Design Analysis of Solterra Pejaten Reinforced Concrete Structure 8-Story School in Jakarta with SRPMK

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Design Analysis of Solterra Pejaten Reinforced Concrete Structure 8-Story School in Jakarta with SRPMK

Method Based on SNI 03-1726-2012

Syafwandi, Muhammad Rubi Muharam

Faculty of Engineering Department of Civil Engineering Mercu buana University [email protected], [email protected]

Abstract

Planning and designing multi-storey building structures must consider earthquake risk is a factor that must be taken into account, the impact affects tall buildings in the area of a large earthquake point. For that, it needs proper planning for multi-storey buildings in Jakarta, such as school buildings which have a high risk category level.This final project discusses the Design of Reinforced Concrete Structure Analysis for Solterra Pejaten School 8 floors in Jakarta with the SRPMK Method based on (SNI 03-1726-2012) which includes the calculation of earthquake analysis, Upper and Lower Structures using the Special Moment-Making Frame System (SRPMK) method. At this design stage it is carried out based on earthquake resistance planning for building structures dan non gedung (SNI 03-1726-2012) Based on the results of this analysis, the planning of the building structure of the Solterra Pejaten School 8 Floor Building in Jakarta in the planning of a relatively high earthquake area based on category D, it is suggested that the analysis uses the dynamic earthquake method. So that the upper and lower structural elements are suitable using the SRPMK method and this design is in accordance with the Strong Column-Weak Beam Principle where the column is stronger than the beam. This means that the shear in the columns, beams and joints in the structure does not cause failure.

Keywords:

Design Analysis, Sloterra Pejaten School, SNI 03-1726 2012

1. Introduction

In the development of this era of globalization, the construction of multi-storey buildings in the world and in Indonesia is increasingly in almost all areas of high population. Especially the capital city of Jakarta, one of the fastest growing cities with a very high density. In the construction of building structures need to be considered stable, strong, durable and meet the applicable requirements. In general, the structure of the building consists of two parts, namely the upper structure and the lower structure. The structure of the building is designed to provide safety guarantees to the occupier, therefore the planned building must meet the standards.

Planning and designing multi-storey Building Structures should pay attention to the risk of earthquakes is a factor that must be taken into account, the impact of affecting on tall buildings in the area of a large earthquake point. In the geographical location of Indonesia is located in an area that is prone to high earthquakes. In order for the structure to be strong in withstanding the earthquake. In Reinforced Concrete Structures must show stiffness to limit the deflection that occurs and good ductility by stabilizing during very large earthquakes. Therefore, the method that must be taken for this planning needs to use the Special Moment Dreamer Frame System (SRPMK). The srpmk principle that has a high ductility, which is able to receive experiencing an inelastic response cycle at the time of receiving the earthquake load plan. Pastorilan in SRPMK is to ensure the inelastis response of the receipt is daktail. Planning the lower structure for a building is absolutely necessary to be able to maintain the stability of the building that is held in the event of an earthquake. against the influence of earthquakes plan the elements of the lower structure must still behave fully elastic, not depending on the level of ductility that the upper structure has.

School Building as a public facility in the field of education requires more attention in planning earthquake resistant building structures. This is in order to ensure safety to the people affected by the earthquake. in the planning standard of earthquake-resistant building structures in Indonesia, SNI-03-1726- 2012, that school buildings enter into the category of risk IV, namely the highest Risk Category. And Based on the location of the research taken at ground level, The Design Response Spectrum Parameters enter The Category of Risk D or Category IV Risk. The two Alternative Categories show that the Building has a high risk category priority factor, so it requires a Special Moment Frame System Method (SRPMK). The planning of this foundation also uses the deep foundation that is the stake because according to the soil data.

Results from a previous research study conducted by Fauzan & Erizal, (2016) in the Research Study of Earthquake Resilience Evaluation of Building Structure X in Jakarta Based on (SNI 03-1726-2012), The need

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structure so as to prevent the failure of building structures. Therefore, the structure must be designed strong and stable so that the performance of the structure can work properly in the face of a large earthquake that occurs to reduce the risk of failure of the building structure.

