CONCRETE

Concrete & Reinforcing Steel CONCRETE

1. ASTM C150
Cement
2. ASTM C595M
Aggregates 3. ASTM C618
Water 4. ASTM C989
Proportioning & mixing of concrete 5. ASTM 1240

Conveying, placing, Compacting, curing

Tests, quality control, Inspection
Strength and Deformation of Concrete in compression
Tension strength
Strength under combined stress
Volume changes: shrinkage temperature
Lightweight concrete
Reinforcing steel
American Society for Testing & Materials
Portland Cement - most common type of cement
Blended Hydraulic Cement - mixing with other materials. Supplementary Cementitious Materials (SCMs)
Flyash - coal-fired power plants, POZZOLAN

AGGREGATES
Fine aggregates - pass through sieve #4
Coarse aggregates - retained by sieve #4
• Nominal max size - 1/5 narrowest dimension, 1/3 depth of slab, 3/4 clear spacing
WATER
• must be potable

STEEL REINFORCEMENT
• shall be deformed, plain reinforcement shall be for spirals or prestressing
• welding shall conform to Structural Welding Code - Reinforcing Steel
DEFORMED REINFORCEMENT
• ASTM A615M - resisting member
• ASTM A706M - resisting earthquake
• ASTM A1035 - spiral reinforcement
• ASTM A184M - bar mats
PLAIN REINFORCEMENTS FOR SPIRAL
• ASTM A615M, bars
• ASTM A706M, bars
• ASTM A82M, wires
 . Proportioning & Mixing Of Concrete
• shall be proportioned to provide workability, consistency, resistance, and strength.
• Ready-mixed concrete shall be mixed and delivered (ASTM C94M & ASTM C685M)'
• Job-mixed concrete - shall be mixed continuous for at least 1 - 1/2 (ASTM C94M)
ADMIXTURE - used as an ingredient of concrete and added to concrete before or during its mixing.
Conveying, Placing, Compacting, Curing
• conveyed from mixer to place of final deposit by methods that will prevent separation
• CONVEYING- shall be capable of providing a supply of concrete at site
• PLACING- shall be deposited as nearly as practicable in its final position
• defined by its boundaries or predetermined joints, except as permitted by SECTION 406.4
• COMPACTING- thoroughly consolidated by suitable means during placement
• CURING- shall be maintained above 10 degrees Celsius; except when cured SECTION 405.12.3
• ACCELERATED CURING- curing by high-pressure steam; may be employed to accelerate strength; shall provide
a compressive strength at the load stage
Design of Formwork
• forms shall result in a final structure that conforms to shape; shall be substantial and sufficiently tight to prevent
leakage of mortar; shall be properly braced or tied.
Considerations:
1. Rate and method of placing concrete
2. Construction loads
3. Special form
Removal of Forms, Shores and Reshoring
• forms shall be removed in such a manner as not to impair safety and serviceability of the structure
• REMOVAL OF SHORES & RESHORING (SECTION 406.2.2.1 - 406.2.2.3) - shall apply to slabs
and beams
• Contractor shall develop a procedure and schedule for removal of shores
1. Structural analysis and concrete strength data used in planning and implementing form removal
2. No construction loads shall be supported on
3. Sufficient strength shall be demonstrated by structural analysis considering proposed loads
Conduits and Pipes Embedded in Concrete
• Conduits & pipes of aluminum shall not be embedded in structural concrete unless effectively coated or covered to
prevent
• shall not be larger in outside dimension than 1/3
• Not exposed to rusting; not thinner than standard schedule 40 steel pipe
• nominal inside diameter not over 50 mm and are spaced not less than 3 diameters on centers
Conduits and Pipes Embedded in Concrete
• shall be so fabricated and installed that cutting, bending or displacement of reinforcement from its proper location will not be required
Construction Joints
• shall be cleaned and laitance removed immediately before new concrete is placed
• Shall be made for transfer of shear and other forces through construction joints (SECTION 411.8.9)
• Shall be located within the middle third of spans of slabs, beams, and girders.
Tests, Quality Control, Inspection
• shall be made in accordance with the standards (SECTION 403.9)
• For 2 years after completion of the project or as required by implementing agency an preserved by the engineer for that purpose
Sampling
• elapsed time shall not exceed 15 min
• Transport the individual samples to the place where fresh concrete tests are to be performed; shall be combined and remixed with a shovel
• obtained these portions within the time limit specified in section 4
Procedure
• the size of samples shall be dictated by the maximum aggregate size
• NOTE 2 should normally be performed as the concrete is delivered from the mixer
• NOTE 4 the containers may have to be supported above the subgrade
Tests of Materials
• take samples by whichever of the procedures described in 5.2.1. - 5.2.3 most applicable under the given conditions
1. Concrete Strength in Compression - typically measured by its Compressive strength denoted as fc’
• Typical Values (25-40 MPa)

