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Reinforced concrete Course assignments, 2018
1. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete Structures 16-Feb-18
Homework assignments and solutions, 2018
All rights reserved by the author.
Foreword:
This educational material includes assignments of the course named CIV-E4040 Reinforced
Concrete Structures from the spring term 2018. Course is part of the Master’s degree programme
of Structural Engineering and Building Technology in Aalto University.
Each assignment has a description of the problem and the model solution by the author. Description
of the problems and the solutions are in English. European standards EN 1990 and EN 1992-1-1 are
applied in the problems.
Questions or comments about the assignments or the model solutions can be sent to the author.
Author: MSc. Janne Hanka
janne.hanka@aalto.fi / janne.hanka@alumni.aalto.fi
Place: Finland
Year: 2018
Table of contents:
Homework 1. Principles
Homework 2. Design of slab-beam structure in ULS
Homework 3. Analysis of beam structure in SLS
Homework 4. Design for biaxial bending and normal force in ultimate limit state
Homework 5. Strut and tie design in ultimate limit state
2. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 1(14)
Load combinations and partial factors, Service limit state (SLS) [EN 1990]:
Initial combination for actions pini = SW + 1.15PT
Quasi-permanent combination of actions: pqp= SW + ∑Gj + ∑ψ2Qi + PT
Frequent combination of actions: pf= SW + ∑Gj + ψ1Q1 + ∑ψ2,i+1Qi+1 + PT
Characteristic combination of actions: pc= SW + ∑Gj + Q1 + ∑ψ2,i+1Qi+1 + PT
Example of liveload combination factors: ψ0=0,7; ψ1=0,5; ψ2=0,3 (EN 1990 Class G, garages)
Selfweight of structure SW
Imposed dead load(s) G
Imposed Live load(s) Q
Prestressing force PT
Load combinations and partial factors, Ultimate limit state (ULS) [EN1990]:
STR Strenght pEd=∑ KFI γG Gj + γPHYP
pEd=∑ KFI ξγG Gj + KFIγQQ1 + ∑KFIγQψ0,i+1Qi+1 + γPHYP
Partial factor for live loads: γQ=1,5
Partial factor for dead loads: γG=1,35 ; ξγG=1,15
Partical factor for prestressing loads γP=1,0
Load factor: KFI=1 (Normally)
Hyperstatic action due to prestressing force HYP (Prestressed concrete structures)
Design values and partial factors for concrete and steel. Ultimate limit state [EN 1992-1-1]:
Design compressive strength for concrete fcd= αccfck/γC
Design tensile strength for concrete fctd= αctfctk.0.05/γC
Design bond strength for concrete fbd= 2,25η2η1fctd
Design strength for reinforcing steel fyd= fyk/γS
Design strength for tendons fpd= fp.0.1k/γS
Partial factor for concrete: γC=1,50 (Normally)
γC=1,35 (Prestressed concrete structures)
Partial factor for rebar and tendons: γS=1,15 (Normally)
γS=1,10 (Prestressed concrete structures)
Reduction factor for concrete, compression αcc=0,85
Reduction factor for concrete, tension αct=1,00
Compressive strength of concrete: fck
Tensile strength of concrete: fctk.0.05
Yield strength of reinforcement fyk
Yield strength of tendons fp0.1k
Bond strength factor related to bond condition η1 = 1 for good bond conditions
(see EC2 figure 8.2) η2 = 0,7 for poor bond conditions
Bond strength factor related to bar diameter (ϕ) η2 = 1 for ϕ ≤ 32 mm
3. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 2(14)
Material properties for A500HW and B500B reinforcing steel:
Yield strength: fyk=500MPa
Ultimate strength fuk=kfyk=1.08fyk
Modulus of elasticity: Es= 200 000 MPa
Class: B
Maximum strain at maximum force εuk=5,0%
Strain limit (for inclined branch) εud=1,0%
Material properties for prestressing steel fp0,1k/fpk=1640/1860
0,1 proof strength: fp0,1k=1640 MPa
Ultimate strength: fpk = 1860 MPa
Modulus of elasticity: EP= 195 000 MPa
Maximum strain at maximum force εuk= 3,5%
Strain limit (for inclined branch) εud= 2,0%
Relaxation class and value for ρ1000 Class 2 (wire or strand – low relaxation) ρ1000=2,5%
4. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 3(14)
Material properties for concrete (EN1992-1-1 table 3.1):
Concrete selfweight ρc=25kN/m3.
Coefficient of thermal expansion for concrete 10⋅⋅⋅⋅10-6 K-1
Simplified stress distribution for concrete in ultimate limit state (EN1992-1-1 3.1.6(3)):
5. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 4(14)
ULS & SLS Effective flange width according to EN 1992-1-1:
Minimum clear spacing between pre-tensioned tendons and post-tension ducts according to EC2:
6. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 5(14)
ULS Calculation model for ultimate flexural strength with reinforcement and prestressed tendons
where:
εcu3 = Ultimate strain in concrete UB/BT = UnBonded tendons / Bonded Tendons
AS = Area of reinforcing steel AP.BT/UB = Area of bonded/unbonded tendons
εS = Strain in reinforcing steel εP.BT/UB = εP(∞) +∆εP.BT/UB = Total strain in tendons
σS = min(fyd ; εSES) ∆εP.UB = ∆σP.UB / EP = Additional strain in unbonded tendons
= Stress in reinforcing steel ∆εP.BT = εcu(dP.BT-x)/x= Additional strain in bonded tendons
FS = σSAS ∆σP.UB = 50 MPa = Additional stress in unbonded tendons
= Force in reinforcing steel Pd.t = Pm.t / γP = Design force in tendons
σP.(∞) = Pd.t / AP.BT/UB = Design stress in tendons after all losses
FC = Force in concrete Pm.t = Force in tendons after initial and long term losses
σP.UB = min(fpd ; ∆σP.UB + σP.(∞)) = Ultimate stress in unbonded
tendons
MRd = Ultimate moment capacity σP.BT = min(fpd ; EP εP.BT)= Ultimate stress in bonded tendons
FP.BT/UB = σP AP =ULS Force in tendons
7. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 6(14)
ULS Calculation model for ultimate shear strength with shear reinforcement in cracked regions
Asw = cross-sectional area of the shear reinforcement s = spacing of the stirrups
fywd = design yield strength of the shear reinforcement
ν1= 0,6 = strength reduction factor for concrete cracked in shear
αcw = coefficient taking account of the state of the stress in the compression chord
αcw = 1 (normally for non-prestressed structures)
αcw = 1 + σCP/fcd (0 < σCP < 0,25fcd)
θ = angle between the concrete compression strut and the beam axis perpendicular to the shear force.
Angle is limited to cot θ = 1 … 2.5 [recommended value in design is cot(θ)=1]
bw = minimum width between tension and compression chords
z = the inner lever arm. Approximate value z = 0,9d may normally be used
ULS Calculation model for ultimate shear strength without shear reinforcement in cracked regions
EN 1992-1-1 6.2.2
VRd,c =
, ∗ ∗ ∗
, ∗ ∗ ∗
pL = Rebar ratio = min{ ASL/(bwd) ; 0,02 }
ASL = area of the tensile reinforcement anchored beyond the section considered
bw = smallest width of the cross-section in the tensile area [mm]
k = 1+(200/d)0,5
, where d is in [mm]
fck = is in [MPa]
CRd,c = 0,18/yC , where yc is the partial material factor for concrete
8. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 7(14)
SLS Crack width calculation for flexure [EN1992-1-1 §7.3.4]
Crack width: wk = sr,max * ∆ε
∆ε = εsm - εcm = max
{ − , , [ + #
$ %
$
& , ]}/$
, * /$
Crack spacing: sr.max=3,4*c+0,8*0,5*0,425*ϕ/ρp,eff
Reinforcement ratio ρp,eff = As / Ac,eff
Ac,eff = min+
, ∗ , −
, − - . /
,/
Factor kt = 0,4 (for long term loading)
Concrete tensile strength fct.eff = fctm
Concrete cover to rebar c
Diameter of rebar: ϕ
Stress in reinforcement σs
Effective heightd
Cross section height h
ycr
SLS Cracked deflection calculation [EN1992-1-1 §7.4.3]
Members which are not expected to be loaded above the level which would cause the tensile strength (fctm) of the
concrete to be exceeded anywhere within the member should be considered to be uncracked.
Members which are expected to crack, but may not be fully cracked, will behave in a manner intermediate between the
uncracked and fully cracked conditions and, for members subjected mainly to flexure, an adequate prediction of
behaviour is given by equation:
α = ξαII + (1- ξ)αI
α = Deformation parameter (strain, curvature, or rotation). As a simplification, α may be taken as a
deflection
αI = Deformation parameter calculated for the uncracked section
αII = Deformation parameter calculated for the cracked section
ξ =1 – β*(Mcr/M)2
= Distribution coefficient that considers the condition between fully cracked and uncracked section
Note! ξ = 0 for uncracked sections (M<Mcr)
β = coefficient taking account of the influence of the duration of the loading.
