desain.tul.geserB.DESAIN TULANGAN GESER >MUTU BETON RENCANAfc'=20MPa--->K-250 kg/cm2>MUTU BAJA RENCANAfy=240MPa>rb=0.0430>r-maks=0.0323b=300mmh=600mmDM=19mmDS=10mmCc=30mmd'=49.5mmd=550.5mm124.7619.774

4347(43.287)

(175.480)

a.Vc=0.167xSQRT (20) *300*550.5=123,095.54N=123.10kN

b.1/2 *phi*Vc=0.50x0.60x123.10=36.93kN

c.Vs perlu=175.48-123.100.60

=169.37kN

d.Pada tempat di mana Vs perlu = 0

Vs perlu=73.86-123.100.60=0.0kN

e.Pada tempat di mana Vs perlu = 0

124.76x (4.1-a)+43.29xa=73.86kN4.1

511.52-124.76a+43.29xa=302.82kN

511.52-81.47xa=302.82kN

a=208.70kN81.47

a=2.56m

f.Kemiringan garis diagramm=169.37kN12.56

m=66.12kN

Vs=175.48-550.50x66.121000

=139.08kN

dipakai:dia.10mm---------->Av=157.08mm2

spasi=149,218dipakai:100mm

B.DESAIN TULANGAN GESER

>MUTU BETON RENCANAfc'=20MPa--->K-250 kg/cm2>MUTU BAJA RENCANAfy=240MPa>rb=0.0430>r-maks=0.0323b=250mmh=500mmDM=19mmDS=10mmCc=30mmd'=49.5mmd=450.5mm

80.62

80.620

4347

80.620

(80.620)

a.Vc=0.167xSQRT (20) *250*450.5=83,945.72N=83.95kN

b.1/2 *phi*Vc=0.50x0.60x83.95=25.18kN

c.Vs perlu=80.62-83.950.60

=50.42kN

d.Pada tempat di mana Vs perlu = 0

Vs perlu=50.37-83.950.60

=0.0kN

e.Pada tempat di mana Vs perlu = 0

80.62x (4.1-a)+(80.62)xa=50.37kN4.1

330.54-80.62a+(80.62)xa=206.51kN

330.54-161.24xa=206.51kN

a=124.04kN161.24

a=0.77m

f.Kemiringan garis diagramm=50.42kN10.77

m=65.54kN

Vs=80.62-450.50x65.541000

=51.09kN

dipakai:dia.8mm---------->Av=100.53mm2

spasi=212,741dipakai:100mm

balokB.DESAIN TULANGAN MOMEN (AS-12)>MUTU BETON RENCANAfc'=20.85MPa---> K250kg/cm2>MUTU BAJA RENCANAfy=320MPa>rb=0.0307>r-maks=0.02300.0044TumpuanLapanganURAIANBENTANGhPENAMPANGd'dRef.M-renc.M-renc.fkkrrLuasAtasBawahLuasAtasBawahNOLOKASIminbhNo. Frame(-)(+)(-)(+)tul.m(-)tul.m(+)terhitung(As)(As')terhitung(As)(As')mmmmmmmmmmMN-mMN-mmm2mm2BALOK ATAP-1

1aBALOK800050030060059542-166.700.000.82.3690.00.00800.00001,295.897D163D160.03D160D16

1bBALOK800050030055059492-75.590.81.3040.00.00420.0000624.694D163D160.03D160D16

1cBALOK400025020040059342-40.110.000.82.1490.00.00720.0000490.593D162D160.02D160D16

BALOK ATAP-1

1aBALOK400025020040059342-58.200.000.83.1190.00.01080.0000737.664D163D160.03D160D16

1bBALOK4000250200400593420.000.80.00.00.00000.00000.00D163D160.03D160D16

1bBALOK400050020040059342-68.190.83.6550.00.01290.0000883.125D163D160.03D160D16

BALOK400050030050058443-91.770.81.9530.00.00650.0000860.476D143D160.03D160D14

kombiKOMBINASI GAYA-GAYA DALAM (AS-16)Kombinasi gaya-gaya dalam yang diperhitungkan untuk desain:U1:(1.4 D)U2:(1.2D + 1.6L)U3-1:(1.2 D + 1.0 L + 1.0 E)U3-2:(1.2 D + 1.0 L - 1.0 E)U4-1:(1.2 D + 0.5 L + 1.0 E)U4-2:(1.2 D + 0.5 L - 1.0 E)

