05 ec2 ws_arrieta_detailing

Dissemination of information for training – Brussels, 20-21 October 2011 1
EUROCODE 2
Background and Applications
Anchorage and lap splicing
Detailing of slabs, columns, beams, footings
José M. Arrieta
Universidad Politécnica Madrid, E.T.S. Ing. Caminos
PROES Consultores S.A.

EUROCODE 2
Contents
1. GENERAL PROVISIONS FOR DETAILING
1.1. Anchorage length
1.2. Lap length
2. DETAILING OF STRUCTURAL MEMBERS
2.1. FOOTING B-2
 2.1.1. Calculation of the footing
 2.1.2. Arrangement of the reinforcement
2.2. BEAMS
 2.2.1. Beam A2 – B2 – C2 for the case 1
 2.2.2. Beam B1 – B2 – B3 for the case 3
2.3. SLABS
 2.3.1. Slab AB12 for case 1
2.4. COLUMNS
 2.4.1. Column B2 for the case 2

EUROCODE 2
General provisions for detailing
Section 8 EN 1992-1-1
For ribbed reinforcement, mesh and prestressing tendons
Subjected to static loading
Spacing of bars [8.2]
Good concreting → adequate bond
Recom. values: K1=1,0; K2=5 mm
[ ]mm20;Kd;Kmaxs 2g1min +φ⋅=



=⇒
≤φ
=
mm25s
mm25
mm20d
if min
g
s
s

EUROCODE 2
Minimum diameter of the mandrel [8.3 ]
Avoid:
 Bending cracks in the bar
 Failure of concrete inside the bent
Conditions to avoid concrete failure [8.3 (3)]:
 Either not more than 5 φ past end bend
Or bar not positioned at the edge and cross bar ≥ φ inside the bend
 φm ≥ φm,min



>φφ
≤φφ
=φ
mm16if7
mm16if4
min,m
φ
φm,min

EUROCODE 2
Tables for the building
(mm) (mm) (mm)
φ smin
φmand,mi
n
8 25 32
10 25 40
12 25 48
14 25 56
16 25 64
20 25 140
25 25 175

EUROCODE 2
Anchorage length
Anchorage of longitudinal reinforcement [8.4]
Transmission forces reinforcement → concrete
Transverse tension stresses
Avoid:
 Longitudinal cracks
 Spalling
Methods:
 Straight
 Bend
 Hook
 Loop
 Welded transverse bar

EUROCODE 2
Anchorage length
Ultimate bond stress fbd
 Mechanism: tangential stresses at interface → bond stresses
 η1: Quality of bond condition after concreting (1.0/0,7)
 η2: Bar diameter ( φ > 32 mm)
Basic anchorage length lb,rqd
 To anchor As· σsd →
≤ 250 mm
> 250 mm
250 mm
≤ 300 mm
45º
GOOD
POOR
GOOD
GOOD
ctd21bd f25,2f ⋅η⋅η⋅=
bd
sd
rqd,b
f4
l
σ
⋅
φ
=

EUROCODE 2
Anchorage length
Design anchorage length [Table 8.2]
 α1: Shape of bars
 α2: Concrete cover
 α3: Confinement by transv. reinf. not welded
 α4: Confinement by welded transv. reinf.
 α5: Confinement by transv. pressure

min,brqd,b54321bd lll ≥⋅α⋅α⋅α⋅α⋅α=
[ ]



=α∋φ⋅α=
ncompressioif60,0
tensionif30,0
mm100;10;lmaxl rqd,bmin,b

EUROCODE 2
Anchorage length
Simplified formulation
 Standard bends, hooks, loops
 Welded transverse bar
rqd,b1eq,b ll ⋅α=
rqd,b4eq,b ll ⋅α=
STANDARD BEND
STANDARD HOOK
STANDARD LOOP
WELDED TRANSVERSE BAR

EUROCODE 2
Anchorage length
FOOTINGS (C25/30 cnom = 40 mm)
lb,d (straight anchorage mm) lb,eq (std. bend, hook or loop mm)
(mm) Tension Compression Tension Compression
φ Good Poor Good Poor Good Poor Good Poor
8 226 323 323 461 226 323 226 323
10 283 404 404 577 283 404 283 404
12 339 484 484 692 339 484 339 484
14 408 582 565 807 565 807 565 807
16 500 715 646 922 646 922 646 922
20 686 980 807 1153 807 1153 807 1153
25 918 1312 1009 1441 1009 1441 1009 1441
nommin c2s ⋅≥

