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PERHITUNGAN KONSTRUKSI BETONSEGITIGA
DATA :- Mutu Beton K - 225
225 kg/cm2 6.5 kg/cm2 beban tetap, tanpa tulangan geser75 kg/cm2 10 kg/cm2 beban sementara, tanpa tulangan geser
n 21 16 kg/cm2 beban tetap, dengan tulangan geser20 kg/cm2 beban tetap, dengan tulangan geser & puntir
- Mutu Baja U322780 kg/cm21850 kg/cm2
1850 = 1.17521 75
- BJ Beton Bertulang = 2500 kg/m3- Berat dinding = 250 kg/m2
PENYELESAIAN :b ht
Ukuran Balok I : 30 40 cm0.3 0.4 m
Bentang Balok : 10 m 10h : 40 - 5 = 35 cm
Beban yang terjadi :
- BS. Balok = 0.3 x 0.28 x 2500 = 210.0 kg/m1- B. Dinding = 0 x 250 = 0.0 kg/m1- B. Plat = #REF! x 2.36 x 0 = #REF! kg/m1
Q = #REF! kg/m1= #REF! kg/m1
#REF! 2.36 #REF!1.188.82
Pa = 1000Pb = 2600
Jarak 10 8.89 7.64 6.3 3.7 2.36 1.1 0.0
MB = 0RA = 0.5 #REF! 100 #REF! 2.36 8.82 1000 8.89
1 1
#REF! 2.36 1.181
#REF! + #REF! + 8890 + 19864 + 6300 +
= #REF!
RB == #REF!
KONTROL RA + RB = #REF!
#REF! = #REF! #REF!#REF!
Mmax = #REF! 5.0 - 0.5 #REF! 25.0 + #REF! 2.36 3.821 1 1
= #REF! - #REF! #REF! #REF! #REF!
Mmax = #REF!
#REF! = 1 x 1008
#REF! = 12.5
= #REF! kg/m
M Lap 1 = 4 x #REF! = #REF! kgm5
M Tump 1 = 1 x #REF! = #REF! kgm2
Tbk TbtTb' Tbs
Tbm,tTbm,t
T*auTb'
- Æ o
q eq
q eq
q eq
M Lapangan 1
Ca = 35 = #REF! d = 1 1.606 1.551Tabel Æ = #REF! 0.055
21 #REF! 100nw = #REF! #REF! #REF!0.3 1850 nw = #REF! Æ 100nw
1.273 44.00A = #REF! x 30 x 35 = #REF! cm2 1.247 47.15
21 #REF! 0.026 -3.15
Amin = 12 x 30 x 35 = 4.53 cm2 0.473 -57.2732780 2.25 #REF! #REF!
A' = 1 x #REF! = #REF! cm2 #REF! #REF!#REF!
Dipakai besi 12 Æ 16 = 24.12 cm2 > #REF! cm2 bawahDipakai besi 12 Æ 16 = 24.12 cm2 > #REF! cm2 atas
Æ 16 = 2.01 cm2
M Tumpuan 1
Ca = 35 = #REF! d = 1 2.001 1.943Tabel Æ = #REF! 0.058
21 #REF! 100nw = #REF! #REF! #REF!0.3 1850 nw = #REF! Æ 100nw
1.469 28.280A = #REF! x 30 x 35 = #REF! cm2 1.439 30.02
21 #REF! 0.03 -1.74
Amin = 12 x 30 x 35 = 4.53 cm2 0.517 -30.0002780 2.25 #REF! #REF!
A' = 1 x #REF! = #REF! cm2 #REF! #REF!#REF!
