40mm to external exposed faces of walls
75mm to bottom and side cover to base
25mm to internal faces.
• Detail of design reinforcement required including:
– type of reinforcement (standard H)
– bar diameter
– pitch or number
– position.
• Details of construction joints.
• Details of any services fittings where placing of reinforcement may be
affected, e.g. large openings, puddle flanges.
External cantilever wall
Vertical bars placed on outside for earth faces.
Horizontal bars placed on outside for exposed faces.
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2015
EC2 & ACI
Footing of cantilever wall
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2015
EC2 & ACI
CANTILEVER RETAINING WALLS STEM
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2015
EC2 & ACI
RETAINING WALLS MRW2 - Basement retaining wall
This type of structure are useful to underground building.
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2015
EC2 & ACI
CANTILEVER RETAINING WALLS VARIATIONS
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2015
EC2 & ACI
CANTILEVER RETAINING WALLS KEY
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2015
EC2 & ACI
CANTILEVER RETAINING WALLS VERTICAL CONTRACTION JOINTS
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2015
EC2 & ACI
RECOMMENDATIONS
1. Joints (a) and (b) can transmit stress. Joint (c) can only transmit
horizontal bending stress. Joints (a) and (b) may require corrosion
protection in the area around the reinforcing bar that crosses the crack
if significant amounts of water seep in through the outer side of the
member.
2. Joints (a), (b) and (c) are scantly waterproof.
3. Joints (d) and (e) are fully waterproof.
4. Vigorous vibration must be conducted with extreme care around
water stops.
5. The water stop should penetrate at least 30 cm into the wall
foundation. Welding must be performed very meticulously in long
splices.
6. The beveled and sunken edges in joints (a), (b) and (e) must reduce
the wall section by at least 25 per cent to ensure that the crack will form.
CANTILEVER RETAINING WALLS - EXPANSION JOINTS
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2015
EC2 & ACI
RECOMMENDATIONS
1. The failure to make J-J joints in (a) and (b) places horizontal tensile
stress in the stems and may induce torsion in the footings. In this case,
the members affected should be designed accordingly.
2. Expanded polystyrene may be replaced by any readily compressed
material.
3. The seal for joint (d) should rest on the polystyrene.
4. Vigorous vibration must be conducted with extreme care around
water stops.
5. The water stop should penetrate at least 30 cm into the wall
foundation. Welding must be performed very meticulously in long
splices.
2. STATUTORY LEGISLATION
None in place.
3. RECOMMENDED ALTERNATIVE CODES - See ACI (29).
4. SPECIFIC REFERENCES - See Chapter 14 in (27).
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2015
EC2 & ACI
CANTILEVER RETAINING WALLS FILLAND DRAINAGE
RECOMMENDATIONS
1. Angle e must be calculated.
2. Granular fill should be used to ensure effective drainage. Otherwise,
the thrust cannot be assessed using the usual Rankine and Coulomb
theories on earth pressure.
3. For water proofing the wall there are two systems, (b), (c). In solution
(b), waterproofing consists of a mere coat of asphalt paint. In (c), a
waterproofing membrane is used.
4. Alternative (c) is the solution of choice when water tightness must be
guaranteed.
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2015
EC2 & ACI
BUTTRES WALLS FOOTING
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2015
EC2 & ACI
BUTTRESS WALLS STEM
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2015
EC2 & ACI
BUTTRESS WALLS - INSIDE BUTTRESS
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EC2 & ACI
BUTTRESS WALLS END BUTTRESS
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2015
EC2 & ACI
TRAY WALLS
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EC2 & ACI
BASEMENT WALLS FACADE FOOTING
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KUFA UNIVERSITY /FACULTY OF ENGINEERING
Guidelines for Detailing of Reinforcement in Concrete Structures
2015
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KUFA UNIVERSITY /FACULTY OF ENGINEERING
2018‫‏‬
KUFA UNIVERSITY FACULTY OF
ENGINEERING
Dr – Luay Mohammed Al-Shather
]
[
SUMMARY OF ACI & EC2 CODES AND STANDARDS ON CONSTRUCTION DETAILS