β=0,5 for long term loading. β=1,0 for short term loading.
Mcr = Cracking moment of the section
M = Bending moment effecting the section
Effective area of concrete
in tension surrounding
the reinforcement
Mean strain in the
reinforcement
Height of cracked
neutral axis in the
compressive zone
9. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 8(14)
Tip: Bending moment diagrams for 1-span beams.
/1 = /2 = 34
5637 = 0.532
4
5 7 =
;
<
=
<
> /17 −
472
2
; 7 ≤ 3
0.532
4; B − 3 > 7 > 3
/1 B − 7 −
4 B − 7 2
2
; 7 ≥ B − 3
E637 =
32
4 3B2
− 232
48IJ
/1 = /2 = 0.5B4
5637 =
4B2
8
5 7 = 47/2 B − 7
E637 =
54B2
384IJ
/1 = /2 = 0
5 7 = 5 = 5637
E637 =
5B2
8IJ
/1 = /2 = K
5637 = 3K
5 7 = +
K7; 7 ≤ 3
3K; B − 3 > 7 > 3
K B − 7 ; 7 ≥ B − 3
E637 =
K3
24IJ
3B2
− 432
/L = /2 = 4M/2
5NOP =
BM4
4
−
4M2
8
5 7 =
;
=
>
/L7; 7 ≤ 3
/17 −
472
2
; B − 3 > 7 > 3
/L B − 7 ; 7 ≥ B − 3
ENOP =
M4
384IJ
8BQ
− 4BM2
+ MQ
10. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 9(14)
Tip: Bending moment diagrams for 3-span continuous beam.
11. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 10(14)
Tip: Bending moment diagrams for 4-span continuous beam.
12. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete & CIV-E4050 Prestressed concrete structures 23.1.2018
Design aids for EN 1990 and EN 1992-1-1 11(14)
Tip: Bending moment diagrams for 5-span continuous beam.
Note: Equal span lengths. L=L1=L2…=L5
Bending moment at critical sections: Mp=k*p*L2
(moment due to uniform load “p”)
MP=k*P*L (moment due to point load “P” at midspan)
M1 = bending moment at span1
M2 = bending moment at span2
M3 = bending moment at span3
MB= bending moment at support B (second support)
MC= bending moment at support C (third support)
MD= bending moment at support D (fourth support)
Support reactions: Qp = k’ * p * L (support reaction due to uniform load “p”)
QP = k’ * P (support reaction due to point load “P” at midspan)
13. Aalto University Janne Hanka
CIV‐E4040 Reinforced Concrete Structures 2018 3.1.2018
Homework 1, Principles 1(2)
Return to MyCourses in PDF‐format.
Goal of this assignment is to form simplified calculation models for one casting area in a typical parking
structure.
a) Form the calculation model of the beam at Module D‐E/3
b) Calculate the effect of actions (Bending moment and Shear force in Ultimate Limit State) at critical
sections for the beam
c) Form the calculation model of the slab (supported by the beams) between modules 1‐6/E‐D
d) Calculate the effect of actions (Bending moment and Shear force in Ultimate Limit State) at critical
sections for the slab
e) Sketch a principle drawing showing the placement of tensile reinforcement in the beam (see fig. 2)
f) Sketch a principle drawing showing the placement of tensile reinforcement in the slab (see fig. 2)
Figure 1. Plan view of a parking structure. TS=Construction joint. LS=Movement joint.
Deflection curve and support reactions Bending moment curve: Placement of reinforcement:
Figure 2. Example for a one‐span cantilever beam calculation model and placement of rebar:
LS
TS TS
14. Sustainable engineering and design
PERUSTASO = Plan view of a typical floor
Consequence class = CC2
LOADS
qk=2.5 kN/m2 (Class F)
gk=0,25 kN/m2
sw=25 kN/m3 (selfweight of concrete)
Structure will be pos-tensioned. However in
this case you disregard any post-tensioning
effects and consider the structure as RC-
structure.
CONSTRUCTION
JOINT
MOVEMENT JOINT
CONSTRUCTION
JOINT
BEAM UNDER
CONSIDERATION
17. 17.1.2018, 1(4) CIV-E4040 RCS, 2018 Janne Hanka, HW01
a - b) Calculation model and loads for the BEAM
Beam cross section
Slab height hL 180mm Beam total height h 750mm
Beam width Bw 800mm Beam design
(loading) width
bf 7500mm
Span lenght Leff 16.8m
Loads
Dead load gk 0.25
kN
m
2
Live load qk 2.5
kN
m
2
pc 25
kN
m
3
Selfweight
Basic load cases to the beam
Dead load gk.b pc Bw h bf Bw hL gk bf gk.b 47.025
kN
m
qk.b qk bf qk.b 18.75
kN
m
Live Load
Design ULS load to the
beam pEd.b max 1.35 gk.b 1.15 gk.b 1.5 qk.b pEd.b 82.204
kN
m
Effects of actions in ULS
MEd
1
8
Leff
2
pEd.b MEd 2900 kN m
Bending moment (at midspan)
Shear force (at support)* VEd 0.5 Leff pEd.b VEd 690.5 kN
*Note. Shear force used in design could be reduced acc. to EC2
C:UsersfijanhDesktopRak-43.3111
18. 17.1.2018, 2(4) CIV-E4040 RCS, 2018 Janne Hanka, HW01
e ) Rebar sketch
C:UsersfijanhDesktopRak-43.3111
19. 17.1.2018, 3(4) CIV-E4040 RCS, 2018 Janne Hanka, HW01
a - b) Calculation model and loads for the SLAB
Width of the calculation model: bslab 2m Lets assume that the ramp is loading a 2 meter wide strip of
the slab
Typical span lenght of the slab Leff.s 7.5m
Basic load cases to the beam
Dead load gk.s pc bslab hL gk bslab gk.s 9.5
kN
m
qk.s qk bslab qk.s 5
kN
m
Live Load
Slab is supporting the ramp at module 1-2 & 5-6
Span and thickness of ramp: Lramp 10m hramp 0.25m
Dead load from ramp to the
slab strip gk.ramp
Lramp
2
hramp pc gk gk.ramp 32.5
kN
m
gk.ramp gk.s 42
kN
m
Live load from ramp to the
slab strip qk.ramp
Lramp
2
qk qk.ramp 12.5
kN
m
qk.ramp qk.s 17.5
kN
m
Effects of actions in ULS
pEd.s max 1.35 gk.s 1.15 gk.s 1.5 qk.s pEd.s 18.425
kN
m
At typical spans 2,3,4
At typical
spans 1,5
pEd.s.ramp max 1.35 gk.s
gk.ramp
1.15 gk.s
gk.ramp
1.5 qk.s
qk.ramp
pEd.s.ramp 74.5
kN
m
C:UsersfijanhDesktopRak-43.3111
20. 17.1.2018, 4(4) CIV-E4040 RCS, 2018 Janne Hanka, HW01
e ) Rebar sketch
Note: Only one design strip was consider in this solution. In actual design more design strips should be evalueated.
C:UsersfijanhDesktopRak-43.3111
21. Aalto University Janne Hanka
CIV‐E4040 Reinforced Concrete Structures 2018 5.1.2018
Homework 2, Design of reinforced beam‐slab structure in ULS 1(2)
Return to MyCourses in PDF‐format.
You are designing a cast‐on‐situ beam‐slab parking structure (figure 1). Beam height is H and width Bw.
Slab (beam flange) thickness is hL. Beams are supported by circular columns that have diameter D600,
height=3000mm. Structure is braced with the columns. Column connection to the foundation slab is
assumed to be fixed.
‐ Beam concrete strength at final condition: C35/45
‐ Exposure classes XC4, XF2, XD1. Design working life: 50 years. Consequence class CC2
‐ Rebar fyk=500MPa, Es=200GPa
‐ Beam span length: L1=17m. Spacing of beams (slab span lengths) L2=8,1m.
‐ Superimposed dead load: gsDL= 0,5 kN/m2. Concrete selfweight ρc=25kN/m3.
‐ Liveload qLL=5 kN/m2. Combination factors: ψ0=0,7; ψ1=0,5; ψ2=0,3 (EN 1990 Class G, garages)
‐ Concrete cover to rebar is c=40mm
a) Form calculation models of the middle beam and slab. Choose the slab thickness hL, beam height H and
beam width Bw. Calculate the effect of actions in Ultimate Limit State (bending moment MEd.beam & MEd.slab
and shear force VEd.beam & VEd.slab) at critical sections.
b) Design the required amount of beam flexural reinforcement AS.BEAM (diameter and amount) at critical
section for due to bending moment obtained in (a).
c) Design the required amount of slab flexural reinforcement AS.SLAB (diameter and spacing) at critical
section due to bending moment obtained in (a).
d) Design the required amount of beam shear reinforcement ASW (diameter, number of legs and spacing) at
critical section due to shear force obtained in (a).
e) Check the shear resistance without shear reinforcement of the slab (VRd.c.slab>VEd.slab) at critical section.
f) Draw schematic drawings (cross sections) of the beam and the slab with the designed reinforcement.
