Peikko Concrete Conncetions

PCs Corbel

Version 03/2009

benefits of PCs Corbel

Easiest way to cast more than 2 corbels at the same height

The corbel is installed after casting, therefore the columns formwork an be re-used

Corbels on site adjustment on both vertical and horizontal directions after casting

Easy and fast beam installation; no separate installation parts

Allows length tolerance of the beam

Small size: fits into low beams and slabs, suitable for demanding architectonical constructions

No separate fire protection

Variety of capacities sizes: novelty for small loads PCs 2

Peikkos benefits:

Reliable: passed demanding test program

Competetive price and delivery time

Economical and easy to use in de-signing, manufacturing and installa-tion of the elements

For technical support, please contact us at [email protected] or 1-888-PEIKKO-1

PCs Corbel

Printed in Canada

Safety conSiderationS

Read, understand and follow the information in this publication before using any of the Peikko product displayed herein. When in doubt about the proper use or installation of any Peikko lifting product, immediately contact the Peikko Engineering Services for clarification.

Peikko guarantees the products it manufactures only when used by qualified, experienced and properly supervised workmen adhering to the safety factor standards detailed below. Misuse, misapplication or lack of proper supervision and/or inspection can result in serious accidents. If you have unusual applications or are uncertain about a product application, contact Peikkos Engineering Services for clarification and carefully field test the application prior to general use.

The user of a Peikko product must evaluate the product application to determine the safe working load and control all field conditions to prevent application of loads in excess of a products safe working load. The Safety Factors Table shown in this publication are approximate minimum values. The data used to develop safe working loads for products displayed in this publication is a combination of actual testing and/or other industry sources.

Recommended safe working loads given for the products in the publication must never be exceeded. Safety factors are determined by the degree of risk involved in the use of the product and are established by the American Concrete Institute (ACI), Occupational Safety and Health Administration (OSHA) and American National Standards Institute (ANSI).

All products displayed in this publication have the applicable safety factor used to derive their safe working loads. This does not relieve the user of the responsibility to carefully calculate and determine the actual loads that will be applied in a specific product application.

WORN WORKING PART

For safety, concrete accessories must be properly used and maintained. Concrete accessories shown in this publication may be subject to wear, overloading, deformation, intentional alteration and other factors that may affect the devices performance. All reusable accessories must be inspected regularly by the user to determine if they may be used at the rated safe working load or removed from service. The frequency of inspections depends upon factors such as (but not limited to) the amount of use, period of service and environment. It is the responsibility of the user to schedule hardware inspections for wear and to remove from service when wear is noted.

WELDING CONSIDERATIONS

Peikko cannot control field conditions or field workmanship; therefore it cannot guarantee any Peikko product that has been altered in any ways after it has left the manufacturing facility. This includes welding, bending, filing, etc. Never weld to a casting unless authorized by a lisenced metallurgical engineer. Welding to a casting can cause localized embrittlement that greatly reduces the load-carrying capacity of the casting. Tack welding to wire products can have the same effect.

PRODUCT DESIGN AND SAFE WORKING LOAD CHANGES

As a manufacturer of quality concrete accessories, Peikko reserves the right to change product designs and/or product safe working load ratings at any time without prior notice to prospective users. Any such changes will only be made to improve the product or to increase product safety.

CORROSION OF THE PRODUCTS

Corrosion may occur on exposed metal products when architectural precast members are etched or acid washed. The amount of corrosion will depend on the acidity of the wash and/or the type of chemicals used.

EMBRITTLEMENT

Carbon steels, cold-worked steels and heat treated steels are susceptible to embrittlement in both electroplating and hot dip galvanizing operations. Any severely cold-worked steel must be stress-relieved from strain aging by baking prior to electro-plating or hot dip galvanizing. Any steel with significant high strength or high carbon content is susceptible to hydrogen embrittlement during electro-plating or hot dip galvanizing.It must be baked after the coating is applied to drive out excessive hydrogen. WARNING : Products manufactured from high carbon steel that are electro-plated or hot dip galvanized must be properly heat treated to minimize embrittlement. Failure to properly heat treat these products may cause a compromise of their safe working loads and result in a premature failure of the product.

CAPACITIES

Please note that the information contained in graphs, tables and figures is provided only as a guideline. Local authorities having jurisdiction should be consulted prior to plan submission.

Improper Use of the Peikko Products Can Cause Severe Injuries or Death

Contents1. DesCrIPtIon oF tHe sYsteM ...........................................5

2. DIMensIons AnD MAterIAls ...........................................5

2.1 the column part and the corbel parts ............................................................ 6

2.2 beams ............................................................................................................. 7

3. MAnUFACtUrInG ...............................................................8

3.1 Manufacturing method ................................................................................... 8

3.2 Manufacturing tolerances .............................................................................. 8

3.3 Quality control ............................................................................................... 8

4. CAPACItIes .........................................................................8

5. APPlICAtIon .....................................................................9

5.1 limitations for application ............................................................................. 9

5.2 Design principles ............................................................................................ 9

5.2.1 Requirements of the concrete and correction factors for capacities .......... 9 5.2.2 Minimum edge distances and minimum sizes of the bearing structures .. 9 5.2.3 Moment of the column ................................................................................... 11 5.2.4 Torsion ............................................................................................................. 12 5.2.4.1 Erection situation ............................................................................................................... 12 5.2.4.2 Final construction ............................................................................................................... 13 5.2.5 Additional reinforcement and things to be marked on drawings .............. 14 5.2.6 Fire protection and environmental classes .................................................. 27

6. InstAllAtIon ...................................................................28

6.1 Installation of the parts ................................................................................. 28

6.2 Installation of the corbel parts and installation tolerances .......................... 28

6.3 beam installation and installation tolerances ............................................... 29

6.4 the grouting of the joint ............................................................................... 29

7. InstAllAtIon Control ...................................................29

7.1 Installation control of the parts .................................................................... 29

7.2 Installation control of the corbel parts ......................................................... 29

7.3 Installation control of the beam .................................................................... 29

8. tHInGs to Do WHen tolerAnCes Are eXCeeDeD .......30

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1. DesCrIPtIon oF tHe sYsteMThe Peikko PCs Corbel System is designed to support steel, com-posite and reinforced concrete beams, to reinforced concrete co-lumns and walls.