Dipakai besi 8 Æ 16 = 16.08 cm2 > #REF! cm2 atasDipakai besi 8 Æ 16 = 16.08 cm2 > #REF! cm2 bawah
Æ 16 = 2.01 cm2
Kontrol Tegangan Geser :
Qmax Ujung = 1 x #REF! = #REF! kg
t = 8 x #REF! = #REF! < 6.5 kg/cm27 x 30 x 35 < 10 kg/cm2
< 16 kg/cm2< 20 kg/cm2
Diambil harga tegangan Tumpuan Tengah 1 : #REF!Seluruh tegangan geser dipikul oleh tulangan geser berupa sengkang dan tulangan miringDipakai :
8 = 0.5 cm28 = 0 cm2
- Misalkan Tulangan Sengkang menahan 50% #REF! = 1 x 2780
30 x 35
as = #REF! diambil 10 cm8 - 100 mm
t = 1 x 2780 = 7.942857110 x 35
- Misalkan Tulangan Miring menahan 50% #REF! = 0 x 2780 ( sin 45 + cos 45 )
am x 35#REF! = 0 x ( 0.8509035 + 0.525322 )
am x 35am = #REF! diambil 15 cm
8 - 150 mm
= 0 x 2780 x 1.3762255 = 0.000 cm15 x 35
- Tul. Sengkang As Æ- Tul. Miring Am Æ
tm
Dipakai sengkang Æ
tm
Diberi tul. miring Æ
tm
= 7.9428571 + 0.000 = 7.9428571 kg/cm2 > #REF! kg/cm2 #REF!Total t
PERHITUNGAN KONSTRUKSI BETONSEGITIGA
DATA :- Mutu Beton K - 225
225 kg/cm2 6.5 kg/cm2 beban tetap, tanpa tulangan geser75 kg/cm2 10 kg/cm2 beban sementara, tanpa tulangan geser
n 21 16 kg/cm2 beban tetap, dengan tulangan geser20 kg/cm2 beban tetap, dengan tulangan geser & puntir
- Mutu Baja U322780 kg/cm21850 kg/cm2
1850 = 1.17521 75
- BJ Beton Bertulang = 2500 kg/m3- Berat dinding = 250 kg/m2
PENYELESAIAN :b ht
Ukuran Balok I : 30 45 cm0.3 0.45 m
Bentang Balok : 5 m 5h : 45 - 5 = 40 cm
Beban yang terjadi :
- BS. Balok = 0.3 x 0.33 x 2500 = 247.5 kg/m1- B. Dinding = 0 x 250 = 0.0 kg/m1- B. Plat = #REF! x 2.36 x 0 = #REF! kg/m1
Q = #REF! kg/m1= #REF! kg/m1
#REF! 2.36 #REF!1.183.82
Pa = 0Pb = #REF!
Jarak 5 3.89 2.64 1.3 -1.3 -2.64 -3.9 -5.0
MB = 0RA = 0.5 #REF! 25 0.5 #REF! 25 #REF! 3.89
1 1
0.5 #REF! #REF!1
#REF! + #REF! + #REF! + #REF!
= #REF!
RB = 0.5 #REF! 25 0.5 #REF! 25 #REF! 1.11
#REF! #REF! #REF! #REF!
= #REF!
KONTROL RA + RB = #REF!
#REF! = #REF! #REF!#REF!
Mx = #REF! x - 0.5 #REF! x2 - #REF! x
0 = #REF! - #REF! x - #REF!
x = #REF!
Mmax = #REF! #REF! - 0.5 #REF! #REF! - #REF! #REF!
= #REF! - #REF! - #REF!
= #REF!
M Lap 1 = 4 x #REF! = #REF! kgm5
M Tump 1 = 1 x #REF! = #REF! kgm
Tbk TbtTb' Tbs
Tbm,tTbm,t
T*auTb'
- Æ o
2
M Lapangan 1
Ca = 40 = #REF! d = 1 1.443 1.389Tabel Æ = #REF! 0.054
21 #REF! 100nw = #REF! #REF! #REF!0.3 1850 nw = #REF! Æ 100nw
1.198 54.48A = #REF! x 30 x 40 = #REF! cm2 1.174 58.78
21 #REF! 0.024 -4.3
Amin = 12 x 30 x 40 = 5.18 cm2 0.444 -79.6302780 2.58 #REF! #REF!
A' = 1 x #REF! = #REF! cm2 #REF! #REF!#REF!
Dipakai besi 11 Æ 16 = 22.11 cm2 > #REF! cm2 bawahDipakai besi 11 Æ 16 = 22.11 cm2 > #REF! cm2 atas
Æ 16 = 2.01 cm2
M Tumpuan 1
Ca = 40 = #REF! d = 1 1.828 1.772Tabel Æ = #REF! 0.056
21 #REF! 100nw = #REF! #REF! #REF!0.3 1850 nw = #REF! Æ 100nw
1.381 33.920A = #REF! x 30 x 40 = #REF! cm2 1.353 36.12
21 #REF! 0.028 -2.2
Amin = 12 x 30 x 40 = 5.18 cm2 0.500 -39.2862780 2.58 #REF! #REF!
A' = 1 x #REF! = #REF! cm2 #REF! #REF!#REF!
