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IsiDAFTAR ISINota Desain BendungHalamanA.Bangunan Utama BendungA.1Perencanaan Hidrolis11Debit Banjir Rencana dan Muka Air Sungai12Data Bendung13Lebar Efektif Bendung14Elevasi Dinding Bendung25Kontrol terhadap Q100026Kolam Olak Tipe MDO37Kontrol terhadap Q238Kurva Pengempangan4A.2Perencanaan Struktur52.1Syarat Keamanan ( KP-06)5a.Keamanan terhadap Daya dukung tanah5b.Keamanan terhadap Guling5c.Keamanan terhadap Geser52.2Keamanan Terhadap Rembesan6a.Kondisi Normal6b.Kondisi Banjir Rencana7

ERROR:#REF!Bangunan Pengambilan dan Kantong LumpurERROR:#REF!Bangunan Pengambilan19B.2Kantong Lumpur19CDinding Pangkal Bendung23

DTanggul Penutup & Tanggul Banjir47

&"Comic Sans MS,Bold Italic"Supplement-Report No.2

&"Bookman Old Style,Bold"Review-Design Karaopa

El.CrestPerencanaan Elevasi Mercu Bendung1Elevasi sawah yang akan diairi+94.702Kedalaman air di sawah0.153Kehilangan tinggi energi di saluran dan boks tersier0.154Kehilangan tinggi energi di bangunan sadap tersier0.205Variasi muka air untuk eksploitasi di jaringan primer0.206Panjang dan kemiringan saluran primer0.147Kehilangan tinggi energi pada bangunan ukur di jaringan primer0.45Elevasi muka air yang diperlukan (eksploitasi normal)+95.99Kehilangan tinggi energi di pintu pengambilan saluran0.15Panjang dan kemiringan kantong lumpur0.06Kehilangan tinggi di pintu pengambilan utama0.15Tinggi cadangan untuk mercu0.15+96.50ELEVASI RENCANA MERCU BENDUNG+96.50

HidrolisA.Bangunan Utama Bendung

A.1Perencanaan HidrolisQ = C.B.H1.5C=1.50estimasi1Debit Banjir Rencana dan Muka Air Sungaib awal84mB=10.00lebar diversion channelQ1170Q banjir renclebar sungai rata2Coba2 h airQ1000=150m3/detik , H=4.08m+96.08mb revisi7mH1000 =4.65m150104.0840.001535157.51905621.55129637752.66893717172.60819009210.02Q100=104m3/detik , H=3.32m+95.32mH100 =3.64m104103.3230.001535144.27232919.39886333552.28221253142.34972875170.03Q25=78m3/detik , H=2.82m+94.82mH25 =3.00m78102.8200.001535136.152417.97616449182.01112979452.15976785930.08Q5=50m3/detik , H=2.18m+94.18mH5 =2.23m50102.1780.001535126.52368416.16031427771.64128515971.88612165930.03Q2=32m3/detik , H=1.68m+93.68mH2 =1.66mEL. M.A=95.16m32101.6750.001535119.55562514.73761543391.3269192081.636854190.01---> desain cofferdam + 0.50 m =95.66QTbhikmAPRVdQ cek2Data Bendung

Elevasi mercu=96.50mQ = k .B. H1.5 . I0.5Tinggi bendung=3.00mk=20Elevasi lantai apron=93.50mI=0.0015Lebar bendung ( Bt )=15.00mEL.M.A=74.50Lebar total pilar ( Bp )=1x0.80=0.80mH=-19.00mLebar total mercu ( B )=Bt-Bp=14.20mv=64.15m/detB=0.498820m3Lebar Efektif Bendung

Be=B - 2 ( n Kp + Ka ) H1( 1 )n:jumlah pilar=1Kp:koef. Konstraksi pilar=0.01(ujung pilar bulat)Ka:koef. Konstraksi pangkal bendung=0.15(tembok hulu miring)H1:tinggi energi hulu, mH2:tinggi energi hilir=95.32-96.50=-1.18m

Taksiran :Koef. debit ( Cd )=1.148(coba-coba-1)(1) Cd awal dihitung dengan cara trial and error, agar nilai range K54 = 0.Be=13.39m(coba-coba-2)(2)0.81=Cek saja. Selisih lebar total mercu - lebar efektif mercu. Nilai Be dibuat sama range D35.Q=1,71 f .Cd . Be. H11,5( 2 )H1=2.53m(H1 awal dari harga coba-coba Cd dan Be)(3)Be=13.39m( 1 )D H1=0.000m < 0.005(kontrol H1 hitung)(4)H1=2.53m( 2 )(H1 hitung dari harga hitung Cd dan Be)(5)H2/H1=-0.47---> f =0.98( Tabel Koef. Debit, KP.02 halaman 46 )Kp-02 Bangunan Utama hal. 46.

