bab iv balok3.docx

4.3. PERHITUNGAN BALOKDenah rencana pembebanan balok lantai pada perencanaan bangunan hunian sewa dua lantai adalah sebagai berikut:

Gambar 4.8. Denah Rencana Pembebanan Balok Lantai

Diketahui:fc= 25 MPafy= 240 MPaDL pelat lantai= 429 kg/m2LL pelat lantai= 200 kg/m2

4.3.1. Perhitungan Perataan Momen

Balok As 1 A-BRA= = = 1,88Msg 3= = = 0,42Msg 4= = ( = 0,19Mmax= RA Msg 3 Msg 4= 1,88 0,42 0,19 = 2,44Mmax Sg 4 = Mmax Sg 3=Mmax Sg 3=== m

Selanjutnya perhitungan h balok As lainnya menggunakan cara yang sama dengan perhitungan h balok As 1 A-B. Sehingga dihasilkan perhitungan yang tercantum di tabel.Tabel Daftar perhitungan perataan momenBALOKLhRAMsg 3Msg 4Mmaxh'

meter(1)(2)

As 1 A-B4.001.501.881.130.192.441.22

As 1 D-E2.000.750.470.140.020.300.61

As 2 D-F40.751.220.420.591.430.71

As 2 D-E21----0.67

As A 1-231.5----1.00

As D 1-1'1.50.75----0.50

As D 2-3311.000.420.130.960.85

4.3.2. Balok Lantai Arah Memendek (As B 1-4)a. Dimensi Balok~ dipakai 300 mm

b. Pembebanan Balok

Gambar 4.8. Balok Arah Memanjang1. Balok As D (1-1) dan As D (1-2)h' = 0,50h' = 1 Beban Mati (DL)Berat sendiri balok= 0,2 (0,3-0,12) 2400= 86,4kg/mPelat lantai= 0,5429= 214,50kg/m= 1 429= 429kg/mDinding = (3,5 - 0,3) 250= 800kg/mDL= 1529,90kg/m Beban Hidup (LL)Beban hidup= 0,5200= 100kg/m= 1 200= 200kg/mLL= 300kg/m Kombinasi PembebananWu= 1,2 DL + 1,6 LL= 1,2 (1529,90) + 1,6 (300)= 2255,88kg/m= 22,11 kN/m

2. Balok As D (2-3)h' = 1h' = 0,85 Beban Mati (DL)Berat sendiri balok= 0,2 (0,3-0,12) 2400= 86,4kg/mPelat lantai= 1 429= 429kg/m= 0,85 429= 365,44kg/mDL= 880,84kg/m Beban Hidup (LL)Beban hidup= 1 200= 200kg/m= 0,85 200= 170kg/mLL= 370kg/m Kombinasi PembebananWu= 1,2 DL + 1,6 LL= 1,2 (880,84) + 1,6 (370)= 1337,01kg/m= 13,10 kN/m

4.3.3. Balok Lantai Arah Memanjang (As 2 A-F)a. Dimensi Balok ~ dipakai 300 mm

Jadi dimensi balok arah memanjang adalah 20 30 cmb. Pembebanan BalokPerhitungan pembebanan balok arah memanjangmenggunakan cara yang sama dengan perhitungan balok arah memendek sehingga dihasilkan beban yang tercantum dalam tabel.Tabel. Daftar perhitungan pembebanan balokBalokh'B.S. BalokB.S. PelatBerat DindingTotal DLLLTotal LLWu (kg/m')Wu (kN/m')