The formulation of the problem in the final project above, namely:

1) How is the design of the Building Structure Analysis based on SNI 03-1726- (2012) which is earthquake- safe according to the highest risk category, without neglecting the safety, strength and stability of the structure.

2) How to calculate the Strong Column-Weak Beam structure in a building.

3) How to calculate the analysis of earthquake resistant building structures with the Special Moment Bearer Frame System (SRPMK).

4) How to Calculate the Planning of a pile foundation and pile cap

The aims and objectives of the structural planning of this building are:

1) To determine the Design of Building Structure Analysis based on SNI 03-1726- (2012) which is safe against earthquakes according to the highest risk category, without neglecting the security, strength and stability of the structure.

2) To determine the calculation of the Strong Column-Weak Beam Structure in the building.

3) To know the calculation of the analysis of earthquake resistant building structures with the Special Moment Bearer Frame System (SRPMK).

To Know the Planning Calculation of pile foundation and pile cap.

2. Research Metedology

This research method is data obtained to process, interpret and infer. This research is intended to aim at the Building Structure to describe and explain the calculation in accordance with the direction of (SNI 03-1726- 2012). Results will be displayed to the preparation of the final task report, for which the implementation and sanctification of this report is applied in the form of graphs, tables and analysis of calculations. This research method is carried out by way of survey according to the search for Literature studies conducted studying literature in scientific journals, Field Studies and Discussions.

This data collection is the result of discussions with relevant parties such as enginner and civil experts planning the multi-storey Building. The data used is quantitative data, by means of data analysis of research results for building structure modeling using ETAB V17 and SAP 2000 applications. The result is by pointing to the reference of SNI and SRPMK terms.

This series of research can be explained the methodology used in the preparation of this final task is as follows:

a. Collecting this main data is architectural drawings along with percentages of architectural design reports and soil data. In addition, the data taken as well as other supporting data related to the calculation of the loading of multi-storey building structures.

b. Structural Design Modeling is a stage of modeling or drawing the principle of building structure from the floor plan image by using autocad software and then input to the ETABS software. This Early Design assumes the dimensions of the beams, columns and thickness of the building's floor plates.

c. This loading input stages to include calculated and required loads in modeling on ETABS software. For the input loads are dead loads, living loads, wind loads and earthquake loads. And for this loading refers to the Indonesian Regulation for SNI Building 1727-2013 and specifically for earthquake load refers to (SNI 03- 1726-2012).

d. Structural Analysis : this is to find out the response of the structure due to the styles that work on the structure building. Analysis of this structure is assisted through ETABS or SAP 2000 software. This work force that counts is the style of the burden of life, the burden of death.

e. Structural element design : The design stage of this structure is done by trying after obtaining the results of structural analysis in the ETABS and SAP 2000 programs. This design intends to obtain structural elements capable of withstanding the load working on pre-planned Building buildings.

f. Data Analysis : After obtaining the design of the planned upper structure elements, then proceed to data analysis. If it meets the terms and conditions, this planning is considered complete. if it does not meet the terms and conditions then it must be checked or evaluated Back to the design of structural elements.

3. Result And Analysis

Solterra Pejaten school building with moderate soil conditions on reinforced concrete structures. The Portal System Structure used is SRPMK (Special Moment Bearer Frame System) and the location of this building is located in a relatively large earthquake zone with category D / IV. Modeling Solterra Pejaten School Building Design 8 Floors is seen in Figure 1.

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Figure 1. Modeling Solterra Pejaten School Building Design 8 Floors 3.1. Data Planner

1. Research Data

Building Type : Multi-Storey Building Building Function : School Building

Structure System : Special Moment Bearer Frame System (SRPMK) Soil Type : Medium Soil (MS)

Building Height : 33.5 meters

Concrete Quality : Column, Shear Wall, Foundation F'c 35 Mpa ~ K-400 Beam, Floor Plate, Tie Beam F'c 30 Mpa ~ K-350

Steel Quality : Thread fy 420 MPa, Plain fy 240 Mpa 2. Structural Dimensions

The structure dimensions are shown in Table 1.

