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Penilaian Hakisan Dan Pemendapan Sungai Di Malaysia Yang Menjalani

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Penilaian Hakisan Dan Pemendapan Sungai Di Malaysia Yang Menjalani PENILAIANPENILAIAN HAKISANHAKISAN DANDAN PEMENDAPANPEMENDAPAN SUNGAISUNGAI DIDI MALAYSIAMALAYSIA YANGYANG MENJALANIMENJALANI KERJAKERJA PEMBAIKAN:KAJIANPEMBAIKAN:KAJIAN KESKES SUNGAISUNGAI PARIPARI DANDAN SUNGAISUNGAI KERAYONGKERAYONG KESTABILANKESTABILAN SALURAN?SALURAN? Sungai akan berada didalam keadaan tak seimbang sekiranya terdapat perubahan di dalam salurannya dan/atau di persekitarannya AKIBAT:HAKISAN & PEMENDAPAN BERLAKU DAN MENGUBAH CIRI-CIRI SUNGAI SEHINGGA KESEIMBANGAN BARU diPEROLEHI KESAN: KEHILANGAN ATAU BERTAMBAH KELUASAN TANAH HASIL DARI PEMBENTUKAN LIKU, KEROSAKAN KEPADA STRUKTUR2 HIDRAULIK, DAN …. KESANKESAN--KESANKESAN HAKISANHAKISAN && PEMENDAPANPEMENDAPAN CONTOH-CONTOH: z KEROSAKAN TEMPATAN KEPADA STRUKTUR PERLINDUNGAN TEBING z KERUK DI PIER JAMBATAN z PEMENDAPAN DI PEMBETUNG z KERUK DI BAWAH STRUKTUR HIDRAULIK z …... KOSKOSKOS YANGYANGYANG TINGGITINGGITINGGI UNTUKUNTUKUNTUK KERJAKERJAKERJA-KERJA--KERJAKERJA PEMBAIKANPEMBAIKANPEMBAIKAN DANDANDAN PEMULIHANPEMULIHANPEMULIHAN KAJIANKAJIAN KESKES ••KEBERKESANKEBERKESAN PROJEKPROJEK TEBATANTEBATAN BANJIRBANJIR SG.PARISG.PARI FASAFASA 22 ••KESTABILANKESTABILAN STRUKTURSTRUKTUR PERLINDUNGANPERLINDUNGAN TEBINGTEBING DENGANDENGAN MENGAMBILMENGAMBIL KIRAKIRA PENGANGKUTANPENGANGKUTAN ENDAPANENDAPAN SISTEMSISTEM SUNGAISUNGAI PARIPARI Sistem Sungai Pari dan Ruas Kajian 524 522 520 518 Sg.Kati 516 Sg.Meru 514 Sg.Tapah Ke utara 512 Sg.Tambun Tapak Kajian Jam.Silibin 510 Jam.Manjoi E.Limpah Batu 508 Siatem Sg.Pari 506 335 336 337 338 339 340 341 Ke 342 Ti mu343 r 344 345 346 347 348 349 350 TAPAKTAPAK KAJIANKAJIAN N PELAN CADANGAN PROJEK TAMAN MERU RANCANGAN PERPARITAN KAMPONG MANJOI Sg.Pari T U M U L - S H DESA G O P MANJOI . I L M A E Y E A B R R U H H U U B R E A L Y A I P O POND H KG. TERSUSUN 5 JELAPANG JAYA SEK. MEN. YOK CHOY SEK. MEN. AGAMA RAKYAT S POND G . DATO 4 DATO P AHMAD SAID AHMAD SAID A TAMBAHAN 2 TAMBAHAN 3 R I SEK. MEN. S RAJA PERMAISURI G BAINUN . SEKOLAH K KEBANGSAAN A T POND I JELAPANG BARU 3 DATO POND 2 AHMAD SEBERANG SAID SUNGAI TAPAH G N MANJOI BARU A P TAMBAHAN A L JE N PETUNJUK :- A L JA SKALA = 200 METER MANJOI SG. T APAH JALANRAYA POND I SUNGAI SEMPADAN TENGKU HUSSEIN LAMA PARIT BUANGAN JAMBATAN KERATANKERATAN RENTASRENTAS REKABENTUKREKABENTUK z SALURAN SEGI EMPAT z LEBAR DASAR: 18 m -JAMBATAN SILIBIN ke MUARA SG.TAPAH 16 m- hulu MUARA SG.TAPAH z CERUN