BALOK ARAH MEMANJANG

As 1 A-F

As 1 A-B1.2286.40522.848001409.24487.50487.502373.5923.26

As 1 B-C1.2286.40522.848001409.24487.50487.502373.5923.26

As 1 C-D1.2286.40522.848001409.24487.50487.502373.5923.26

As 1 D-E0.6186.40261.42800347.82121.88121.88588.015.76

As 1 E-F0.6186.40261.42800347.82121.88121.88588.015.76

TOTAL WU 8296.8081.31

As 1' D-F

As 1' D-E0.6128.80261.428001396.89121.88264.842047.0520.06

0.71306.67142.97

As 1' E-F0.6128.80261.428001396.89121.88264.842047.0520.06

0.71306.67142.97

TOTAL WU4094.1040.12

As 2 A-F

As 2 A-B1.2286.401045.698001932.09487.50487.503001.0129.41

As 2 B-C1.2286.401045.698001932.09487.50487.503001.0129.41

As 2 C-D1.2286.401045.698001932.09487.50487.503001.0129.41

As 2 D-E0.6786.40286.00-679.07133.33276.301201.7011.78

0.71306.67142.97

As 2 E-F0.7186.40306.67-393.07142.97142.97671.846.58

TOTAL WU 10876.56106.59

As 3 A-F

As 3 A-B1.2286.40522.848001409.24487.50487.502373.5923.26

As 3 B-C1.2286.40522.848001409.24487.50487.502373.5923.26

As 3 C-D1.2286.40522.848001409.24487.50487.502373.5923.26

As 3 D-E0.6186.40261.42800347.82121.88121.88588.015.76

As 3 E-F-86.40-80086.40--103.681.02

TOTAL WU 7812.4776.56

BALOK ARAH MEMENDEK

As A 1-4

As A 1-2186.404298001315.402002001858.4818.21

As A 2-3186.404298001315.402002001858.4818.21

As A 3-486.40-800886.40-1063.6810.42

TOTAL WU 4780.6446.85

As B 1-4

As B 1-2186.40858.008001744.404004002653.2826.00

As B 2-3186.40858.00-944.404004001693.2816.59

As B 3-4-86.40-800886.40--1063.6810.42

TOTAL WU 5410.2453.02

As C 1-3

As C 1-2186.40858.008001744.404004002653.2826.00

As C 2-3186.40858.00-944.404004001693.2816.59

TOTAL WU 4346.5642.60

As D 1-3

As D 1-1'0.586.40214.508001529.901003002255.8822.11

1429.00200

As D 1'-20.586.40214.508001529.901003002255.8822.11

1429200

As D 2-3186.40429.00-880.842003701337.0113.10

0.85365.44170

TOTAL WU 5848.7757.32

As E 1-3

As E 1-1'0.528.80429.008001257.80200.00200.001789.3617.54

As E 2-30.8528.80365.44-394.24170.37170.37711.616.97

TOTAL WU 2500.9724.51

As F 1-3

As F 1-1'186.402158001100.901001001461.0814.32

As F 1'-1186.402158001100.901001001461.0814.32

As F 2-386.40-800886.40-1063.6810.42

TOTAL WU 3985.8439.06

4.3.4. Perhitungan Ring BalokDimensi ring balok yang digunakan adalah 20 30 cmPembebanan Ring BalokBerat sendiri= (0,2 0,3) 2400= 144kg/m= 1,41 kN/m4.3.5. Perhitungan Beban Terpusata. Akibat Balok AnakDimensi Balok Anak

~ dipakai 150 mmJadi dimensi balok anak adalah 1520 cmBalok Anak Arah Memanjang As 1 (D-F)Dari tabel, didapat Wu = 40,12 kN/m Jumlah Beban kNBalok Anak Arah Memendek As E (2-3)Dari tabel, didapat Wu = 6,97 kN/m Jumlah Beban kN

b. Akibat TanggaBerat pelat= tebal pelat lebar tanggasudut miring tangga bj beton= 0,12 m 1 m 2,34 m 2400 kg/m3= 674,47 kgAdukan Antrede= tebal adukan lebar tangga lebar antrede banyaknya antrede berat adukan semen= 4 1 m 0,26 m 721 kg/m2= 152,88 kgAdukan Optrede=tebal adukan lebar tangga tinggi optrede banyaknya optrede berat adukan semen= 41 m 0,19 m 821 kg/m=127,68 kgKeramik Antrede= lebar antrede lebar tangga banyaknya antrede berat keramik=0,26 m 1 m 724 kg/m2=43,86 kgKeramik Optrede= tinggi optrede lebar tangga banyaknya optrede berat keramik=0,19 m 1 m 824 kg/m2=36,48 kgBerat railing= panjang lebar tinggi bj kayu meranti= 0,055 m 0,07 m1 m 550 kg/m3= 2,12 kgTotal Beban DL=674,47+ 152,88 + 127,68 + 43,68 + 36,48 + 2,12=1037,30kgBerat anak tanggaBerat 1 anak tangga= alas tinggi lebar tangga bj beton= 0,26 0,19 1 2400 = 59,28 kgBerat 8 anak tangga= 59,28 8 = 474,24 kgTotal DL tangga= 1037,30 + 474,24 = 1511,54 kgLL= 2,34 1 200= 468,38kgKombinasi BebanWu=1,2 DL + 1,4 LL= 1,2 (1511,54) + 1,6 (468,38)= 2563,26 kg= 25,12 kNBalok menahan sepertiga dari total beban tangga:=23,12 : 3 = 7,71 kN