Tabel Koefisien Debit ( Cd )

H1/rCop/H1C1C2H2/H1f10.6670.3330.501.050.000.650.111.001.170.250.861.0301.0251.0080.20.992.001.330.500.931.0121.0171.0050.30.981.0565172033.001.410.750.951.0041.0101.0040.40.974.001.461.000.970.9981.0061.0020.50.955.001.471.500.990.9931.0001.0000.60.925Cek rOKH1/rCop/H1C1C2r=2.00m ---->H1/r=1.27--->Co =1.210.7591.7711.001.170.500.931.01p=1.50m ---->p/H1=0.59--->C1 =0.942.001.330.750.951.00Kemiringan mercu=1.00--->C2 =1.011.271.21241973710.590.93742620531.0090295179

Cd = Co.C1.C2=1.147~D Cd=0.001< 0.001(kontrol Cd hitung)(6)D Cd = limit 0, selisih dari Cd awal - Cd akhir.

Debit per satuan lebar=7.77m3/detik/metercek q = 12 - 14 m3/dt/m (KP.02, hlm.38)

4Elevasi Dinding Bendung

Ho=2.35m ~ tinggi muka air di atas mercu1.77Vo=Q / (Btx( p+Ho))=1.80m/detik0.172.52H1=Ho + Vo2 /2g=2.52~D H1=0.015m < 0.005

Muka air banjir hulu=96.50+2.35=98.85meterElevasi Dinding Bendung=100.50meterDINDING :7.00huluW=1.65meter> 1.50 6.32hilirMuka air banjir hilir=95.32meterElevasi Dinding Bendung=96.32meterW=1.00meter> 1.00

5Kontrol terhadap Q1000:

H1=3.23mHo=2.98mVo=2.23m/detikH1=3.23mD H1-0.001Hulu:MAB1000=99.48m ---> w=1.02meterHilir:MAB1000=96.08m ---> w=0.24meter

6Kolam Olak Tipe MDO

Muka air banjir hilir=95.32mDegradasi=1.00m94.32m q=7.77m3/detik/meterz=4.53mq / ( g z3 )0.5=0.26---->D2=3.32mGrafik:D/D2=1.30D=4.32mElevasi minimum dasar kolam=90.00---->90.00m

Ds=6.50mGrafik:L/Ds=1.30L=8.45---->9.00m

Grafik:a/D=0.20amin=0.86---->1.00m

7Kontrol terhadap Q2

Q=32m3/detik , q=2.39m3/detik/meterz=4.97mq / ( g z3 )0.5=0.07---->D2=1.68mGrafik:D/D2=1.50D=2.51mElevasi dasar kolam=93.99>90.00okDs=2.51mGrafik:L/Ds=1.40L=3.5210.5OK

b.Kondisi Banjir Rencana

Muka air hulu=98.85mMuka air hilir=94.32m

Hw =4.53mCw =7.55

TitikKoordinatJalurLossesTekananVHH/3lwDh=lw/CwHH-Dhxy(m)(m)(m)(m)(m)(m)(m)

a0.0093.5000.005.355.35a-b11.0015.005.00w1b0.0092.5016.002.126.354.23b-c2.000.000.00w2 + w3c0.0090.5018.002.388.355.97c-d0.002.000.67w4d2.0090.5018.672.478.355.88d-e1.001.000.33w5e3.0091.5020.002.657.354.70e-f0.001.750.58w6f4.7591.5020.582.737.354.62f-g0.000.000.00w7g4.7591.5020.582.737.354.62g-h0.000.000.00w8h4.7591.5020.582.737.354.62h-i2.002.000.67w9i6.7589.5023.253.089.356.27i-j0.001.500.50w10j8.2589.5023.753.159.356.20j-k2.052.500.83w11k10.7587.4526.633.5311.407.87k-l0.002.500.83w12L13.2587.4527.473.6411.407.76l-m0.000.000.00WSm18.2588.0527.473.6410.807.16m-n1.551.000.33n19.2586.5029.353.8912.358.46n-o1.000.33o20.2586.5029.683.9312.358.42o-p4.500.00p20.2591.0034.184.537.853.32