DEADLIVEQUAKECOMBINATIONNo. LOADLOADLOADElement(1)U1U2U3-1U3-2U4-1U4-2

DLE11.11Neutral Force-i122.1132.71-12.26170.953198.864166.983191.495150.629175.1411.21Shear Force-i-2.25-0.740.05-3.146-3.882-3.384-3.491-3.014-3.1211.31Moment-i0.00-0.000.000.000-0.0000.000-0.0000.000-0.0001.41Neutral Force-j-99.50-32.7112.26-139.302-171.734-139.853-164.366-123.499-148.0121.51Shear Force-j2.250.74-0.053.1463.8823.3843.4913.0143.1211.61Moment-j-13.48-4.450.37-18.878-23.293-20.252-21.000-18.030-18.778

22.11Neutral Force-i178.5624.981.56249.986254.241240.815237.691228.326225.2012.21Shear Force-i-0.360.290.24-0.5070.0240.097-0.393-0.047-0.5362.31Moment-i-0.00-0.000.00-0.000-0.000-0.000-0.000-0.000-0.0002.41Neutral Force-j-155.95-24.98-1.56-218.335-227.111-213.686-210.562-201.196-198.0722.51Shear Force-j0.36-0.29-0.240.507-0.024-0.0970.3930.0470.5362.61Moment-j-2.171.721.71-3.0430.1430.824-2.601-0.036-3.461

33.11Neutral Force-i98.209.70-6.13137.485133.364121.415133.674116.565128.8243.21Shear Force-i3.460.350.354.8384.7114.8524.1474.6753.9713.31Moment-i-0.000.000.00-0.000-0.000-0.000-0.000-0.000-0.0003.41Neutral Force-j-75.60-9.706.13-105.834-106.235-94.285-106.544-89.435-101.6943.51Shear Force-j-3.46-0.35-0.35-4.838-4.711-4.852-4.147-4.675-3.9713.61Moment-j20.742.112.4729.02928.26429.46124.53128.40423.474

44.11Neutral Force-i14.09-0.413.3019.73216.26119.80713.20420.01113.4084.21Shear Force-i-0.75-0.03-0.62-1.050-0.954-1.550-0.318-1.534-0.3014.31Moment-i-0.000.000.00-0.000-0.000-0.000-0.000-0.000-0.0004.41Neutral Force-j8.510.41-3.3011.91910.8697.32313.9267.11913.7224.51Shear Force-j0.750.030.621.0500.9541.5500.3181.5340.3014.61Moment-j-4.50-0.20-4.31-6.301-5.726-9.919-1.290-9.818-1.188

55.11Neutral Force-i0.000.0068.190.0000.00068.192-68.19268.192-68.1925.21Shear Force-i-0.000.000.22-0.000-0.0000.215-0.2150.215-0.2155.31Moment-i-0.00-0.00-0.00-0.000-0.000-0.000-0.000-0.000-0.0005.41Neutral Force-j0.000.00-68.190.0000.000-68.19268.192-68.19268.1925.51Shear Force-j20.905.33-0.2229.25933.61230.19730.62727.53127.9615.61Moment-j-20.90-5.331.51-29.259-33.612-28.907-31.918-26.240-29.251

66.11Neutral Force-i-16.83-5.497.42-23.568-28.989-18.270-33.117-15.524-30.3716.21Shear Force-i55.0222.250.0377.033101.63488.30988.25577.18277.1286.31Moment-i53.7016.58-0.0075.18390.96481.01981.01972.73172.7316.41Neutral Force-j16.835.49-7.4223.56828.98918.27033.11715.52430.3716.51Shear Force-j-0.928.43-0.03-1.28912.3827.2977.3523.0833.1376.61Moment-j58.1911.070.1981.46187.53981.08680.70575.55075.169

77.11Neutral Force-i-11.89-4.179.98-16.645-20.933-8.449-28.419-6.366-26.3357.21Shear Force-i-17.35-2.77-0.02-24.284-25.250-23.605-23.568-22.219-22.1827.31Moment-i-64.66-12.930.00-90.518-98.278-90.519-90.519-84.053-84.0537.41Neutral Force-j11.894.17-9.9816.64520.9338.44928.4196.36626.3357.51Shear Force-j71.4513.440.02100.028107.24099.19599.15992.47692.4407.61Moment-j-112.93-19.49-0.13-158.106-166.701-155.136-154.881-145.392-145.136