4.4.4. Perhitungan Momen Inersiaa. Balok LantaiLebar pelat efektif (be)sebagai bagian dari sayap balok-T dirumuskan sebagai berikut:[footnoteRef:2] [2: SNI 03- 2847- 2002, Tata Cara Perhitungan Struktur Beton Untuk Bangunan Gedung, (Jakarta, 2002), 56.]

dari bentang balok= 400= 100 cm bw + 2 (8hf)= 20 + 2 (8 12)= 212 cm 2 (bentang bersih balok)= 2 ( 280)= 280 cmDiambil nilai be yang paling kecil yaitu be = 100 cm untuk mencari garis netral pada balok-T.A1= be hf= 100 12= 1200 cm2A2= bw hw= 2018= 360 cm2

Dengan y = 9,46 cm< hf= 12 cm maka balok tekan jatuh pada flens sehingga lebar balok sama dengan lebar be, yaitu 100 cm.

Gambar 4.10. Denah Penampang Balok TMomen InersiaI= = 28765,92 + 57661,78 = 86427,7 cm4

b. Ring BalokI= = = 45000 cm4

c. KolomDimensi kolom direncanakan 30 30 cm.Pembebanan KolomBerat sendiri= (0,3 0,3) 3,5 2400= 756kgWu= 1,2 756= 907,20kg= 8,89 kNI= = = 67500 cm41,280,674.4.5. Faktor Kekakuan

Gambar 4.11. Portal Arah Memendeka. KolomKAB = KBA = KBC = KCB = KDE = KED = KEF = KFE = KIH = KHI =KGH =KHG = = = 1,14 Icb. BalokKBE= KEB= = = 1,71 IcKEH= KHE= = = 1,71IcKCD= KDC= = = 0,89IcKDI= KID= = = 0,89Ic

Gambar 4.11. Faktor Kekakuan Portal4.4.6. Faktor Distribusia. JointBDBA= = = 0,29DBC= = = 0,29DBE= = = 0,42b. JointCDCD= = = 0,44DCB= = = 0,56

c. JointDDDC= = = 0,30DDE= = = 0,39DDI= = = 0,31d. JointEDEB= = = 0,30DED= = = 0,20DEH= = = 0,30DEF= = = 0,20e. JointIDIH= = = 0,56DID= = = 0,44f. JointHDHE= = = 0,43DHI= = = 0,29DHG= = = 0,28

4.4.7. Momen Primera. Momen Primer Beban Statis

Gambar 4.12. Momen Primer Beban Statis

CD=DC=DI=ID= 1/12 1,4132= 1,06kN/mBE=EB= 1/12 22,11321/8 80,24 3= 30,09kN/mEH=HE= 1/12 13,1032= 9,83kN/m

b. Momen Primer Akibat Goyangan 1

Gambar 4.12. Portal Akibat Goyangan 1

Momen Primer akibat goyangan 1 :EI =10

MF = += = + 4,90kNm (terjadi di kolom Lt. 2)

MF = -= = - 4,90kNm (terjadi di kolom Lt. 1)