This brochure introduces the Corbel System in use with steel and composite beams. The Corbel System in use with reinforced and prestressed concrete beams is shown in a brochure called: Beam Shoes for Peikkos PC Corbel System.

Connection consists of: - a column part and corbel parts - a beam end plate

The column part is placed into the reinforcement of the column at moulding.

The corbel parts (a corbel plate, washers and two bolts) are screwed to the column after casting at a plant.

A link to the corbel is made with the end plate of the precast or the composite beam.

The beam is installed to the corbel by placing the corbel into the pocket at end of the beam.

The joint between the column and the beam is casted at the same time with the joins between the hollow core slabs. At the same time the whole beam (Deltabeam) or at least the end part of the beam (WQ-beam) is filled with concrete.

Figure 1. Peikko PCs UP Corbel System with Deltabeam (left) and PCs Corbel System with Deltabeam (right).

PCs-UP Corbel PCs Corbel

2. DIMensIons AnD MAterIAlsPlates S355J2+N EN 10025:2006

S355JO EN 10025:2006

Ribbed bars A500HW/ BSt500S SFS 1215

Bolts property class 10.9 ISO 4014, DIN 931

Washers property class 10.9 ISO 7416, DIN 6916

6PCs Corbel2.1 the column part and the corbel parts

Table 1. Dimensions, Weights and Painting marks of the column part and the corbel parts

CoRBEl sizEPCs 2 PCs 3 PCs 5 PCs 7 PCs 10

CoRBEl PaRts:

H1[in] 6-1/8 6-1/8 8 8-7/8 11

[mm] 155 155 205 225 280

l1[in] 3 3-5/8 4-3/8 4-3/8 4-5/8

[mm] 76 92 112 112 117

B1[in] 2-3/8 3-1/8 3-1/2 4-5/16 5-11/16

[mm] 60 80 90 110 145

Column PaRt:

H2[in] 8-1/4 2-1/4 12-3/8 13-3/4 15

[mm] 210 235 315 350 380

H3 [in] 19-3/4 19-13/16 23 23-7/16 30-5/32

[mm] 502 503 586 596 766

t2[in] 1-1/8 1-9/16 2 2 2-3/8

[mm] 30 40 50 50 60

l3[in] 4-15/16 5-1/2 5-15/16 5-11/16 6-5/16

[mm] 125 140 150 145 160

B2[in] 4-9/16 5-5/32 5-15/16 8-11/32 8-3/4

[mm] 116 135 150 212 222

d3[in] 5/8 25/32 1 1-1/4 1-1/4

[mm] 16 20 25 32 32

Weight[lbs] 28.2 48.3 83.8 128.7 187.4

[kg] 12.8 21.9 38.0 58.4 85.0

Color red grey yellow green blue

Table 2. Dimensions, Weights and Painting marks of the column part and the corbel parts of the UP -model.

CoRBEl sizEPCs 2 uP PCs 3 uP PCs 5 uP PCs 7 uP PCs 10 uP

CoRBEl PaRts:

H1[in] 6-3/32 6-3/32 8-1/16 8-7/8 11

[mm] 155 155 205 225 280

l1[in] 3 3-5/8 4-3/8 4-3/8 4-5/8

[mm] 76 92 112 112 117

B1[in] 2-3/8 3-5/32 3-1/2 4-5/16 5-11/16

[mm] 60 80 90 110 145

Column PaRt:

H2[in] 8-1/4 9-1/4 12-3/8 13-3/4 15

[mm] 210 235 315 350 380

H3 [in] 19-3/4 19-13/16 23-1/16 23-7/16 30-1/8

[mm] 502 503 586 596 766

H4[in] 3-15/16 4-9/16 6-1/4 6-7/8 7-1/2

[mm] 100 116 158 175 190

t2[in] 1-1/8 1-9/16 2 2 2-3/8

[mm] 30 40 50 50 60

l4[in] 4-15/16 7-7/8 9-27/32 8-1/4 10-1/4

[mm] 125 200 250 210 260

B2[in] 4-9/16 5-5/16 5-7/8 8-5/16 8-3/4

[mm] 116 135 150 212 222

d3[in] 5/8 3/4 1 1-1/4 1-1/4

[mm] 16 20 25 32 32

Weight [lbs] 26.9 47.4 82.2 126.3 186.3

[kg] 12.2 21.5 37.3 57.3 84.5

Color red grey yellow green blue

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2.2 beams

Deltabeams

Table 3. The usability of the corbel size classes with Deltabeam when the under side of the corbel is at the same level as the under side of the slab.

DeltabeamCoRBEl

PCs 2/ 2uP PCs 3/ 3uP PCs 5/ 5uP PCs 7/ 7uP PCs 10/ 7uPD20-200D20-300D20-400D22-300D22-400D25-300D25-400D26-300D26-400D30-300D30-400D32-300D32-400D37-400D37-500D40-400D40-500D50-500D50-600

= use range of the corbel

WQ-beams Table 4. The use range of the corbel size classes and the measurements of the link with WQ-beam when the under side of the corbel is at the same level as the

under side of the slab.