Dipakai besi 7 Æ 16 = 14.07 cm2 > #REF! cm2 atasDipakai besi 7 Æ 16 = 14.07 cm2 > #REF! cm2 bawah
Æ 16 = 2.01 cm2
Kontrol Tegangan Geser :
Qmax Ujung = 1 x #REF! = #REF! kg
t = 8 x #REF! = #REF! < 6.5 kg/cm27 x 30 x 40 < 10 kg/cm2
< 16 kg/cm2< 20 kg/cm2
Diambil harga tegangan Tumpuan Tengah 1 : #REF!Seluruh tegangan geser dipikul oleh tulangan geser berupa sengkang dan tulangan miringDipakai :
8 = 0.5 cm28 = 0 cm2
- Misalkan Tulangan Sengkang menahan 50% #REF! = 1 x 2780
30 x 40
as = #REF! diambil 20 cm8 - 200 mm
t = 1 x 2780 = 3.47520 x 40
- Misalkan Tulangan Miring menahan 50% #REF! = 0 x 2780 ( sin 45 + cos 45 )
am x 40#REF! = 0 x ( 0.8509035 + 0.525322 )
am x 40am = #REF! diambil 15 cm
8 - 150 mm
= 0 x 2780 x 1.3762255 = 0.000 cm
- Tul. Sengkang As Æ- Tul. Miring Am Æ
tm
Dipakai sengkang Æ
tm
Diberi tul. miring Æ
tm
15 x 40
= 3.475 + 0.000 = 3.475 kg/cm2 > #REF! kg/cm2 #REF!Total t
PERHITUNGAN KONSTRUKSI BETONSEGITIGA
DATA :- Mutu Beton K - 225
225 kg/cm2 6.5 kg/cm2 beban tetap, tanpa tulangan geser75 kg/cm2 10 kg/cm2 beban sementara, tanpa tulangan geser
n 21 16 kg/cm2 beban tetap, dengan tulangan geser20 kg/cm2 beban tetap, dengan tulangan geser & puntir
- Mutu Baja U322780 kg/cm21850 kg/cm2
1850 = 1.17521 75
- BJ Beton Bertulang = 2400 kg/m3- Berat dinding = 250 kg/m2
PENYELESAIAN :b ht
Ukuran Balok I : 30 30 cm0.3 0.3 m
Bentang Balok : 10 m 10h : 30 - 5 = 25 cm
Beban yang terjadi :
- BS. Balok = 0.3 x 0.3 x 2400 = 216.0 kg/m1- B. Dinding = 0 x 250 = 0.0 kg/m1- B. Plat = #REF! x 2.36 x 0 = #REF! kg/m1
Q = #REF! kg/m1= #REF! kg/m1
#REF! 2.36 #REF!1.188.82
Pa = 1000Pb = 2290
Jarak 10 8.89 7.64 6.3 3.7 2.36 1.1 0.0
MAB = 1000 1.1 79.0321 2290 2.36 58.3696 1000 3.7 39.69100 100 100
1000 6.3 13.69 2290 7.64 5.5696 1000 8.89 1.2321100 100 100
1 #REF! 100 #REF! 1846.8542 1648.2474 #REF! 43.814187 7.75511112 100 100
= 877.25631 3154.5267 1468.53 862.47 974.43494
109.53369 #REF! #REF! #REF!
MAB = #REF! kgm
MBA = #REF! kgm
Reaksi
MB = 0
RA = 1000 8.89 2290 7.64 1000 6.3 1000 3.7 2290 2.36 1000 1.1
#REF! 10 5 #REF! 2.36 8.82 #REF! 2.36 1.18 #REF! #REF!
= 8890 + 17495.6 + 6300 + 3700 + 5404.4 + 1110 + #REF!
+ #REF! + #REF! + #REF! - #REF!
RA = #REF! kg
RB = #REF! kg
CHEKINGRA + RB = 4000 + 4580 + #REF! + #REF!
#REF! = #REF! #REF!
Tbk TbtTb' Tbs
Tbm,tTbm,t
T*auTb'
- Æ o
Mmax = #REF! 5 - 1000 3.9 - 2290.0 2.64 - 1000 1.34
0.5 #REF! 25 - #REF! 2.36 3.8 - #REF!
= #REF! - 3890 - 6045.6 - 1340.0 - #REF! - #REF! - #REF!
= #REF! - #REF!
= #REF!
M1 = #REF! 1.1 - 0 0.0 - 0.0 0 - 0 0
0.5 #REF! 1.2321 - #REF! 1.1 0.6 - #REF!