Table 1. Structure Dimensions

No Description Width High Thick Unit

Column Dimension

1 Column K1 800 800 - mm

2 Column K2 400 800 mm

3 Column KB ø800 - - mm

Beam Dimensions

1 Beam B1 400 750 - mm

2 Beam B2 300 500 mm

Floor Plate Dimensions 1 Floor Plate 2nd to 8th

Floor

- - 120 mm

2 Floor Plate Roof - - 100 mm

Tie Beam Dimensions

1 Tie Beam 400 750 - mm

3.2. Earthquake Analysis

Calculation of earthquake load analysis is done by 2 methods, namely Evuivalen Static Analysis and dynamic spectrum response. Analysis of building structure on earthquake load refers to (SNI 03-1726-2012) with the stage that is. Magnitude of nominal base shear force is shown in Table 2.

Table 2. Magnitude of nominal base shear force for each earthquake Type of Earthquake Fx (kN) Fy (kN) 80% Statik X 80% Statik Y

Statik EQx -6437,19 -2628,95 -5149,76 -2103,16 RSPx -3061,69 -8221,65 -2449,35 -6577,32

Dinamik EQ 3349,83 1879,92

RSPy 1746,80 4072,52

Therefore, from the above results, it is certain that the final value of Spectrum Response has been fulfilled with V dynamic > 0.8V Static. Thus it has been concluded that for the configuration of building buildings, dynamic earthquakes are more decisive. So that the structure will be used dynamic earthquake load.

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3.3. Columns

In Column Planning by using reinforced concrete with concrete quality. The columns reviewed are 3 types, namely:

1. Column K1 = 800 x 800 mm

the sum of Mn of the two beams meeting at the join is:

∑ Mg = Mn left beam + Mn right beam

= 344 kNm + 341 kNm

= 685 kNm

The amount of Mn of the column is known by the column interaction diagram.

Pndesign factored axial force = 2640 kN

Mn = 2150 kNm

Pnatas factorized axial force = 1654 kN Mn = 1900 kNm

So ∑ Mc ≥ 1.2 ∑ 1.2 ∑ Mg 2150 + 1900 ≥ 1,2 x 685

3050 ≥ 822 ... OKE, (Strong Column - Weak Beam) 2. Column K2 = 400 x 800 mm

= 42.07 kNm + 37.95 kNm

= 80.02 kNm

Pndesign factored axial force = 1175 kN

Mn = 1285 kNm

Pnatas factorized axial force = 672 kN

Mn = 1204 kNm

So ∑ Mc ≥ 1.2 ∑ 1.2 ∑ Mg 1285 + 1204 ≥ 1.2 x 80.02

2489 ≥ 96,024 ... OKE, (Strong Column - Weak Beam) 3. Column KB = ø800 mm

= 458 kNm + 325.5 kNm

= 783.5 kNm

Pndesign factored axial force = 2007 kN Mn = 1524 kNm

Pnatas factorized axial force = 1451 kN Mn = 1443 kNm

So ∑ Mc ≥ 1.2 ∑ 1.2 ∑ Mg 1524 + 1443 ≥ 1,2 x 783.5

2967 ≥ 940,2 ... OKE, (Strong Column - Weak Beam)

The results of calculations and details of reinforcement in the column structure are shown in Figure 2.

Figure 2. column Conventionally reinforced details 3.4. Beam

1. Beam B1 = 400 x 750 mm

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Strain diagram - stress on beam B1 for Positive and Negative Moments from Figure 3.

