PERFORMANCE OF COLUMN-TO-COLUMN

MECHANICAL CONNECTION IN PRECAST

CONCRETE BUILDING UNDER SEISMIC

Ahmed D. Abdulateef*

College of Engineering, University of Samarra, Samarra 34010, Iraq.

ahmed.d.abd@uosamarra.edu.iq

Ammar A. Abdul Rahman

College of Engineering, Ashur University College, Baghdad10011, Iraq.

Reception: 17/10/2022 Acceptance: 24/12/2022 Publication: 13/01/2023

Suggested citation:

A., Ahmed D. and A. R., Ammar A. (2023). Performance of column-to-column

mechanical connection in precast concrete building under seismic

loading. 3C TIC. Cuadernos de desarrollo aplicados a las TIC, 12(1), 46-63.

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

ABSTRACT

Precast columns in precast concrete structures with floor heights require connections

that need confident, reliable, and cost-effective design and implementation methods

that can speed up both processes. At the same time, still ensure adequate strength,

stiffness, and ductility to the column behavior. Columns specifically have the main role

in structures for transmitting vertical and horizontal loads due to seismic effects to the

base to fulfill life safety requirements, but the existence of a connection in the column

cannot ensure the required. This work aims to study the performance and efficiency of

mechanical bolted column connections under the action of seismic loading. In this

regard, a column connection used in the precast structure of the new Karbala

Provincial Council (KPC) under seismic loading is used as the case study. This

building was analyzed and then designed employing special mechanical bolted

connections produced by Peikko’s products (Column-shoe & Anchor bolts). The

analysis gave the exact forces at the connection location and the design using

Peikko’s column connection performed well under all loading cases including the

seismic case. The analysis and design lead to smaller column section selection since

it takes into account the interaction of applied loads using special equations.

KEYWORDS

Column Shoe, Column to column connection, Seismic design, bolted connection,

Anchor bolts

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

PAPER INDEX

ABSTRACT

KEYWORDS

1. INTRODUCTION

2. DISCERPTION OF THE CONNECTION

3. COMPONENTS OF THE BOLTED CONNECTION (PBC)

3.1. Column Shoes

3.2. Anchor Bolts

4. MODELING

4.1. Modeling of the Columns

4.2. Selecting Column Connections Using Peikko Designer

5. RESULTS AND DISCUSSION

5.1. Run Analysis and Get the Results in ETABS

6. DESIGN RESULTS FROM PEIKKO DESIGNER

6.1. Corner Column (40x40 cm)

6.2. Edge Column (60x60 cm)

6.3. Corner Column (70x70 cm)

6.4. Comparison with Manual Selection:

7. CONCLUSIONS

REFERENCES

CONFLICT OF INTEREST

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

1. INTRODUCTION

In seismic-resistance structures with precast concrete (PC) members, the major

challenge is to find, reliable economical, applicable, and structurally accepted

methods to connect the precast elements in a way so that when subjected to cyclic

seismic loads, these connections can provide not only sufficient strength and stiffness

but also allow sufficient inelastic deformation capacity and stable hysteresis response

of the structure [1]. In framed PC structures columns particularly play a fundamental

role in transferring vertical and horizontal loads, to meet the requirement of life safety

under seismic loads. Attention should be paid to the connections between precast

columns to ensure the integrity of the building, load transfer, and the behavior under

different load combinations [2].

The ultimate strength at the joint of precast concrete

structures depends on the behavior of the material of joints between segments [3].

The connections between prefabricated elements are typically considered to be the

weakest and most critical parts Additionally, in seismic areas, the connections should

ensure that the behavior of precast connections is equal to or even better than that of

cast-in-place parts [4]. Peikko bolted column connections are considered an excellent

solution for such purposes [5]. But was not verified clearly for earthquakes. A Study on

an actual building (Karbala Provincial Council) made of precast concrete elements