2. Strain Curve for Concrete -LAW (Ec)

• CRACKING & NON-LINEAR BEHAVIOR- load, microcracks begin to form within the concrete.
• ULTIMATE STRENGTH- concrete reaches it’s maximum compressive strength; in the process of failing
• POST-PEAK BEHAVIOR - the concrete softens, and strain continues to increase while the stress decreases
3. Deformation in Concrete Under Compression
• DEFORMATION - concrete changes shape under compressive load
• STRAIN AT FAILURE - can undergo significant strain before failure
Strength & Deformation of Concrete in Compression
• MODULUS OF ELASTICITY (Ec) - ratio of stress strain; generally taken as around 20,000 MPa W" 0 043
. fo in MPa

• POISSON’S RATIO- exhibits lateral expansion; typically around 0.2 to 0.25

4. Factors Influencing Compressive Strength and Deformation
• WATER-CEMENT RATIO - the lower the water-to-cement ratio, the stronger the concrete
• CURING CONDITIONS - improves hydration
• AGE OF CONCRETE- continues to gain strength within the 28 days
• AGGREGATE TYPES & SIZE- fine aggregates increase workability; coarse aggregates greater strength
• SUPPLEMENTARY CEMENTITIOUS MATERIALS (SCMs)- enhance the compressive strength and modify the deformation behavior
6. Failure Modes
• BRITTLE FAILURE - tends to fail when reaches its maximum strength
• CRACKING- when stress exceeds limits cracking begins
Tension Strength
• maximum stress can withstand while being stretched before failing
1. Concrete Tensile Strength
• relatively low compared to it’s compressive strength; ranges from 20 MPa to over 100MPa
• typically it’s 10% of the compressive strength
Measurement of Tensile Strength
• DIRECT TENSION TEST directly pulled in tension until it fails.
•
•
SPLIT CYLINDER TEST (BRAZILLIAN TEST) - to determine the indirect tensile strength
FLEXURAL STRENGTH (MODULUS OF RUPTURE) - bending to evaluate its tensile behavior
fet 2PD P = applied load (force)
L = length of the cylinder
D = diameter of the cylinder

forde
P = maximum applied load
L = length of the span
b = width of the beam
d = depth of the beam

2. Factors Influencing Tensile Strength

• WATER-CEMENT RATIO- the lower it is leads to higher tensile strength; however low water can reduce workability
• CONCRETE MIX- more cement leads to higher tensile length; also cause shrinkage cracks
3. Why Concrete is Weak in Tension
• primary reason is its microstructure
4. Reinforcement in Concrete
• almost always reinforced with steel bars; reinforcement works by resisting the tensile forces, which concrete alone cannot handle effectively
• STEEL REINFORCEMENT - good bonding with concrete
• FIBER-REINFORCED CONCRETE- enhanced with fibers to improve post-cracking
5. Tensile Strength in Design
• use the concept of REINFORCED CONCRETE (RC)
• CRACK CONTROL - exceed the concrete’s ability to resist
• LIMITATIONS OF CONCRETE IN TENSION - proper design is crucial to ensure these parts perform safely under loads
6. Practical Implications
• SLABS & BEAMS- bending experience tension at the bottom
• CRACK PROPAGATION- cracks are controlled
• STRUCTURAL SAFETY- subjected to dynamic loads
7. Improving Concrete’s Tensile Strength
• USING SUPPLEMENTARY CEMENTITIOUS MATERIALS (SCMs)- can improve the bonding
• FIBER REINFORCEMENT - improve its ability to resist cracking
• HIGH-PERFORMANCE CONCRETE (HPC)- improve both tensile and compressive strength
Reinforcing Steel
• SECTION 407 DETAILS OF REINFORCEMENT
• 407.1 NOTATIONS
• d = distance from extreme compression fiber to centroid of tension reinforcement, mm
• db = nominal diameter of bar, mm
• fci = compressive strength of concrete, MPa
• Dylan = yield strength of non-prestressed reinforcement, MPa
• Ld = development length, mm SECTION 412
• 407.2 STANDARD HOOKS
• 407.2.1 - 180 degree bend plus 4db extension, not less than 60 mm at free end of bar
• 407.2.2 - 90 degree bend plus 12db extension at free end of bar
• 407.2.3 - For stirrup and tie hooks;
1 .
016mm bar 3 smaller, 90 degree bend plus 6db extension at free end of bar
2. 20 mm 25 mm bar 90 degree bend plus 12db extension at free end of bar
.
3 De5mm bar b smaller 135 degree bend plus 6db extension at free end of bar