Figure 3. Strain Diagram - Stress in Positive and Negative Moments of Beam B1 A. Reinforcement of Beam at Positive Moments

Moment Capacity Against T:

Mn = Cc (d - a / 2) + Cs (d - d ')

Mn = 858156.6 x (699 - (0.85 x 84.14) / 2) + 524837.7 x (699 - 61)

= 904010665.1 Nmm ~ 904.012 kNm Check Nominal Moments:

Mn = 904,012 kNm ≥ Mu = 788.75 kNm (ETABS) B. Reinforcement of Beam at Negative Moments Moment Capacity Against T:

Mn = Cc (d - a / 2) + Cs (d - d ')

Mn = 640236.15 x (699 - (0.85 x 86.88) / 2) + 317226.36 x (699 - 61)

= 626275406.92 Nmm ~ 626.275 kNm Check Nominal Moments:

Mn = 626,275 kNm ≥ Mu = 579,051 kNm (ETABS)

2. Beam B2 = 300 x 500 mm

Strain diagram - stress on beam B2 for Positive and Negative Moments from Figure 4.

Figure 4. Strain Diagram - Stress in Positive and Negative Moments of Beam B2 A. Reinforcement of Beam at Positive Moments

Moment Capacity Against T:

Mn = Cc (d - a / 2) + Cs (d - d ')

Mn = 528133.05 x (450.5 - (0.85 x 69.037) / 2) + 186066.92 x (450.5 - 59)

= 295273331.62Nmm ~ 295.273 kNm Check Nominal Moments:

Mn = 295,273 kNm ≥ Mu = 177.3 kNm (ETABS) B. Reinforcement of Beam at Negative Moments Moment Capacity Against T:

Mn = Cc (d - a / 2) + Cs (d - d ')

Mn = 410177.7 x (450.5 - (0.85 x 53.618) / 2) + 65985.40 x (450.5 - 59)

= 201271352.1 Nmm ~ 201,271 kNm Check Nominal Moments:

Mn = 201.271 kNm ≥ Mu = 88.65 kNm (ETABS)

The results of calculations and details of reinforcement in the beam structure are shown in Figure 5.

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Figure 5. Beam Conventionally reinforced details 3.5. Floor Plate

In the planning of floor plates using reinforced concrete with concrete quality at fc 30 Mpa and Steel Thread fy = 420 Mpa for Plain Steel fy = 240 Mpa. Floor Plate reviewed there are 2 types, namely:

1. School Building Floor Plate Results:

Plate Thickness: 120 mm

Conventionally reinforced : Ø12-150 2. Roof Area Floor Plate

Results:

Plate Thickness: 100 mm

Conventionally reinforced : Ø10-150 3.6. Ladder and Borders

The results of calculations and details of reinforcement on the Ladder and borders of the structure are shown in Figures 6 and 7.

Figure 6. Ladder and Borders Conventionally reinforced details

Figure 7. Beam Borders Conventionally reinforced details

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3.7. Shear Wall

The results of ETABS analysis in evaluating Shear wall in holding the Sliding Load Combination in receiving the largest shear load, namely the result of Combination 5 (1.2D - 1.2SW - 0.5L 1 EQx).

From the manual design of 2D16-150 mm by 401.92 mm2 = 4019.2 mm2/m > 2595.51 mm2/m ETABS Thickness : 300 mm

Conventionally reinforced : 2D16 – 150 3.8. Tie Beam

Tie Beam planning includes main Conventionally reinforced and shearing. The binding beam is designed and placed at the base of the columns of the structure serves to uniformize the decrease that occurs in the structure and to anticipate the pull or pressure that occurs in the column. The results of the Tie Beam calculation are shown in Figure 8.

Figure 8. Tie Beam Conventionally reinforced details 3.9. Foundation

1. Data Planner

Data - Planning data for the specifications of the stake is:

Concrete Quality Stake (fc) = 40 MPa Pile Cap concrete quality = 35 MPa Steel quality (fy) = 420 MPa

Size = Ø60 cm

Pole Length = 20 m/per pole Cross-sectional Area = 2826 cm2 Blanket Area / Circumference = 189 cm

Supporting Capacity taken based on Spun Pile foundation specification data from WIKA Beton is the carrying capacity of Pumax pole = 229.5 tons / 2295 KN with mumax value = 58 tons / m.