EUROCODE 2
Anchorage length
BEAMS AND SLABS (C25/30 cnom = 30mm)
8 226 323 323 461 226 323 226 323
10 283 404 404 577 404 577 404 577
12 375 536 484 692 484 692 484 692
14 468 669 565 807 565 807 565 807
16 561 801 646 922 646 922 646 922
20 747 1067 807 1153 807 1153 807 1153
25 979 1398 1009 1441 1009 1441 1009 1441

EUROCODE 2
Anchorage length
COLUMNS (C30/37 cnom = 30mm)
8 200 286 286 408 200 286 200 286
10 250 357 357 511 357 511 357 511
12 332 475 429 613 429 613 429 613
14 415 592 500 715 500 715 500 715
16 497 710 572 817 572 817 572 817
20 661 945 715 1021 715 1021 715 1021
25 867 1238 893 1276 893 1276 893 1276

EUROCODE 2
Anchorage length
Anchorage of links and shear reinf. [8.5]
BEND HOOK
WELDED TRANSVERSE REINFORCEMENT

EUROCODE 2
Anchorage length
LENGTH AFTER THE CURVE
(mm) llink (mm)
φ Bend Hook
6 70 50
8 80 50
10 100 50
12 120 60

EUROCODE 2
Lap length
Laps [8.7]
Transmission forces reinforcement → reinforcement
Transverse tension stresses
Avoid:
 Large cracks
 Spalling
Methods:
 Lapping of bars
 Welding
 Mechanical couplers
Arrangement
 Should be staggered
 Not located in areas of high moments
 Symmetrically at any section

EUROCODE 2
Design lap length [Table 8.2]
 α1: Shape of bars
 α2: Concrete cover
 α3: Confinement by transv. reinf. not welded
 α5: Confinement by transv. pressure
 α6: Percentage of lapped bars within a zone

Lap length
25
1
6
ρ
=α
min,0rqd,b653210 lll ≥⋅α⋅α⋅α⋅α⋅α=
[ ]mm200;15;l30,0maxl rqd,b6min,0 φ⋅α⋅=

EUROCODE 2
Design lap length
Lap length
A: SECTION CONSIDERED
bar II: OUTSIDE
bar III: OUTSIDE
bar IV: INSIDE
ρ1 = 50 %
α6 = 1,41

EUROCODE 2
Lap length
BARS IN TENSION
Transverse reinforcement
 No transv. reinf. if:
• Either φ ≤ 20 mm
• Or ρ1 < 25%
BARS IN COMPRESSION

EUROCODE 2
Lap length
BEAMS AND SLABS (C25/30 cnom = 30mm) - TENSION
Lap length lo (mm)
(mm) Good bond conditions Poor bond conditions
φ
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
8 226 260 316 339 323 371 452 484
10 283 325 396 424 404 464 565 605
12 375 432 525 563 536 617 751 804
14 468 538 655 702 669 769 936 1003
16 561 645 785 841 801 922 1122 1202
20 747 859 1045 1120 1067 1227 1493 1600
25 979 1126 1370 1468 1398 1608 1957 2097

EUROCODE 2
Lap length
BEAMS AND SLABS (C25/30 cnom = 30mm) - COMPRESSION
Lap length lo (mm)
φ
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
8 323 371 452 484 461 530 646 692
10 404 464 565 605 577 663 807 865
12 484 557 678 726 692 796 969 1038
14 565 650 791 848 807 928 1130 1211
16 646 743 904 969 922 1061 1291 1384
20 807 928 1130 1211 1153 1326 1614 1730
25 1009 1160 1413 1513 1441 1658 2018 2162

EUROCODE 2
Lap length
COLUMNS (C30/37 cnom = 30mm) – TENSION
Lap length lo (mm)
φ
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
8 200 230 280 300 286 329 400 429
10 250 288 350 375 357 411 500 536
12 332 382 465 499 475 546 665 712
14 415 477 580 622 592 681 829 888
16 497 571 695 745 710 816 994 1065
20 661 760 926 992 945 1086 1322 1417
25 867 997 1213 1300 1238 1424 1733 1857

EUROCODE 2
Lap length
COLUMNS (C30/37 cnom = 30mm) – COMPRESSION
Lap length lo (mm)
φ
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
8 286 329 400 429 408 470 572 613
10 357 411 500 536 511 587 715 766
12 429 493 600 643 613 705 858 919
14 500 575 701 751 715 822 1001 1072
16 572 658 801 858 817 939 1144 1225
20 715 822 1001 1072 1021 1174 1430 1532
25 893 1028 1251 1340 1276 1468 1787 1915