DASAR 1:800 z BANJIR REKABENTUK: 1dalam 50 tahun (112 m3/s) BENTUKBENTUK KERATANKERATAN RENTASRENTAS DESIGNED EXISTING SECTION SECTION BANJIRBANJIR 19971997 di hulu Jambatan Manjoi (21-12- 1997) CONTOHCONTOH22 KEROSAKANKEROSAKAN AKIBATAKIBAT BANJIRBANJIR 1919 NOVNOV 19971997 PERUBAHANPERUBAHAN KEPADAKEPADA KERATANKERATAN RENTASRENTAS @@ JAMBATANJAMBATAN MANJOIMANJOI Cross-Section at Manjoi Bridge Cross-Section at Manjoi Bridge 3 ######## 37.14983 37.34 3 Q=34.88 m /s Q=37.15 m /s 38.0 ######## 12.38.740576 36.37 37.5 3-Dec-97 7.55637.5373 36.22 37.0 37.0 36.5 36.5 36.0 36.0 35.5 35.5 Elevation (m) Elevation (m) 35.0 CERAPAN INI MENUNJUKKAN35.0 KERATAN 34.5 34.5 34.0 RENTAS BERUBAH-UBAH34.0 MENGIKUT -1 0 1 2 3 4 5 6 7 8 9 1011121314151617181920212223 -1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 KADARALIRWidth (m) DAN KEDUDUKAN THALWEGWidth (m) Cross-SBERGANTUNGection at Manjoi Bridge KEPADA KEDUDUKANCross-Section at Manjoi Bri dge Q=12.75m3/s Q=7.56 m3/s 38.0 38.0 37.5 KERATAN RENTAS TERSEBUT.37.5 JAMBATAN 37.0 MANJOI TERLETAK 37.DI0 LIKU SALURAN. 36.5 36.5 36.0 36.0 35.5 35.5 Elevation (m) Elevation (m) 35.0 35.0 34.5 34.5 34.0 34.0 -1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 -1 0 1 2 3 4 5 6 7 8 9 1011121314151617181920212223 Width (m) Width (m) PERUBAHANPERUBAHAN PARASPARAS AIRAIR && PARASPARAS DASARDASAR @@ JAMBATANJAMBATAN MANJOIMANJOI Jambatan Manjoi ParasAir ParasDasar 37.5 37 36.5 36 35.5 Aras, m 35 34.5 34 0 5 10 15 20 25 30 35 40 Kadaralir, m3/s PERMODELANPERMODELAN SUNGAISUNGAI Model yang digunakan: FLUVIAL-12: Mathematical Model for Erodible Channel (Chang) HEC-6: Scour and Deposition in River and Reservoir (US Army Corps) METODOLOGIMETODOLOGI PERMODELANPERMODELAN start stage- precipitation endapan channel data sediment discharge operate hydrologic, hydraulics, sediment adjust models parameters ModmMododeles el l calibrationcalibrationcalibration do the results NO adequately simulate observed discharges, stages and sections? YES comments, recommendations conclusions DATADATA YANGYANG DIPERLUKANDIPERLUKAN Jenis Data Keterangan Sumber Kategori 1: Data-data yang dibekalkan Geometri Saluran Geometri keratan rentas, susuk Jabatan Pengairan Sungai memanjang, dan struktur-struktur dan Saliran (JPS) hidraulik Daerah Kinta-Batang Padang, Ipoh. Jajaran Sungai Panjang dan bentuk sungai dilihat dari Peta Topo dan pelan atas jajaran. Hidraulik dan Lengkung kadaran aliran dan hidrograf Bahagian Hidrologi, hidrologi di Jambatan Silibin JPS Ampang, Aras - Kadarlir di Nilai-nilai cerapan di Jambatan Silibin Bahagian Hidrologi, Jambatan Silibin JPS