c. Momen Primer Akibat Goyangan 2

Gambar 4.12. Portal Akibat Goyangan 2

Momen Primer akibat goyangan 2 :EI =10

MF = -= = -4,90kNm

18

Tabel Perhitungan momen akhir cross kondisi statisJOINTABCDE

MEMBERABBABEBCCBCDDCDEDIEBEDEHEF

FD0.000.290.420.290.560.440.300.390.310.300.200.300.20

MP-46.67-1.061.06-1.0646.67-9.83

B13.53419.60113.5340.5940.4660.0000.0000.000-11.052-7.368-11.052-7.368

CO6.767-5.5260.2976.7670.0000.233-3.684-0.2339.8010.000-2.113

B1.5162.1961.516-3.790-2.9781.1051.4371.142-2.306-1.537-2.306-1.537

CO0.758-1.153-1.8950.7580.553-1.489-0.7690.3141.0980.7181.252

B0.8841.2800.884-0.734-0.5770.5830.7580.603-0.921-0.614-0.921-0.614

CO0.442-0.460-0.3670.4420.292-0.288-0.307-0.3110.6400.3790.162

B0.2400.3470.240-0.411-0.3230.2720.3540.281-0.354-0.236-0.354-0.236

CO0.120-0.177-0.2050.1200.136-0.161-0.118-0.0900.1740.1770.184

B0.1110.1610.111-0.143-0.1130.1110.1440.115-0.160-0.107-0.160-0.107

CO0.055-0.080-0.0720.0550.055-0.056-0.053-0.0580.0800.0720.063

B0.0440.0640.044-0.062-0.0490.0500.0660.052-0.065-0.043-0.065-0.043

CO0.022-0.032-0.0310.0220.025-0.024-0.022-0.0220.0320.0330.033

B0.0180.0270.018-0.026-0.0210.0200.0260.021-0.029-0.020-0.029-0.020

CO0.009-0.015-0.0130.0090.010-0.010-0.010-0.0110.0130.0130.013

B0.0080.0120.008-0.011-0.0090.0090.0120.010-0.012-0.008-0.012-0.008

CO0.004-0.006-0.0050.0040.005-0.004-0.004-0.0040.0060.0060.006

B0.0030.0050.003-0.005-0.0040.0040.0050.004-0.005-0.004-0.005-0.004

CO0.002-0.003-0.0020.0020.002-0.002-0.002-0.0020.0020.0020.002

B0.0010.0020.001-0.002-0.0020.0020.0020.002-0.002-0.001-0.002-0.001

FM8.18016.361-30.42714.0673.589-3.5891.414-2.1640.75043.610-8.537-25.135-9.938

LanjutanFGHI

FEGHHGHEHIIHID

0.000.000.280.430.290.560.44

9.831.06

-2.752-4.227-2.851-0.594-0.466

-3.684-1.376-5.526-0.297-1.4250.000

1.6302.5041.6890.7980.627

-0.7690.815-1.1530.3990.8440.571

0.2110.3240.219-0.793-0.623

-0.3070.106-0.460-0.3960.1090.301

0.2400.3680.248-0.230-0.181

-0.1180.120-0.177-0.1150.1240.141

0.0820.1260.085-0.148-0.116

-0.0530.041-0.080-0.0740.0420.057

0.0430.0660.045-0.056-0.044

-0.0220.022-0.032-0.0280.0220.026

0.0170.0260.017-0.027-0.021

-0.0100.008-0.015-0.0140.0090.011

0.0080.0120.008-0.011-0.008

-0.0040.004-0.006-0.0050.0040.005

0.0030.0050.003-0.005-0.004

-0.0020.002-0.003-0.0020.0020.002

0.0010.0020.002-0.002-0.002

-4.968-0.259-0.5171.584-1.068-1.3351.335

Tabel Perhitungan momen akhir cross akibat goyangan 1JOINTABCDE


FD0.000.290.420.290.560.440.300.390.310.300.200.300.20

MF-4.90-4.904.904.904.904.90-4.90

B0.0000.0000.000-2.743-2.155-1.469-1.910-1.5180.0000.0000.0000.000

CO0.0000.000-1.3710.000-0.735-1.0780.000-1.0780.000-0.9550.000

B0.3980.5760.3980.4110.3230.6470.8400.6680.2870.1910.2870.191

CO0.1990.1430.2060.1990.3230.1620.0960.1670.2880.4200.295

B-0.101-0.147-0.101-0.292-0.230-0.127-0.165-0.131-0.301-0.201-0.301-0.201

CO-0.051-0.150-0.146-0.051-0.064-0.115-0.100-0.117-0.073-0.083-0.077

B0.0860.1250.0860.0640.0500.1000.1300.1030.0700.0470.0700.047

CO0.0430.0350.0320.0430.0500.0250.0230.0260.0620.0650.064

B-0.019-0.028-0.019-0.052-0.041-0.022-0.029-0.023-0.057-0.038-0.057-0.038

CO-0.010-0.029-0.026-0.010-0.011-0.020-0.019-0.021-0.014-0.014-0.015

B0.0160.0230.0160.0120.0090.0180.0240.0190.0130.0090.0130.009

CO0.0080.0060.0060.0080.0090.0050.0040.0050.0110.0120.012