• 407.2.4 SEISMIC HOOKS

• 407.3 MINIMUM BEND DIAMETERS
• 407.3.1- shall not be less than the valued in Table 407-1
• 407.3.2 - inside diameter of bends for stirrups and ties shall not be less than 4db
• 407.3.3 - inside diameter of bends in welded wire fabric shall not be less than 4db for deformed wire and 2db for all other wires

able 407 - 1 Minimum of Diameters of Bend

BAR SIZE MINIMUM DIAMETER

10mm through 25mm Gdb

28mm ,
32mm and 36 mm 8 db

42mm and 58 mm lodb

• 407.4.1 - shall be bent cold

• 407.4.2 - shall not be field bent
• 407.5 SURFACE CONDITIONS OF REINFORCEMENT
• 407.5.1 - shall be free from mud, oil or other nonmetallic coatings that decrease bond 403.6.3.8 and 403.6.3.9 shall be permitted
• 407.5.2 - referenced in SECTION 403.6
• 407.5.3 - shall be clean and free of oil; light coating of rust shall be permitted
• 407. 6 PLACING REINFORCEMENT
• 407.6.1 - shall be accurately placed and adequately supported before concrete is placed
• 407.6.2 - shall be placed within the following tolerances:
• 407.46.2 - tolerances for depth
Minimum Concrete
Effective Depth ,
d Tolerance on a Tolerance on

10 mm
-

↑ 10mm
D 200 mm
d 200 mm ↑ 12 mm - 12 mm

• 407.6.3 - shall be bent cold welded five fabric used in slabs not exceeding 3m in span
• 407.6.4 - welding of crossing bars shall not be permitted for assembly
• 407.7 SPACING LIMITS FOR REINFORCEMENT
• 407.7.1 - shall be db but not less than 25 mm. Section 403.4.2
• 407.7.2 - placed in two or more layers, upper layers shall be placed directly above bars in the bottom layer with clear distance between
layers less than 25 mm.
• 407.7.3 - shall not be less than 1.5 db or less than 40 mm.
• 407.7.4 - shall apply also to the clear distance between a contact lap splice
• 407.7.5 - shall not be spaced farther apart than three times the wall or slab thickness, nor farther than 450 mm
• 407.7.6 BUNDLED BARS
• 407.7.6.1 - shall be limited to four bars in one bundle
• 407.7.6.2 - shall be enclosed within stirrups or ties
• 407.7.6.3 - larger than 36 mm shall not be bundled in beams
• 407.7.6.4 - shall terminate at different points with at least 40db stagger
• 407.7.6.5 - shall be treated as a single bar of a diameter from the equivalent total area
• 407.7.7 PRESTRESSING TENDONS AND DUCTS
• 407.7.7.1 -closer vertical spacing and binding of tendons shall be permitted in the middle portion of a span
• 407.7.7.2 - to prevent the tendons from breaking through the duct.
• 407.8 CONCRETE PROTECTION FOR REINFORCEMENT
• 407.8.1 CAST-IN PLACE CONCRETE (NONPRESTRESSED)
• MINIMUM COVER
1. Concrete cast permanently exposed to earth —————75mm
2. Concrete exposed to earth or weather——————50mm
3. Concrete not exposed to weather ——————40mm
a. SLABS, WALLS, JOINTS
42 mm3 58mm bars ————— 40mm

