PTQ Gas 2022 Issue

Horizontal cable trays

Pipeline system

Vertical cable trays

(O)

Fig.(5) Snapshot of SM02 with showing installed pipes and cable trays

Figure 5 Snapshot of SM02 with showing installed pipes and cable trays

imum SLS column reaction for SM-02 was computed as (P) max =526 KN, maximum shear reaction (Q) max =68 KN, and (T) max =0. For operating and testing conditions, (P) max =851 KN, maximum shear reaction (Q) max =89 KN, and (T max ) =0. The max- imum ULS column reaction for the steel module was found to be (P) max =1070 KN and the maximum shear reaction (Q) max =115 KN. The vertical pile reinforcements are projected into the pile cap. Upon installation, the pile head is treated as free headed in the analysis. The allowable pile compression capac- ity in this case is (P) Cap =2200 KN and shear capacity (Q H ) Cap =240 KN. After casting the concrete pile cap, the pile head is restrained against rotation. The pile lateral capac- ity for a fixed condition is (Q H ) Cap =323 KN and the pile group reduc- tion factor is 1.5. The maximum (FE) pile cap moment is (M max ) =140 KN-m/m. The recommended pile cap reinforcement =15M @ 150mm (each way). The pile cap shear resistance is (V c ) =1703 KN >1070 KN. Pump and compressor house (PCH) The pump and compressor house layout is shown in Figure 6a . The primary framing system consists of four bays and houses four pumps varying in size. The steel framing is

ment was installed and commis- sioned in the fabrication yard and then transported to the site. SM-02 numerical simulation Equipment and piping vertical loads for empty, operational, and testing conditions for SM-02 were idealised at five nodes. Horizontal friction and anchor forces at start-up and shutdown conditions were considered. The structure was modelled using 307 elements with a total of 1368 DOF. The maximum beam vertical deflection is calcu - lated as (δ max ) =8.5mm. The allow- able beam vertical deflection was limited to (δ v ) =15mm. The sway deflection was calculated at several elevations to assure compliance with the serviceability limit state. The maximum sway deflection was found as (δ H ) max =47mm. The allow- able sway deflection was limited to (δ H ) Limit =67mm. The maximum SLS unity index was found as (UI) SLS =0.67 and the (UI) ULS =0.69. A pile cap size of 12m x 8m x 0.6m with six concrete piles was used to support the structure. The lower steel skid of the steel model is partially embedded in concrete to minimise the vibration effect induced during operation. The nominal pile diameter used is 750mm and the pile length is 20m. For erection conditions, the max-

in the analysis. The allowable pile compression capacity in this case is (P) Cap =2200 KN and shear capacity is (Q H ) Cap =240 KN. The maximum pile lateral deflection was limited to 6mm. After casting the concrete, the pile head is restrained against rotation. The pile lateral capacity for fixed condition is (Q H ) Cap =231 KN. The pile group reduction factor is 2.1. Figure 4c shows section B-B details through the pile. The recom- mended vertical bars are 20-30M, and spiral reinforcement is 15M @ 200mm. Steel module SM-02 Steel module SM02 is used in the BTU to support pipes, electrical cable trays, and mechanical equip- ments. The module size is 10m x 6m x 10m and consists of four lev- els and two bays. Figure 5 shows a snapshot front elevation for the steel module SM-02. Cable trays are shown in green and the structural steel is red. Some equipment is not shown to maintain clarity of the fig - ure. In this module, most pipelines are located on the upper elevation (Z)=10. Note that vertical cables trays are supported by horizontal projections from the primary beams. The structure was divided into two sub-modules and assembled on-site using heavy lift cranes. Pipelines, cable trays, and mechanical equip-

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