Perak, Ipoh. bagi tahun 1997 Paras banjir tahun Paras banjir pada 19 November 1997. JPS Daerah Kinta- 1997. Batang Padang, Ipoh. Kategori 2: Data-data cerapan Ciri-ciri Bahan dasar, beban dasar, beban Pencerapan di tapak Pengangkutan terampai, dan kadaralir. Endapan Aras-Kadarlir di Ukuran paras air dan kadaralir di Pencerapan di tapak Jambatan Manjoi. Jambatan Manjoi. Hubungan paras Bacaan paras air di Jambatan Silibin Bacaan di tapak air di Jambatan dan Jambatan Manjoi Silibin dan Jambatan Manjoi HIDROGRAFHIDROGRAF 19971997 Hydrograph @ Silibin Bridge 4500 Used For Calibration 4000 19 November 1997 3 3500 (Q=115 m /s) 3000 2500 2000 1500 Discharge, cusecs 1000 500 0 1200 2200 3200 4200 5200 6200 7200 8200 9200 Time, hours LOKASILOKASI CERAPANCERAPAN ENDAPANENDAPAN Old and New Channel Alignment of Pari River New Allignment 1000 Old Allignment Merdeka Garden Rock Weir Measurement Site 500 Silibin Bridge flow Distance in meters Manjoi Bridge 0 3500 3000 2500 2000 1500 1000 500 0 Distance in meters CONTOH:CONTOH: TABURANTABURAN SAIZSAIZ ENDAPANENDAPAN Bed LHoealled @y- Silibm itinh Bridge Bed Material S@coop Silibin Bridge 100 25 M ac 1998 100 25 M ac 1998 90 90 80 80 70 HS 3.4 70 HS 5.4 60 60 SC 3.4 HS 7.4 SC 5.4 50 HS 9.9 50 SC 9.9 HS 11.9 40 % passing avgSC % passing 40 HS14.4 30 avgHS 30 20 20 10 10 0 0 100 1000 10000 100 1000 10000 seive size, µ m seive size, µ m BedB eLdo LadoHa @de lle@ M yMa-njSerdmoiekit Bhar iGdagrde en BeBde dMa MtaeteririaSal lc@ @oop Ma Merdnjoeki Ba rGidardgeen 26 M ac 1998 26 M ac 1998 100 100 90 90 80 80 70 HS 2.6 70 SC 0.6 HS 4.6 60 60 SC 2.6 HS 6.2 SC 7.6 50 HS 8.6 50 SC 12.6 H S 1 2 .6 % passing 40 % passing 40 avgSC avgHS 30 30 20 20 10 10 0 0 100 1000 10000 100 1000 10000 seive size, µ m seive size, µ m KEPUTUSANKEPUTUSAN PENENTUKURAN:PENENTUKURAN: FLUVIALFLUVIAL--1212 @@ PUNCAKPUNCAK BANJIRBANJIR MENGGUNAKANMENGGUNAKAN GRAF(n=0.04)GRAF(n=0.04) Calibrated WL 1997 Flood Soffit Silibin Soffit Manjoi Design Bed BL graf 140 135 130 125 120 115 Elevation, feet 110 105 100 3600 4100 4600 5100 5600 6100 6600 7100 Distance, meter KEPUTUSANKEPUTUSAN PENENTUKURAN:PENENTUKURAN: HECHEC--66 @@ PUNCAKPUNCAK BANJIRBANJIR menggunakanmenggunakan MPM(n=0.04)MPM(n=0.04) MPM Wl 1997 Flood So f f it Silibin Soffit Manjoi Design Bed BL MPM 145 140 135 130 125 120 115 Elevation, feet 110 105 100 3600 4100 4600 5100 5600 6100 6600 7100 Distance, meter KEPUTUSANKEPUTUSAN PENENTUKURAN:PENENTUKURAN: LENGKUNGLENGKUNG KADARANKADARAN ALIRANALIRAN @@ JAMBATANJAMBATAN MANJOIMANJOI 128 126 124 122 120 Elevation, feet 118 Measured FL-12(Graf) 116 HEC-6(MPM) 114 0 500 1000 