36 mm
3 smaller —————20mm
b. TIES, STIRRUPS, SPIRALS ————40mm
c. SHELLS, FOLDED PLATE MEMBERS
20mm bar larger
—————20mm
16 mm bar . MW200 or MD 200 wire and smaller —————12mm
• 407.8.2 PRECAST CONCRETE (MANUFACTURED UNDER PLANT CONTROL CONDITIONS)
• MINIMUM COVER
1. Concrete cast permanently exposed to earth —————75mm
a. WALL PANELS
4) Imm bar3 58 mmbars —————40mm
36 bar and smaller MV200 or MD 200 ———20mm
b. O. THER MEMBERS
42358 larger than 40mm 50mm

20 through 38 bars larger than 16mm through 40mm 40mm

16 bar B smaller MW200 or MD 200 30mm

2. Concrete not exposed to weather

a. SLABS, WALLS, JOINTS
42358 larger than 40mm 30 mm

20
Prestressing tendons 40mm and smaller mm

36 MW200 MD 200 15mm

mm bar B smaller or

b.M BEAMS, COLUMNS

of less than 15mm 40 mm
• TIES, STIRRUPS, SPIRALS————— 20mm
c. SHELLS, FOLDED PLATE MEMBERS
• PRESTRESSING TENDONS ——————20mm

20 mm bar b larger 15 mm

16 barmm MW200 or MD 200 10 mm

407.8.3 CAST IN PLACE CONCRETE (PRESTRESSED)
407.8.3.1 - greater cover is required by Sections 407.8.6 & 407.8.8
• MINIMUM COVER
1. Concrete cast against and permanently exposed to earth —————75mm
2. Concrete exposed to earth;
• WALLS, PANELS, SLABS, JOISTS—————25mm
• OTHER MEMBERS——————40mm
3.Concrete not exposed to weather
a. SLABS, WALLS, JOISTS—————20mm
b. BEAMS, COLUMNS
• PRIMARY REINFORCEMENT———————40mm
• TIES, STIRRUPS, SPIRALS———————25mm
c. SHELLS, FOLDED PLATE MEMBERS
16 mm bar MW200 or MD 200 10mm
• Other reinforcement—————— db>20mm
• 407.8.4 BUNDLED BARS - need not be greater than 50mm
• 407.8.8 FIRE PROTECTION- requires a thickness of cover for fire protection
• 407.8.11 SPIRALS
• 407.11.4.1 - shall consist of evenly spared continuous bars
• 407.11.4.2 - shall not exceed 75mm or be less than 25mm
• . - shall be provided by one and ore-half exert turns of spiral bar
407.11.44
• 407.11.4.5 2. FULL MECHANICAL OR WELDED SPLICES - shall extend from top of footing or slab in any story

1. LAP SPLICES not less than the larger of 300 mm • 407.11.5

• 407.11.5.1 - shall be enclosed by lateral ties
a. Deformed uncoated bar or wire————— 48db • 407.11.5.2 - shall not exceed 16 longitudinal bar diameters
• 407.11.5.3 - shall have lateral support provided by the corner of a tie
b. Plain uncoated bar——————72db • 407.11.5.4 - located vertically not more than one half a tie

c. Epoxy-coated————72db •
•
407.11.5.5 - four directions into a column
407.11.5.6 - placed in the top of columns or pedestals
d. Plain coated with standard stirrups—————48db • 407.13 SHRINKAGE & TEMPERATURE REINFORCEMENT
• 407.13.1 - shall be provided in structural slabs where the flexural extends in one direction only.
e. Epoxy-coated with standard stirrups—————48db • 407.13.1.2 - temperature restrained
• 407.13.2.1 - area of shrinkage
1. Slabs where grade 280 and 530 deformed bars are used ————— 0.0020
2. Slabs where grade 415 deformed bars or welded wire fabric ——————— 0.0018
3. Slabs with yield stress exceeding 415 MPa at a yield strain of 0.35% —————— 0.0018x415fy
 CHAPTER 2
MINIMUM DESIGN LOADS
NSCP 2010
Static force procedure

Table 205 3 Roof

=
.

v
WADS
R =
r (A 15) 74
-
.

8kPa DL
Minimum

5Ca
2 .

v =

LL
P not exceed 100%
# 23 1 .