88.11Neutral Force-i2.390.420.413.3493.5373.6942.8803.4862.6728.21Shear Force-i48.985.15-0.0568.56967.00863.87563.96661.30161.3928.31Moment-i83.4910.630.00116.890117.193110.817110.817105.504105.5048.41Neutral Force-j-2.39-0.42-0.41-3.349-3.537-3.694-2.880-3.486-2.6728.51Shear Force-j-23.16-1.950.05-32.418-30.902-29.688-29.780-28.715-28.8068.61Moment-j60.773.56-0.3285.08578.62876.17276.81174.39175.030

99.11Neutral Force-i2.480.290.283.4723.4433.5442.9933.3982.8479.21Shear Force-i-0.273.430.01-0.3855.1603.1133.0891.3971.3749.31Moment-i-58.86-3.10-0.00-82.401-75.594-73.732-73.732-72.181-72.1819.41Neutral Force-j-2.48-0.29-0.28-3.472-3.443-3.544-2.993-3.398-2.8479.51Shear Force-j50.087.24-0.0170.11271.67467.32167.34463.70363.7269.61Moment-j-41.85-4.510.08-58.593-57.434-54.649-54.811-52.395-52.557

1010.11Neutral Force-i-0.75-0.030.44-1.050-0.954-0.492-1.376-0.475-1.35910.21Shear Force-i18.011.900.0425.20824.64123.54323.46422.59522.51610.31Moment-i28.652.680.0040.10838.66237.05537.05535.71735.71710.41Neutral Force-j0.750.03-0.441.0500.9540.4921.3760.4751.35910.51Shear Force-j-8.51-0.41-0.04-11.919-10.869-10.664-10.585-10.460-10.38110.61Moment-j4.500.200.286.3015.7265.8805.3285.7795.227

1111.11Neutral Force-i23.585.12-2.7333.01036.48830.68536.14628.12533.58511.21Shear Force-i-19.08-6.230.10-26.714-32.871-29.029-29.234-25.912-26.11711.31Moment-i-19.32-6.800.00-27.046-34.059-29.980-29.980-26.581-26.58111.41Neutral Force-j-19.34-5.122.73-27.075-31.401-25.598-31.059-23.038-28.49811.51Shear Force-j19.086.23-0.1026.71432.87129.02929.23425.91226.11711.61Moment-j-18.84-5.670.72-26.382-31.684-27.563-29.002-24.728-26.168

1212.11Neutral Force-i18.27-5.6615.8225.57212.86832.0870.43734.9153.26612.21Shear Force-i4.941.33-0.236.9228.0567.0297.4916.3656.82812.31Moment-i6.471.860.009.05710.7399.6239.6238.6938.69312.41Neutral Force-j-14.035.66-15.82-19.638-7.781-27.0004.650-29.8291.82112.51Shear Force-j-4.94-1.330.23-6.922-8.056-7.029-7.491-6.365-6.82812.61Moment-j3.420.79-1.624.7885.3733.2786.5162.8816.119

1313.11Neutral Force-i24.777.0176.1534.67740.941112.888-39.419109.382-42.92513.21Shear Force-i14.144.91-0.0019.79224.81621.87121.87119.41819.41813.31Moment-i9.284.29-0.0012.98818.00015.42515.42513.27913.27913.41Neutral Force-j-20.53-5.34-76.15-28.742-33.174-106.12646.181-103.45848.84913.51Shear Force-j-14.14-4.910.00-19.792-24.816-21.871-21.871-19.418-19.41813.61Moment-j19.005.520.0026.59531.63128.31828.31825.55725.557

1414.11Neutral Force-i19.086.2384.2126.71432.871113.346-55.083110.229-58.20014.21Shear Force-i19.345.12-9.8627.07531.40118.46438.19315.90435.63214.31Moment-i18.845.67-20.9326.38231.6847.35149.2144.51646.38014.41Neutral Force-j-19.08-6.23-84.21-26.714-32.871-113.34655.083-110.22958.20014.51Shear Force-j-5.98-2.729.86-8.370-11.528-0.031-19.7591.329-18.39914.61Moment-j19.136.09-18.5226.78632.71010.52947.5777.48244.530