WQ-beamCoRBEl

PCs 2 PCs 3 PCs 5 PCs 7 PCs 10

PCs 2 UP PCs 3 UP PCs 5 UP PCs 7 UP PCs 10 UP

all

Bottom PlatE:

B1[in] 3-3/4 4-1/2 4-15/16 5-11/16 6-11/16

[mm] 95 115 125 145 170

l[in] 2-3/4 3-1/8 3-3/4 3-3/4 3-15/16

[mm] 70 80 95 95 100

EnD PlatE:

t[in] 19/32 25/32 1 1 1

[mm] 15 20 25 25 25

H1[in] 6-1/8 6-1/8 8-1/16 8-7/8 11

[mm] 155 155 205 225 280

H2[in] 4-7/8 4-15/32 6-7/32 6-5/8 8-1/16

[mm] 123.5 113.5 158 168 204.75

H3 min[in] 1-3/4 1-3/4 2 2-3/8 2-3/4

[mm] 45 45 50 60 70

B2[in] 2-1/21/32 3-1/41/32 3-11/61/16 4-1/21/16 5-15/161/8

[mm] 631 831 942 1142 150.53

R[in] 1-1/4 1-5/8 1-7/8 2-1/4 2-31/32

[mm] 31.5 41.5 47 57 75.25

WQ 200WQ 265WQ 320WQ 400

= use range of the corbel

8PCs Corbel3. MAnUFACtUrInG

3.1 Manufacturing method

Plates Flame and mechanical cutting

Ribbed bars Mechanical cutting

inner threads, saw teeth, holes Mechanical machining

Welding MAG by hand or with a robot

Welding class C (SFS-EN 25817)

3.2 Manufacturing tolerances

Column part: depth and width 1/8 ( 3 mm) total height 3/8 ( 10 mm)

Corbel parts: width, height and thickness 1/8 ( 3 mm)

3.3 Quality control

Peikko is under the Inspecta for quality control. PCs Corbel System has certified product declarations. Products are marked with the mark of the Inspecta, the emblem of Peikko, the type of the product, the year and the week of manufacturing.

4. CAPACItIesAssembling tolerances has been taken into account in the capacities. The interaction curves of the shear force capacities and the torsion capacities has to be checked according to figure 2.

The tension capacity is 20 % of the shear capacity force. A displacement parallel to a longitudinal axis of the beam usually hap-pens before the fully tension capacity is reached (the beam moves towards the washer).

Table 5. Capacities.

PCs 2 PCs 3 PCs 5 PCs 7 PCs 10 PCs 15PCs 2 uP PCs 3 uP PCs 5 uP PCs 7 uP PCs 10 uP PCs 15 uP

shear force VRd[kips] 49 78 130 160 227 337

[kn] 220 350 580 715 1015 1500

torsion tRd[kipf] 5 11 18 36 55 140

[knm] 8 15 30 55 75 190

axial tension HRd[kips] 10 15 25 31 44 67

[kn] 45 70 115 140 200 300The capacities in this table are provided as guidelines, local authorities having jurisdiction should be consulted prior to plan submission.

Figure 2. The interaction curves of the shear force capacities and the torsion capacities.

0

10

20

30

40

50

60

0 50 100 150 200 250

Shear Capacity Vud [kips]

To

rsio

n C

apac

ity

Tu

d [

kip

s/f] PCs 10 / PCs 10 UP

PCs 7 / PCs 7 UP

PCs 5 / PCs 5 UP

PCs 3 / PCs 3 UP

PCs 2 / PCs 2 UP

The capacitites in this graph are provided as guidelines, local authorities having jurisdiction should be consulted prior to plan submission.

The capacities in fire situations are shown in the chapter 5.2.6. The designer has to check that loads in fire situation are smaller than the capacities shown.

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5. APPlICAtIon This brochure of Peikkos PCs Corbel System introduces the connection of steel and composite beams to prefabricated or in-situ casted concrete columns and walls.

5.1 limitations for application

The capacities of the Corbel System have been calculated for static loads. In the case of dynamic and fatigue loads greater safety factors have to be considered individually for each case.

If the application conditions are below -4F (-20C), it is necessary to consider using plates with better cold impact resistance.

5.2 Design principles

5.2.1 Requirements of the concrete and correction factors for capacitiesThe concrete strength grade of the column is fc= 4500 psi (40 MPa) in capacity calculations. Lower concrete strength grades and lower structural classes have to be taken into consideration according to the table 6.

shear load Vd on the connection

When there is only a shear load Vd on the con-nection the capacity value presented in table 5 has to be multiplied by the value presented in ta-ble 6. The designed shear load must be smaller than the reduced capacity value.

imperial metricThe concrete strength of the column 3500 psi 30 MPa

The design value of the shear force 60 kips 270 kN

The capacity of the PCs 3 VR,red = 0.88 X 78 kips = 68.64 kips VR,red = 0.88 X 350 kN = 308 kN

PCs 3 is suitable for the connection VR,red > Vd VR,red > Vd

shear load Vd and torsion td on the connection

The interaction of the shear load Vd and the tor-sion Td has to be checked according the figure 2. The designed loads are divided by the value presented in table 6. The intersection point of increased load values must be inside the capacity curve. The intersection point of these values is inside the capacity curve of PCs 5, so PCs 5 is suitable for the connection. These values have to be divi-ded by the factor from the table 6.

imperial metric

The concrete strength of the column 3500 psi 30 MPa

The design value of the shear force Vd = 64.5 kips Vd = 287 kN

The design value of the torsion Td = 8.85 kipft Td = 12 kNm

Vd,incr = 64.5/0.88 = 73.3kips Vd,incr = 287/0.88 = 326 kN

Td,incr = 8.85/0.88 = 10.06 kipft Td,incr = 12/0.88 = 14 kNm

Table 6. Correction factors

fc = 3000 psi fc = 30 MPa fc = 4000 psi fc = 35 MPa

0.76 0.88

The factors in this table are provided as guidelines, local authorities having jusridiction should be consulted prior to plan submission.

5.2.2 Minimum edge distances and minimum sizes of the bearing structuresColumn parts have been designed to be situated in the middle of the columns side. The minimum edge distance must be at least the same as presented in tables 7 and 8 also in the case when the column part is placed eccentrically.

Standard column part can be used in all sides of the column at the same level. The minimum column sizes depend on the dimensions of the column part and also on the anchoring of the column part, different cases are presented in tables 7 and 8.

