Sistem Perkuatan Dinding dan Tiang Untuk Menahan Pergerakan Pipa Hidrokarbon Akibat Beban Vertikal dan Lateral di Tanah Lunak di Daerah Lereng

Abstract

Pigu fadeskehee eailik PT. PON di Cikempek meagalani kegaguion doe Schakaran akibet longsor di reusim bajen. Seidioh diumaline secara surneris dengan beben Maeva! 386 LN dan bebws vertikal 8 Tuo. dktapa: Fakeor Kenesanans (PK j ackalah | cht soon hujae schinggs tunad fonesor.seselab ditskaken prvbulkan secere permaacs dengue sb perkuain dinding den timg. ansice murecrs ch matin hojan dipenich FK | 67 tn porperakan tanah dinkur dengan mkiinometer sebesar 0 aun don anstise aumesis acbesar 19.2 mon, ceri base) iy sastem perivostan coding dos tiang depal ditesma. Poactitian pada vetuods mantel shal kecll bhormonuin dist sistem perkesten diading dan tiang dilekukaa antak menyelidhke peagarah Behan laecral dian vertikal pacts tiem perkustan urtud taxalah tersebul, Pada percobean ine dizunakuc gaya lateral wcbeser @3 KN, 0.35 LN. duo OA LN serta gaya vertikal mebcsar 0.05 BN.O.1 KN. den 0.15 BN. Gaya Lareral daci jack elekicth dan Jack manual dilengkap) dengan Load Cell sehagu: pembuca bean, dan gaya vertika! seme box hays digunakan cotmk percobasa im. Unmk memwabdas hol ehiperionn, program elemen hingge digumnitas, Heat percohssa menunjukkan bah a peningkawo perabcbanan ketccul. mangakibacker sdanye poninghatun deficks pads sister pethuutan, Uriuk Beton Vert O95 kN dan bebe sere 0.3 RN aacayebathan deflclu duboy schear 035 nom dee peoingksten 2.94 % enrteh hehan Imperal (115 AN das penagkatin 30246 uml, beban tetera 0.4 KN. Puls yang soma pode anabss nuowti«, diana tetjed poningiaten 2.38% vewk pembebeaan 0,35 KN dun meningeal metenk 33.33% umuk pemnbebansa 0.44N. Peda Bedem yang sams, Faktor Reacnenan (PK) nusion ternure: dale 3231. ° 228 dan 2476, dun pede kemediss enantio bryan nblek Fakine Keamansn adalah 2.4%), 2.524 dan 2237.

Alternate abstract:

Abstract Pipes Lyng on an unstable sinpe af aft sani are prone to moavermend Hydrocorban pipe belonging to PT. PGN in Cikumpek experienced failures and Hees ctue to Landslides in the rainy season. After hesag analyred numencally with a lxeral load of 386 KS and a vertical load of 8 tons, the obtained Safety Factor (PK) Wy ft. in the rulny season it causes lands ides, atter beeng repaired permanently with a Wall and pile reinforcement system. aumencal analysis in tee miny season is obuuaed by PK 1.67 and ground movon measured by inclinumeter of Y aun and numerical analyses of 112 mm. from this result the wall and pile reinforcement syNeed Was aocepted. A laboramry sruull-scale model of the reinforcement sistem of piles suprtel taining walls was conducted tn investigate the effect of latcra! ken! on the ecinforcemend. In this experuneot, the Latcrut farucs of (13 EN, O35 KN, and 0.4 KN anid vertical force of 0.05 kN.U.1 KN. and 0.15 KN were used. Ligemi toud Irom electre juck is equipped wah load cell and vertikel toad ased cement-uect bax, To validan the experimental result, 2 finite clormeant peepee was wend. ‘Tie.ca perimental results showed had an increase mm latent! longing. increase the displacement ef the remfnrociem smiem. For a Vertikal Lond 0.05 KN and versus « istered jond of 0.2 KN couse: a horizontal displacement of 6,34 mum and am increased of 2.94% for losdiog af 0.35-4N and an increascd of §.82% for fondingO 4 4N, The patterns the came Sp the finiteeleme, method analysis, whew there wus. 2.38% mecreoned for SKN loading and a increaned to 33,33 4 foe Ud IN inning. le the sume Load, the Reinfoccemest Siem ix reliable as chown in Safes Fakior oa dry condition were 3.33, 2.228 ond 2.476, and on wet ccedatian were 2.09, 2 S24 und 2237,