/I +
,
WL Measures using mg

(
See section 207 for design wind loads
SEISMICL
mi ZON

OTHER &
See section 206.7 for ponding loads
See section w08 for earthquake loads
2015 version has different formula

• drain is not enough

You're going to distribute

Wihi(v)
See section 206.9.3 for impact loads-
Fi

wind +Go
=

(Lateral or Longitudinal) gas

• manufacturer - minimum impact
• Horizontal— 4 kn/m Building enclosed
• Retaining walls— resist to 1.5 times Building envelope
• ILOILO is in ZONE 4 (WIND) Building flexible
Building low rise
Building or other structural
208.4.1 BASIS FOR DESIGN- overturning will be
regular shaped
resisted by the soil
Building rigid
• table 208.1 - will use this for the formula
Building simple diaphragm
208.4.3.1 - SOIL PROFILE TYPE
Components and cladding
TYPE - Sa, Sb, Sc, Sd, Se - whenever there’s a
Eave height
movement it cannot resist the vertical
Effective wind area
• always moving
Escarpment
• MARIKINA FAULT - most active
Free roof
• Type B is in neutral fault
Glazing
• If your near the types changes
Openings.
Essential facilities
Hazardous
Special occupancy structures
Standard occupancy
Miscellaneous
 SECTION 202 DEFINITIONS 202.1 Walls
BEARING WALL is any wall meeting either of the following classifications:
ACCESS FLOOR SYSTEM to provide an under-floor I. supports more than 1.45 kN/m of vertical load addition to its own
space or to serve as an air-supply. weight.
AGRICULTURAL BUILDING shall not be a place of human habitation nor 2. supports ,ore than 2.90kN/m of vertical load addition to its on weight.
shall it be a place used by the public. EXTERIOR WALL defines the exterior boundaries; has a slope of 60
A L L O WA B L E STRESS DESIGN is a method of degrees or greater with the horizontal plane.
proportioning and designing; nominal loads do not exceed specified NONBEARING WALL is any wall that is not a bearing wall.
allowable stresses (also called working stress design). PARAPET WALL is that part of any wall entirely above the roof line.
ASSEMBLY BUILDING gathering together of 50 or more persons for RETAINING WALL resist the lateral displacement of soil or other materials.
such purposes as deliberation or awaiting transportation.
AWNING is an architectural projection that provides weather protection
BALCONY, EXTERIOR, without additional independent supports. SECTION 203 COMBINATIONS OF LOADS
DEAD LOADS weight of all materials and fixed equipment
203.2 Symbols and Notations
DECK is an exterior floor system; by an adjacent structure
D =dead load
ESSENTIAL FACILITIES are vertical structures that are intended to
E =earthquake load
remain operational from wind or earthquakes.
Em= estimated maximum earthquake force
FACTORED LOAD is the product of a load
F = load due to fluids with well-defined pressures and maximum
GARAGE motorvehicle containing flammable is stored, repaired or kept.
heights
GARAGE, PRIVATE, not more than 90 m' in area; used by the tenants
H = load due to lateral pressure of soil and water in soil
LIMIT STATE unfit for service and no longer useful for its intended
L = live load, except roof live load, including any permitted live load
function (serviceability limit state) or to be unsafe (strength limit state).
reduction
LIVE LOADS use and occupancy of the building or other structure
Lr = roof live load, including any permitted live load reduction
LOADS result from the weight of all building materials. Permanent loads
P = ponding load
are rare or of small magnitude. All other loads are variable loads.
R = rain load on the undellected roof
LOAD AND RESISTANCE FACTOR DESIGN (LRFD) METHOD is a
T = self-straining force resulting from temperature change,
method using load and resistance factors such that no applicable limit state
shrinkage, moisture change, or combinations thereof .
is reached The term "LRFD" is used in the design of steel structures.
W = load due to wind pressure
MARQUEE permanent roofed structure over public right-of-way.
OCCUPANCY used or intended to be used. 203.3 Load Combinations using Strength Design or Load and
STRENGTH DESIGN is a method of proportioning and Resistance Factor Design
designing; do not exceed the member design strength. 203.3.1 Basic Load Combinations
shall resist the most critical effects from the fol lowing combinations of
factored loads:
1.4 (D+F)
1.2(D+ F + T)+ I .6(L+ H)+0.5(Lr or R)
1.2D + 1.6(Lr or R)+ (f1 L or 0.8W)
l .2D + 1.6W + f1 L (Lr or R)
·