EUROCODE 2
DETAILING OF STRUCTURAL MEMBERS
DETAILING OF STRUCTURAL MEMBERS [9]
Satisfy the requirements of:
 Safety
 Serviceability
 Durability
Consistency with design models
Minimum areas of reinforcement to:
 Prevent brittle failure
 Prevent wide cracks
 Resist forces from restrained actions
Reflections
 No unique solutions
 Need to simplify; usually many bars to dispose
 Arrangement: complexity vs simplicity
 Economics and sustainability
 Aspects of cost
• Quantity of reinforcement
• Labour force
• Size of the structure

EUROCODE 2
DETAILING OF STRUCTURAL MEMBERS
STRUCTURAL MEMBERS
FOOTING B-2
 Reinforcement calculation
 Detailing
BEAMS
 BEAM 2 – Case 1
 BEAM B – Case 3
SLABS
 SLAB AB12 – Case 1
COLUMNS
 COLUMN B-2 – Case 2

EUROCODE 2
DETAILING OF FOOTINGS
FOOTING B-2
h = 800 mm
Concrete: C25/30
Steel: B500







=⋅−=
−=⋅−=
⋅
=σ
Ed
y,Ed
BB
Ed
z,Ed
LL
Ed
Ed
N
M
eande2L'B
N
M
eande2L'L
'L'B
N
Model for soil bearing resistance

EUROCODE 2
FOOTING B-2
Internal forces ground level ULS ← structural analysis
(kN) (m·kN) (m·kN) (mm) (mm)
Combination NEd MEd,y MEd,z eL eB
1 -4554,80 3,82 -3,78 0,8 0,8
2 -4837,96 -3,11 0,60 -0,1 -0,6
3 -4990,35 -2,71 0,66 -0,1 -0,5
4 -4985,91 -3,26 -2,31 0,5 -0,7
5 -4491,62 -2,73 -1,38 0,3 -0,6
6 -5435,54 -2,98 -3,46 0,6 -0,5
7 -5359,70 1,44 0,71 -0,1 0,3
8 -5359,70 1,44 0,71 -0,1 0,3
9 -4502,78 4,08 -3,50 0,8 0,9
10 -5780,18 -2,36 -4,49 0,8 -0,4
m00,2'L'B ≈≈
2Ed
Ed m/kN1445
'L'B
N
=
⋅
=σ

EUROCODE 2
FOOTING B-2
Soil pressure + Self weight = Effective pressure
2
Ed Ed sw,d' q 1418 kN / mσ =σ − =

EUROCODE 2
FOOTING B-2
Model for anchorage of bars [9.2.2.2]
( ) ( )
( )e
s d
i
z x
F x R x
z
= ⋅






⋅−= a35,0
2
b
FF smax,s
( )s,max sF F 0,825 1457,9 kN= =
( )7 16φ
s,max 2
s
yd
F
A 3353 mm
f
= =

EUROCODE 2
FOOTING B-2
Arrangement of reinforcement

EUROCODE 2
FOOTING B-2
Verification straight anchorage first inclined crack: lb + cnom ≤ xmin
xmin = h/2 = 400 mm
( ) ( )s min sF x F 0,40 1071,0 kN= =
( )s min
b bd
s yd
F x 1071,0
l l 500 360 mm
A f 1485,7
= ⋅= ⋅ =
360 40 400 Ok+ =

EUROCODE 2
FOOTING B-2
0,0
200,0
400,0
600,0
800,0
1000,0
1200,0
1400,0
1600,0
0,40 0,50 0,60 0,70 0,80 0,90

EUROCODE 2
FOOTING B-2
If we dispose 11φ20
0,0
200,0
400,0
600,0
800,0
1000,0
1200,0
1400,0
1600,0
0,40 0,50 0,60 0,70 0,80 0,90
Fs,Rd1: straight anch.
Fs,Rd2: bend anch.
la = 195 mm

EUROCODE 2
DETAILING OF BEAMS
BEAMS [9.2]
Materials
 Concrete: fck = 25 N/mm2 γc = 1,50
 Steel: fyk = 500 N/mm2 γs = 1,15
Longitudinal reinforcement
db00133,0Adb0013,0db
f
f
26,0A tmin,stt
yk
ctm
min,s ⋅⋅=⇒⋅⋅</⋅⋅⋅=
cmax,s A04,0A ⋅=
( )
2
cotcot
zal
α−θ
⋅=

EUROCODE 2
DETAILING OF BEAMS
BEAMS [9.2]
0008,0
f
f08,0
min,w
yk
ck
min,w =ρ⇒
⋅
=ρ
α⋅⋅
=ρ
sinbs
A
w
sw
w
w
min
sw
b0008,0
s
A
⋅=