The designer must check the capacity of the column and that the corbel fits into the column with the main reinforcement and other steel parts. Anchoring of the main reinforcement of the column has to be taken care of when using the UP model. Auto-Cad blocks on Peikkos homepage will help with this work.

10

PCs CorbelTable 7. The minimum column and wall sizes when using standard parts.

b1min / b2min d min[in] [mm] [in] [mm]

PCs 2 11 / 11 280 / 280 11 280

PCs 3 11 / 11 280 / 280 11 280

PCs 5 11 / 11 280 / 280 11 280

PCs 7 15 / 15 380 / 380 15 380

PCs 10 15 / 15 380 / 380 15 380


PCs 2 11 / 11 280 / 280 11-1/4 290

PCs 3 11-1/2 / 11 290 / 280 12-5/8 320

PCs 5 12-1/4 / 12-1/4 310 / 310 13-3/8 340

PCs 7 15 / 15 380 / 380 15 380

PCs 10 15 / 15 380 / 380 15-1/8 385


PCs 2 12-1/4 / 12-1/4 310 / 310 13-7/8 350

PCs 3 14-3/16 / 14-3/16 360 / 360 15 380

PCs 5 15 / 15 380 / 380 15-3/4 400

PCs 7 19 / 19 480 / 480 19-3/4 500

PCs 10 19 / 19 480 / 480 20-1/2 520

b min e min[in] [mm] [in] [mm]

PCs 2 7-7/8 200 5-1/2 140

PCs 3 7-7/8 200 5-1/2 140

PCs 5 7-7/8 200 5-1/2 140

PCs 7 7-7/8 200 6-7/8 175

PCs 10 8-3/4 220 6-7/8 175

Table 8. The minimum column sizes when using standard UP parts.

b1min / b2min d min

[in] [mm] [in] [mm]

PCs 2 uP 11 / 11 280 / 280 11 280

PCs 3 uP 11 / 11 280 / 280 11 280

PCs 5 uP 11-7/8 / 11 300 / 280 11 280

PCs 7 uP 15 / 15 380 / 380 15 380

PCs 10 uP 15 / 15 380 / 380 15 380


PCs 2 uP 11 / 11 280 / 280 11-1/2 290

PCs 3 uP 16-1/8 / 11 410 / 280 17 430

PCs 5 uP 20 / 12-1/4 510 / 310 20-1/2 520

PCs 7 uP 17 / 15 430 / 380 18-1/2 470

PCs 10 uP 20-7/8 / 15 530 / 380 22 560


PCs 2 uP 12-1/4 / 12-1/4 310 / 310 13-3/4 350

PCs 3 uP 18-7/8/ 18-7/8 480 / 480 19-1/4 490

PCs 5 uP 22-7/8 / 22-7/8 580 / 580 23-1/4 590

PCs 7 uP 22-7/8 / 22-7/8 580 / 580 23-5/8 600

PCs 10 uP 27-5/8 / 27-5/8 700 / 700 28-3/8 720

Double sided corbels can be used for example in case standard parts dont fit inside the column. These are manufactured ac-cording to the customers needs.

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Table 9. Codes for double sided corbels.

examples[in] [mm]

PCs 2-2 / 15 PCs 2-2 / 380

PCs 3-2 / 15 PCs 3-2 / 380

PCs 5-2 / 15 PCs 5-2 / 380

PCs 7-2 / 15 PCs 7-2 / 380

PCs 10-2 / 15 PCs 10-2 / 380

PCs 2-2 / d=15 PCs 2-2 / d=380

PCs 3-2 / d=15 PCs 3-2 / d=380

PCs 5-2 / d=15 PCs 5-2 / d=380

PCs 7-2 / d=15 PCs 7-2 / d=380

PCs 10-2 / d=15 PCs 10-2 / d=380

PCs 2-2 / 15 UP PCs 2-2 / 380 UP

PCs 3-2 / 15 UP PCs 3-2 / 380 UP

PCs 5-2 / 15 UP PCs 5-2 / 380 UP

PCs 7-2 / 15 UP PCs 7-2 / 380 UP

PCs 10-2 / 15 UP PCs 10-2 / 380 UP

PCs 2-2 / d=15 UP PCs 2-2 / d=380 UP

PCs 3-2 / d=15 UP PCs 3-2 / d=380 UP

PCs 5-2 / d=15 UP PCs 5-2 / d=380 UP

PCs 7-2 / d=15 UP PCs 7-2 / d=380 UP

PCs 10-2 / d=15 UP PCs 10-2 / d=380 UP

Three and four sided corbels are manufactured to order. Contact Peikkos technical support with these.

5.2.3 Moment of the columnCaused by the vertical support reaction of the beam

The moment of the column caused by the vertical support reaction of the beam can be calculated with the values shown in table 10.

Table 10. The eccentricity of the vertical support reaction of the beam.

Mxd = Vd (B/2 + e)PCs 2 PCs 3 PCs 5 PCs 7 PCs 10

PCs 2 uP PCs 3 uP PCs 5 uP PCs 7 uP PCs 10 uP

e[in] 1-11/16 1-7/8 2-3/16 2-3/16 2-3/16

[mm] 43 48 56 56 56

Caused by the bending of the beam

The additional moment caused by the bending of the beam is presented in table 11. This value has to be added to the moment of the column. This value has been defined to be equal with the moment capacity of the corbel. True value of the additional moment depends on how much do the column and the beam bend caused loads added after casting the joins. The values of the additional moment has been calculated so that the distance between the under side of the corbel and the under side of the beam is 1/2 (12.7 mm). If the distance is bigger the additional moment will be bigger. In this case contact Peikkos technical support.

Table 11. The additional moment to the column. PCs UP has the same values.


mxd[kipf] 9 11 29 30 62

[knm] 13 16 40 42 85

The capacities in this table are provided as guidelines, local authorities having jurisdiction should be consulted prior to plan submission.