B-0.004-0.005-0.004-0.010-0.007-0.004-0.005-0.004-0.011-0.007-0.011-0.007

CO-0.002-0.005-0.005-0.002-0.002-0.004-0.004-0.004-0.003-0.003-0.003

B0.0030.0040.0030.0020.0020.0030.0040.0030.0020.0020.0020.002

CO0.0010.0010.0010.0010.0020.0010.0010.0010.0020.0020.002

B-0.001-0.001-0.001-0.002-0.001-0.001-0.001-0.001-0.002-0.001-0.002-0.001

FM-4.709-4.5200.5483.9722.478-2.478-1.8803.786-1.9060.2754.3430.280-4.898

Lanjutan

FGHI

FEGHHGHEHIIHID

0.000.000.280.430.290.560.44

-4.90-4.90-4.904.904.90

0.0000.0000.000-2.743-2.155

0.0000.0000.000-1.3710.000-0.759

0.3840.5900.3980.4250.334

0.0960.1920.1430.2130.1990.334

-0.100-0.153-0.103-0.298-0.234

-0.100-0.050-0.150-0.149-0.052-0.066

0.0840.1290.0870.0660.052

0.0230.0420.0350.0330.0430.052

-0.019-0.029-0.020-0.053-0.042

-0.019-0.009-0.029-0.027-0.010-0.012

0.0150.0240.0160.0120.009

0.0040.0080.0060.0060.0080.009

-0.003-0.005-0.004-0.010-0.008

-0.004-0.002-0.005-0.005-0.002-0.002

0.0030.0040.0030.0020.002

0.0010.0010.0010.0010.0010.002

-0.001-0.001-0.001-0.002-0.001

-4.897-4.716-4.5340.5603.9752.486-2.486

Tabel Perhitungan momen akhir cross akibat goyangan 2JOINTABCDE


FD0.000.290.420.290.560.440.300.390.310.300.200.300.20

MF-4.90-4.90-4.90-4.90

B1.4202.0571.4202.7432.1551.4691.9101.5181.4690.9801.4690.980

CO0.7100.7351.3710.7100.7351.0780.4901.0781.0290.9551.053

B-0.611-0.885-0.611-0.809-0.636-0.793-1.032-0.820-0.911-0.607-0.911-0.607

CO-0.305-0.456-0.405-0.305-0.397-0.318-0.304-0.323-0.442-0.516-0.453

B0.2490.3610.2490.3930.3090.2830.3680.2930.4230.2820.4230.282

CO0.1250.2120.1970.1250.1420.1540.1410.1570.1810.1840.186

B-0.118-0.171-0.118-0.149-0.117-0.136-0.177-0.140-0.165-0.110-0.165-0.110

CO-0.059-0.083-0.075-0.059-0.068-0.059-0.055-0.060-0.086-0.088-0.089

B0.0460.0660.0460.0710.0560.0520.0680.0540.0790.0530.0790.053

CO0.0230.0390.0360.0230.0260.0280.0260.0290.0330.0340.034

B-0.022-0.031-0.022-0.027-0.021-0.025-0.032-0.026-0.030-0.020-0.030-0.020

CO-0.011-0.015-0.014-0.011-0.012-0.011-0.010-0.011-0.016-0.016-0.016

B0.0080.0120.0080.0130.0100.0100.0120.0100.0140.0100.0140.010

CO0.0040.0070.0070.0040.0050.0050.0050.0050.0060.0060.006

B-0.004-0.006-0.004-0.005-0.004-0.005-0.006-0.005-0.006-0.004-0.006-0.004

CO-0.002-0.003-0.003-0.002-0.002-0.002-0.002-0.002-0.003-0.003-0.003

B0.0020.0020.0020.0020.0020.0020.0020.0020.0030.0020.0030.002

FM0.4840.9701.842-2.813-2.1822.1821.733-3.4921.7591.578-3.7581.5960.584

LanjutanFGHI

FEGHHGHEHIIHID

0.000.000.280.430.290.560.44

-4.90-4.90

1.3712.1061.4202.7432.155

0.4900.6860.7351.3710.7100.759

-0.590-0.906-0.611-0.823-0.647

-0.304-0.295-0.456-0.411-0.305-0.410

0.2430.3730.2510.4010.315

0.1410.1210.2120.2000.1260.146

-0.115-0.177-0.119-0.152-0.120

-0.055-0.058-0.083-0.076-0.060-0.070

0.0440.0680.0460.0730.057

0.0260.0220.0390.0360.0230.027

-0.021-0.033-0.022-0.028-0.022

-0.010-0.011-0.015-0.014-0.011-0.013

0.0080.0130.0080.0130.010

0.0050.0040.0070.0070.0040.005

-0.004-0.006-0.004-0.005-0.004

-0.002-0.002-0.003-0.003-0.002-0.002

0.0010.0020.0020.0020.002

0.2910.4680.9381.878-2.816-2.1892.189

Dari tabel diatas didapatlah keseluruhan momen dalam pada tiap kolom portal (SIG) pada lantai 1 dan 2 dalam keadaan statis, goyangan 1 serta goyangan 2 untuk mencari faktor koreksi :

Tabel. Hasil perhitungan momen akhir kolom tiap kondisiSTATISGOYANGAN 1GOYANGAN 2