1.2D + 1.0E+f1 L
O.9D+1.6W+1.6H
0.9D+1.0E+1.6H
where: f1 = 1.0 for floors in places of public assembly, for live loads in
excess of 4.8 kPa, and for garage live load
= 0.5 for other live loads
203.3.2 Other Loads SECTION 205 LIVE LOADS
Where P is to be considered in design; factored as 1.2P. Live loads shall be the maximum loads expected by the intended
203.4 Load Combinations Using Allowable Stress Design use; shall be less than the loads required by this section.
203.4.1 Basic Load Combinations 205.2 Critical Distribution of Live Loads
shall resist the most critical effects resulting from the following shall be designed using the loading conditions, which would cause
combinations of loads: maximum shear and bending moments.
D+F
D+H+F+L+T 205.3 Floor Live Loads
D + H + F + (Lr or R) shall be designed for the unit live loads; shall be taken as the
D+ H + F +0.75[L + T + (Lr or R)]
D + H + F + (W or E/1.4) minimum live loads of horizontal projection; shall be assumed for
No increase in allowable stresses shall be used with these uses that creates or accommodates similar loadings.
load combinations • the actual live load will be greater than the value shown in
203.4.2 Alternate Basic Load Combinations Table 205-1; shall be used in the design of such buildings or
using these alternate basic load combinations, a one-third increase portions thereof; shall be made for machine and apparatus
shall be permitted in allowable stresses for all combinations, including loads.
W or E. 205.3.2 Distribution of Uniform Floor Loads
D + H + F + 0. 7 s[ L + Lr + ( W or E/1.4)] consideration may be limited to full dead load on all spans in; full
0.60D+W+H
0.60D + E/1.4+H live load on adjacent spans and alternate spans.
D + L+ Lr (or R) 205.3.3 Concentrated Loads
D+L+W
D +L+ E/1.4 designed to support safely the uniformly
203.4.3 Other Loads • shall be made in areas where vehicles are used for
Where P is to be considered in design, each applicable concentrated loads, L, consisting of two or more loads spaced
load shall be added to the combinations 1.5 m nominally on center without uniform live loads. Each load
203.5 Special Seismic Load Combinations shall be 40% of the gross weight of the maximum size vehicle
shall be used as specifically required by Section 208, or by Chapters to be accommodated.
3- 7. • Parking garages shall have a floor system designed not less
1.2D+f1L+1.0Em than 9 kN acting on an area of 0.015 m^2 without uniform
0.9D± 1.0Em
live loads.
where:
205.3.4 Special Loads
f 1 = 1.0 for floors in places of public assembly, for live
shall be made for the special vertical and lateral loads as set forth
loads in excess of 4.8 kPa. and for garage live load.
in Table 205-2.
= 0.5 for other live loads
Em = the maximum effect of horizontal and vertical forces

SECTION 204 DEAD LOADS

Dead loads consist of the weight of all materials of
construction incorporated into the building
204.2 Weights of Materials and Constructions
The actual weights shall be used in determining dead loads for
purposes of design.
204.3 Partition Loads
where partition locations are subject to change shall be
designed to support; a uniformly distributed dead load equal
to 1.0 kPa of floor area.
205.4 Roof Live Loads
205.4.1 General
Roofs shall be designed for the unit live loads, L, set
fo11h in Table 205-3. The live loads shall be assumed to
act vertically upon the area projected on a horizontal
plane.
205.4.2 Distribution of Loads
Where uniform roof loads are in volved tn the design of
members arranged to create continuity,
consideration may be limited to full dc.1d loads on all
spans in combination with full roof live loads on adjacent
spans and on alternate spans.
Exception:
Alteniate spar; loading need not be considered where the
unif orm roof live load is 1.0 kPa or more.
For those conditions where light-gage metal preformed
structural sheets serve as the suppor1 and tinish of roofs,
roof structural members a1Tanged to create continuity
shall be considered adequate if designed for full dead
loads on all spans in combination with the most critical
one of the following superimposed loads:
I . The unifonn roof live load, L, set forth in Table 205-
3 on all spans.
2. A concentrated gravity load, of 9 kN placed on
any span supporting a tributary area greater than 18
m2 to create maximum stresses in the member,
whenever this loading creates greater stresses than
those caused by the uniform live load. The
concentrated load shall be placed nn the member over
a length of750 mm along the span. The concentrated
load need not be applied to more than one span
si mu!tancousl y.
: t Water accumulation as prescribed in Section 206.7.
 1/
nf I

Section Properties by
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= 120,000

=
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800 ② w()
ATOTAL 360000
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800(300) (800) 96x10

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450 Ay 198x10"
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at
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y
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25
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+

Ex = Ad +
800 (59 75)2
.