1500 2000 2500 3000 3500 Discharge, cusec RINGKASANRINGKASAN PENENTUKURANPENENTUKURAN UNTUK TAPAK KAJIAN (Sg.Pari): z FLUVIAL-12 MENGGUNAKAN PERSAMAAN GRAF DAN n=0.04 PALING SESUAI z HEC-6 BOLEH DIGUNAKAN UNTUK MERAMAL PARAS AIR TETAPI TAK SESUAI ANALISA KESTABILAN TEBING PENYELAKUANPENYELAKUAN menggunakanmenggunakan FLUVIALFLUVIAL--1212 Flexible Apron to Protect The Toe of Retaining Walls 125 UNTUK MEMENTUKAN:Flexible Apron 120 z LOKASI TEMBOK LANDAS YANG ROSAK t z115KEDALAMAN KERUK: DENGAN DAN 110TANPA APRON BOLEH LENTUR (9 kaki Elevation, fee lebar) 105 z MERAMAL PARAS BANJIR 100 0 20 40 60 80 100 120 Channel Width, feet KEPUTUSANKEPUTUSAN PENYELAKUAN:PENYELAKUAN: SUSUKSUSUK DASARDASAR Simulated Depth of Scour Designed and Simulated Minimum Level No apron 124 With Apron 1122 Designed 0120 Simulated 118 i t -1116 -2114 112 Elevation, feet Elevation, fee -3 110 -4108 106 -5 104 36003600 41004100 46004600 51005100 56005600 61006100 66600600 71071000 Distance, meter Distance, meter KESANKESAN KERUKKERUK didi TUMITTUMIT TEMBOKTEMBOK LANDASLANDAS 39 38 37 36 35 34 33 32 Keruk di bawah struktur 31 Tembok landas turun atau condong 30 0 5 10 15 20 25 30 35 40 KESANKESAN KERUKKERUK didi TUMITTUMIT TEMBOKTEMBOK LANDASLANDAS 39 38 37 36 35 34 33 32 IniInimmungkinungkinbolehboleh 31 berlaku selepas banjir 30 berlaku selepas banjir 0 5 10 15 20 25 30 35 40 HAKISANHAKISAN && PEMENDAPANPEMENDAPAN didi LIKULIKU SALURANSALURAN Damaged Walls Deposition KEPUTUSANKEPUTUSAN PENYELAKUAN:PENYELAKUAN: KERATANKERATAN RENTASRENTAS SectSectiioonn 69886988 109 Flexible Apron 122 Before flood 120 108118 116 114 107 Designed 112 Designed 110 NoNo A pArpornon Elevation, feet Elevation, feet 106108 WiWthith A pAropron n 106 Flexible Apron 104 during flood 105 280538 048 10058 150 WWiidth,dth, feetfeet ILUSTRASI: BAGAIMANA APRON MELINDUNGI TEMBOK LANDAS KEBERKESANANKEBERKESANAN PROJEKPROJEK PARI RIVER Bund Lavel Simulated 42 PERBANDINGAN PARAS TAMBAKFlood 97 41 (BUND) REKABENTUK DENGAN r SILIBIN BRIDGE 40 PARAS BANJIR PENYELAKUAN 39 38 Elevation, mete 37 MANJOI BRIDGE 36 3600 4100 4600 5100 5600 6100 6600 7100 Distance, meter KEBERKESANANKEBERKESANAN PROJEKPROJEK z PARAS BANJIR CERAPAN LEBIH TINGGI DARI PARAS TAMBAK REKABENTUK PROJEKPROJEK TIDAKTIDAK BERKESANBERKESAN UNTUKUNTUK MENAMPUNGMENAMPUNG PARASPARAS BANJIRBANJIR KEBERKESANANKEBERKESANAN PROJEKPROJEK z PARAS BANJIR PENYELAKUAN LEBIH RENDAH DARI PARAS CERAPAN kerana MODEL YANG DI GUNAKAN TIDAK MEMPUNYAI KOMPONEN UNTUK PENYELAKUAN SEKIRANYA TERDAPAT KEKANGAN SEPERTI JAMBATAN ATAU PEMBETUNG.
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