Redesigning The Production Warehouse and Packaging House at The Agricultural Office of The Main Hall of Food Crops and Horticultural in Banten Province

ABSTRACT


INTRODUCTION
Redesign structure was intended to produce a structure which stable, strong and capable hold burden planned.Repeated happened planning due to the change in his power is in the structure that has been is only reach years the plan or because of a change a function of the building itself. Alteration of the function the office a building archive building number of the burden of dead and the burden on so as to cause failure on some element structure.It is also caused by factors tired ( fatigue ) of material due to the burden on the repetitious work can cause the degradation of the power of material. [1] The Banten Provincial Agriculture Office plans to convert the storage warehouse into a Packaging and Production House warehouse as a place for production and finishing of food products. The conversion of the building's function is aimed at supporting the program to increase surrounding agricultural output.
The storage warehouse that will be allocated needs to be re-planned to find out how much influence the performance of the structure has on the conversion of the building and to review the feasibility of the previous structural planning on the life of the building.
Redesign will be carried out due to the significant addition of live loads and dead loads, so the required structural design will be taken from the evaluation results of structural calculations in the existing conditions and then a redesign is carried out for the warehouse structure.
Changes in the function of the building will have an impact on changing the load that will work on the building, it is necessary to calculate the structure in the existing conditions and plan a new structure so that the building can stand safely. changes in the function of space at Plaza Araya from the original shops to a cinema building causes a change in the imposition of floor live loads so that it is necessary to evaluate the strength of the existing structure, evaluate the performance and strength of the structure in the existing conditions to provide alternative reinforcement solutions and determine the technical specifications of the reinforcement implementation method. [2] The research to be carried out is to analyze the Packaging and Production House warehouses by evaluating the strength of the structure in the existing conditions, the results obtained will be a reference in planning the warehouse structure with the addition of different live loads and dead loads in the existing conditions. Based on this introduction, the formulation of the research problem is how to design a gable structure using the LRFD method and what are the differences in the dimensions of the design warehouse structure to the existing structural conditions.

THEORETICAL BASIS
Calculation analysis and planning in steel structures there are 2 methods that are usually used, these methods are the Load Factor and Resistance Design method and the Permitted Strength Design method. [8] In a comparative analysis study of the ASD and LRFD methods on gable frame structures in new market developments in Lumajang Regency, it was found that the LRFD method was more economical in its application. [9] Strength Design Based on Load and Resistance Factor Design (DFBT) or LRFD (Load and Resistance Factor Design) is a method in steel structure planning based on probability theory of load and resistance. [10] The value of the design tensile resistance of a tensile member is determined based on the lowest value of the two types of failure conditions of the tensile member [11].
All structural components that experience compressive forces due to factored loads must comply with the equation below [11] Pn = Ag . Fcr The Fcr value is determined from: The design resistance of a structural member that is subjected to shear forces, both stiffened and unstiffened structures in the member web, can be calculated by the following equation [11]: The nominal flexural strength of an IWF beam with bending in the direction of the strength axis is determined based on the lowest value of the yield limit condition and the lateral torsional buckling condition [11].

Platic Condition
In this condition all sections of the cross-section experience yielding, where this condition is achieved in short span beams (Lb ≤ Lp) 2. Lateral torsion buckling inelastic condition This condition will occur in beams with medium span (Lp < Lb ≤ Lr). The value of the bending moment is determined based on the equation below: The design compressive strength (φc.Pn) of a concrete-encased composite member loaded axially symmetrically shall be determined for the limit state of buckling based on the member as follows: 1. If P no P e ≤2,25 2. If P no P e >2,25 P n = 0,877 P e (10) The calculation of the flexural strength of the composite column is carried out by estimating the possible height values of the neutral line (c). [12] The probability that this will occur is as follows: A. The neutral line (c) is above the steel profile  The interaction of axial and bending loads in the symmetrical planes of steel components and composite structures is determined based on the following equations: A. For P r P c ≥0,2 B. For P r P c < 0,2

METHODOLOGY
The data needed for this research is classified into 2 types, namely primary data and secondary data. The primary data used is soil investigation data and warehouse drawings. first, land investigation using sondir and laboratory testing by PT. Geodata Mandiri for the work "Soil Investigation of Kedaireka Agrohub Untirta WP2". This is intended to obtain data on the physical properties of deep soil conditions, for the purposes of building foundation planning. Sondir testing is carried out as many as 6 (six) test points, these test points are on a predetermined building plan so that the resulting data is attached in The second primary data is testing the bulk density of the soil. Unit weight is the ratio of the weight of dry soil to a volume of soil including the pore volume of the soil, and is expressed in grams/cm 3 , the results of testing the soil density in samples BH1 = 1.71 gram/cm 3 and BH2 = 1.54 gram/cm 3 . The results obtained for the wind load value in both the x and y directions are as follows:

STRUCTURAL ANALYSIS
Structural analysis was carried out using the ETABS 2017 program to produce the output of the forces on the structural elements as follows: Serang City

STRUCTURAL ELEMENT DESIGN
Based on the calculations that have been done, the value of the structural capacity of each steel structure element is obtained as follows:

WAREHOUSE
The following is a comparison between the manual calculation results and the 2017 ETABS program

CONCLUSION AND SUGGESTION
Based on the results of the calculation of the steel structure of the Packaging Warehouse and Production House, the following conclusions are obtained: a. The structural strength values of all existing building elements have met the requirements except for the existing column which is unable to carry the required load. b. The nominal compressive strength value of the existing column obtained based on the calculation is 202.462 kN. This value is far from the required compressive strength, which is 255.075 kN. Therefore, it is necessary to strengthen the column to carry the required compressive strength. c. Alternative reinforcement with composite columns obtained a nominal compressive strength capacity value of 1678.24 kN. This value already exceeds the required compressive strength.