1515.11Neutral Force-i14.144.9199.0119.79224.816120.878-77.136118.425-79.58915.21Shear Force-i-7.17-2.94-7.27-10.037-13.301-18.811-4.267-17.343-2.79915.31Moment-i-22.55-6.89-15.37-31.574-38.082-49.325-18.575-45.881-15.13215.41Neutral Force-j-14.14-4.91-99.01-19.792-24.816-120.87877.136-118.42579.58915.51Shear Force-j20.535.347.2728.74233.17437.24522.70034.57620.03215.61Moment-j-19.00-5.52-13.71-26.595-31.631-42.031-14.604-39.270-11.843

ColumnDesign (2)PERENCANAAN KOLOM

momen inersia kolom pggr=0.0833333333x400x400x400x400=2133333333.33mm4

1.Sigma(EI/lambda-c) (Kolom)

Beta-d=beban aksial tetap terfaktor maksimum=ERROR:#REF!=ERROR:#REF!beban aksial total terfaktor maksimumERROR:#REF!

I(kolom)=0.70x2,133,333,333=ERROR:#REF!mm4ERROR:#REF!

E=20000N/mm2

Lambda-c=4200mm

EI/Lambda-c(1)=ERROR:#REF!

2.Sigma(EI/lambda-c) (Balok)ABeta-d=beban aksial tetap terfaktor maksimum=14.25=0.181beban aksial total terfaktor maksimum78.73

I=0.35x41666666667=12348606398mm41.181

E=20000N/mm2

Lambda-c=4000mm

EI/Lambda-c(1)=61,743,031,991

BBeta-d=beban aksial tetap terfaktor maksimum=4.00=0.082beban aksial total terfaktor maksimum48.92

I=0.35x8908906667=2882567388mm41.082

E=20000N/mm2

Lambda-c=4000mm

EI/Lambda-c(1)=14412836941.959

3.rasioSigma(EI/lambda-c) (Kolom)=ERROR:#REF!=phi-ASigma(EI/lambda-c) (Balok)

rasioSigma(EI/lambda-c) (Kolom)=ERROR:#REF!=phi-BSigma(EI/lambda-c) (Balok)

Perhitungan Kapasitas Tekan Kolom-Kolom dalam satu tingkat

3.1415926536x3.1415926536x0.40x20000x2,133,333,333Pc-40x40=ERROR:#REF!x6670560000

=ERROR:#REF!N

=25,357,078.80N

delta-s=ERROR:#REF!kolom atas:M1=1.2x-24.42+1.0x-5.13+ERROR:#REF!x-31.28=ERROR:#REF!kN-mN==270.991kNe==ERROR:#REF!m

kolom bawah:M1=1.2xERROR:#REF!+1.0xERROR:#REF!+ERROR:#REF!xERROR:#REF!=ERROR:#REF!kN-mN==ERROR:#REF!kNe==ERROR:#REF!m

kolom bawah:M1=1.2x-2.17+1.0x1.72+ERROR:#REF!x-1.71=ERROR:#REF!kN-mN==254.241kNe==ERROR:#REF!m

&A

&Z&F

perencanaan kolom (2)PERENCANAAN KOLOM PERSEGI (LOBBY PINGGIR) - KOLOM ATAS

B-kolom=400mmJarak drJlhKuatKuatJarakMomenMomenH-kolom=400mmPusatTul.r - cd-creganganreganganreganganreganganTulanganDesakLenganNegatifPositifr=200.00mmNO.URAIANKolomperTarikTarikDesakDesakTarikMomenAg=160,000.00mm2baristerpakaiterpakai(NT2)(NT1)Ast=603.19mm2mmbhmmmm(kN)(kN)(m)kN-mkN-mdiameter sengkang=8mmselimut beton=30.00mm1.Gaya Luar270.990.310(84.00)diameter tulangan=16mm2.Kuat Desak Beton:NC =1,246.970.2620.0327.09d=354.00mm3.Kontribusi Tulangan:luas 1 tulangan=201mm2Kanan154.003(16)desak138.260.00.00.00240.00160.0193.020.1540.029.72diameter efektif=308.00mmjumlah tul. Per sisi=3buahKiri-154.003(16)tarik138.260.00300.00160.00.0193.020.00.1540.029.72jumlah tot. tul.=8buahjarak bersih tulangan=138mm193.021,439.990.0386.54fc'=20.00MPafy=320.00MpaNT1 + NC - NT2 =1,246.97E=200,000.00MpaSigma (M-Dalam)/e =1,246.97regangan leleh=0.0016Selisih =0.000regangan beton=0.0030