(columns, beams, and hollow core slabs) that are connected by mechanical joints

(Column-shoe & Anchor bolts) will be conducted to check the adequacy and

performance of these connections in sustaining the imposed loads on the building due

to the seismic occurrence. Due to the different types of connections used in the

building, a focus will be made here in this work on the column-to-column connections

because very limited research work was published on the such connection under

seismic effects. There are limited references that deal with the characterization of

column-column connections of PC structures [6]. Also, there was limited access to

studies that examined column shoe connections due to the privacy of the product's

ownership. However, from the experimental data provided and the conclusions

gained, it is obvious that this connection system can be used in connecting the parts

of the column [7] but needs to check their performance under seismic action. Peikko

initiated an extensive experimental research program in 2008 in collaboration with the

Politecnico di Milano (Technical University of Milan) to study the performance of

Peikko's bolted column-to-foundation connections made with the HPKM column and

HPM anchor bolts. The aim was to produce and develop a prefabricated connection

that replaces the monolithic connections with the same performance in terms of

ductility, energy dissipation capacity, and stiffness [8]. The cyclic loading performance

of the Peikko bolted connection for seismic conditions needs to be verified by

extensive experimental investigations on full-scale concrete samples of precast and

cast-in-place columns. Meanwhile, numerical verification needs to be concluded to

check the adequacy of these bolted connections. The performance of the entire

connection and its components under monotonic loadings were verified by

experimental testing. The initial test with concrete column connections showed that

rectangular cross-sections with at least four-column shoes behave rigidly or at least

as stiff as in-situ concrete columns with continuous reinforcement under static loading

[10]. The tests confirmed that the bolted connection with grout between the precast

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

elements behaves in the same way as the corresponding monolithic reinforced

concrete column [11].

2. DISCERPTION OF THE CONNECTION

A typical mechanical bolted column connection consists of column shoes and

anchor bolts. The column shoe is placed in the formwork in the precast plant during

the production of the column at the bottom end of the upper column and the anchor

bolts are cast in the upper end of the lower column in case of column-column

connection or cast in-site into the foundation in case of column-foundation connection

as shown in Figure (1). The protruding threaded portion of the bolt allows the column

shoe base plate to be tightened with a pair of washers and nuts. The tightening of the

connection under seismic loading is also ensured by high-strength lock washers. The

connection is completed by filling the joint between the columns or the column and the

foundation with high-durability, non-shrinking mortar. Once the mortar has reached its

design strength, the connection behaves as a reinforced concrete connection. The

shear force transmission is done by anchor bolts with lock washers and mechanical

locking between mortar and concrete. The design compressive strength of the grout

should be at least one class higher than the highest concrete grade of the jointed

elements, to avoid the brittle fracture of the concrete at the joint. [8]. Assembling the

column shoes on the column requires steel boxes called Recess boxes containing two

types (C and M) as shown in figure (2), their cost is low and they can be used multiple

times to prevent concrete from filling the shoe hole during casting of the column.

Figure 1. Typical bolted column connection [12]

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

Figure 2. (C and M) types of Recess boxes [12]

3. COMPONENTS OF THE BOLTED CONNECTION

(PBC)

3.1. COLUMN SHOES

Column shoes are products used to create moment-bearing connections between

precast concrete elements, such as columns, foundations, and walls. The bolted

column shoe connection is at least as stiff as a cast-in-place column connection with

continuous reinforcement. The loads on the connection are first distributed to the

individual column bases. The shear strength of a column shoe is equal to the shear

strength of the corresponding anchor bolts [12]. The strength of the column shoe

corresponds to the strength of the corresponding anchor bolts. Four or more column

shoes can be used in one column cross-section [7]. figure (3) shows Peikko’s column

shoes that are used here.

Figure 3. Peikko bolted connection (PBC) for column (a) HPKM column shoe [13], (b) BOLDA

column shoe [14]

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

3.2. ANCHOR BOLTS

Anchor bolts can provide a solution for most precast connections (e.g., column -

foundation, column - column, wall - foundation, wall - wall) as well as fastening of steel

columns or even machine fastenings. It’s available as L- a type use in shallow

structures (e.g., foundations, slabs, beams) due to their relatively short anchor length

and P-type for structures with sufficient depth (e.g., pedestals, and columns). if the

tensile or shear strength of the anchor bolt steel is insufficient, additional

reinforcement may be used to withstand the forces on the anchor bolt and if the

concrete cone resistance is exceeded, supplementary reinforcement for the tension

load should be provided. reinforcement arrangements can be calculated using the

Peikko Designer software following EN 1992-4. With Peikko Designer software it is

possible to select the appropriate type and number of anchor bolts to be used in a

connection and to check the strength of the connection [13]. During the assembly

phase, the forces acting on the anchor bolts are mainly caused by the weight of the

column itself and the bending moment and shear force due to the wind load. Since the

connection is not grouted, all forces from the column shoe are only absorbed by the

anchor bolts. therefore, it must be designed for buckling and bending [12]. The anchor

bolts used in column connections are shown in the figure. (4).