= #REF! - 0 - 0 - 0.0 - #REF! - #REF! - #REF!
= #REF! - #REF!
= #REF!
M2 = #REF! 2.36 - 1000 1.3 - 0.0 0 - 1000 0
0.5 #REF! 5.5696 - #REF! 2.4 1.2 - #REF!
= #REF! - 1250 - 0 - 0.0 - #REF! - #REF! - #REF!
= #REF! - #REF!
= #REF!
M3 = #REF! 3.70 - 1000 2.6 - 2290.0 1.34 - 1000 0
0.5 #REF! 13.6900 - #REF! 2.4 2.5 - #REF!
= #REF! - 2590 - 3068.6 - 0.0 - #REF! - #REF! - #REF!
= #REF! - #REF!
= #REF!
M Lapangan = #REF! kgm
M Tumpuan = #REF! kgm
M Lapangan 1
Ca = 25 = #REF! d = 0.6 2.102 2.056Tabel Æ = #REF! 0.046 1.175
21 #REF! 100nw = #REF! #REF! #REF!0.3 1850 nw = #REF! Æ 100nw
1.299 25.99A = #REF! x 30 x 25 = #REF! cm2 1.273 27.19
21 #REF! 0.026 -1.2
Amin = 12 x 30 x 25 = 3.24 cm2 0.565 -26.0872780 1.61 #REF! #REF!
A' = 0.6 x #REF! = #REF! cm2 #REF! #REF!#REF!
Dipakai besi 5 Æ 16 = 10.05 cm2 > #REF! cm2 bawahDipakai besi 3 Æ 16 = 6.03 cm2 > #REF! cm2 atas
Æ 16 = 2.01 cm2
0.0833333 10 0.8333333M Tumpuan 1
Ca = 25 = #REF! d = 1.25 1.319 1.253Tabel Æ = #REF! 0.066
21 #REF! 100nw = #REF! #REF! #REF!0.3 1850 nw = #REF! Æ 100nw
1.299 64.690A = #REF! x 30 x 25 = #REF! cm2 1.273 71.7
21 #REF! 0.026 -7.01
Amin = 12 x 30 x 25 = 3.24 cm2 0.394 -106.2122780 1.61 #REF! #REF!
A' = 1.25 x #REF! = #REF! cm2 #REF! #REF!#REF!
Dipakai besi 13 Æ 16 = 26.13 cm2 > #REF! cm2 atasDipakai besi 16 Æ 16 = 32.16 cm2 > #REF! cm2 bawah
Æ 16 = 2.01 cm2
Kontrol Tegangan Geser :
Qmax Ujung = 1 x #REF! = #REF! kg
t = 8 x #REF! = #REF! < 6.5 kg/cm27 x 30 x 25 < 10 kg/cm2
< 16 kg/cm2< 20 kg/cm2
Diambil harga tegangan Tumpuan Tengah 1 : #REF!Seluruh tegangan geser dipikul oleh tulangan geser berupa sengkang dan tulangan miringDipakai :
8 = 0.5 cm28 = 0 cm2
- Misalkan Tulangan Sengkang menahan 50% #REF! = 1 x 2780
30 x 25
as = #REF! diambil 10 cm8 - 100 mm
t = 1 x 2780 = 11.1210 x 25
- Misalkan Tulangan Miring menahan 50% #REF! = 0 x 2780 ( sin 45 + cos 45 )
am x 25#REF! = 0 x ( 0.8509035 + 0.525322 )
am x 25am = #REF! diambil 15 cm
8 - 150 mm
= 0 x 2780 x 1.3762255 = 0.000 cm15 x 25
= 11.12 + 0.000 = 11.12 kg/cm2 > #REF! kg/cm2 #REF!
- Tul. Sengkang As Æ- Tul. Miring Am Æ
tm
Dipakai sengkang Æ
tm
Diberi tul. miring Æ
tm
Total t
TEGANGAN BALOK BAJA (Penopang)
Bentang = 10 m 1000 cmJarak antar batang m
Data baja Profil WF 300 150Mutu baja = ST37Teg. Dasar = 1600 kg/m2Teg. Leleh = 2400 kg/m2Berat baja = 32 kg/m1 ditambah 10% = 35.2 kg/m1Luas tampan = 40.8 cm2Momen Ix = 6320 cm4Momen Iy = 442 cm4Momen Wx = 424 cm3Momen Wy = 59.3 cm3E = 2.1 . 10^6 kg/cm2 = 2100000
Data BebanBerat papan = kg/m1Berat guna = kg/cm2
PembebananBerat baja = 35.2 = 35.2 kg/m1 0.352 kg/cmBerat balok = 0 = 0 kg/m1 0 kg/cmBerat guna = 0 x 0 = 0 kg/m1 0 kg/cm
= 35.2 kg/m1 0.352 kg/cm
Momen = 0.5 x Q x L^2
= 0.5 x 35.2 x 100
= 1760 kgm = 176000 kgcm
Tegangan = Mbaja + MbebanWx
= 176000 #REF! = #REF! kg/cm2 < 1600 kg/cm2 Teg. Dasar #REF!424 < 2400 kg/cm2 Teg. Leleh #REF!