Jarakc=215.7393mmJaraka=183.38mmsudut daerah desak=1.49rad.Luas Daerah Desak=73,351.36mm2y3=262.31mmN-C-1=1,246.97kNKapasitas Maksimum Momen=386.54kNeksentrisitas=0.310Kapasitas Pn Maksimum=1,246.97kNOKPHI=0.70kNPHI - Pn =872.88PHI-Pn(max)=1,727.15

PERENCANAAN KOLOM PERSEGI (LOBBY PINGGIR) - KOLOM BAWAH = KOLOM ATAS

B-kolom=400mmJarak drJlhKuatKuatJarakMomenMomenH-kolom=400mmPusatTul.r - cd-creganganreganganreganganreganganTulanganDesakLenganNegatifPositifr=200.00mmNO.URAIANKolomperTarikTarikDesakDesakTarikMomenAg=160,000.00mm2baristerpakaiterpakai(NT2)(NT1)Ast=1,608.50mm2mmbhmmmm(kN)(kN)(m)kN-mkN-mdiameter sengkang=8mmselimut beton=30.00mm1.Gaya LuarERROR:#REF!ERROR:#REF!ERROR:#REF!diameter tulangan=16mm2.Kuat Desak Beton:NC =2,312.000.1840.0425.41d=354.00mm3.Kontribusi Tulangan:luas 1 tulangan=201mm2Kanan154.003(200)desak-46.000.00.00.00490.00160.0193.020.1540.029.72diameter efektif=308.00mmjumlah tul. Per sisi=3buahKiri-154.003(200)desak-46.000.00.00.00030.00030.041.16(0.154)0.00.0jumlah tot. tul.=8buahjarak bersih tulangan=138mm0.02,546.180.0455.13fc'=20.00MPafy=320.00MpaNT1 + NC - NT2 =2,546.18E=200,000.00MpaSigma (M-Dalam)/e =ERROR:#REF!regangan leleh=0.0016Selisih =ERROR:#REF!regangan beton=0.0030

Jarakc=400.0000mmJaraka=340.00mmLuas Daerah Desak=136,000.00mm2y3=184.00mmN-C-1=2,312.00kN

Kapasitas Maksimum Momen=455.13kNeksentrisitas=ERROR:#REF!Kapasitas Pn Maksimum=ERROR:#REF!kNERROR:#REF!PHI=0.70kNPHI - Pn =ERROR:#REF!PHI-Pn(max)=1,908.39rho min=0.01OKrho hitung=0.0101rho max=0.08OK