Caused by the torsion of the beam

The torsion of the beam Td causes the moment Myd in the column. The value of the moment: Myd = Td.

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PCs Corbel5.2.4 TorsionPCs Corbels are designed to transfer the shear force and the torsion from steel and composite steel beam to the column. The interaction of shear force and tor-sion has to be checked according to figure 2. The inte-raction during erection and the final construction have to be checked.

Other things that have to be checked in addition to the capacity of the corbel:

- the capacity of the column against the bending moment caused by beams torsion - does torsion cause too big deflection to the column - the capacity of the beam against torsion - does torsion cause too big rotation to the beam

5.2.4.1 Erection situationTorsion exists in beam when e.g.:

a) slabs are erected first only to the one side of the beam b) span or weight of slabs are not the same on the both sides of the beam c) there are openings in the floor

When all the slabs are erected, torsion can be

a) non existing (=symmetric slabs on the both sides of the beam) b) reduced (=asymmetric slabs on the both sides of the beam) c) the same (= there are no slabs on the other side of the beam = an edge beam)

The largest torsion during erection time has to be checked. Often this exists when the slabs are erected first only to the one side of the beam. The interaction of torsion during erection Td,er and support reaction during erection Vd,er has to be checked according to figure 2.

Td,er = Fd,er,1 x e1 Vd,er = Fd,er,1 + Fd,er Fd,er,1 = designed support reaction of the slabs own weight and live load during erection on the end of the beam e1 = eccentricity of the support reaction (=the distance of the slabs support reaction from the centre line of the corbel) Fd,beam = designed support reaction of the beams own weight

5.2.4.1.1 Example 1. (All examples were made with the following safety factors : 0.9 or 1.2 for own weights and 1.6 for live loads)

Longer slabs are erected first on the one side of the beam. From the capacity curve we can see that PCs 5 is suitable

gk =80 p

sf

qk,er = 1

0 psf

gk,beam = 295 plf

3015

20 g

k =3.8

kN/m

2

qk,er =

0.5 kN/

m2

gk,beam = 4 kN/m

80004000

7000

imperial metricFd,er,1 = 20 x 0.5 x 30 x 0.5 x ( 1.2 x 80 + 1.6 x 10 ) / 1000 = 16.8 kips Fd,er,1 = 7 x 0.5 x 8 x 0.5 x ( 1.2 x 3.8 + 1.6 x 0.5 ) / 1000 = 75.0 kN

e1 = 10. e1 = 275 mm

Td,er = 16.8 x 10 / 12 = 14 kipft Td,er = 75.0 x 0.275 / 12 = 20.6 kNm

Vd,er = 16.8 + ( 1.2 x 275 plf x 20 x 0.5 ) / 1000 = 20.1 kips Vd,er = 75.0 + ( 1.2 x 4 x 7 x 0.5 ) / 1000 = 91.8 kN

5.2.4.1.2 Example 2.

Shorter slabs are erected first on the one side of the beam. From the capacity curve we can see that PCs 3 is suitable.

imperial metricFd,er,1 = 20 x 0.5 x 15 x 0.5 ( 1.2 x 80 + 1.6 x 10) / 1000 = 8.4 kips Fd,er,1 = 7 x 0.5 x 4 x 0.5 ( 1.2 x 3.8 + 1.6 x 0.5) / 1000 = 37.5 kN

e1 = 10 e1 = 275 mm

Td,er= 8.4 x 10 / 12 = 7 kipft Td,er= 37.5 x 0.275 / 12 = 10.3kNm

Vd,er= 8.4 + 1.2 x 275 x 20 x 0.5 / 1000 = 11.7 kips Vd,er= 37.5 + 1.2 x 4 x 7 x 0.5 / 1000 = 54.3 kN

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If the capacity of the corbel is exceeded, it is possible to :

a) select a bigger corbel with sufficient capacity b) design the slabs erection order so that torsion will be reduce (-> an erection plan of the slabs) c) support beams during the slabs erection (-> a support plan of the beams)

5.2.4.2 Final constructionTorsion during final construction depends on the situation during casting the slabs joins and the loads after casting. After cas-ting the joins of the slabs, torsion to the corbel caused by the live loads depends on the co-operation of the beam and the slabs. A good co-operation can be achieved by reinforcing the joins. The reinforcement has to be anchored both into the beam and the join of the slabs. There is no torsion in the corbel connection caused by bending and creeping of the slabs because of the deformation ability of the corbel connection.

5.2.4.2.1 (Beam and slabs with good co-operation)

When the reinforcement in the join is able to transfer tensile force caused by torsion of live load, torsion of the corbel doesnt increase after casting the joins. The interaction of torsion in the end of the erection.

Td,er.final and designed support reaction of the final construction Vd has to be checked. See example 3

Td,er.final = Fd,er.final,1 x e1 - Fd,er.final,2 x e2

Vd = Fd,1 + Fd,2 + Fd,beamFd,er.final,1 or 2 = designed support reaction of own weight of the slabs at the end of the beam

e1 or 2 = eccentricity of the support reaction

Fd,1 or 2 = designed support reaction of the slabs at the end of the beam in final construction

Fd,beam = designed support reaction of the own weight of the beam

5.2.4.2.2 (Beams and slabs with poor co-operation)

There are beams and slabs with poor co-operation, when the reinforcement in the join is not able to transfer the tensile force caused by torsion of live load. First the sum of torsion, the end of erection Td,er.final and torsion of live load Td,add must be calculated. Then, the interaction of the sum and designed support reac-tion of the final construction Vd has to be checked. See example 4.