< 2080 kg/cm2 Teg. Sementa #REF!
LENDUTAN BALOK BAJA
Fx = 5 qx Lx^4 + Px Lx^3384 E Ix 48 E Ix
= 5 0.352 1000000000000 + 100 1000000000384 2100000 6320 48 2100000 6320
= 0.013020833333 352000000000 + 1E+1113272000000 6.3706E+11
= 0.013020833333 26.52200120555 + 0.15697207
= 0.345338557364 + 0.156972071529
= 0.502310628893 cm
Fy = 5 qy 0,5 L^4 + Py 0,5 L^3384 E Iy 48 E ly
= 5 0 62500000000 + 0 125000000384 2100000 442 48 2100000 442
= 0.013020833333 0 + 0
= 0 + 0
= 0
Fx + Fy = 0.502310628893 + 0
= 0.502310628893
= 0.708738759271 cm > 3.3333333333 ok!
F ijin = 0.003333333333 10= 0.033333333333 m = 3.333333333333 cm
TEGANGAN BALOK BAJA (Penopang)
Bentang = 10 m 1000 cmJarak antar batang m
Data baja Profil WF 300 150Mutu baja = ST37Teg. Dasar = 1600 kg/m2Teg. Leleh = 2400 kg/m2Berat baja = 32 kg/m1 ditambah 10% = 35.2 kg/m1Luas tampan = 40.8 cm2Momen Ix = 6320 cm4Momen Iy = 442 cm4Momen Wx = 424 cm3Momen Wy = 59.3 cm3E = 2.1 . 10^6 kg/cm2 = 2100000
Data BebanBerat papan = kg/m1Berat guna = kg/cm2
PembebananBerat baja = 35.2 = 35.2 kg/m1 0.352 kg/cmBerat balok = 0 = 0 kg/m1 0 kg/cmBerat guna = 0 x 0 = 0 kg/m1 0 kg/cm
= 35.2 kg/m1 0.352 kg/cm
Momen = 0.5 x Q x L^2
= 0.5 x 35.2 x 100
= 1760 kgm = 176000 kgcm
Tegangan = Mbaja + MbebanWx
= 176000 #REF! = #REF! kg/cm2 < 1600 kg/cm2 Teg. Dasar #REF!424 < 2400 kg/cm2 Teg. Leleh #REF!
< 2080 kg/cm2 Teg. Sementa #REF!
LENDUTAN BALOK BAJA
Fx = 5 qx Lx^4 + Px Lx^3384 E Ix 48 E Ix
= 5 0.352 1000000000000 + 100 1000000000384 2100000 6320 48 2100000 6320
= 0.013020833333 352000000000 + 1E+1113272000000 6.3706E+11
= 0.013020833333 26.52200120555 + 0.15697207
= 0.345338557364 + 0.156972071529
= 0.502310628893 cm
Fy = 5 qy 0,5 L^4 + Py 0,5 L^3384 E Iy 48 E ly
= 5 0 62500000000 + 0 125000000384 2100000 442 48 2100000 442
= 0.013020833333 0 + 0
= 0 + 0
= 0
Fx + Fy = 0.502310628893 + 0
= 0.502310628893
= 0.708738759271 cm > 3.3333333333 ok!