23. Aalto University Janne Hanka
CIV‐E4040 Reinforced Concrete Structures 2018 5.1.2018
Homework 3, Analysis reinforced beam in SLS 1(2)
Return to MyCourses in PDF‐format.
You are designing a cast‐on‐situ beam that is a part of beam‐slab structure (figure 1). Beam height is H and
width Bw. Slab (beam flange) thickness is hL. Beams are supported by circular columns that have diameter
D600, height=3000mm. Structure is braced with the columns. Column connection to the foundation slab is
assumed to be fixed.
‐ Beam concrete strength at final condition: C35/45
‐ Exposure classes XC4, XF2, XD1. Design working life: 50 years. Consequence class CC2
‐ Rebar fyk=500MPa, Es=200GPa
‐ Beam span length: L1=17m. Spacing of beams (slab span lengths) L2=8,1m.
‐ Superimposed dead load: gsDL= 0,5 kN/m2. Concrete selfweight ρc=25kN/m3.
‐ Liveload qLL=5 kN/m2. Combination factors: ψ0=0,7; ψ1=0,5; ψ2=0,3 (EN 1990 Class G, garages)
‐ Assumed loading history for structure will be following: pk(t=28…29d)=selfweight only ;
pk(t=29…30d)=characteristic combination ; pk(t=30d…50years)=quasi‐permanent combination.
‐ Concrete cover is c=40mm
a) Choose the slab thickness hL, beam height H and beam width Bw. Form the calculation model of the
middle beam. Calculate the effects of actions at Service Limit State at critical section for the beam: *
‐ For quasi permanent combination MEk.qp
‐ For characteristic combination MEk.c
b) Calculate the cross‐section properties used in the analysis (Use transformed cross section properties): *
‐ Moment of inertia for uncracked section IUC
‐ Cracking moment section MCr
‐ Moment of inertia for cracked section ICR
Check the SLS conditions for the beam critical section:
c) Calculate the concrete stress in top of section for characteristic combination.
d) Calculate the stress in bottom reinforcement for characteristic combination.
e) Calculate the crack width at bottom reinforcement for quasi‐permanent combination.
f) Calculate the beam deflection for quasi‐permanent combination. **
Condition # Combination EN1990 Limitation EC2 Clause
Final
I Max concrete compression Characteristic σcc.c < 0,6*fck 7.2(2)
I Max rebar tension Characteristic σs.c < 0,8*fyk 7.2(2)
II Max concrete compression Quasi‐permanent σcc.c < 0,45*fck 7.2(3)
III Max deflection Quasi‐permanent
Creep factor = 2
Δ < Span / 250 7.4.1(4)
IV Max crack width Quasi‐permanent wk.max < 0,3mm 7.3.1(5)
*You can use the same dimensions and rebar chosen in HW1. Or you can use the following:
hL=300mm ; bw=1800mm ; H=1500mm. Stirrups: Φsw=16mm. Bottom rebar: 20pcs–Φ32mm in one row
**Consider the loading history
29. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
HW02 (a) - SLAB
Calculation model of the slab:
Slab span L2 bf bf 8.1m
Slab (design) width bslab 10m bslab 10 m
Maximum SHEAR force and BENDING moment happens with the following Live Load arrangement
MAX BENDING MOMENT AT SUPPORT B
MEd.slab 0.107 bslab 1.15 hf 25
kN
m
3
0.5
kN
m
2
L2
2
0.121 bslab 1.5 5
kN
m
2
L2
2
MEd.slab 1200.9 kN m
MAX SHEAR FORCE (RIGHT SIDE OF SUPPORT B)
VEd.slab 0.607 bslab 1.15 hf 25
kN
m
3
0.5
kN
m
2
L2
0.620 bslab 1.5 5
kN
m
2
L2
VEd.slab 800.7 kN
30. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
HW02 (b) - BEAM ULS
2.8 Mitoitus murtorajatilassa
Mitoitetaan tarvittavat teräkset ensin murtorajatilassa. Teräsmäärää lisätään, jos
käyttörajatilan tarkastelut niin vaativat.
Pääterästen halkaisija ϕm 32mm
Hakaterästen halkaisija ϕh 16mm
Suojabetoni hakaterästen pintaan cbot 40mm
Distance between TWO rows of rebar ccbot.rows 80mm
Centroid of BOT rebar from BOT of section (2 ROWS ASSUMED!) ebot cbot ϕh
ϕm
2
ccbot.rows
2
ebot 112 mm
Vetoterästen tehollinen korkeus ds h ebot ds 1288 mm
Calculation for REQUIRED amount of rebar for the GIVEN BENDING MOMENT:
Required compr. height λxreq.beam ds ds
2
2
MEd.beam
beff fcd
λxreq.beam 32.9 mm
Required amount of rebar As.req
λxreq.beam beff fcd
fyd
As.req 11059.7 mm
2
Required number of rebar
rounded up
nbot.req ceil
As.req
0.25 ϕm
2
π
nbot.req 14
31. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
Calculation for BENDING MOMENT RESISTANCE with the CHOSEN amount of rebar
Kuva 2-13. Taivutuskestävyyden laskentamalli murtorajatilassa.
Laskelmissa käytettävä teräsmäärä AS.BEAM nbot.req 0.25 ϕm
2
π AS.BEAM 11259 mm
2
Poikkileikkauksen normaalivoimien
tasapainoehto murtorajatilassa:
As fyd. λ x beff η fcd 0=
Josta ratkaistaan neutraaliakselin korkeus
otaksuen, että vain laippa on puristettu x
AS.BEAM fyd
λ beff η fcd
x 41.9 mm
Jännitysblokin tehollinen korkeus λ x 33.5 mm
Tarkistetaan neutraaliakselin
korkeuden määrityksesä tehty
otaksuma pitää paikkansa:
x hf 1 Vain laippa on puristettu, OK!
FLANGE COMPRESSED!
Tarkistetaan, että otaksuma
vetoterästen myötäämisestä
pitää paikkansa
εs
εcu3 ds x
x
εs 10.4 % >
fyd
Es
0.22 % OK!
Momenttikapasiteetti MRd ds
λ x
2
AS.BEAM fyd MRd 6223 kN m
Maksimimomentti
tarkasteltavassa
poikkileikkauksessa
MEd
Leff
2
6114 kN m MRd > MEd OK! MRd MEd.beam 1
nbot.req 14 ϕm 32 mm IS REQUIRED FOR THE BEAM BOTTOM REBAR IN ULS!
32. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
HW02 (c) - SLAB ULS
Only TOP rebar calculation in critical section is shown here:
2.8 Mitoitus murtorajatilassa
Mitoitetaan tarvittavat teräkset ensin murtorajatilassa. Teräsmäärää lisätään, jos
käyttörajatilan tarkastelut niin vaativat.
Pääterästen halkaisija / Slab main rebar diamater ϕslab 16mm
Jakoterästen halkaisija / Slab installation rebar diamater ϕslab.inst 10mm
Suojabetoni laatan terästen pintaan / Slab rebar cover cslab 40mm
Centroid of SLAB TOP rebar (1 ROWS ASSUMED!) eslab.top cslab
ϕslab
2
eslab.top 48 mm
Centroid of SLAB BOT rebar (1 ROWS ASSUMED!) eslab.bot cslab ϕslab.inst
ϕslab
2
eslab.bot 58 mm
Vetoterästen tehollinen korkeus / Slab top rebar eff. height dslab.top hf eslab.top dslab.top 232 mm
Calculation for REQUIRED amount of rebar for the GIVEN BENDING MOMENT:
Required compr. height λxreq.slab.top dslab.top dslab.top
2
2
MEd.slab
bslab fcd
λxreq.slab.top 27.8 mm
Required amount of rebar As.req.slab.top
λxreq.slab.top bslab fcd
fyd
As.req.slab.top 12663.2 mm
2
Required number of rebar
rounded up
nreq.slab.top ceil
As.req.slab.top
0.25 ϕslab
2
π
nreq.slab.top 63
Required spacing of rebar
rounded down
ccreq.slab.top Floor
bslab
nreq.slab.top
10mm
ccreq.slab.top 150 mm
Due to simplifiation same rebar shall be used in BOTTOM! (safe side because moments are smaller at the mid span of slab)
33. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
Calculation for BENDING MOMENT RESISTANCE with the CHOSEN amount of rebar
Kuva 2-13. Taivutuskestävyyden laskentamalli murtorajatilassa.