Td,er.final + Td, add = Fd,er.final,1 x e1 - Fd,er.final,2 x e2 + Fd, add,1 x e1 - Fd, add,2 x e2

Vd = Fd,1 + Fd,2 + Fd,beamFd,er.final,1 or 2 = designed support reaction of own weight of slabs on the end of the beam

e1 or 2 = eccentricity of the support reaction

Fd, add,1 or 2 = designed support reaction of the slabs of live load after erection on the end of the beam

Fd,1 or 2 = designed support reaction of the slabs on the end of the beam of the final construction

Fd,beam = designed support reaction of the own weight of the beam

5.2.4.2.3 Example 3. (Beams and slabs with good co-operation)

In this case, beams are not supported during erection. Torsion is caused by the length difference of the slabs. Safety factors for loads are selected so that the worst case will be checked. The same safety factors are used when calculating designed support reaction of the beam. Torsion from the live load do not exist in the case of beams and slabs with good co-operation and thats why live load is calculated with full weight applied on both sides of the beam.

imperial metricFd,er.final,1 = 20 x 0.5 x 30 x 0.5 x 1.2 x 80 / 1000 = 14.4 kips Fd,er.final,1 = 7 x 0.5 x 8 x 0.5 x 1.2 x 3.8 / 1000 = 63.8 kNFd,er.final,2 = 20 x 0.5 x 15 x 0.5 x 0.9 x 80 / 1000 = 5.4 kips Fd,er.final,2 = 7 x 0.5 x 4 x 0.5 x 0.9 x 3.8 / 1000 = 23.9 kN

e1 = e2= 10 e1 = e2= 275 mmTd,er.final = 14.4 x 10 / 12 - 5.4 x 10 / 12 = 7.5 kipft Td,er.final = 63.8 x 0.275 / 12 - 23.9 x 0.275 / 12 = 11.0 kNm

Designed support reaction of the beam in the case of torsion Vd = 20 x 0.5 x 30 x 0.5 / 1000 x ( 1.2 x 80 + 1.2 x 30 + 1.6 x 50 ) + 20 x 0.5 x 15 x 0.5 /

1000 x ( 0.9 x 80 + 1.2 x 30 + 1.6 x 50 ) + 1.2 x 275 x 20 x 0.5 / 1000 = 49.2 kipsVd = 7 x 0.5 x 8 x 0.5 / 1000 x ( 1.2 x 3.8 + 1.2 x 1.4 + 1.6 x 2.5 ) + 7 x 0.5 x 4 x 0.5 / 1000

x ( 0.9 x 3.8 + 1.2 x1.4 + 1.6 x 2.5 ) + 1.2 x 4 x 7 x 0.5 / 1000 = 223.9 kNThe biggest designed support reaction of the beam in final construction

Vdmax = 20 x 0.5 x ( 30 x 0.5 + 15 x 0.5 ) x ( 1.2 x 80 + 1.2 x 30 + 1.6 x 50 ) / 1000 + 1.2 x 275 x 20 x 0.5 / 1000 = 51 kips

Vdmax = 7 x 0.5 x ( 8 x 0.5 + 4 x 0.5 ) x ( 1.2 x 3.8 + 1.2 x 1.4 + 1.6 x 2.5 ) / 1000 + 1.2 x 4 x 7 x 0.5 / 1000 = 231.8 kN

From the capacity curve, we can see that PCs 5 is suitable to transfer forces Vd and Td,er.final to the column.

qk =50 p

sfqk,er = 1

0 psf

g1k= 30

psfgk= 80

psfgk,beam = 275 plf

15 30

20 qk

= 2.5 k

N/m2

qk,er =

0.5 kN/

m2

g1k= 1

.4 kN/m

2gk

= 3.8 k

N/m2

gk,beam = 4 kN/m

4000 8000

7000

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PCs Corbel5.2.4.2.4 Example 4. (Beams and slabs with poor co-operation)

In this case, beams are not supported during erection. Torsion is caused by the length difference of the slabs. Safety factors for loads are selected so that the worst case will be checked. The same safety factors are used when calculating designed support reaction of the beam. Torsion from the live load do exist in the case of beams and slabs with poor co-operation and thats why live load is calculated only on one side of the beam.

imperial metricFd,er.final,1 = 20 x 0.5 x 30 x 0.5 x 1.2 x 80 / 1000 = 14.4 kips Fd,er.final,1 = 7 x 0.5 x 8 x 0.5 x 1.2 x 3.8 / 1000 = 63.8 kNFd,er.final,2 = 20 x 0.5 x 15 x 0.5 x 0.9 x 80 / 1000 = 5.4 kips Fd,er.final,2 = 7 x 0.5 x 4 x 0.5 x 0.9 x 3.8 / 1000 = 23.9 kN

e1 = e2= 10 e1 = e2= 275 mmTd,er.final = 14.4 x 10 / 12 - 5.4 x 10 / 12 = 7.5 kipft Td,er.final = 63.8 x 0.275 / 12 - 23.9 x 0.275 / 12 = 11.0 kNm

After erection of slabs more support reactions will exist: Fd,add,1 = 20 x 0.5 x 30 x 0.5 x ( 1.2 x 30 + 1.6 x 50 ) / 1000 = 17.4 kips Fd,add,1= 7 x 0.5 x 8 x 0.5 x ( 1.2 x 1.4 + 1.6 x 2.5 ) / 1000 = 79.5 kN

Fd,add,2 = 20 x 0.5 x 15 x 0.5 x 0.9 x 30 / 1000 = 2 kips Fd,add,2 = 7 x 0.5 x 4 x 0.5 x 0.9 x 1.4 / 1000 = 8.8 kNTd.add = 17.4 x 10 / 12 - 2 x 10 / 12 = 12.83 kipft Td.add = 79.5 x 0.275 / 12 - 8.8 x 0.275 / 12 = 19.4 kNm

Total torsion: Td = Td,er.final + Td, add = 7.5 + 12.83 = 20.33 kipft Total torsion: Td = Td,er.final + Td, add = 11.0 + 19.4 = 30.4 kNmDesigned support reaction of the beam in the case of total torsion

Vd = 20 x 0.5 x 30 x 0.5 x ( 1.2 x 80 + 1.2 x 30 + 1.6 x 50 ) / 1000 + 20 x 0.5 x 15 x 0.5 x ( 0.9 x 80 + 0.9 x 30 ) / 1000 + 1.2 x 275 x 20 x 0.5 / 1000 = 42.5 kips.