F ijin = 0.003333333333 10= 0.033333333333 m = 3.333333333333 cm
KONSTRUKSI BETON PBI
MEKTEK
HELP
Perhitungan konstruksi beton tanggaPerhitungan konstruksi beton plat PBIPerhitungan konstruksi beton plat segitiga PBIPerhitungan konstruksi beton plat segitiga PBI (B1sendi)Perhitungan konstruksi beton plat segitiga PBI (B1plat)Perhitungan konstruksi beton plat segitiga PBI (Bjepit)Perhitungan konstruksi beton plat trapesium PBIPerhitungan konstruksi beton kolom PBI
Tegangan dan lendutan balok baja (lendutan baja stage)Lendutan balok beton (lendutan plat)Perhitungan tegangan stage baja (plat)Tegangan balok baja (penopang)
PERHITUNGAN KONSTRUKSI BETON BALOK PBI
Data-dataMutu baja U-… 24 24 24Mutu beton K-… 225 225 225
t t tMoment (kgm) 2000 2000 2000Tutup beton (d' cm) 2.5 2.5 2.5Lebar balok (b cm) 15 15 15Tinggi balok (ht cm) 25 25 25Diameter tul tepi (Dtul1 cm) 1.6 1.6 1.6Diameter tul tengah (Dtul2 cm) 0 0 0Diameter begel ( Dbegel cm) 0.6 0.6 0.6Tabel
0.889 0.889 0.889Ca 1.591 1.591 1.591d 0.6 0.6 0.6f > fo 1.021 1.021 1.021
45.655 45.655 45.655x 0.495 0.495 0.495
1.279 1.279 1.279z 0.866 0.866 0.866Cb 1.465 1.465 1.465
Tulangan TarikTulangan 1 2 D16 2 D16 2 D16Tulangan 2 2 D16 2 D16 2 D16Tulangan 3 0 D16 0 D16 0 D16
Tulangan TekanTulangan 1 2 D16 2 D16 2 D16Tulangan 2 2 D16 2 D16 2 D16Tulangan 3 0 D16 0 D16 0 D16
1400 1400 140075 75 75
n 21 21 21
0.888889 0.888889 0.888889h=ht-d' 22.5 22.5 22.5
1.59099 1.59099 1.59099
1400 1400 1400
65.31386 65.31386 65.31386
1094.43 1094.43 1094.437.337457 7.337457 7.3374574.402474 4.402474 4.402474
Diameter tul tepi (Dtul1 mm) 16 16 16Diameter tul tengah (Dtul2 mm) 0 0 0Mutu baja (fy Mpa) 240 240 240Lebar balok (b mm) 150 150 150Tinggi balok (h mm) 250 250 250Tebal spesi (s mm) 25 25 25Diameter begel ( Dbegel mm) 6 6 6Tulangan tarik
Beban tetap/sementara
fo < f
100nw
f'
sa (ijin)sb (ijin)
fo = sa/(n.sb)
Ca = h/(sqrt((n.M)/(b.sa)))
sa
s'b = sa/(n.f) < sb (ijin)
s'a = sa/(f') < sa (ijin)A = 100nw.b.h/(100n) (cm2)A' = d.A (cm2)
Luas Tulangan (A mm2) 733.7457 733.7457 733.74574 4 42 2 22 2 22 2 2
JmlTulUtamaPakai 4 4 4JmlTulUtamaHit=(b-2.s-2.Dbegel+25)/(max(dtul1:dtul2)+25) (Smin = 25 mm) 2 2 2JmlTulUtama 4 4 4JmlTulUtamaB1=JmlTulUtama 2 2 2JmlTulUtamaB2=JmlTulTotal-JmlTulUtamaB1 2 2 2JmlTulUtamaB3=JmlTulTotal-JmlTulUtamaB1-JmlTulUtamaB2 0 0 0Tulangan1 2 2 2Tulangan2 2 2 2Tulangan2 0 0 0Tulangan tekanLuas Tulangan (A mm2) 440.2474 440.2474 440.2474
3 3 32 2 22 2 22 2 2
JmlTulUtamaPakai 3 3 3JmlTulUtamaHit=(b-2.s-2.Dbegel+25)/(max(dtul1:dtul2)+25) (Smin = 25 mm) 2 2 2JmlTulUtama 3 3 3JmlTulUtamaB1=JmlTulUtama 2 2 2JmlTulUtamaB2=JmlTulTotal-JmlTulUtamaB1 1 1 1JmlTulUtamaB3=JmlTulTotal-JmlTulUtamaB1-JmlTulUtamaB2 0 0 0Tulangan1 1 1 1Tulangan2 2 2 2Tulangan2 0 0 0