KOLOM AB7.012BC5.045KOLOM AB-2.637BC1.843KOLOM AB0.416BC-1.427

KOLOM FE-4.259ED-3.058KOLOM FE-2.798ED2.322KOLOM FE0.250DE-2.071

KOLOM GH-0.222HI-0.686KOLOM GH-2.643HI1.846KOLOM HG0.402IH-1.430

SIG-H12.531SIG-H21.300SIG-H1-8.078SIG-H26.011SIG-H11.068SIG-H2-4.928

Mencari Faktor koreksi : SIG (Statis) + K1 SIG (Sway1) + K2 SIG (Sway2)SGH Lt.1 :2,531 - K1(8,078) + K2 (1,068) = 04,616SGH Lt.2 :1,300+K1(6,011) -K2 (4,928)= 0Eliminasi :SGH Lt.1 : 11,638- K1(37,289) + K2 (4,928) = 0SGH Lt.2 :0,716 +K1(6,011) -K2 (4,928)= 0+K1=0,415K2=0,242

d. Momen FinalMAB statis + K1 MAB sway 1 + K2 MAB sway 2 = 8,180+ {0,415 (-4,709)} + (0,2420,484) = 6,60kNmDan momen final yang lain dapat dilihat pada tabel :

Tabel Hasil momen final yang terjadi tiap batangMEMBERSAPCROSSSELISIHMEMBERSAPCROSSSELISIH

AB7.006.600.40GH-1.92-1.860.06

BA15.5315.230.30HG-2.35-1.680.67

BC14.0713.550.52BE-29.60-28.780.82

CB3.352.940.41EB43.4044.941.54

EF-11.58-11.520.06CD-3.35-2.940.41

FE-6.58-6.780.20DC1.471.970.50

ED-9.62-9.630.01EH-22.10-23.791.69

DE-3.24-3.280.04HE4.523.261.26

HI-2.17-1.590.58DI1.771.310.46

IH-2.38-1.990.39ID2.381.990.39

4.4.8. Perhitungan Reaksi PerletakanPERLETAKAN PADA BALOK Bidang B EME= 0(RB 3) ( 22,11 3) (80,24 1,5) 28,78 + 44,94 = 03 RB 203,70 = 0RB = 67,90 kN ()

MB= 0-(RE1 3) + ( 22,11 3) + (80,24 1,5) 28,78 + 44,94= 0 3 RE1+ 236,01= 0RE1 = 78,67 kN ()

Bidang C - DMD= 0(RC 3) ( 1,41 3) 2,94 + 1,97 = 03 RC 7,31 = 0RC = 2,44 kN ()

MC= 0-(RD1 3) + ( 1,41 3) 2,94 + 1,97= 0 3 RD1 + 5,38= 0RD1 = 1,79 kN () Bidang D - IMI= 0(RD2 3) ( 1,41 3) + 1,31 + 1,99 = 03 RD2 3,04 = 0RD2 = 1,01 kN ()

MD= 0-(RI 3) + ( 1,41 3) + 1,31 + 1,99= 0 3 RI + 9,65= 0RI = 3,22 kN ()

Bidang E - HMH= 0(RE2 3) ( 13,10 3) 23,79 + 3,26 = 03 RE2 79,48 = 0RE2 = 26,49 kN ()

ME= 0-(RH 3) + ( 13,10 3) 23,79 + 3,26 = 0 3 RH + 38,42= 0RH = 12,81 kN ()

PERLETAKAN PADA KOLOM Bidang A - BMB= 0(HA3,5) + 6,60 + 15,23 = 03,5HA+ 21,83 = 0HA = 6,24 kN ()

MA= 0 (HB1 3,5) + 6,60 + 15,23= 0 3,5 HB1 + 21,83= 0HB1 = 6,24 kN ()

Bidang B - CMC= 0(HB2 3,5) + 13,55 + 2,94 = 03,5 HB2 + 16,49 = 0HB2 = 4,71 kN ()

MB= 0-(HC 3,5) + 13,55 + 2,94= 0 3,5 HC + 16,49= 0HC = 4,71 kN ()

Bidang E - DMD= 0(HE1 3,5) 9,63 3,28 = 03,5 HE1 12,91 = 0HE1 = 3,69 kN ()

ME= 0-(HD 3,5) 9,63 3,28= 0 3,5 HD 12,91= 0HD = 3,69 kN ()

Bidang F - EME= 0(HF 3,5) 11,52 6,78 = 03,5 HF 18,30 = 0HF = 5,23 kN ()

MF= 0-(HE2 3,5) 11,52 6,78= 0 3,5 HE2 18,30= 0HE2 = 5,23 kN ()

Bidang G - HMH= 0(HG 3,5) + 1,86 1,68 = 03,5 HG 3,53 = 0HG = 1,01 kN ()

MG= 0-(HH1 3,5) + 1,86 1,68= 0 3,5 HH1 3,53 = 0HH1 = 1,01 kN ()