Vd = 7 x 0.5 x 8 x 0.5 / 1000 x ( 1.2 x 3.8 + 1.2 x 1.4 + 1.6 x 2.5 ) + 7 x 0.5 x 4 x 0.5 / 1000 x ( 0.9 x 3.8 + 0.9 x 1.4 ) + 1.2 x 4 x 7 x 0.5 / 1000 = 193.0 kN

The biggest designed support reaction of the beam in final constructionVdmax = 20 x 0.5 x ( 30 x 0.5 + 15 x 0.5 ) x ( 1.2 x 80 + 1.2 x 30 +

1.6 x 50 ) / 1000 + 1.2 x 275 x 20 x 0.5 / 1000 = 51 kipsVdmax = 7 x 0.5 x ( 8 x 0.5 + 4 x 0.5 ) x ( 1.2 x 3.8 + 1.2 x 1.4 +

1.6 x 2.5 ) / 1000 + 1.2 x 4 x 7 x 0.5 / 1000 = 231.8 kNFrom the capacity curve, we can see that PCs 7 is suitable to transfer forces Vd and Td,er.final to the column.

qk =50 p

sfqk,er = 1

0 psf

g1k= 30

psfgk= 80

psfgk,beam = 275 plf

15 30

20 qk

= 2.5 k

N/m2

qk,er =

0.5 kN/

m2

g1k= 1

.4 kN/m

2gk

= 3.8 k

N/m2

gk,beam = 4 kN/m

4000 8000

7000

5.2.5 Additional reinforcement and things to be marked on drawingsFigure 3.Things to be marked on the drawing.

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Things to be marked on the drawing of the column:

- The size class of the Corbel - The horizontal location of the Corbel in proportion to the center line of the column - The level of the parts from the bottom of the column (the under side of the column part plate and the under side of the Corbel plate) - The additional reinforcement of the column

The horizontal headed stud bars of the single sided column part create a concrete cone which has to be tied to the column with additional stirrups according to figures 4 and 6. These stirrups can not be replaced with stirrups that are around the main reinforcement of the column.

The additional stirrups for vertical forged reinforcement (headed studs) bars are placed around the bending area of the upper forged reinforcement of the PC-Corbel and just below the forged heads of the lower forged reinforcement.

The main stirrups which surround the main reinforcement of the column are placed under and above the plate of the column part. Diagonal stirrups are used when needed at the level of the column part plate.

When there are two single sided corbels, at the same level, on opposite sides of the column there is no need to couble the additional stirrups.

The additional reinforcement for double sided corbels are presented on figures 5 and 7.

Things to be marked on the drawing of the wall: - the size class of the corbel - the horizontal location of the corbel - the level of the parts from the bottom of the wall (the under side of the column part plate and the under side of the corbel plate) - the additional reinforcement of the wall

Design engineer has to check the capacity of the wall.

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PCs CorbelFigure 4. The additional reinforcement required for the PCs Corbel (IMPERIAL)

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Figure 4. The additional reinforcement required for the PCs Corbel (METRIC)

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PCs CorbelFigure 5. The additional reinforcement required for the double sided PCs Corbel (IMPERIAL)

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Figure 5. The additional reinforcement required for the double sided PCs Corbel (METRIC)

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PCs CorbelFigure 6. The additional reinforcement required for the PCs UP Corbel (IMPERIAL)

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Figure 6. The additional reinforcement required for the PCs UP Corbel (METRIC)

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PCs CorbelFigure 7. The additional reinforcement required for the double sided PCs UP Corbel (IMPERIAL)

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Figure 7. The additional reinforcement required for the double sided PCs UP Corbel (METRIC)

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PCs CorbelFigure 8. The additional reinforcement required for the PCs Corbel in walls. (IMPERIAL)

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Figure 8. The additional reinforcement required for the PCs Corbel in walls. (METRIC)

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PCs CorbelThings to be marked on the drawing of the steel or composite beam:

- the connection details and the size class of the corbel

- the location of the link in proportion to the center line of the beam

- the level of the under side of the corbel in proportion to the under side of the slabs

The length of the beam is chosen so that the space between the beam and square column is 7/8 (20 mm) according to figure 7. Then the tolerance for the beam length is +7/8 (+20 mm) and -5/8 (-14 mm) in the connection.

Figure 9. A beam connection to a square column

The tolerance of the beam length is smaller with beams connecting to round column. The length of the beam is chosen so that the space between the beam and the column concrete surface is 3/8 (10 mm). Then the tolerance for the beam length is 5/8 (10 mm) at the connection.

Figure 10. A beam connecting to a round column

The designer of the Deltabeam will take care of the dimensioning and the shape of the end plate of the beam. The designer of the Deltabeam has to be informed about the level of the corbel in relation to the under side of slabs.

The producer of the WQ beam has to design the end plate of the WQ beam to fit. The dimensions of the end plate are pre-sented in table 4. Horizontal forces are caused to the end plate by torsion.

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Table 12. The horizontal forces in the end plate with full torsion capacity. If torsion is smaller the forces can be reduced with the relation of torsions. The torsion capacity is same PCs UPs.


Fd[kips] 15.74 24.73 32.6 59.57 137.13

[kN] 70 110 145 265 610


Figure 11.The level of the corbel plate with narrow beams.

The end plate and all welds in WQ-beam must be designed for the full capacity values of the PCs Corbel System.

With narrow beams it is recommended to put the under side of the corbel at the same level as the under side of the slab. The under side of the corbel must be on a higher level with thick beams so that the centre of gravity of the beam is lower than the top side of the corbel. The level of the under side of the corbel must be marked on the drawing of the beam.

5.2.6 Fire protection and environmental classesThe capacities of the joint where the under side of the corbel is without concrete cover, or fire protection are shown in table 13. It is assumed that 50 % of the load is live load. The designer must check that the design load in fire situation is not more than the capacities.