&"-,Italic"&10LAPORAN PERENCANAAN STRUKTUR GEDUNG BIRO REKTOR STAIN

&10DESAIN BAGIAN LOBBY-PINGGIR

REAKSITOTAL REACTION

NODEAD LOADLIVE LOADQUAKE LOADK x uFK x u - FK x uFK x u - FK x uFK x u - FU1U2U3-1U3-2U4-1U4-2PONDASI P1

U10.290.000.291.480.001.48-93.580.00-93.580.412.72-91.7595.41-92.4994.67JOINTLOADF1F2F3MxMyMzUKURANPLTI-xI-ys-1s-xs-ys-maks.U252.39-14.3266.7126.750.0026.7527.740.0027.7493.39122.85134.5479.06121.1765.69kNkNkNkN-mkN-mkN-mKOLOMkN/m2kN/m2kN/m2kN/m2U3-1.090.00-1.09-6.090.00-6.09311.920.00311.92-1.52-11.05304.52-319.31307.57-316.27U40.000.000.000.000.000.0060.8060.80-0.00758.5477.500.40x0.401.501.500.50.4220.422337.13137.7730.0474.9022.3U5-17.71-17.710.000.000.000.000.000.000.0022.3U60.000.000.00-0.000.00-0.000.000.000.00134.54319.310.40x0.401.501.500.50.4220.42259.80567.6630.0627.4622.3U711.260.0011.264.460.004.46-19.420.00-19.4215.7720.66-1.4537.40-3.6835.1722.3U8290.27-14.32304.58139.280.00139.28-73.250.00-73.25426.42588.35431.53578.03361.89508.3922.3U9-15.780.00-15.78-6.030.00-6.0350.320.0050.32-22.09-28.5825.36-75.2928.38-72.2722.3U100.000.000.00-0.000.00-0.00-0.000.00-0.0022.3U11-46.80-46.800.00-13.12-13.12-0.000.000.000.00U12-19.39-19.390.00-8.75-8.75-0.000.000.000.00U13-0.000.00-0.000.000.000.000.000.000.00U14-85.85-85.850.00-39.36-39.360.00-0.000.00-0.00U15-0.000.00-0.00-0.000.00-0.00-0.000.00-0.00U16-7.370.00-7.37-3.720.00-3.72-24.670.00-24.67-10.32-14.80-37.2312.10-35.3713.96U17356.24-14.32370.55148.400.00148.40-11.170.00-11.17518.78682.11581.90604.24507.70530.04U1810.430.0010.435.520.005.5257.700.0057.7014.6021.3475.74-39.6772.98-42.43U190.000.000.00-0.000.00-0.00-0.000.00-0.00U20-93.13-93.130.00-26.24-26.240.000.000.000.00U21-11.50-11.50-0.00-0.000.00-0.000.000.000.00U226.880.006.883.110.003.11-24.050.00-24.059.6313.23-12.6935.42-14.2433.86U23352.09-14.32366.40146.670.00146.6719.900.0019.90512.97674.35606.25566.45532.92493.12U24-9.510.00-9.51-4.030.00-4.0356.860.0056.86-13.32-17.8641.42-72.3043.43-70.29U25-0.000.00-0.000.000.000.000.000.000.00U26-93.13-93.13-0.00-26.24-26.24-0.00-0.000.00-0.00U2711.5011.500.000.000.000.000.000.000.00U280.000.000.00-0.000.00-0.000.000.000.00U29-85.85-85.850.00-39.36-39.360.00-0.000.00-0.00U300.000.000.00-0.000.00-0.000.000.000.00U31-7.340.00-7.34-3.820.00-3.82-24.150.00-24.15-10.27-14.92-36.7811.53-34.8713.44U32351.33-14.32365.65147.990.00147.99-19.410.00-19.41511.91675.56567.36606.17493.36532.18U3310.500.0010.505.750.005.7557.020.0057.0214.7021.7975.36-38.6772.48-41.55U340.000.000.000.000.000.00-0.000.00-0.00U35-93.13-93.13-0.00-26.24-26.240.000.000.000.00U36-11.50-11.500.00-0.000.00-0.00-0.000.00-0.00U378.580.008.583.160.003.16-24.050.00-24.0512.0115.35-10.6037.51-12.1835.93U38354.04-14.32368.36129.460.00129.4620.930.0020.93515.71649.17592.43550.57527.69485.84U39-11.770.00-11.77-4.030.00-4.0356.880.0056.88-16.48-20.5738.72-75.0340.73-73.02U40-0.000.00-0.00-0.000.00-0.000.000.000.00U41-93.13-93.130.00-26.24-26.240.000.000.000.00U4211.5011.500.000.000.000.000.000.000.00U430.000.000.000.000.000.000.000.000.00U44-106.87-106.870.00-39.36-39.360.00-0.000.00-0.00U45-14.01-14.010.000.000.000.00-0.000.00-0.00U46-9.850.00-9.85-3.650.00-3.65-24.710.00-24.71-13.80-17.66-40.189.24-38.3611.06U47407.94-14.32422.25157.400.00157.40-31.380.00-31.38591.16758.54632.72695.48554.03616.78U4814.110.0014.115.550.005.5557.780.0057.7819.7625.8280.27-35.2977.50-38.07U49-0.000.00-0.00-0.000.00-0.00-0.000.00-0