JmlTulUtama=(4.A)/(pi().Dtul1^2)Jmlmin1%=(4.1.b.h)/(100.pi().Dtul^2)JmlminPBI=(12.4.b.h.0,01)/(0,87.fy.10.pi().(Dtul.0,1)^2)JmlminSKSNI=(1,4.4.b.h)/(fy.pi().Dtul^2)
JmlTulUtama=(4.A)/(pi().Dtul1^2)Jmlmin1%=(4.1.b.h)/(100.pi().Dtul^2)JmlminPBI=(12.4.b.h.0,01)/(0,87.fy.10.pi().(Dtul.0,1)^2)JmlminSKSNI=(1,4.4.b.h)/(fy.pi().Dtul^2)
22 1250 1800 100 33 22 35 5524 1400 2000 125 30 20 40 7032 1850 2650 175 24 16 60 10039 2250 3200 225 21 14 75 12548 2750 4000 225 22 14.66667 74.25 12624 1392 1992
PERHITUNGAN KONSTRUKSI BETON BALOK PBI
Data-dataMutu baja U-… 24 24 24 24Mutu beton K-… 225 225 225 225
t t t tMoment (kgm) 2000 2000 2000 2000Tutup beton (d' cm) 2.5 2.5 2.5 2.5Lebar balok (b cm) 15 15 15 15Tinggi balok (ht cm) 25 25 25 25Diameter tul tepi (Dtul1 cm) 1.6 1.6 1.6 1.6Diameter tul tengah (Dtul2 cm) 0 0 0 0Diameter begel ( Dbegel cm) 0.6 0.6 0.6 0.6Tabel
0.889 0.889 0.889 0.889Ca 1.591 1.591 1.591 1.591d 0.6 0.6 0.6 0.6f > fo 1.021 1.021 1.021 1.021
45.655 45.655 45.655 45.655x 0.495 0.495 0.495 0.495
1.279 1.279 1.279 1.279z 0.866 0.866 0.866 0.866Cb 1.465 1.465 1.465 1.465
Tulangan TarikTulangan 1 2 D16 2 D16 2 D16 2 D16Tulangan 2 2 D16 2 D16 2 D16 D16Tulangan 3 0 D16 0 D16 0 D16 D16
Tulangan TekanTulangan 1 2 D16 2 D16 2 D16 2 D16Tulangan 2 2 D16 2 D16 2 D16 D16Tulangan 3 0 D16 0 D16 0 D16 D16
1400 1400 1400 140075 75 75 75
n 21 21 21 21
0.888889 0.888889 0.888889 0.888889h=ht-d' 22.5 22.5 22.5 22.5
1.59099 1.59099 1.59099 1.59099
1400 1400 1400 1400
65.31386 65.31386 65.31386 65.31386
1094.43 1094.43 1094.43 1094.437.337457 7.337457 7.337457 7.3374574.402474 4.402474 4.402474 4.402474
Diameter tul tepi (Dtul1 mm) 16 16 16 16Diameter tul tengah (Dtul2 mm) 0 0 0 0Mutu baja (fy Mpa) 240 240 240 240Lebar balok (b mm) 150 150 150 150Tinggi balok (h mm) 250 250 250 250Tebal spesi (s mm) 25 25 25 25Diameter begel ( Dbegel mm) 6 6 6 6Tulangan tarik
Beban tetap/sementara
fo < f
100nw
f'
sa (ijin)sb (ijin)
fo = sa/(n.sb)
Ca = h/(sqrt((n.M)/(b.sa)))
sa
s'b = sa/(n.f) < sb (ijin)
s'a = sa/(f') < sa (ijin)A = 100nw.b.h/(100n) (cm2)A' = d.A (cm2)
Luas Tulangan (A mm2) 733.7457 733.7457 733.74574 4 42 2 22 2 22 2 2
JmlTulUtamaPakai 4 4 4JmlTulUtamaHit=(b-2.s-2.Dbegel+25)/(max(dtul1:dtul2)+25) (Smin = 25 mm) 2 2 2JmlTulUtama 4 4 4JmlTulUtamaB1=JmlTulUtama 2 2 2JmlTulUtamaB2=JmlTulTotal-JmlTulUtamaB1 2 2 2JmlTulUtamaB3=JmlTulTotal-JmlTulUtamaB1-JmlTulUtamaB2 0 0 0Tulangan1 2 2 2Tulangan2 2 2 2Tulangan2 0 0 0Tulangan tekanLuas Tulangan (A mm2) 440.2474 440.2474 440.2474
3 3 32 2 22 2 22 2 2