24.1030.2554.35

Angka RembesanLane's : Cw =29.68/4.53=6.56>5.5OKBligh's : Cb =54.35/4.53=12.01>10.5OK

Kontrol Banjir Q1000

Muka air hulu=99.48mMuka air hilir=95.08m

Hw =4.40mCw =7.78

TitikKoordinatJalurLossesTekananVHH/3lwDh=lw/CwHH-Dhxy(m)(m)(m)(m)(m)(m)(m)

a0.0093.5000.005.985.980.000.00a-b11.0015.005.00w1b0.0092.5016.002.066.984.920.000.00b-c2.000.000.00w2 + w3c0.0090.5018.002.318.986.670.000.00c-d0.002.000.67w4d2.0090.5018.672.408.986.580.000.00d-e1.001.000.33w5e3.0091.5020.002.577.985.410.000.00e-f0.001.750.58w6f4.7591.5020.582.657.985.330.000.00f-g0.000.000.00w7g4.7591.5020.582.657.985.330.000.00g-h0.000.000.00w8h4.7591.5020.582.657.985.330.000.00h-i2.002.000.67w9i6.7589.5023.252.999.986.990.000.00i-j0.001.500.50w10j8.2589.5023.753.059.986.930.000.00j-k2.052.500.83w11k10.7587.4526.633.4312.038.600.000.00k-l0.002.500.83w12L13.2587.4527.473.5312.038.500.000.00l-m0.000.000.00WSm18.2588.0527.473.5311.437.900.000.00m-n1.551.000.33n19.2586.5029.353.7712.989.210.000.00n-o0.001.000.33o20.2586.5029.683.8212.989.160.000.00o-p4.500.000.00p20.2591.0034.184.408.484.08

24.1030.2554.35

Angka RembesanLane's : Cw =29.68/4.40=6.75>5.5OKBligh's : Cb =54.35/4.40=12.36>10.5OK

A. Grafik Tekanan Uplift Bendung (Kondisi Muka Air Normal)

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stabilitasA.3Stabilitas Bendung

Konstruksi:Beton SiklopkoordinatINPUT DIMENSIElevasi mercu bendung :96.50mTitikxyxykoordinatMuka air banjirhulu :98.85ma0.0093.50a0.0093.50( degradasi :1.00meter )hilir :94.32mw0.5593.500.55w0.5593.5051.4250v3.5596.503.003.00v3.5596.50331.92553.075u4.7596.50u-v1.20u4.7596.50458.375342.575Stilling basint11.2590.00t-r6.50t11.2590.001085.625427.513.2587.45s11.2590.00s11.2590.001012.51012.513.2590.001158.71251192.5r18.2590.00s-L0mr18.2590.001642.51012.518.2590.001642.51192.5q18.2591.00q18.2591.001642.51660.7518.2591.001642.51660.75p20.2591.00a=1.00mp20.2591.001842.751660.7520.2591.001842.751660.75o20.2586.50cut-off3.50mo20.2586.501842.751751.62520.2586.501842.751751.625n19.2586.50n19.2586.501665.1251751.62519.2586.501665.1251751.625m18.2588.051.95m18.2588.051578.6251694.962518.2588.051578.6251694.9625L213.2587.45L213.2587.451166.66251595.962513.2587.451166.66251595.962513.2587.45tebal lantai0.0013.2587.451158.71251158.712513.2587.451158.71251158.7125L13.2587.452.502.55----->1.95L13.2587.451158.71251158.712513.2587.451158.71251158.7125k10.7587.452.502.551.93k10.7587.45940.08751158.7125j8.2589.501.50j8.2589.50721.4625962.125i6.7589.502.002.00i6.7589.50604.125738.37514857.0514818.1h4.7591.50h4.7591.50425.125617.62519g4.7591.50g4.7591.50434.625434.625Lebar Bendung=15.00meterf4.7591.501.75f4.7591.50434.625434.625Tinggi Bendung=3.00metere3.0091.501.001.00e3.0091.50274.5434.625Tubuh Bendung=11.25meterd2.0090.502.00d2.0090.50183271.5Panjang Bendung=20.25meterc0.0090.503.00c0.0090.500181Lantai Hulu=15.00m~ Elevasi :93.50mb0.0092.501.00b0.0092.5000Kolam Olakan=9.00m~ Elevasi :90.00ma0.0093.513.256.00a0.0093.500010.0092.50Faktor AmanKondisi Pembebanan20.0098.85as bendung (x)4.1520655.737520514.462534.7598.8571NormalGempaQ100411.2591.00olakan (x)11.251Guling2.572.041.57520.2594.327.10( emax / e ) 2.361.421.0867.2594.322Penurunan2.061.602.05720.2594.323Geser2.771.611.404RembesanClane's5.81>5.506.56CBligh's10.90>10.5012.01