Laskelmissa käytettävä teräsmäärä As.slab.top
bslab
ccreq.slab.top
0.25 ϕslab
2
π
As.slab.top 13404 mm
2
Poikkileikkauksen normaalivoimien
tasapainoehto murtorajatilassa:
As fyd. λ x beff η fcd 0=
Josta ratkaistaan neutraaliakselin korkeus
otaksuen, että vain laippa on puristettu xslab.top
As.slab.top fyd
λ bslab η fcd
xslab.top 36.7 mm
Jännitysblokin tehollinen korkeus λ xslab.top 29.4 mm
Tarkistetaan, että otaksuma
vetoterästen myötäämisestä
pitää paikkansa
εs.slab
εcu3 dslab.top xslab.top
xslab.top
εs.slab 1.9 % >
fyd
Es
0.22 % OK!
Momenttikapasiteetti MRd.slab dslab.top
λ xslab.top
2
As.slab.top fyd MRd.slab 1266 kN m
Maksimimomentti
tarkasteltavassa
poikkileikkauksessa
MEd.slab 1201 kN m MRd > MEd OK! MRd.slab MEd.slab 1
ccreq.slab.top 150 mm ϕslab 16 mm IS REQUIRED FOR THE SLAN REBAR IN ULS!
FOR TOP AND BOT REBAR!
2.8.1.1 Taivutuksen edellyttämän vähimmäisraudoituksen tarkastelu / MINIMUM REBAR FOR SLAB
Palkin vähimmäisraudoitus
positiiviselle momentille
[9.2.1.1(1) kaava 9.1]
As.min max 0.26
fct.eff
fyk
0.0013
bslab dslab.top As.min 3872 mm
2
Tarkistetaan ehto [9.2.1.1(1)] As.slab.top As.min 1 OK!
35. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
2.8.2.2 Leikkauskestävyys leikkausraudoitettuna
Leikkausvoima kriittisessä
poikkileikkauksessa etäisyydellä "d"
tuen reunasta.
VEd.d VEd ds at VEd.d 1169.9 kN
Leikkausterästen halkaisija ϕh 16 mm
Leikkausterästen leikkeiden lukumäärä nh 4
Leikkausterästen pinta-ala Asw nh
ϕh
2
π
4
Asw 804 mm
2
REQUIRED SPACING or
STIRRUPS rounded down cch Floor
Asw
VEd.d
z fywd cot θs 10mm
cch 340 mm
Leikkauskestävyys (EC2 kaava 6.8) VRd
Asw
cch
z fywd cot θs VRd 1192 kN
Leikkauskestävyyden tarkistus min VRd VRd.max VEd.d 1 OK!
2.8.2.3 Minimileikkausterästen tarkistus
Leikkausraudoitussuhteen
vähimmäisarvo [9.2.2(5) kaava 9.4]
ρw.min 0.08
fck
MPa
fywd
MPa
ρw.min 0.109 %
Peräkkäisten hakojen suurin sallittu väli
jänteen suunnassa [9.2.2(5) kaava 9.6] smax1 0.75 ds 1 cot αs smax1 966 mm
Peräkkäisten hakojen suurin sallittu väli
jänteen suunnassa [9.3.2(4) kaava 9.4] smax2
Asw
ρw.min bw sin αs
smax2 616 mm
Leikkaushakojen leikkeiden suurin
sallittu jakoväli [9.3.2(4) kaava 9.8] st.max min 0.75 ds 600mm st.max 600 mm
Palkin leveys on 650mm, jolloin vierekkäisten hakojen väli suojabetoni huomioiden on
650-35-35=580mm. Palkki voidaan raudoittaa kaksileikkeisillä haoilla. OK!
Käytetään jänteen keskialueella
harvempaa leikkausteräsjakoa cch.kesk min smax2 smax1 cch.kesk 616 mm
Minimileikkausterästen
leikkauskestävyys
VRd.min
Asw
cch.kesk
z fywd cot θs VRd.min 658 kN
CHOSEN SHEAR REBAR FOR BEAM:
USE: nh 4 LEGGED STIRRUPS
ϕh 16 mm DIAMETER OF STIRRUPS
cch 340 mm SPACING OF STIRRUPS
36. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
HW02 (e) - SLAB TOP REBAR SHEAR DESIGN ULS
3.8.2 Mitoitus leikkaukselle kriittisessä poikkileikkauksessa
3.8.2.1 Leikkauskestävyys leikkausraudoittamattomana
Kuva 3-16. EC2 kaavan (6.2a-b) mukaisen vetoraudoituksen Asl määrittelykohta.
Momenttivarsi leikkausmitoituksessa zslab 0.9 dslab.top z 1159.2 mm
Kerroin "k" k6.2a min 1
200mm
dslab.top
2
k6.2a 1.9
Käytetään yksinkertaistuksen vuoksi leikkauskestävyyden laskennassa vetoraudoituksena
edellä laskettua minimiraudoitusta.
Kriittisen poikkileikkauksen taakse
ankkuroitu vetoraudoitus
leikkauskestävyyden laskennassa
ASL As.slab.top ASL 13404.1 mm
2
Raudoitussuhde ρ1 min
ASL
bslab dslab.top
0.02
ρ1 0.578 %
Kerroin "k1" k1. 0.15
Kerroin CRd.c CRd.c
0.18
γC
CRd.c 0.1
Leikkauslujuus (kaava 6.4)
vmin 0.035 k6.2a
3
2
fck
MPa
1
2
MPa vmin 0.6 MPa
Keskeinen puristusjännitys σcp.slab min
Pd.t
Agr
0.2 fcd
σcp.slab 0 MPa
Kaava
6.2a VRd.c.a CRd.c k6.2a 100 ρ1
fck
MPa
1
3
MPa k1. σcp
bw ds VRd.c.a 974 kN
Kaava 6.2b VRd.c.b vmin k1. σcp bw ds VRd.c.b 857 kN
Leikkauskestävyys
leikkausraudoittamattomana VRd.c max VRd.c.a VRd.c.b VRd.c 974 kN
Check for
SLAB resistance
VRd.c VEd.slab 1 SLAB SHEAR CAPACITY WITHOUT SHEAR REINF. IS OK!
Note - similar check for slab bot shear resistance should be done at the edges
37. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
2.8.4 Laipan leikkautumisen tarkastelu
Tarkistetaan laipan leikkautuminen EN 1992-1-1 kohdan 6.2.4 mukaan:
Kuva 2-18. Laipan leikkautumisen laskentamalli [1, s.90]
Betonin puristussauvojen ja leikkausvoimaa vastaan
kohtisuorassa olevan rakenneosan akselin välinen kulma. θf 26.5deg
Käytetään tarkastelupituutena puolikasta
momentin maksimin ja nollakohdan
välisestä etäisyydestä
Δx 0.5 0.5 Leff Δx 4.3m
Taivutusmomentin muutos
tarkasteluetäisyydellä ΔMEd MEd Δx( ) MEd 0( ) ΔMEd 4586 kN m
Normaalivoiman muutos laipassa
pituudella ∆x ΔFEd
beff.1
beff
ΔMEd
z
ΔFEd 1655 kN
Pituussuuntainen leikkausjännitys
yhdellä puolen uumaa υEd
ΔFEd
hf Δx
υEd 1.4 MPa
Vaadittu poikittaisraudoitus
pituusyksikköä kohti (kaava 6.21) Asf.req.f
υEd hf
fyd cot θf
Asf.req.f 447
mm
2
m
Tarkistetaan ehto 6.2.4(6) υEd 0.4 fctd 0 Laipan leikkausjännitys on niin suuri, että
taivutuksen edellyttämää raudoitusta on
lisättävä laatassa!
EC2 kohdan 6.2.4(5) mukaan laipan ja uuman välisen leikkautumisen ja poikittaisen
taivutuksen yhteisvaikutuksen tapauksessa teräksen pinta-alaksi valitaan kaavasta (6.21)
saatava arvo tai puolet kaavan (6.21) mukaisesta arvosta lisättynä poikittaisen taivutuksen
edellyttämällä arvolla, sen mukaan, kumpi tuottaa suuremman arvon.
Vinon puristusmurron yläraja
(kaava 6.22)
υRd.max υ fcd sin θf cos θf υRd.max 4.1 MPa
Tarkistetaan ehto 6.2.4(4) υEd υRd.max 1 OK!
38. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
3.8.1.2.1 Yläpinnan vetoterästen mitoitus laipan leikkautumiselle
Palkin laskennassa määritetty laipan
leikkautuminen edellyttämä raudoitus laatassa Asf.req.f 446.7
mm
2
m
Laatan taivutus edellyttää yläpintaan raudoitusta. As.req.top.b
As.req.slab.top
bslab
As.req.top.b 1266
mm
2
m
Lopullinen vaadittu
raudoitus (EC2
6.2.4(5)
As.top.req max Asf.req.f
Asf.req.f
2
As.req.top.b
As.top.req 1490
mm
2
m
Käytetään mitoituksessa hyödyksi myös myös laatan alapinnan teräkset jotka
ankkuroidaan tuen (palkin) yli
As.bot.edge 0.25 As.req.top.b As.bot.edge 316.6
mm
2
m
Käytettävissä oleva ylä
ja alapinnan raudoitus laatassa
laipan leikkautumista vastaan
As.tot As.bot.edge As.req.top.b As.tot 1583
mm
2
m
Johtopäätös: Raudoitusta ei ole tarpeen lisätä laippojen leikkautumisen takia, OK! As.tot As.top.req 1
CONCLUSION;
Shearing of flanges requires that 25% bottom rebar has to fully anchored inside the middle beams!
39. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
HW03 (a) - BEAM EFFECTS OF ACTION IN SLS
Bending moments in SLS at beam midspan
Characteristic comb. MC Mc 0.5 Leff MC 4871.5 kN m
Frequent comb. MF Mf 0.5 Leff MF 4139.9 kN m
Quasi-permanent comb. MQP Mqp 0.5 Leff MQP 3847.3 kN m
Dead loads only MG Mg 0.5 Leff MG 3408.4 kN m
HW03 (b) - BEAM CROSS SEC. PROP. IN SLS
nbot.sls nbot.req
nbot.sls 28 ds 1288 mm
Beam rebar
ϕm 32 mm As.bot nbot.sls ϕm
2
0.25 π As.bot 22518.9 mm
2
h 1.4m hf 0.3m hw 1120 mm bw 1.2m bf 8.1m beff 7.4m
neff
Es
Ecm
neff 5.9
Uncracked section properties:
Neutral axis
(from top) yuc
neff 1 ds As.bot 0.5 h bw h hf beff bw hf 0.5
neff 1 As.bot bw h hf beff bw
yuc 443.5 mm
Moment of
inertia
Iuc
bwh
3
12
h bw
h
2
yuc
2
bf bw hf
3
12
hf bf bw yuc
hf
2
2
neff 1 As.bot ds yuc 2
Iuc 0.65371 m
4
Rebar
static
moment
Suc.qp As.bot ds yuc Suc.qp 0.019 m
3
Cracking moment σ
M
I
y= ---> fctm.
Mcr
Iuc.
h yuc. = solve Mcr
Iuc. fctm.
h yuc.
Mcr
Iuc fctm
h yuc
Mcr 2193.8 kN m
Cracked section properties:
Assuming ycr < hf
ycr
neff As.bot As.bot neff
2
2 beff As.bot neff ds
beff
ycr 198 mm
ycr hf 1 OK!
Jäyhyysmomentti
Icr
1
3
bw ycr
3
neff As.bot ds ycr
2
Icr 0.1602 m
4
Rebar static moment
Scr.qp As.bot ds ycr Scr.qp 0.025 m
3
Nyrkkisääntö :
Halkeilleen poikkileikkauksen
jäyhyysmomentti on 10...60%
halkeilemattoman poikkileikkauksen
jäyhyysmomentista
RATIO OF MOMENT OF INERTIAS
Icr
Iuc
24.5 %
40. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
HW03 (c) - STRESS AT TOP OF SECTION CHAR.COMB
Bending moment MC 4871.5 kN m
Assuming uncracked section σc.top.uc
MC
Iuc
yuc σc.top.uc 3.3 MPa
Mcr MC 0
Mcr
MC
0.5 Cross section cracks!!!!
Check for cracking
For cracked section σc.top.cr
MC
Icr
ycr σc.top.cr 6 MPa 0.6fck 21 MPa OK
HW03 (d) - STRESS AT BOT REBAR SECTION CHAR.COMB
Bending moment MC 4871.5 kN m
Assuming cracked section σs.bot.cr
MC
Icr
ds yuc
Es
Ecm
σs.bot.cr 150.8 MPa 0.8fyk 400 MPa OK
HW03 (e) - CRACK WIDTH BOTTOM REBAR, QP-COMB
Stress in rebar (cracked)
quasi permanent comb.
σs.QP
MQP
Icr
ds yuc
Es
Ecm
σs.QP 119.1 MPa σc.top.qp
MQP
Icr
ycr 4.8 MPa
2.9.2.2 Halkeamalevyden laskenta, alapinta 0.45 fck 15.8 MPa OK!
Lasketaan halkeamaleveys EN 1992-1-1 kappaleen 7.3.4 mukaan:
Kerroin tangoilla joilla on hyvä tartunta k1 0.8
Kerroin venymäjakaumalle taivutuksessa k2 0.5
Kansallisessä liitteessä annetut vakiot k3 3.4 k4 0.425
Kerroin pitkäaikaisvaikutuksille kt 0.4
Tankojen jakoväli cc
bw 2 cbot ϕh ϕm
nbot.sls 1
cc 39.1 mm
Kimmomodulien suhde neff
Es
Ecm
= neff 5.9
Suojabetoni AP teräkseen cap cbot ϕh cap 56 mm
Vetojännityksen alaisen
betonin tehollinen korkeus hef min
h
2
2.5 h ds
h ycr
3
hef 280 mm
Vetojännityksen alaisen
betonin pinta-ala Ac.eff hef bw Ac.eff 336000 mm
2
Vetojännityksen alaisen
betonin raudoitussuhde (7.10)
ρp.eff
As.bot
Ac.eff
ρp.eff 6.7 %
Halkeamaväli (7.11) sr.max k3 cap k1 k2 k4
ϕm
ρp.eff
sr.max 272 mm
Venymän muutos vetoteräksissä (kaava 7.9)
Δεsm max 0.6
σs.QP
Es
σs.QP kt
fct.eff
ρp.eff
1 neff ρp.eff
Es
Δεsm 0.046 %
Halkeamalaveys (7.8) wk.qp sr.max Δεsm wk.qp 0.13 mm
Sallittu halkeamalaveys alapinnassa
pitkäaikaisyhdistelmälle
wk.all 0.3mm OK!
41. AALTO UNIVERSITY CIV-E4040 RCS 2018 Janne Hanka
HW03 (f) - BEAM DEFLECTION FOR QP-COMB.
Creep factor φ 2
Kuva 2-23. Taipuman laskentamalli kuormien pitkäaikaisyhdistelmällä
Considrefation of creep: Ec.eff
Ecm
1 φ
Ec.eff 11359 MPa
Uncracked defledtion
Δqp.uc
5 pqp Leff
4
384 Ec.eff Iuc
Δqp.uc 15.6 mm
Lasketaan taipuman suuruus kuormien tavallisella yhdistelmällä huomioiden halkeilun
vaikutus jäykkyyteen.
Halkeilun vaikutus taipumaan voidaan arvioida
EC2 kaavalla (7.18).
α ζ αII 1 ζ( ) αI=
Jossa α on tarkasteltava siirtymä- tai muodonmuutosparametri. Tässä esimerkissä muodonmuutosparametrina käytetään
taipumaa (∆). αI on paramatrin (taipuman) arvo halkeilemattoman tilan mukaan laskettuna ja αII on parametrin (taipuman) arvo
laskettuna täysin halkeilleen tilan mukaan laskettuna.
Kerroin pitkäaikaisille kuormille jolla huomioidaan kuormituksen
keston vaikutus keskimääräiseen venymään
β 0.5
Vetojäykistyksen huomioiva
jakaumakerroin ζ 1 β
Mcr
MF
2
ζ 0.9
Uncracked defledtion
Δqp.cr
5 pqp Leff
4
384 Ec.eff Icr
Δqp.uc 15.6 mm
Taipuman suuruus kuormien
tavalliselle yhdistelmälle
Δqp ζ Δqp.cr 1 ζ( ) Δqp.uc Δqp 56.9 mm
Leff
250
68 mm
DEFLECTION TOO BIG! Rebar amount has to be increased -> by iterration -> to value 26T32
2.10.3.2 Lisätaipuma kutistumasta / Extra deflection due to deflection
εcs 0.03 %
Raudoituksen staattinen momentti
neutraaliakselin suhteen halkeilemattomana
Suc As.bot ds yuc Suc 19016992.7 mm
3
Raudoituksen staattinen momentti
neutraaliakselin suhteen halkeilleena
Scr As.bot ds ycr Scr 24548637.4 mm
3
Kutistumisen aiheuttama kaarevuus EC2 kaava (7.20) huomioiden halkeilun vaikutus
κcs ζ εcs neff
Scr
Icr
1 ζ( ) εcs neff
Suc
Iuc
κcs 0.00000024
1
mm
Kutistuman aiheuttama lisätaipuma
yksiaukkoisessa palkissa
Δcs
1
8
Leff
2
κcs Δcs 8.6 mm
Kokonaistaipuma pitkäaikaisyhdistelmällä
huomioiden palautuva rajatila
Δqp.tot Δqp Δcs Δqp.tot 65.6 mm
Sallittu taipuma jänteen keskellä Δqp.all
Leff
250
Δqp.all 68 mm
Laskettu taipuma on pienempi kuin sallittu, OK!
43. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete Structures 2018 25.1.2018
Homework 4, Design of rectangular column in ULS 1(2)
Return to MyCourses in PDF-format.