Figure 4. Anchor bolts. A) HPM Rebar Anchor Bolts Type L & type P [15]. B) High Strength

Steel Anchor Bolts Type (L & P) [16]

4. MODELING

4.1. MODELING OF THE COLUMNS

Simulation models have the characteristic of being a technique for solving practical

problems [17]. The whole structure of the building was divided into seven structures

(Blocks) with expansion joints each part was modeled using CSI ETABS Software to

analyze the effect of all external forces including seismic forces for the Karbala area

according to the Iraqi Seismic Code. These forces were applied to the building and

the magnitude of all internal forces acting on the columns at different stations through

their total height was obtained. ETABS can give the magnitude of internal forces at

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

(0%, 25%,50%,75%, and 100%) of the column’s height. This feature could be very

useful in the design of the connection since it can help in identifying the magnitude of

internal forces corresponding to desired connection location. There are three different

column cross-sections in each of the seven blocks (40x40, 60x60, and 70x70 cm)

respectively distributed at different positions on the plan (corner, edge, interior). In this

work, Block number 7 figure (5) is considered only for these calculations. The seismic

details defined in the ETABS model are shown in figure 6

Figure 5. ETABS model of part 7

Figure 6. The seismic details defined in the ETABS model

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

4.2. SELECTING COLUMN CONNECTIONS USING PEIKKO

DESIGNER

For column-to-column connection, HPKM & BOLDA column shoes with HPM &

PPM anchor bolts were respectively chosen. The selection of the suitable size of

column shoes and anchor bolts to be used for connecting the precast segments was

first done manually based on the technical manual provided. The selection of the

connection components was verified using Peikko designer software. The software

contains a predefined module for different types of column shoes and their

corresponding anchor bolts. In the software, there is an implemented design code

selection. By selecting the required valid design code, it is possible to check the

resistances of each column connection.

5. RESULTS AND DISCUSSION

5.1. RUN ANALYSIS AND GET THE RESULTS IN ETABS

After completing the modeling in ETABS, the analysis process will start to get the

magnitude of all internal forces acting on the columns at the selected sections of the

columns. After that, the analysis results were filtered, sorted, and rearranged to be

used in the next step (Selection of Suitable connection items by Peikko designer). The

analysis results used in the selection of the connection components (column shoes +

anchor bolts) were selected based on the location of the column i.e., (corner 40x40,

edge 40x40, 40x40 interior, 60x60 corner …etc.). For simplicity and to avoid getting a

huge number of designed connections for each column cross-section at each location

and each story only the greatest values of internal forces on each column cross-

section concerning its location due to the application of all types of loads including

earthquakes were used to design the connections as shown in figures ((7) - (10)) and

Table (1). The manufacturer can use any length of each segment that his factory can

produce. The columns were made of three parts only taking into account that each

column consists of three individual precast segments to

be connected to cover the

total height of the building.

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

Figure 7. The Column that was subjected to the higher magnitude of internal forces &

moments.

Figure 8. Corner Column 40x40 cm that was subjected to the highest magnitude of internal

moments. (a) X-direction, (b) Y-direction.

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

Figure 9. Edge Column 60x60 cm that was subjected to the highest magnitude of internal

moments. (a) X-direction, (b) Y-direction.

Figure 10. Interior Column 70x70 cm that was subjected to the highest magnitude of internal

moments (a) X-direction, (b) Y-direction.