.00U50-114.15-114.150.00-26.24-26.24-0.000.000.000.00U512.512.51-0.000.000.000.00-0.000.00-0.00U52-2.450.00-2.45-1.020.00-1.02-18.920.00-18.92-3.43-4.58-22.8914.96-22.3815.47U53108.61-14.32122.9348.060.0048.0666.640.0066.64172.10224.41262.21128.94238.18104.91U543.760.003.761.880.001.8849.660.0049.665.267.5256.05-43.2755.11-44.21U550.000.000.000.000.000.000.000.000.00U56-64.05-64.05-0.00-13.12-13.120.00-0.000.00-0.00U5730.8930.890.008.758.750.000.000.000.00U580.000.000.00-0.000.00-0.00104.44104.440.00U59-15.83-15.83-0.000.000.000.000.000.000.00U60-0.000.00-0.000.000.000.000.000.000.00U61-0.000.00-0.00-0.000.00-0.0088.3288.32-0.00U62-26.09-26.090.00-28.80-28.800.00-0.000.00-0.00U63-13.87-13.870.00-19.20-19.200.000.000.000.00U64-0.000.00-0.00-0.000.00-0.00-0.000.00-0.00U65-48.68-48.68-0.00-20.96-20.960.00-0.000.00-0.00U66-21.90-21.90-0.00-13.97-13.970.000.000.000.00U670.000.000.00-0.000.00-0.000.000.000.00U68-70.26-70.26-0.00-44.54-44.540.000.000.000.00U694.244.240.0017.4417.440.00-0.000.00-0.00U70-0.000.00-0.000.000.000.000.000.000.00U71-97.15-97.150.00-62.88-62.880.00-0.000.00-0.00U72-0.000.00-0.00-0.000.00-0.000.000.000.00U730.000.000.000.000.000.000.000.000.00U74-58.63-58.630.00-18.38-18.380.00-0.000.00-0.00U75-0.000.00-0.00-0.000.00-0.00-0.000.00-0.00U760.000.000.000.000.000.000.000.000.00U77-77.77-77.770.00-41.92-41.92-0.00-0.000.00-0.00U782.512.51-0.00-0.000.00-0.00-0.000.00-0.00U79-0.000.00-0.00-0.000.00-0.000.000.000.00U80-60.84-60.840.00-18.38-18.380.000.000.000.00U812.042.04-0.00-0.000.00-0.00-0.000.00-0.00U820.000.000.000.000.000.000.000.000.00U83-77.77-77.770.00-41.92-41.920.000.000.000.00U84-2.51-2.51-0.00-0.000.00-0.000.000.000.00U850.000.000.00-0.000.00-0.000.000.000.00U86-60.84-60.84-0.00-18.38-18.38-0.00-0.000.00-0.00U87-2.04-2.040.00-0.000.00-0.000.000.000.00U88-0.000.00-0.00-0.000.00-0.000.000.000.00U89-97.15-97.150.00-62.88-62.880.000.000.000.00U90-0.000.00-0.000.000.000.000.000.000.00U91-0.000.00-0.000.000.000.000.000.000.00U92-58.63-58.630.00-18.38-18.380.000.000.000.00U930.000.000.000.000.000.00-0.000.00-0.00U940.000.000.000.000.000.00-0.000.00-0.00U95-77.77-77.770.00-41.92-41.92-0.00-0.000.00-0.00U962.512.510.00-0.000.00-0.000.000.000.00U970.000.000.00-0.000.00-0.00-0.000.00-0.00U98-60.84-60.84-0.00-18.38-18.380.000.000.000.00U992.042.040.000.000.000.000.000.000.00U100-0.000.00-0.000.000.000.000.000.000.00U101-74.00-74.000.00-34.08-34.080.00-0.000.00-0.00U1020.000.000.005.235.23-0.00-0.000.00-0.00U103-0.000.00-0.000.000.000.000.000.000.00U104-60.84-60.84-0.00-18.38-18.38-0.000.000.000.00U105-2.04-2.04-0.00-0.000.00-0.00-0.000.00-0.00U1060.000.000.000.000.000.00-0.000.00-0.00U107-89.62-89.620.00-47.20-47.200.00-0.000.00-0.00U1080.000.000.00-0.000.00-0.000.000.000.00U1090.000.000.00-0.000.00-0.00-0.000.00-0.00U110-58.63-58.630.00-18.38-18.380.000.000.000.00U111-0.000.00-0.00-0.000.00-0.000.000.000.00U1120.000.000.00-0.000.00-0.00-0.000.00-0.00U113-70.23-70.23-0.00-26.24-26.24-0.000.000.000.00U1142.512.51-0.000.000.000.000.000.000.00U1150.000.000.000.000.000.000.000.000.00U116-70.26-70.260.00-44.54-44.540.000.000.000.00U117-4.24-4.240.00-17.44-17.440.000.000.000.00U1180.000.000.000.000.000.000.000.000.00U119-41.15-41.150.00-13.12-13.120.00-0.000.00-0.00U12016.8816.880.008.758.750.000.000.000.00U121-0.000.00-0.000.000.000.00-0.000.00-0.00U122-26.09-26.09-0.00-28.80-28.800.000.000.000.00U12313.8713.870.0019.2019.200.000.000.000.00