Goal of this assignment is to design a typical rectangular column (AT MODULE 5/F) in a warehouse hall
against biaxial bending and normal force. Column is supporting roof made of steel trusses. Structure is
surfaced with claddings around the perimeter. Structure is surfaced with claddings around the warehouse.
Cladding walls are supported laterally by the columns.
- Column concrete strength at final condition: C40/50 Rebar: fyk=500MPa
- Consequence class CC2.
- Structure main geometry: see the attachments. Length of the column is 8,4m
- Concrete selfweight ρc=25kN/m3. Concrete cover to rebar c=40 mm
- Vertical loads acting on the roof that is supported by the columns:
o Total weifght of one steel-truss Gtruss= 70kN
o Deadload: gsDL= 0,8 kN/m2. Liveload qLL=2 kN/m2. Comb. factors: ψ0=0,7; ψ1=0,5; ψ2=0,3
- Horizontal loads acting on the cladding walls:
o Wind load: qwind=0,5 kN/m2
Comb. factors: ψ0=0,6 ; ψ1=0,2 ; ψ2=0,2
a) Choose the dimensions of the columns cross section (h x h). Form the calculation model of the column.
Calculate the loads acting on the column.
b) Calculate the design axial force NEd and design bending moment MEd for the column.
c) Choose the amount+diameter of main rebars. Calculate the simplified N-M interaction (capacity)
diagram of the cross section.
d) Place the calculated effects of action from (a) to the N-M interaction diagram calculated in (b).
Determine the bending moment capacity of the cross section MRd.
e) Is the capacity of the cross section adequate against biaxial bending and normal force? If not, how
could it be improved?
Figure 1. Structure and cross section of typical column.
44. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete Structures 2018 25.1.2018
Homework 4, Design of rectangular column in ULS 2(2)
Return to MyCourses in PDF-format.
Tip b: Simplified N-M interaction diagram of the cross section can be calculated using the following strain
distributions of the cross section according (refer to EC2 figure 6.1):
1. Pure tensile failure: Tensile strain of ɛs=1% in top and bottom reinforcement.
2. Balanced failure: Tensile strain of ɛs=fyk/Es in bottom reinforcement
and ultimate compressive strain ɛc=-0,35% at the top of concrete section.
3. Ultimate compressive strain ɛc=-0,35% at the top of concrete section and compressive strain of ɛc=-0,20% at
the centroid of the cross section.
4. Pure compression failure: Uniform strain of ɛc=-0,20% in bottom and top of cross section.
Tip c: How to evaluate bending moment capacity MRd for the given normal force NEd from the N-M diagram:
Tip (d): Resistance of the cross section against biaxial bending and normal force can be checked using the
following criterion: [EN 1992-1-1 5.8.9(4) equation (5.39)]
1
.
.
.
.
a
zRd
zEd
a
yRd
yEd
M
M
M
M
MEd z/y = design moment around the respective axis
MRd z/y = moment resistance in the respective direction
a = exponent for rectangular cross sections with linear interpolation for intermediate values:
NEd/NRd = 0,1 0,7 1,0
a = 1,0 1,5 2,0
NEd = design value of axial force
NRd = Acfcd + Asfyd, is the design axial resistance of section.
Ac = area of the concrete section As = area of longitudinal reinforcement
Tip b: Design bending moment and moments due to imperfection and second order effects can be estimated
with the following equations (According to RakMK B4 §2.2.5.4)* :
Design bending moment: MEd = MEd.0 + Mi + M2
Moment due to actions (hor. force etc) MEd.0
Moment due to imperfections Mi = D/20 + L0/500
Moment due to 2nd order effects M2 = (λ/145)2D*NEd
NEd = Design normal force
D = Diameter of circular column or height of rectangular column
L0 = L*μ = Buckling length of column
λ = 4L0/D = Slenderness ratio for circular columns
λ = 3,464*L0/D = Slenderness ratio for rectangular columns
μ = Buckling factor. μ=2 for mast columns. μ=1 for braced columns
* RakMK method can be used in exercise because, EC2 calculation method for 2nd
order effects is rather cumbersome. RakMK is yields generally
more conservative results, thus the design on the safe side. Detailed design method acc. to EC2 has been shown in:
http://www.elementtisuunnittelu.fi/fi/runkorakenteet/pilarit/nurjahduspituus
http://eurocodes.fi/1992/paasivu1992/sahkoinen1992/Leaflet_5_Pilarit.pdf
45. LASTAUSLAITURI
JA -KATOS
VARASTO
A A
BB
~1585,2m2
MYYMÄLÄ-
TILA
111,6m2
SÄVYTYS
81,9m2
TEKN.
TILAT
19,1m2
PALAVAN
AINEEN
VARASTO
24,4m2
hissi-
varaus
+47.8
+46.6
+47.8
NOSTO-OVI +
PIKARULLAOVI
6m x ?m
NOSTO-OVI +
PIKARULLAOVI
4m x ?m
sähköinen
kuormaussilta
sähköinen
kuorm
aussilta
NOSTO-OVI
4m x ?m
ovilämpöpuhallin
SOSIAALI-
TILAT
51,9m2
VSS/
SOS.TILAT
32,2m2
NÄYTTELY-
TILA
57,1m2
KOULUTUS-
TILA
46,1m2
KONE-
HUOLTO
22,7m2
TK
TSTOH
2 hlöä
SIIV. WC
TSTOH
2 hlöä
TSTOH
2 hlöä
TSTOH
2 hlöä
PRH
20,9m2
KÄY
34,3m2
23,5m2 23,5m2
23,5m2
23,5m2
KÄY
9,6m2
KÄY
9,6m2
LE-WC
5,7m2
3,3m2
3,5m2
5,9m2
kt
kt
kt
TRUKKIEN LATAUSPISTEET 6 KPL
0m 2 5 10 20
VARASTO-/TUOTANTOTILAA
POHJA-LAYOUT, 1.KRS 1:250
HAKKILA, VANTAA
08.12.2017
RAK5
ALUSTAVA, VE2
1. KRS:
HUONEISTO-ALA: n. 2237 m²
KERROSALA: n. 2282 m²
Column to be designed
A
A
BB
PLAN VIEW OF A
WAREHOUSE
47. VARASTO
0m 2 5 10
VARASTO-/TUOTANTOTILAA
LEIKKAUS B-B, 1:100
HAKKILA, VANTAA
08.12.2017
RAK 5
ALUSTAVA, VE2
8,400mm
8,400mm
B-B
Steel trusses.
Total weight of ONE truss is
Gtruss=70kN
Pad (ground bearing) foundations.
Size of foundations:
Lenght x Width = 3000 x 3000mm
Thickness = 1000mm
Coefficient of subgrade reaction for the soil under the
foundation is: cu=100MN/m^3
Columns are masts in lateral (short) direction.
Lenght of column = 8400mm
Fixed connection be-
tween foundation and
column
Pin-connection be-
tween roof truss and
column
Dead load of the roof
DL=0,8 kN/m2
Live load on the roof
LL = 2 kN/m2
Wind load on the
walls
qwind=0,5kN/m2
Wind load on the
walls
qwind=0,5kN/m2
48. 14.2.2018, 1(5) CIV-E4040 RCS, 2018 Janne Hanka, HW04
Cross section Geometry SIZE of COLUMN SIZE OF FOUNDATION
Height of member Hcol 380mm Hfound 3m
Width of member Bcol 380mm Bfound 2m
Column lenght Leff 8.4m
MATERIALS
EC2 §3.1 Concrete
Strength class of concrete:
Material properties of Concrete according to EC2 §3.1 table 3.1
fck 40 MPa
Characteristic compressive strength
Selfweight of concrete ρc 25
kN
m
3
Equation (3.19, 3.20) λ 0.8
Equation (3.21, 3.22) η 1
EC2 §3.2 Reinforcing steel
Yield strength and class of reinforcement:
Material properties of reinforcement according to EC2 §3.2 & Annex C
Characteristic yield strength fyk 500 MPa
Design value of modulus of elasticity §3.2.7(4) Es 200000 MPa
EC2 §3.2 Prestressing steel §3.3
Strenght value of prestressing steel
Material properties of prestressing steel according to EC2 §3.2 & Annex C
2 Material design values
2.1 Design values for concrete §3.1.6
Coefficients taking account of long term
effects and unfavourable effects resulting from
the way the load is applied.
