ABSTRAKBencana alam besar yang melanda Indonesia telah meruntuhkan banyak bangunanberteknologi tradisional maupun modern. Pada umumnya untuk struktur gedungbertingkat berupa struktur portal terbuka beton bertulang tanpa dinding geser dengandinding bata sebagai pengisi.Evaluasi komponen struktur akan terlihat bagaimana perbedaan detailing tulanganelemen struktur balok beton bertulang yang dievaluasi menurut (SNI 1726:2012) dan(SNI 2847:2013), mengetahui kekuatan tulangan yang terpasang di lapangan denganmenghitung analisis tampang untuk lentur dan geser balok eksisting. Evaluasi dilakukanpada struktur atas hotel 10 Lantai di Semarang dengan Sistem Rangka Pemikul MomenKhusus (SRPMK).Hasil penelitian menunjukkan bahwa seluruh simpangan antar tingkat untuk gedung hotel10 lantai di Semarang memenuhi persyaratan (Δ) < Δa/ρ, kekuatan momen nominal (Mn)memenuhi persyaratan Mu < ∅Mn, kekuatan geser nominal (Vn) memenuhi persyaratanVe < ∅Vn, spasi bersih untuk lapis 1 memenuhi persyaratan > 25 mm, spasi bersih antarlapis memenuhi persyaratan > 40 mm. Tulangan transversal yang terpasang pada tumpuanD10-100 dipasang sejauh 1/4L (1637,5 mm) memenuhi persyaratan detailing 100 mm <d/4 (135,125 mm), 100 mm < 6db (114 mm), dan 100 < 150 mm. Pada tumpuan tulangantransversal dipasang sejauh > 2h (1200 mm) dan pada tengah bentang dipasang D150-100, memenuhi persyaratan detailling < d/2 (270,25 mm). Panjang sambungan lewatanuntuk tulangan memanjang ld (740 mm) < persayaratan detailing 48db (912 mm).Kata Kunci : Gempa, Beton Bertulang, Tulangan transversal, Simpangan antar tingkat,Momen nominal, Geser nominal, Detailing.ABSTRACTMajor natural disasters that struck Indonesia have undermined many traditional andmodern building technology . In general the structure of the multi-storey building in theform of an open frame structure without shear walls of reinforced concrete with brickwalls as fillers.Evaluation of the structural components to be seen how different reinforcement detailingstructural elements of reinforced concrete beams were evaluated according to (SNI 1726: 2012) and (SNI 2847 : 2013) , knowing the strength of the reinforcement installed in thefield by calculating the analysis looks for existing bending and shear beam . Theevaluation was done on the structure of the 10 floor hotel in Semarang with SpecialMoment Frame System bearers (SRPMK) .The results showed that the whole drift rate to a 10th Floor Hotel at Semarang meet therequirements (Δ) < Δa / ρ , the power of the nominal torque (Mn) meets the requirementsof Mu < ∅Mn , nominal shear strength (Vn) meet the requirements Ve < ∅Vn , cleanspaces to meet the requirements of tier 1 > 25 mm , clean spaces between layers meet therequirements of > 40 mm . Reinforcement transverse mounted on a pedestal D10-100installed as far 1 / 4L (1637.5 mm) to meet the requirements detailing 100 mm < d / 4(135.125 mm) , 100 mm < 6dB (114 mm) , and 100 < 150 mm . Transverse reinforcementmounted on a pedestal so far > 2h (1200 mm) and at midspan mounted D150-100 , meetthe requirements detailling < d / 2 ( 270.25 mm ) . The length of the connection throughputfor longitudinal reinforcement ld (740 mm) < to the terms detailing 48dB (912 mm).Keywords : Earthquake, Reinforced Concrete, transverse reinforcement, deviationbetween levels, the nominal moment, the nominal shear, Detailing.