The interaction of torsion and shear force has to be checked according to the following formula:

VT, TT =corbels shear force and torsion in fire situation

VuT, TuT =corbels shear and torsion capacity in fire situation

When longer fire resistance is needed it is recommended to lift the corbel up higher than the level of the slabs if the beam is thick enough. Then the concrete cover will act as fire protection. Peikkos technical support gives advice about lifting the corbel.

Table 13. Capacities of the connection after 60 and 90 minutes fire. PCs UP has the same capacities.


RE 60shear force VRt

[kips] 50 86 106 154 227

[kn] 220 350 475 650 1010

torsion tRt[kipf] 3 7 14 29 44

[knm] 6 10 20 40 60

RE 90shear force VRt

[kips] 32 55 66 94 179

[kn] 155 250 295 400 800

torsion tRt[kipf] 2 5 9 18 29

[knm] 4 8 15 30 40


Requirement of environment (corrosion) has to be taken care of according to local building requirements.

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PCs Corbel6. InstAllAtIon

6.1 Installation of the parts

The parts are installed into the reinforcement in the formwork so that they will not be able to move during casting.

The column part PCs is symmetrical so it can be installed in both directions with the saw teeth against the mould. The column part PCs UP is not symmetric and it must be installed so that long ribbed bars are towards columns lower end. Saw teeth have to be protected against the grouting mortar.

The column part is installed so that its ribbed bars will be inside the main stirrups of the column.

The column part can be attached to the mould with bolts. It can also be tied to the main reinforcement of the column.

6.2 Installation of the corbel parts and installation tolerances

The saw teeth protection is removed, the saw teeth are checked, for potential damages and they are cleaned before installing the corbel parts.

The corbel plate is installed in the proper location tightly with the saw teeth of the column part as seen on figure 12. A large washer with oval holes is installed symmetrically to the corbel part.

The bolts are tightened at least to the minimum values shown in table 14. The empty space between the corbel and the column disappears when tightening the bolts.

Figure 12. Installation of the corbel parts

The corbel plate can be moved to the right location by opening the bolts a little. Installation tolerances of the corbel plate are 12 (305 mm) both horizontally and vertically. When the corbel is at right location the bolts must be retightened according to table 14.

Table 14. Minimum torque of the bolts. Values are the same with UP -models.


thread of the bolt*imperial 5/8 7/8 1-1/8 1-1/8 1-1/8

metric M16 M24 M30 M30 M30

Width across flats[in] 15/16 1-13/32 1-1/16 1-1/16 1-1/16

[mm] 24 36 46 46 46

torque[lbft] 29.48 95.80 162.12 162.12 162.12

[nm] 40 130 220 220 220

* Imperial values converted from metric standards

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6.3 beam installation and installation tolerances

The installation of the beam must be done according to the erection plan.

The beam can be erected when the corbel is installed at the proper location according to chapter 6.2.

The beam is installed on the corbel by placing the corbel into the link of the beams end plate.

Installation tolerances are +7/8 (+20 mm) and -5/8 (-14 mm) of the beam length when the column is rectangular. In the case of a circular column, installation tolerances of the beam length depends on the radius of the column.

The beam must be supported when: - the interaction of shear load and torsion is over the interaction capacities

- too large bending is caused to the column by torsion

- the beam, the column or the connection is not designed against torsion

6.4 the grouting of the joint

The whole height of the joint between the column, the beam and the space around the corbel parts is grouted at the same time as the joins of the slabs.

7. InstAllAtIon Control

7.1 Installation control of the parts

Check list before casting the column: - proper location of the column part

- proper position of the column part comparing to the axis of the column

- proper attachment of the column part in the mould

- amount and position of the additional reinforcement

- proper protection of the saw teeth against grouting mortar

Check list before welding the beams end plate: - size and the position of the bottom plate link

- size and the position of the end plate link

- position of the end plate comparing to the bottom plate link

- perpendicularity of the end plate to the bottom plate

7.2 Installation control of the corbel parts

Check list before installing the corbel parts: - the protection of the teeth is taken away

- the saw teeth are undamaged and clean

- the proper location of the corbel parts

- bolts are tightened according to the torque presented in table 14

- there wont be empty space between teeth

7.3 Installation control of the beam

Check list before erecting the beam: - bolts are tightened according to the torque presented in table 14

- erection plan of the slabs is obeyed

- erection plan of the beam is obeyed

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PCs Corbel8. tHInGs to Do WHen tolerAnCes Are eXCeeDeDWhen the beam isnt long enough it is possible to manufacture an extra long corbel. This reduces the capacities of the connec-tion. The capacity must be checked individually.

When the corbel is on too low a level it is possible to:

- Manufacture an extra high corbel. This reduces the torsion capacity of the connection and the beam must be sup-ported when erecting the slabs. If the under side of the extra high corbel is lower than the under side of the beam the corbel must be protected against fire.

- Weld a standard corbel to the right position on to the column plate. This reduces the capacities (shear and torsion) of the connection. The capacity must be checked individually.

When the corbel is on too high a level it is possible to:

- Make the beams end plate link higher. This reduces the capacities of the connection if the end plate is not high enough. The reduced capacity must be checked individually.

- Weld a standard corbel to the right position on the column plate. This reduces the capacities (shear and torsion) of the connection. The capacity must be checked individually.

When the corbel is off centre it is possible to:

- Make the beam end plate link wider. This reduces the capacities of the connection in some cases. The beam must be supported when erecting the slabs. Wedge plates must be placed between the corbel and the end plate after erecting the beam.

- Weld a standard corbel to the right position on the column plate. This reduces the capacities (shear and torsion) of the connection. The reduced capacity must be checked individually.

When the beam is squint it is possible to cut the beams end plate link wider. The beam must be supported during erecting the elements. The wedges must be placed between the corbel and the end plate when needed.

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