PONDASI P-11.PONDASI P1

>MUTU BETON RENCANAfc'=20.85MPa---> K250kg/cm2>MUTU BAJA RENCANAfy=320MPa>rb=0.0307>r-min.=0.0044>r-maks.=0.0230

1.50m

0.40m

0.40m1.50mPu=627.46kN/m2OK

daya dukung tanah izin:=22.33kg/cm2q-all=2,190.15kN/m2

R3=758.54kN

Luas perlu=0.35m2=0.59m'

Lebar Pondasi W1=1,500mmW2=1,500mm

Lebar Kolom -->B=500mmH=500mm

Ketebalan Pondasit=500mmSelimut betond'=70mm(Untuk Struktur Yg Langsung Bersentuhan Dengan Tanah)Tulangan rencanaD=22mm

Tinggi efektifd=408mm

fc'=20.85MPafy=320.00MPa

Berat pondasi=1.50x1.50x0.50x2400=2,700.00kgBerat tanah=1.50x1.50x1.20x1700=4,590.00kg7,290.00kgtekanan=3,240.00kg/m2=31.78kN/m2

total Pu=659.24kN/m2

1.KERJA 2 ARAH

B1=500.00+0.50X (408.00) X2=908.00mm

B2=500.00+0.50X (408.00) X2=908.00mm

Gaya geser total pada penampang kritis

Vu=659.24x (1.50x1.50-0.91x0.91)=1434.21kNOK

Kuat geser beton

Vc=(4xSQRT (20.85))xboxd-3=(4x4.5657693766) x2x (908.00+908.00) x408.00x10

=27,063.25kN

Vu=fVc=0.6x27,063.25=16,237.95kN>1,434.21kN-->OK

2.KERJA 1 ARAH

Vu=PuxWxGG=B/2 - L/2 - d=0.750-0.250-0.408---> B =Lebar PondasiL=Lebar Kolom=0.092m

Vu=659.24x1.50x0.092=90.98kN

Vu=PuxWxGG=B/2 - L/2 - d=0.750-0.200-0.408---> B =Lebar PondasiL=Lebar Kolom=0.142m

Vu=659.24x1.50x0.142=140.42kN

Kuat geser beton:

Vc=(1/6xSQRT (fc'))xboxd

=(1/6x4.566) x1,500.00x408.00x10-3

=465.71kN

Vu=fVc=0.6x465.71=279.43kN>90.98kN-->OK

Vu=fVc=0.6x465.71=279.43kN>140.42kN-->OK

3.PEMBESIAN

a.Momen Rencana Arah Lebar

Mu=PuxFx0,5xFxW

F=0,5x (W-L)=0.5x (1.50-0.40)=0.550m

Mu=659.24x0.55x0.5x0.55x1.50

Mu=149.57kNm

b.Momen Rencana Arah Panjang

Mu=PuxFx0,5xFxW

F=0,5x (W-L)=0.5x (1.50-0.40)=0.550m

Mu=659.24x0.550x0.5x0.550x1.50

Mu=149.57kNm

c.Penulangan arah memanjang

k=149.57x1060.8x1,500x4082

k=0.7487MPar=0.0024r=0.0044

A perlu=0.0044x1,500.00x408.00=2,677.50mm2

Jumlah tulangan Dia.19mm=9.44bh=10bhdipasang dgn jarak=116mm

D19-100

d.Penulangan arah lebar

k=149.57x1060.8x1,500x4082

k=0.7487MPar=0.0024r=0.0044

A perlu=0.0044x1,500.00x408.00=2,677.50mm2

b=1.50=11.50

---->1.00

Jumlah tulangan Dia.19mm=9.44bh=10bh=10=10dipasang dgn jarak=116mm

D19-100

momenbalokBalok30x60L=8mq=1.20x16.428+1.60x10.48=36.48kN/m'M-C-1=291.85M-C-2=ERROR:#REF!

M-A=ERROR:#REF!M-B=ERROR:#REF!Balok25 x 50L=4mq=1.20x23.168+1.60x6.56=38.30kN/m'M-A=-152.00-6.00-152.00M-B=-51.75-132.69-51.75M-C=-101.88-69.35-101.88

M-C-statik=76.6076.6076.60-25.287.25-25.28

Sheet3