= 20 .
42x104 mm
4

250
Ive
= + 5000 /144 75-125)
.

=
33 .
94x18"mmY
5
Ex = + 4700(164 .
75 -

242 .

5)
= 52 .
83 x100mmY

Ix = EEX

IX =

107 .
19x10"mont
 500mm

150mm A,

- -

150mm 150mm
1000 mm

-14
Az

As zomm

A Y Ay
D 500 (10) 388 187 75 x10
.
6

② 200 (650) en

Ex
370, 00

EAY 491 .
22
,

Ay

d 8 78
50-y
= = .

da 3525 5 -
=
33 78.
 FLEXURE/BEAM UNCRACKED SECTION ANALYSIS
b
Ec =
0 003
. fa
FOR RECTANGULAR SECTION
3

NA
le
# I TbD
:

o . bdc
Moment
As
⑧
T
I

Hi
fet
SECTION MODULUS

f- Mc ,
M Banding Stress

f fr
1
Y Internal will going to resist external
*
If the external moment is higher than
the internal moment = failure
* Limiting stress ——— Rupture Stress
Ex fr
fe
* The rebar won’t act
AJ E =

-
Me
j =

J
E
AG

9ae

C
=
Ke
k E
=

PROBLEM: Find the moment capacity of the section

PROBLEM: Find the uniform load of A SSB over a
given for a rupture stress
span of 3.0m using the data
0 70 MPa
fr = to
fc's
.

Given : fc's al MPG w= ? )kN/m

200mM vvvvvvvvv

L = 3m

Mmax
8
goo mm Mmax =
jwI ; W
=

As Mr =
Mmax

convertIm 17 12 x
.
100 =
t (w)(3)
fe
:

Mc ;
M
:
fe W
=
15 .
22
KN/m
fo
=
fr :
0 7 .

21 : 3 21 .
MPa

c
=

400 :
200

1 :
it [200(400)3]
I =
1066 67 x10 "mm2 .

M = fr5 =
3 .

21(1066 67x10 .

C 200

Mr =
17 .
12 x 103
CRACKED SECTION - SLD
WORKING STRESS DESIGN
* The one who takes an action is the rebar
1b , 1 b Er SE
-

W
↓ 1/

Id
le
Moment
NA
⑨
A
d d /
jd
A nAS
-
1/ Es
1

d
ve e r r r r r r r r y

fet

1111111
M * Triangular because in the Neutral Axis there’s no value of C

Mr Mn mod strength Ratio

m =

Es
N
=
M-Cjd Tjd =

Fa

jd d -
Me
=

f = - steel ratio
j =
1 -

E
f= Ad
Locate NA solve K Internal Moment

EMA = Ax + Bx + C =
0 COMPRESSION
* fa
:
0 .

45jc
B2 4AC
kd(kd) nAs(d-kd)
X BE 0 5 fa
M Cjd
= -
= .

b
=
=
-

24 allowable suggested
c =

Efekdb ator safety basis

42bd" nAsd-nAskd
:

K : ·

In I
(en)
-o
half

2 =
M Efckjdb

42bd + nAsk-nAj k (n =
(fn)2 + 29
= -

=
0 TENSION

1-
2 bd M- Tid
=
2
+ nbdk -

nfdb =
0
3

T
Ass
-

+ Ink-fn =
0
for strength of steel
fo
=
0 6
.

Fy
= As fojd
M

M =
pbdfs'jd
*
M If , jbd
=
SINGLY REINFORCED CONCRETE SECTION (CRACKED)
b
↓ 1 Er fa =
j 1
led
,
↓
Compression concrete
d Id
Ma Cjd volume of triangle prism

gMoment
=
&

NA
d kd
Ag
8 T
d Y Es
Mc = fakdbid
Strain
fs/ 2

Mc :

Efekjbd
4d - d-kd /d foln-feldfold
:
LetR Efekj
:

Eg Es Mc =
Rbd Lowest safe moment
K
f 2 fr :

Tension Steel

da
:
Ms Tid
K
:

Mc :

Asfsid
I

K =
14 fe
nfc

Design the beam loaded as shown: using 16 mmd

GIVEN:
?

Ab 201mm :

fc’ = 21 MPa
fy = 228 MPa Read # of bars - 5 .