Koefisien Gempa Kh=0.15Parameter Tanah Pondasif =26.5g =1.65ton/m3N-SPT =50k=10-3 ~ 10-5cm/detikTebal Lantai hulu=0.40mKoperan :d =1.10mL =3.00mVolume=1,183m31Gaya dan Momen

a.Berat Bendung dan Gaya Akibat Gempa( Kh =0.150)

PiasUraianGaya (ton)Lengan (m)Momen (ton.m)VHxyVHG10.5x3.00x3.00x2.30-10.41.610.77.1-110.710.9298.853G21.20x3.00x2.30-8.31.29.17.6-75.39.4W13G30.5x3.00x3.00x2.30-10.41.67.57.1-77.610.9R=1.50mv96.50uG42.00x3.00x2.30-13.82.112.34.6-169.19.4Kemiringan hulu=1.0045G51.00x2.00x2.30-4.60.710.85.1-49.53.5hilir=1.00450.5x1.00x1.00x2.30-1.20.210.93.7-12.60.6W1G1G2G34muka air banjir94.325G61.75x2.00x2.30-8.11.29.45.1-75.56.193.50aG70.00x2.00x2.300.00.08.55.10.00.0wG5G76.500.5x0.00x0.00x2.300.00.08.54.10.00.0beG6fG8G13G80.00x2.00x2.300.00.08.55.10.00.0G4G9qp91.00G92.00x4.00x2.30-18.42.87.54.1-138.011.26.05W2~390.50G10ts90.00r0.5x2.00x-2.00x2.304.6-0.77.82.736.0-1.9cdghG111.95G101.50x4.00x2.30-13.82.15.84.1-79.48.4jG122.55mGSmG112.50x6.05x2.30-34.85.23.83.0-130.515.8W6iEp4.500.5x2.50x-2.05x2.305.9-0.95.80.734.4-0.6W4W7L1G122.50x6.05x2.30-34.85.21.33.0-43.515.8W5W8kL87.45G130.5x3.50x3.50x2.3014.1-2.11.24.916.4-10.3W10WSno86.500.00x3.50x2.300.00.00.04.30.00.0W12Jumlah-133.820.1-874.789.211.259.00GS19.48x1.3025.3( stilling basin )

b.Tekanan Air20.251Kondisi Debit Rendah

PiasUraianGaya (ton)Lengan (m)Momen (ton.m)VHxyVHW10.50x3.00x3.004.57.634.0W21.59x5.058.02.520.221.28109W30.50x3.45x5.058.73.429.3W40.5x(3.28+3.18)x2.006.512.379.2W50.5x(3.18+1.98)x1.002.610.928.2W60.5x(1.98+1.89)x1.753.49.431.8W70.5x(1.89+1.89)x0.000.08.50.0W80.5x(1.89+1.89)x0.000.08.50.0W90.5x(1.89+3.49)x2.005.47.842.2W100.5x(3.49+3.42)x1.505.25.829.8W110.5x(3.42+5.03)x2.5010.65.861.6W120.5x(5.03+4.91)x2.5012.41.315.5W130.5x(3.55+0.55)x3.00-6.29.2-56.6W140.50x4.50x4.50-10.10.5-5.6Jumlah39.811.1231.777.9