Bidang H - IMI= 0(HH2 3,5) 1,59 1,99 = 03,5 HH2 3,58 = 0HH2 = 1,02 kN ()

MH= 0-(HI 3,5) 1,59 1,99= 0 3,5 HI 3,58= 0HI = 1,02 kN ()

4.4.9. Perhitungan Gaya-gaya DalamBALOK Bidang B E (0 x 3)MOMEN TUMPUANMx= (RBx) (qx2) (x P) +MBE= (67,90x) (11,06 x2) (x 80,24) 28,78x= 0M0 = 28,78 kNmx= 3M3 = (67,903)- (11,0632) - (380,24)-28,78= 44,94 kNmMOMEN LAPANGANMmax = = 67,90 22,12x 40,12 = 0 maka x = 1,26 m Mmax=(67,901,26) (11,06 1,262) 28,781= 39,08 kNmGAYA LINTANGLx= RB qx P = 67,90 (11,06 x) 80,24 x= 0L0= 67,90 kN ()x= 1,26L1,26 = 67,90 (11,06 1,26)= 40,12 kN ( + )x= 3L3= 67,90 (11,06 3) 80,24= 44,94 kN ( + )

GAYA NORMALNx= HB1 HB2 = 6,24 4,71 = 1,53kN ( + ) Bidang C D (0 x 3)MOMEN TUMPUANMx= (RC x) (qx2) + MCD= (2,44x) (0,71 x2) 2,94x= 0M0= 2,94 kNm x= 3M3= (2,44 3) (0,71 32) 2,94= 1,97 kNm MOMEN LAPANGANMmax = = 2,44 1,41x= 0 maka x = 1,73 m Mmax=(2,441,73) (0,71 1,732) 2,94= - 0,83 kNm GAYA LINTANGLx= RC qx= 2,44 (1,41x) x= 0L0= 2,44 kN ( + )x= 1,73L1,73= 2,44 (1,41 1,73)= 0,00 kN ( + )x= 3L3= 2,44 (1,41 3)= 1,79 kN ( + )GAYA NORMALNx= HC= 4,71 kN Bidang E - H (0 x 3)MOMEN TUMPUANMx= (RE x) (qx2) + MEH= (26,49x) (6,55x2) 23,79x= 0M0= 23,79 kNm x= 3M3= (26,49 3) (6,5532) 23,79= 3,26 kNm MOMEN LAPANGANMmax = = 26,49 13,10x= 0 maka x = 2,02 m Mmax=(26,492,02) (13,102,022) 23,79= 3,00 kNm GAYA LINTANGLx= RE qx= 26,49 (13,10x) x= 0L0= 26,49 kN ( + )x= 2,02L2,02= 26,49 (13,102,02)= 0,00 kN ( + )x= 3L3= 26,49 (13,10 3)= 12,81 kN ( + )GAYA NORMALNx= HB1+2 HE1 HE2 = 1,53 + 3,23 5,23 = -0,47 kN ( + + ) Bidang D I (0 x 3)MOMEN TUMPUANMx= (RD x) (qx2) + MDI= (1,01x) (0,71 x2)+ 1,31x= 0M0 = 1,31 kNm x= 3M3 = (1,01 3) (0,71 32) + 1,31= 1,99 kNm MOMEN LAPANGANMmax = = 1,01 1,41x= 0 maka x = 0,72 m Mmax=(1,010,72) (0,71 0,722) + 1,31= 1,68 kNm GAYA LINTANGLx= RC qx= 1,01 (1,41 x) x= 0L0= 1,01 kN ( + )x= 0,72L0,72= 1,01 (1,41 0,72) = 0,00 kN ( + )x= 3L3= 1,01 (1,41 3)= 3,22 kN ( + )GAYA NORMALNx= HC1+2 HD= 4,71 - 3,69= 1,02 kN ( + )

KOLOM Bidang A B (0 x 3,5)MOMENMy= - (HB1 y) + MBA= - (6,24 y) + 15,23y= 0M0= 15,25 kNm y= 3,5M3,5= - (6,24 3,5) + 15,23= 6,60 kNm GAYA LINTANGLy= - HB1= - 6,24kN y= 0L0= - 6,24 kN y= 3,5L3,5= - 6,24 kN GAYA NORMALNy= RBberat kolom lt.2 berat kuda-kuda RC= 67,90 10,37 19,19 2,44= 99,9 kN( + + + )