Partial safety factor for concrete
§2.4.2.4 Table 2.1N
γc 1.35 αcc 0.85
Design compressive strength (3.15) fcd
αcc fck
γc
fcd 25.185 MPa
2.2 Design values for reinforcement steel
Partial safety factor for reinforcement
§2.4.2.4 Table 2.1N
γs 1.15
fyd
fyk
γs
fyd 434.783 MPa
Design yield strength (3.15)
C:UsersfijanhDesktopRak-43.3111
49. 14.2.2018, 2(5) CIV-E4040 RCS, 2018 Janne Hanka, HW04
a) Calculation model of the column
Iyy
Hcol
3
Bcol
12
Iyy 1.738 10
3
m
4
Slenderness ratio around YY-axis
Slenderness ratio around YY-axis
Izz
Hcol Bcol
3
12
Izz 1.738 10
3
m
4
Modulus of subgrade reaction cu 100
MN
m
3
Rotational stiffness around YY kf.yy
1
12
cu Hfound
3
Bfound kf.yy 450
MN m
rad
Rotational stiffness around ZZ kf.zz
1
12
cu Hfound Bfound
3
kf.zz 200
MN m
rad
Calculation for buckling lenghts around YY & ZZ axis
NOTE! Flexibility of the foundation shall be taken into account acc.to EC2 5.8.3.2
km.yy_AP
1
kf.yy
Ecm Iyy
Leff
km.yy_AP 0.016 rad
km.yy_YP 99999999999 rad
μyy max 1 10
km.yy_AP km.yy_YP
km.yy_AP km.yy_YP
1
km.yy_AP
1 km.yy_AP
1
km.yy_YP
1 km.yy_YP
μyy 2.03
km.zz_AP
1
kf.zz
Ecm Izz
Leff
km.zz_AP 0.04
km.zz_YP 999999999999999 rad
μzz 0.5 1
km.zz_AP
0.45 km.zz_AP
1
km.zz_YP
0.45 km.zz_YP
μzz 0.73
Buckling lengths: L0.yy μyy Leff L0.yy 17.068m L0.zz μzz Leff L0.zz 6.158m
λyy
L0.yy
Iyy
Hcol Bcol
λyy 155.59 λzz
L0.zz
Izz
Hcol Bcol
λzz 56.138
Slenderness ratio
C:UsersfijanhDesktopRak-43.3111
50. 14.2.2018, 3(5) CIV-E4040 RCS, 2018 Janne Hanka, HW04
b) Calculate the design axial force NEd and design bending moment MEd for the column.
Calculation of loads effecting the column
Spacing of columns cccol 6m
Span of roof truss Ltruss 30m
Weight of the truss NEk.truss 70kN
ψ0 0.7
Live load on roof qroof 2
kN
m
2
Dead load roof groof 0.8
kN
m
2
Wind load effecting envelope qwind 0.5
kN
m
2
ψ0w 0.6 ψ0w 1.5 0.9
LOAD COMBINATIONS TO BE CONSIDIRED IN ULS
CO1: 1.35SW+1.35DL
CO2: 1.15SW+1.15DL+1,5LL+1,5*0,6WL (Max M, max N)
CO3; 0.90SW+0.90DL+1,5WL (Max M, min N)
CO4: 1.15SW+1.15DL+1,5*0,7LL+1,5WL (Max M, max N)
Effects of actions without partial factors
Dead load of truss and roof
Selfweight of column
NEk.DL
NEk.truss
2
cccol
Ltruss
2
groof
25
kN
m
3
Hcol Bcol Leff
NEk.DL 137.324 kN
Live load on roof NEk.LL cccol
Ltruss
2
qroof NEk.LL 180 kN
Wind load (load to column) qEk.WL cccol qwind qEk.WL 3
kN
m
QEk.WL qEk.WL Ltruss QEk.WL 90 kN
Shear force at bottom of column
Bending moment at bottom of col. MEk.WL.yy 0.5 qEk.WL Leff
2
MEk.WL.yy 105.84 kN m
C:UsersfijanhDesktopRak-43.3111
52. 14.2.2018 1(4) CIV-E4040 Reinforced Concrete Structures 2018 Janne Hanka, HW04
CALCULATIONS
h= 380 mm
c) Rebars and N-M diagram b= 380 mm
e= 64.5 mm
c= 40 mm a'= 83.7 mm
Østir = 12 mm Ømain = 25 mm
number of bars side h = 4
number of bars side b = 4
Stress-Strain model of concrete and steel:
Simplified stress block for concrete:
Figure. Principle for calculating N-M diagram for the given stress-strain curve.
Y Y
Z
Z
53. 14.2.2018 2(4) CIV-E4040 Reinforced Concrete Structures 2018 Janne Hanka, HW04
c) N-M Capacity diagrams of the cross section
Design values for materials in ULS
fck= 30 MPa fyk= 500 MPa
fcd=0,85*fck/1,5= 17.00 MPa fyd=fyk/1,15 434.78 MPa
εcu2= 3.5 ‰ η = 1 Es= 200000 MPa
εc2= 2 ‰ λ = 0.8
N-M diagram about Y-Y axis
Height Strain at the section at differenght heights
comp.zone
Steel line d'n [mm] x = -∞ 184.0 400 ∞ =Height of x
0 0 = εYP -0.01 0.0035 0.003373 0.002 =Strain at top of section
1 64.5 strain εs1 -0.01 0.002273 0.00283 0.002 =Strain at steel line 1…
2 148.2 strain εs2 -0.01 0.000682 0.002124 0.002
3 231.8 strain εs3 -0.01 -0.00091 0.001418 0.002
4 315.5 strain εs4 -0.01 -0.0025 0.000713 0.002
380 00 = εAP -0.01 -0.00373 0.000169 0.002 =Strain at bot of section
Steel line 0 conc. σc = 0.0 17.0 17.0 17.0 =Stress in concrete
1 0 stress σs1 -434.8 417.8 417.8 383.0 =Stress at steel line 1…
2 0 stress σs2 -434.8 136.5 407.8 383.0
3 0 stress σs3 -434.8 -181.8 266.7 383.0
4 0 stress σs4 -434.8 -434.8 125.5 383.0
Steel line As,n [mm2
] Fc = 0 951127.3 2067200 2454800 =Force resultant in conc.
1 1963.5 force Fs1 -853694 820314.2 820314.2 752018.7 =Force resultant in steel
2 981.7 force Fs2 -426847 133959.6 400336.2 376009.4
3 981.7 force Fs3 -426847 -178457 261787.6 376009.4
4 1963.5 force Fs4 -853694 -853694 246477.8 752018.7
Nrd,yy [kN] = Fc + ∑Fs = -2561.08 873 3796 4711 Normal force capacity
Mrd,yy [kNm] = about top = 0 334 140 0 Moment capacity
Point 1 Point 2 Point 3 Point 4
Pure tension
failure
Balanced
failure
Pure compr.
Fail
NOTE! N-M diagram around Z-Z axis is same as around Y-Y because
cross section is symmetrically reinforced
FORCE/VOIMA
[F=N]
STRESS/JÄNNITYS
[σ=N/mm2
]
STRAIN/
MUODONMUUTOS
[ε]
54. 14.2.2018 3(4) CIV-E4040 Reinforced Concrete Structures 2018 Janne Hanka, HW04
N-M diagrams that describe the maximum capacity of the cross section
16.0; 185.0
-3000
-2000
-1000
0
1000
2000
3000
4000
5000
6000
0 50 100 150 200 250 300 350 400
N[kN]
Mzz [kNm]
N-M diagram around Z-Z-axis
Exact capacity diagram z-z
Load ZZ
Simplified
91.0; 185.0
-3000
-2000
-1000
0
1000
2000
3000
4000
5000
6000
0 50 100 150 200 250 300 350 400
N[kN]
Myy [kNm]
N-M diagram around Y-Y-axis
Exact capacity diagram y-y
Load YY
Simplified
Y Y
Z
Z
NEdNEd
NEd
NEd
55. 14.2.2018 4(4) CIV-E4040 Reinforced Concrete Structures 2018 Janne Hanka, HW04
d) Moment capacity for the given normal force NEd
NEd= 427 kN Normal force
Moment capacity around Z-Z and Y-Y axis MRd.yy= 295.0 kNm
is (due to symmetry) MRd.zz= 295.0 kNm
Moment capacity for different values of NEd
CO1 NEd= 185 kN MRd.yy=MRd.zz= 270 kNm
CO2 NEd= 427 kN MRd.yy=MRd.zz= 295 kNm
CO3 NEd= 123 kN MRd.yy=MRd.zz= 265 kNm
CO4 NEd= 346 kN MRd.yy=MRd.zz= 260 kNm
Place the normal force NEd to the capacity diagram
and solve for bending moment capacity MRd
185.0
427.0
123.0
346.00; 427 295.0; 427295.0; 0
-3000
-2000
-1000
0
1000
2000
3000
4000
5000
6000
0 50 100 150 200 250 300 350 400
N[kN]
Myy [kNm]
Solution for bending moment capacity for
the given NEd (about Y-Y axis)
57. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete Structures 2018 28.1.2018
Homework 5, Strut and tie design 1(2)
Return to MyCourses in PDF-format.
You are designing a corbel connection within a cast-in-situ slab structure. Casting area #1 RC-BEAMS are
supporting the casting area #2 RC-BEAMS with beam corbels. Bearings are placed to the connection (figure2)
that transfers only the vertical force.
-Beam concrete strength at final condition: C35/45 Consequence class CC2
-Rebar fyk=500MPa, Es=200GPa
-Beam span length: L1=17m. Spacing of beams (slab span lengths) L2=8,1m. Cantilever L3=3,4m
-Superimposed dead load: gsDL= 0,5 kN/m2. Concrete selfweight ρc=25kN/m3.