( ) d75,0cot1d75,0s max,l ⋅=α+⋅⋅=
mm600d75,0s max,t >/⋅=

EUROCODE 2
DETAILING OF BEAM 2 – CASE 1
BEAM 2 – Case 1
Two way slab on beams

EUROCODE 2
Geometry
Two way slab on beams

EUROCODE 2
If we suppose φ = 16 mm φw = 8 mm
mm354
2
chd wnom =
φ
−φ−−=



=
momentsnegativeformm1100
momentspositiveformm250
bt
mm250bw =



=⋅⋅=
momentsnegativeformm518
momentspositiveformm118
db00133,0A 2
2
tmin,s
2
cmax,s mm6520A04,0A =⋅=
5,2cotformm400cotd45,0al =θ=θ⋅⋅=

EUROCODE 2
DETAILING OF BEAMS
BEAM 2 – Case 1
Envelop internal forces → Envelop Fs,Ed → Envelop F*
s,Ed → Fs,Rd
STRUCTURAL
ANALISYS
SHIFTING
al
DISPOSE
REINFORCEMENT

EUROCODE 2
DETAILING OF BEAMS

EUROCODE 2
Shear reinforcement
mm
mm
20,0b0008,0
s
A 2
w
min
sw
=⋅=





mm266d75,0s max,l =⋅=
mm266d75,0s max,t =⋅=
Ed,swRd,sw FF ≥

EUROCODE 2
SLAB AB12 – Case 1
Same material properties
than beams
DETAILING OF SLABS

EUROCODE 2
Detailing provisions [9.3]
DETAILING OF SLAB AB12 - CASE 1
)mm12(mm13261230180
2
chd nom =φ=−−−=
φ
−φ−−=
mm1bt =
mm
mm
18,0db00133,0A
2
tmin,s =⋅⋅=
mm
mm
20,7A04,0A
2
cmax,s =⋅=
mm250smm250h0,2s slabsmax,slabsmax, =⇒>/⋅=
mm132dal ==

EUROCODE 2
Design reinforcement
Structural analysis → Bending moments → Reinforcement

EUROCODE 2
Reinforcement

EUROCODE 2
DETAILING OF COLUMNS
COLUMNS [9.5]








⋅
⋅
= Ac002,0;
f
N10,0
maxA
yd
Ed
min,s
cmax,s A04,0A ⋅=






φ⋅=φ longmin,t
4
1
;mm6max
[ ]mm400;b;20mins minlongmax,t φ⋅=
mm8min =φ
Factor 0,60:
 Near beams/slab (h)
 Lap length if φ>14 mm
Compression bars:
 Not farer than 150 mm from a restrained bar

EUROCODE 2
DETAILING OF COLUMN B2 – CASE 2
COLUMN B-2 – Case 2
Materials:
 Concrete: fck = 25 N/mm2 γc = 1,50
 Steel: fyk = 500 N/mm2 γs = 1,15
mm8min =φ
2
max,s mm10000A =
[ ]2
Edmin,s mm500;N23,0maxA ⋅=




>φ
φ
≤φ
=φ
mm24if
4
mm24ifmm6
long
long
long
min,t
[ ]mm400;20mins longmax,t φ⋅=

EUROCODE 2
Structural analysis → As,rqd → As,disp
[mm2] [mm2] [mm2] [mm2]
Floor As,rqd As,min1 As,min2 As,disp
L-2/L-1 5581 1305 500 5892 12 φ 25
L-1/L0 3551 1177 500 3768 12 φ 20
L0/L1 1082 1012 500 1232 8 φ 14
L1/L2 0 838 500 904 8 φ 12
L2/L3 0 670 500 904 8 φ 12
L3/L4 0 504 500 628 8 φ 10
L4/L5 0 344 500 628 8 φ 10
L5/Roof 0 216 500 628 8 φ 10

EUROCODE 2
[mm] [mm] [mm] Links
Floor φt,min st,max L At1 At2
L-2/L-1 8 400 1340 φ 8 - 240 φ 8 - 400
L-1/L0 6 400 1340 φ 6 - 240 φ 6 - 400
L0/L1 6 280 1072 2 φ 6 - 160 2 φ 6 - 280
L1/L2 6 240 751 2 φ 6 - 140 2 φ 6 - 240
L2/L3 6 240 643 2 φ 6 - 140 2 φ 6 - 240
L3/L4 6 200 643 2 φ 6 - 120 2 φ 6 - 200
L4/L5 6 200 536 2 φ 6 - 120 2 φ 6 - 200
L5/Roof 6 200 536 2 φ 6 - 120 2 φ 6 - 200

EUROCODE 2
Reinforcement

05 ec2 ws_arrieta_detailing

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