44pcs
W =
15 KN/m
use 6 #16 Bars
.

-
80
-
6 00 2 00

/200
. .

40
30

2 773
.

2 667
.

Mmax 53 34 -
-
50
d 410
=

6 #16

I I

Required Section : d
/20
fe"0 15fc'
Mmax
9 45 MPa Sa
bd2
.
: .

fo 06 # Sc < 25mm use a layers

Fy 136 8 MPa
= =
. .

used 2b increase do
:
or
Es
H=
Ea A

b 26" Mmax =
=
533433 1ax
&, ,
Eg
.

= 200 , 000 MPa

s' * C G

Encore
.

4b 33 19x100 mm
=
.

3
b
=
201 45 . mm
!
McRbd 2b 2202 45
d = = .

R =

Efek ; d =
404 90mm .

J
Try 200x410 OK

nice
mm

Read Steel Reinforcement

-
K
0
a
It

Mmax
j= 1 - As =
j d
=
410 mm
Esjd
0
j 1
391
.

=
-

= 0 87
53 34
.

=
-
?
:
1093 11mm
2
.

R =
fckj 136 80 8. .

110
R= 9 450 8
. .
= 607 MPa
 PROBLEM: Find the moment capacity of the section shown
GIVEN:
fc = 9.45 MPa
fs = 136.80 MPa
n = 9.3 Transformed section
200mm
/b 200
=

/ I Is
,

d = 410 T NA
/

6 As
/
410 -
X

As =
6- #16 :
1206 mm ? FOR STEEL :
Locate the NA ; EMA =O r fs = 136 80 .

Mira
bx(z =
nAs 410 n= modulus strength ratio
x
dX
-

c =

200 x 9 3 120 6410 X-+ 165 57mm

·

: . ·
.

244 43mm
.

C= 400 165 -
57 =
.
.

2004 =
9 3 1206410-X
.

Mg : fo I
3/1206410
2
100 x =
9 . ·
9 3 1206 X
.
nC

x+ 9 136 80972 69x106

312 06x 9 317
.

06410 =
8
.

. .
- . .
=

-
165 5 .
mm 9 3244 43
.
.

d X
Ms 54X10N
-

58 mm
-

= .

4 10 -
165 57 . =
244 43mm .

Ms Mc
from f :
M ; M: S Use Mcapacity :
Mc

solving for I : 55 52x10"N

Mcap mm
-
.
:

I Fog + Ad
= Neglect

Yebx+bx(x) + *g + NA (410
Moap 55 52 KN
x)
m
.

= .

F :
,
-

i (2007 (165 57)"+ 200 (165 57) 165

5)
(410-165 5)
· .

+ 9 31206
. .

1 =
972 . 69x10" mm4

FOR CONCRETE
fc = 9 45 MPa.

c = X

Mc : fF
C

9 45972 .
.
69x106
=

165 57 .

Mc : 55 .
52 x10"N -

mm
 -

PROBLEM: Find the moment capacity of the section shown

GIVEN:
fc = 9 MPa
fs = 124 MPa
n = 10
I 1000
I

-100 &
X
-
I

la 1x2
600
700 -

X Ag 6 #20:

/ /

I you

Stresses/Bending Moment
↑ r2 =
314 15(b) =
1884 96 As
M ; Me-fc
.
.

5 =

nAs =
1884960 mm? SsT
Ms =

nC

CONC :
EMA NA O
300 x + 1000 300100
-

x 50 = nAs 700 ·
x
Me-fe ; =x

E
488 83x18"N
150x* + 70000 d
=
- mm
.

18849 6700- X
.

A
X 50- : .

STEEL :
X =
149 94mm .

100mm A
SsT
Ms =

i 2 700
= 149
.
94 = -
X
= :
74 97 mm
. &
X .

124(E)
X = X -
50 = 149 94.50
.
: 99 .

94mm(2) - = 153 . 24x10"N mm -

10 D
700 X =
700 149 94 :
550 86mm (D)
-
- .
.

SOLVING FOR I
I =
FaG + Ada
2 2
Ms Ma Under Reinforcement
Iz 300x1 + 100100" : + 700100X +As
-x) Moment :
+ 900 x x
, 700 Safe
Mcap 24x10"N
100) is + 700100)/2"t 153
"

i
= -

mm
300(A
.

=
+ 700 + 300 (A
°
I =
6797 84x10 - E