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

Table1. Analysis results of the building (Block-7) columns under the effect of all types of

loadings including earthquake from ETABS software after filtering, sorting, and rearranging

The positive (+ve) values of axial forces (P) refer to tension forces due to seismic

effect. However, their values were relatively small due to the weight of the entire

building which tends to resist the tension forces. While the negative (-ve) values

referred to compression forces due to both gravity load and seismic action. The shear

forces sign referred to the direction of forces in the XY plane. While the Moments sign

referred to whether the rotation will induce tension or compression forces on the

column. The reason why there were (+ve) and (-ve) values were seismic action.

6. DESIGN RESULTS FROM PEIKKO DESIGNER

To Design the column connection (Choosing the right number and size of column

shoes and anchor bolts to resist the Seismic loads) the analysis results of Table (1)

were used in Peikko designer to check the chosen connection. Design results for one

cross-section of each location (corner 40x40, edge 60x60, and interior 70x70) will be

presented here. Peikko designer can provide a detailed report for the design process.

When no more HPKM Column Shoes can fit in the cross-section to reach the required

resistance BOLDA column shoes should be used instead.

6.1. CORNER COLUMN (40X40 CM)

Use 4 (HPKM column shoes - HPM anchor bolts) size 30 with 2 (HPKM column

shoes - HPM anchor bolts) size 20 at the middle of the column lower face in the x-

direction to satisfy the capacity requirements rather than using 6 (HPKM column

shoes - HPM anchor bolts) size 30 for economic reasons and to provide more spacing

for concrete as shown in figure (11). The design report indicates that the resistance of

the connection was within the safe limits of the selected code provisions. And no

failure in both the concrete or steel items (column shoes and anchor bolts). The green

dot in the resistance diagram between the moments and the axial forces represents

Position

Column

sec.

P (kN) Vx (kN) Vy (kN) Mx (kN-m) My (kN-m)

C40x40 (cm)

corner (40x40) 9.8163 22.2389 49.9546 120.3723 64.2164

corner (40x40) -220.233 -19.372 -35.301 -136.1899 -56.6916

C60x60 (cm)

edge (60x60) 153.0051 85.4763 149.125 304.5703 193.6522

edge (60x60) -2532.4829 -99.1011 -143.181 -358.2493 -246.6811

C70x70 (cm)

interior (70x70) 138.4 76.3252 124.0431 333.7802 468.9884

interior (70x70) -3607.5895 -242.6262 -126.1854 -369.5490 -569.6058

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

the applied load of the column while the dashed line refers to the connection capacity.

As shown in figure (12).

Figure 11. HPKM column shoe & HPM anchor bolts 1st configuration (4 size30 +2 size20)

Figure 12. Resistance diagram of the connection, (a)- Resistance in the X direction, (b)-

Resistance in the Y direction

6.2. EDGE COLUMN (60X60 CM)

Use 4 (BOLDA column shoe - PPM anchor bolts) size 39 as shown in figure (13).

The design report indicates that the resistance of the connection was within the safe

limits of the selected code provisions. And no failure in both the concrete or steel

items (column shoes and anchor bolts). The green dot in the resistance diagram

between the moments and the axial forces represents the applied load of the column

while the dashed line refers to the connection capacity. As shown in figure (14).

Figure 13. BOLDA column shoe & PPM anchor configuration (4 size39)

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023

Figure 14. Resistance diagram of the connection. (a)- Resistance in the X direction, (b)-

Resistance in the Y direction

6.3. CORNER COLUMN (70X70 CM)

Use 4 (PPM anchor bolts & BOLDA column shoe) size 45 as shown in figure (15).

The design report indicates that the resistance of the connection was within the safe

limits of the selected code provisions. And no failure in both the concrete or steel

items (column shoes and anchor bolts). The green dot in the resistance diagram

between the moments and the axial forces represents the applied load of the column

while the dashed line refers to the connection capacity. As shown in figure (16).

Figure 15. BOLDA column shoe & PPM anchor bolts (4 size45)

Figure 16. Resistance diagram of 4 - size - 45 configuration. (a)- Resistance in the X

direction, (b)- Resistance in the Y direction

https://doi.org/10.17993/3ctic.2023.121.46-63

3C TIC. Cuadernos de desarrollo aplicados a las TIC. ISSN: 2254-6529

Ed.42 | Iss.12 | N.1 January - March 2023