Bidang B C (0 x 3,5)MOMENMy= - (HC y) + MCB= - (4,71 y) + 2,94y= 0M0= 2,94 kNm y= 3,5M3,5= - (4,71 3,5) + 2,94= 13,55 kNm GAYA LINTANGLy= - HC = - 4,71kN y= 0L0= - 4,71 kN y= 3,5L3,5= - 4,71 kN GAYA NORMALNy= berat kuda-kuda RC= 19,19 2,44 = 21,63 kN ( + )

Bidang F E (0 x 3,5)MOMENMy= - (HE2 y) + MEF= - (- 5,23 y) -11,52y= 0M0= -11,52 kNm y= 3,5M3,5= - (- 5,23 3,5) 11,52= 6,78 kNm GAYA LINTANGLy= - HE2= 5,23kN y= 0L0= 5,23kN y= 3,5L3,5= 5,23kN GAYA NORMALNy= RE1+2 berat kolom lt.2 RD1+2= 105,16 10,37 2,81= 118,34 kN ( + + + )

Bidang E D (0 x 3,5)MOMENMy= - (HD y) + MDE= - (- 3,69 y) -3,28y= 0M0= -3,28 kNm y= 3,5M3,5= - (- 3,69 3,5) 3,28= 9,63 kNm GAYA LINTANGLy= - HD= 3,69 kN y= 0L0= 3,69kN y= 3,5L3,5= 3,69kN

GAYA NORMALNy= RD1 RD2= 1,79 1,01= 0,78 kN ( + )

Bidang G H (0 x 3,5)MOMENMy= - (HH1 y) + MHG= - (- 1,01 y) 1,68y= 0M0= - 1,68 kNm y= 3,5M3,5= - (- 1,01 3,5) 1,68= 1,86 kNm GAYA LINTANGLy= - HH1= 1,01kN y= 0L0= 1,01kN y= 3,5L3,5= 1,01kN GAYA NORMALNy= RH berat kolom lt.2 berat kuda-kuda RI= 12,81 10,37 19,10 3,22= 45,5 kN ( + + + ) Bidang H I (0 x 3,5)MOMENMy= - (HI y) + MIH= - (- 1,02 y) 1,99y= 0M0= - 1,99 kNm y= 3,5M3,5= - (- 1,02 3,5) 1,99= 1,59 kNm GAYA LINTANGLy= - HI = 1,02kN y= 0L0= 1,02kN y= 3,5L3,5= 1,02kN GAYA NORMALNy= berat kuda-kuda RI= 19,10 3,22 = 22,32 kN ( + )

Tabel Perhitungan hasil cross dan SAPMEMBERJARAK meterCROSS AS D (1-3)SAP AS D (1-3)SELISIH (CROSS-SAP)

Momen kNmLintang kNNormal kNMomen kNmLintang kNNormal kNMomen kNmLintang kNNormal kN

B - E0.00-28.7867.901.53-29.6068.691.460.820.790.07

1.2639.0840.121.5338.7040.831.460.380.710.07

3.00-44.94-78.671.53-43.40-77.881.461.540.790.07

C - D0.00-2.942.444.71-3.352.744.980.410.300.27

1.73-0.830.004.71-0.76-0.304.980.070.300.27

3.00-1.97-1.794.71-1.47-1.494.980.500.300.27

E - H0.00-23.7926.49-0.01-22.1025.51-0.081.690.980.07

2.023.000.00-0.012.640.96-0.080.360.960.07

3.00-3.26-12.81-0.01-4.52-13.79-0.081.260.980.07

D - I0.001.311.011.021.770.731.300.460.280.28

0.721.680.001.021.890.291.300.210.290.28

3.00-1.99-3.221.02-2.38-2.381.300.390.840.28

A - B0.006.60-6.24-99.907.00-6.43-100.900.400.191.00

3.5015.23-6.24-99.9015.53-6.43-100.900.300.191.00

B - C0.0013.55-4.71-21.6314.07-4.98-21.930.520.270.30

3.502.94-4.71-21.633.35-4.98-21.930.410.270.30

F - E0.00-6.785.23-118.34-6.586.58-115.980.201.352.36

3.50-11.525.23-118.34-11.586.58-115.980.061.352.36

E - D0.00-9.633.69-0.78-9.623.68-2.220.010.011.44

3.50-3.283.69-0.78-3.243.68-2.220.040.011.44

G - H0.00-1.861.01-45.50-1.921.22-46.760.060.211.26

3.50-1.681.01-45.50-2.351.22-46.760.670.211.26

H - I0.00-1.591.02-22.32-2.171.30-22.600.580.280.28

3.50-1.991.02-22.32-2.381.30-22.600.390.280.28

Presentasi perbandingan hasil cross dan SAP

bab iv balok3.docx

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