2Kondisi Debit Banjir Rencana

PiasUraianGaya (ton)Lengan (m)Momen (ton.m)VHxyVHW10.5x(2.35+5.35)x3.0011.67.5587.2W24.23x5.0521.42.5354.0W30.50x3.64x5.059.23.3731.0W40.5x(5.97+5.88)x2.0011.812.25145.127.23168W50.5x(5.88+4.70)x1.005.310.9257.783546W60.5x(4.70+4.62)x1.758.29.3876.5W70.5x(4.62+4.62)x0.000.08.500.0W80.5x(4.62+4.62)x0.000.08.500.0W90.5x(4.62+6.27)x2.0010.97.8385.3w13w15W100.5x(6.27+6.20)x1.509.45.7553.8W110.5x(6.20+7.87)x2.5017.65.83102.6W120.5x(7.87+7.76)x2.5019.51.2524.4vuW133.55x2.35-8.39.48-79.0w14W140.5x(3.55+0.55)x3.00-6.29.20-56.6w16W150.50x2.35x1.20-1.47.30-10.3w17W160.50x4.32x4.32-9.31.44-13.5awW174.32x0.000.00.000.0W180.5x(3.32+7.82)x4.50-25.11.30-32.6Jumlah57.4417.03386.18139.53t

c.Tekanan TanahLf=26.50g=1.65Ka =0.38Ea0.5x0.38x0.65x9.05^210.193.0230.75Kp =2.61Ep0.5x2.61x0.65x2.25^24.300.552.36

2Stabilitas Struktur

a.Debit Rendah

-Keamanan terhadap Guling :Mt=-875tmMg=232+78+31=340tmFg=2.57>1.50Mo=Mt + Mg =-534ton.mH=11+6=17tonV=-134+40=-94tonL=13.25me=L/2 - Mo / V=0.94 tmin=1.93meter

f.Kontrol Q 100099.48mab-1000th95.08PiasUraianGaya (ton)Lengan (m)Momen (ton.m)VHxyVHW10.5x(2.98+5.98)x3.0013.47.6101.5W24.92x5.0524.92.562.8W30.50x3.68x5.059.33.431.3W40.5x(6.67+6.58)x2.0013.212.3162.2W50.5x(6.58+5.41)x1.006.010.965.4W60.5x(5.41+5.33)x1.759.49.488.1W70.5x(5.33+5.33)x0.000.08.50.0W80.5x(5.33+5.33)x0.000.08.50.0W90.5x(5.33+6.99)x2.0012.37.896.5W100.5x(6.99+6.93)x1.5010.45.860.0W110.5x(6.93+8.60)x2.5019.45.8113.2W120.5x(8.60+8.50)x2.5021.41.326.7W133.55x2.98-10.69.5-100.2W140.5x(3.55+0.55)x3.00-6.29.2-56.6W150.50x2.98x1.20-1.87.3-13.1W160.50x5.08x5.08-12.91.4-18.6175.08x0.000.00.00.0W180.5x(4.08x8.58)x4.50-28.51.3-37.1Jumlah60.719.1423.8158.5

-Keamanan terhadap Guling :Mt=-875tmMg=424+159+31=613tmFg=1.43>1.00Mo=Mt + Mg =-262ton.mH=19+10=29tonV=-134+61=-73tonL=13.25me=L/2 - Mo / V=3.04L/62.21m-Keamanan terhadap Daya Dukung Tanah :s1 =2V/ 3(L/2 -e)=13.59 direncanakan15.00mRumus Lacey's :R=0.47 * (q/f) ^ 1/3 * SFf=1.76*dm^0.5dm=1mmf=1.76q=7.77m3/dt/mSF=1.50Kedalaman gerusanR=1.16m---> direncanakan2.00mL=4 * R=4.63m---> direncanakan15.00mRumus Adachi's :H1=(H2/2) ( ((8q^2/(g.H2^3))+1)^0.5 - 1)H1=4.32m, kedalaman konjugasi di kolam olakH2=0.58m, coba-cobaH1 hit=4.32OKL=8 * H2=4.64m---> direncanakan15.00mRumus Bligh's :L=Lb - laLb=0.67 C ( Ha q f)0.5

Ha=5.50m(el. Crest - el. M.a.h kondisi kering)q=7.77m3/dt/mf=1.50angka keamananC=12Bligh's coefficient, material pasir kasarLb=64.36total panjang bendung termasuk lantai apronLa=35.25

L=29.11m---> direncanakan15.00mBerdasarkan tipe aliran :V1=( 2.g.1/2.H1 + Z)^0.5=5.44m/dty2 / yu=1/2 ((1+8Fru 2)-1)0.5Fru= V1 / (g yu)0.5yu=q/V1=1.43mFru=1.45y2=2.93mL=3.5 * y2=10.27m---> direncanakan15.00m

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