Qall group = 230,878 tons

Determine the Number of poles:

Sum of Columns n = _𝑄^𝑃^{𝐶𝑜𝑙𝑢𝑚𝑛𝑠}

𝑎𝑙𝑙 𝐺𝑟𝑜𝑢𝑝 = ^866,349

230,878 = 3,752 ~ 4 poles Sum of Shear Wall

n = ^𝑃^{𝑠ℎ𝑒𝑎𝑟 𝑤𝑎𝑙𝑙}

𝑄𝑎𝑙𝑙 𝐺𝑟𝑜𝑢𝑝 = ^2525,404

230,878 = 10,938 ~ 14 & 19 poles

Pile Cap Foundation Conventionally reinforced

a. Foundation Conventionally reinforced Pile Cap Type P1 use : Direction y and x D25-120

b. Conventionally reinforced Foundation Pile Cap Type P2 use : Direction y D25-100 , Direction x D25-120

c. Foundation Conventionally reinforced Pile Cap Type P3 use : Direction y D29-150 and Direction x D29-100

The results of the calculation of the pile foundation and pile cap are shown in Figures 9 and 10.

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Figure 9. Foundation Type P1 and P2

Figure 10. Foundation Type P3

4. Conclusion

From the results and discussion of Structure Design Analysis Of Reinforced Concrete Structure Solterra Pejaten School 8 Floors in Jakarta can be obtained conclusions, namely:

a. In earthquake analysis based on (SNI 03-1726-2012) that Solterra Pejaten School 8 building is high level by using 2 methods namely static earthquake equivalent and dynamic earthquake that the strength of earthquake plan that occurred has qualified and safe.

b. In the Analysis of the structure design of Solterra Pejaten School 8-Storey Building includes column and beam structures with a planned design that the calculation in accordance with the principle of Strong Column-Weak Beam where the column is stronger than the beam.

c. In the analysis of the structure design of Solterra Pejaten School 8-Storey Building, has fulfilled the structure of the Special Moment-Making Frame System (SRPMK). This is because from the results of the analysis that has met the requirements of the Strong Column-Weak Beam and sliding on columns, beams and connections to the structure did not cause a failure.

d. From the soil carrying capacity of the value of N-SPT At a depth of 20 meters, The Foundation Calculation Planning on the stakes P1, P2 and P3 that the force that works on the pole is safe and qualified.

References

Fauzan, S. A., & Erizal, A. S. (2016). Evaluasi Ketahanan Gempa Pada Struktur Gedung X Di Jakarta Berdasarkan SNI 03-1726-2012. Jurnal Teknik Sipil Dan Lingkungan, 1(01).

Nasional, B. S. (2012). SNI 03-1726-2012 Tata Cara Perencanaan Ketahanan Gempa Untuk Bangunan Gedung.

Jakarta (ID): BSN.

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Biography

Syafwandi., born in Jakarta on October 13, 1956. he is a Directory professor with a Professor Degree, hestudied Bachelor's degree at the University of Indonesia (1983), Doctor randes University of Muhammadiyah Jakarta (1984), Master in Technology Institute of Bandung (1988). And Earned a Doctorate at Satyagama University Jakarta (2005). In the world of education, he teaches Science at Mercu Buana University, STKIP Albana, Menara Siswa School of Administrative Sciences, Jakarta High School of Technology. He also teaches in the field of Civil Engineering on Building Structures and others.

Muhammad Rubi Muharam., born in Tasikmalaya on July 3, 1994, he studied civil engineering at Mercu Buana University will graduate in 2021 and experience working in PT. Gelar Gatralaras is engaged in Contractor (2013-2014), PT Virama Karya (Persero) is engaged in Construction Engineering and Management Consultant (2014-2019). PT Citra Laras is engaged in Planning Consultant (2018). Today, he focuses on becoming an entrepreneur applicator sandwich panel in a team formation. (2019-current). The projects are located at PT Mayora Group, PT Tirta Freshindo Jaya (Subkon PT Delta Baja Masa), Takalar Hospital, and others. Some cities that have been worked on include Cianjur, Sukabumi, Takalar, Pasuruan, Jakarta, Lampung, which is more around java island.