-Liveload qLL=5 kN/m2. Combination factors: ψ0=0,7; ψ1=0,5; ψ2=0,3 (EN 1990 Class G, garages)
-Concrete cover to rebar is c=40mm
-Slab thickness hL=300mm. Beam height H=1500mm, width Bw=1600mm.
a) Form calculation model of the RC-BEAM-3 and RC-BEAM-1. Calculate the ULS design force to be used in the
Corbel design.
b) Formulate and draw the calculation model of the corbel connection between RC-BEAM-1 and RC-BEAM-2
using strut-and-tie theory.
b) Calculate the design forces in the struts and ties.
d) Calculate the required amounts of reinforcements in the tensile struts.
e) Check is the allowable compressive stress in concrete exceeded in any struts?
f) Choose the actual amount of reinforcements and place them to the structure. Draw a sketch of the structure
with the reinforcement. Pay attention to detailing and anchoring of tensile struts!
Figure 1. Plan view of the structure.
Figure 2. Detail and dimenstions of the beam corbel.
58. Aalto University Janne Hanka
CIV-E4040 Reinforced Concrete Structures 2018 28.1.2018
Homework 5, Strut and tie design 2(2)
Return to MyCourses in PDF-format.
Tip (d-e):
Allowable stress for a concrete strut may be calculated using equation:
σRd.max = fcd (with compressive transverse stress or without transverse stress, EC2 fig.6.23)
σRd.max= 0,6 (1 – fck/250) fcd (with tensile transverse stress, EC2 fig.6.23)
Allowable stress for a node may be calculated using equation:
σRd.max = k v’ fcd where:
k= 1 (compression node without tensile ties, EC2 fig.6.26)
k=0,85 (compression-tension node with reinforcement from one direction, EC2 fig.6.27)
k=0,75 (compression-tension node with reinforcement provided in two directions, EC2 fig.6.28)
Figure 6.26: Compression node
without ties.
Figure 6.27: Compression tension
node with reinforcement provided
in one direction.
Figure 6.28: Compression
tension node with
reinforcement provided in
two directions.
59. 15.2.2018, 1(4) CIV-E4040 RCS, 2018 Janne Hanka, HW04
Cross section Geometry
Beam lengths L1 17m
Cantilever L3 3.4m
Beam spacing bf 8.1m
Beam width and thickness bw 1600mm hw 1500mm
Slab thickness hf 300mm
MATERIALS
EC2 §3.1 Concrete
Strength class of concrete:
Material properties of Concrete according to EC2 §3.1 table 3.1
fck 35 MPa
Characteristic compressive strength
Selfweight of concrete ρc 25
kN
m
3
Equation (3.19, 3.20) λ 0.8
Equation (3.21, 3.22) η 1
EC2 §3.2 Reinforcing steel
Yield strength and class of reinforcement:
Material properties of reinforcement according to EC2 §3.2 & Annex C
Characteristic yield strength fyk 500 MPa
Design value of modulus of elasticity §3.2.7(4) Es 200000 MPa
Material properties of prestressing steel according to EC2 §3.2 & Annex C
2 Material design values
2.1 Design values for concrete §3.1.6
Coefficients taking account of long term
effects and unfavourable effects resulting from
the way the load is applied.
Partial safety factor for concrete
§2.4.2.4 Table 2.1N
γc 1.35 αcc 0.85
Design compressive strength (3.15) fcd
αcc fck
γc
fcd 22.037 MPa
2.2 Design values for reinforcement steel
Partial safety factor for reinforcement
§2.4.2.4 Table 2.1N
γs 1.15
fyd
fyk
γs
fyd 434.783 MPa
Design yield strength (3.15)
LIVE LOADS ON FLOOR
Dead loads gk 0.5
kN
m
2
Live loads qk 5
kN
m
2
C:UsersfijanhDesktopRak-43.3111
60. 15.2.2018, 2(4) CIV-E4040 RCS, 2018 Janne Hanka, HW04
a) Calculation for loads on the corbel connection
Total dead load
(RC-BEAM3 support
reaction)
Gk
L1 L3( )
2
bf gk 25
kN
m
3
bf hf hw hf bw
Gk 767.04kN
Total live load (RC-BEAM3
support reaction) Qk
L1 L3( )
2
bf qk Qk 275.4kN
Design load in ULS VEd max 1.35 Gk 1.15 Gk 1.5 Qk VEd 1295.2kN
b) STRUT and TIE model of the Corbel
c) Calculation for forces in the struts
Forces shall be calculated using FEM model in which all members are trusses (carry only axial forces)
C:UsersfijanhDesktopRak-43.3111
61. Software licensed to Sweco
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1
14-Feb-18
14-Feb-2018 23:56RCS2018_HW5.std
Print Time/Date: 15/02/2018 00:05 Print Run 1 of 1STAAD.Pro V8i (SELECTseries 6) 20.07.11.33
7
896.7 kN896.7 kN
8
-227.8 kN
-227.8 kN
1
1e+003 kN
1e+003 kN
5
-1e+003 kN
-1e+003 kN
2
-730.0 kN -730.0 kN
3
-1e+003 kN
-1e+003 kN
4
1e+003 kN
1e+003 kN
6
-896.7 kN-896.7 kN
X = -896.7 kN
Y = 0.0 kN
Z = 0.0 kN
X = 896.7 kN
Y = 1295.2 kN
Z = 0.0 kN
-1e+003 kN
Axial ForceLoad 1 :
Force - kN
X
Y
Z
Whole Structure Loads 6642.05kN:1m Fx 20000kN:1m 1 LOAD CASE 1
Beam End Forces
Sign convention is as the action of the joint on the beam.
Axial Shear Torsion Bending
Beam Node L/C Fx
(kN)
Fy
(kN)
Fz
(kN)
Mx
(kNm)
My
(kNm)
Mz
(kNm)
1 4 1:LOAD CASE 1486.8 0.0 0.0 0.0 0.0 0.0
2 1:LOAD CASE -1486.8 0.0 0.0 0.0 0.0 0.0
2 4 1:LOAD CASE -730.0 0.0 0.0 0.0 0.0 0.0
5 1:LOAD CASE 730.0 0.0 0.0 0.0 0.0 0.0
3 2 1:LOAD CASE -1139.8 0.0 0.0 0.0 0.0 0.0
3 1:LOAD CASE 1139.8 0.0 0.0 0.0 0.0 0.0
4 3 1:LOAD CASE 1450.3 0.0 0.0 0.0 0.0 0.0
5 1:LOAD CASE -1450.3 0.0 0.0 0.0 0.0 0.0
5 5 1:LOAD CASE -1295.2 0.0 0.0 0.0 0.0 0.0
7 1:LOAD CASE 1295.2 0.0 0.0 0.0 0.0 0.0
6 7 1:LOAD CASE -896.7 0.0 0.0 0.0 0.0 0.0
3 1:LOAD CASE 896.7 0.0 0.0 0.0 0.0 0.0
7 6 1:LOAD CASE 896.7 0.0 0.0 0.0 0.0 0.0
2 1:LOAD CASE -896.7 0.0 0.0 0.0 0.0 0.0
8 2 1:LOAD CASE -227.8 0.0 0.0 0.0 0.0 0.0
5 1:LOAD CASE 227.8 0.0 0.0 0.0 0.0 0.0
62. 15.2.2018, 3(4) CIV-E4040 RCS, 2018 Janne Hanka, HW04
d) Required amount of rebar in tensile ties
TIE 2 (horizontal) NEd.2 730kN
TIE 3 (vertical) NEd.3 1139.8kN
TIE 5 (vertical) NEd.5 1295.2kN
Note. It is recommendable to limit the stress in order to
avoid problems with anchorage of tiesDesign stress allowed in ties: σULS 300MPa
Diameter of rebars: ϕm1 16mm Asm1 ϕm1
2
0.25 π 201.062mm
2
ϕm2 20mm Asm2 ϕm2
2
0.25 π 314.159mm
2
Rebar amounts Number of bars required
TIE 2 (horizontal) As2
NEd.2
σULS
As2 2433mm
2
Ceil
As2
Asm2
1
8
As3
NEd.3
σULS
As3 3799mm
2
TIE 3 (vertical) Ceil
As3
Asm2
1
13
TIE 5 (vertical)
As5
NEd.5
σULS
As5 4317mm
2
Ceil
As5
Asm2
1
14
e) Check for comressive stress
Allowable stress: fcd.3 0.75 1
fck
250MPa
fcd fcd.3 14.214MPa
Note. assuming tensile struts only to node
Maximum comp. stress in strus NEd.1 1468kN
Assumed height of strus h1 100mm
Compressive stress σc.1
NEd.1
h1 bw
σc.1 9.175MPa σc.1 fcd 1 OK!
C:UsersfijanhDesktopRak-43.3111