JmlTulUtamaPakai 3 3 3JmlTulUtamaHit=(b-2.s-2.Dbegel+25)/(max(dtul1:dtul2)+25) (Smin = 25 mm) 2 2 2JmlTulUtama 3 3 3JmlTulUtamaB1=JmlTulUtama 2 2 2JmlTulUtamaB2=JmlTulTotal-JmlTulUtamaB1 1 1 1JmlTulUtamaB3=JmlTulTotal-JmlTulUtamaB1-JmlTulUtamaB2 0 0 0Tulangan1 1 1 1Tulangan2 2 2 2Tulangan2 0 0 0
JmlTulUtama=(4.A)/(pi().Dtul1^2)Jmlmin1%=(4.1.b.h)/(100.pi().Dtul^2)JmlminPBI=(12.4.b.h.0,01)/(0,87.fy.10.pi().(Dtul.0,1)^2)JmlminSKSNI=(1,4.4.b.h)/(fy.pi().Dtul^2)
JmlTulUtama=(4.A)/(pi().Dtul1^2)Jmlmin1%=(4.1.b.h)/(100.pi().Dtul^2)JmlminPBI=(12.4.b.h.0,01)/(0,87.fy.10.pi().(Dtul.0,1)^2)JmlminSKSNI=(1,4.4.b.h)/(fy.pi().Dtul^2)
22 1250 1800 100 33 22 35 5524 1400 2000 125 30 20 40 7032 1850 2650 175 24 16 60 10039 2250 3200 225 21 14 75 12548 2750 4000 225 22 14.66667 74.25 12624 1392 1992
PERHITUNGAN KONSTRUKSI BETON BALOK PBI
Portal Panjang Portal PendekData-data Tumpuan Kanan TumKiri Lapangan Tumpuan LapanganMutu baja U-… 24 24 24 24 24Mutu beton K-… 225 225 225 225 225
t t t t tMoment (kgm) 3750 840 420.42 580.84 290.42Tutup beton (d' cm) 2.5 2.5 2.5 2.5 2.5Lebar balok (b cm) 25 15 15 15 15Tinggi balok (ht cm) 50 25 25 25 25Diameter tul tepi (Dtul1 cm) 1.6 1.2 1.2 1.2 1.2Diameter tul tengah (Dtul2 cm) 0 0 0 0 0Diameter begel ( Dbegel cm) 1 0.6 0.6 0.6 0.6Tabel
0.889 0.889 0.889 0.889 0.889Ca 3.167 2.455 3.470 2.952 4.175d 0.0 0.6 0.0 0.0 0.0f > fo 0.890 1.505 1.860 1.507 2.346
29.710 18.920 9.400 13.233 6.372x 0.529 0.399 0.350 0.399 0.299
0.000 2.008 0.000 0.000 0.000z 0.824 0.877 0.883 0.867 0.900Cb 2.142 1.874 2.544 2.405 2.726
Tulangan TarikTulangan 1 5 D16 2 D12 2 D12 2 D12 2 D12Tulangan 2 4 D16 2 D12 2 D12 2 D12 2 D12Tulangan 3 0 D16 0 D12 0 D12 0 D12 0 D12
Tulangan TekanTulangan 1 4 D16 2 D12 2 D12 2 D12 2 D12Tulangan 2 3 D16 2 D12 2 D12 2 D12 2 D12Tulangan 3 0 D16 0 D12 0 D12 0 D12 0 D12
1400 1400 1400 1400 140075 75 75 75 75
n 21 21 21 21 21
0.888888888889 0.888889 0.888889 0.888889 0.888889h=ht-d' 47.5 22.5 22.5 22.5 22.5
3.166666666667 2.454951 3.470091 2.952258 4.175123
1400 1400 1400 1400 1400
74.9063670412 44.29895 35.84468 44.23465 28.42201
#DIV/0! 697.2403 #DIV/0! #DIV/0! #DIV/0!16.80029761905 3.040698 1.510766 2.126699 1.023997
0 1.824419 0 0 0Diameter tul tepi (Dtul1 mm) 16 12 12 12 12Diameter tul tengah (Dtul2 mm) 0 0 0 0 0Mutu baja (fy Mpa) 240 240 240 240 240Lebar balok (b mm) 250 150 150 150 150Tinggi balok (h mm) 500 250 250 250 250Tebal spesi (s mm) 25 25 25 25 25Diameter begel ( Dbegel mm) 10 6 6 6 6
Beban tetap/sementara
fo < f
100nw
f'
sa (ijin)sb (ijin)
fo = sa/(n.sb)
Ca = h/(sqrt((n.M)/(b.sa)))
sa
s'b = sa/(n.f) < sb (ijin)
s'a = sa/(f') < sa (ijin)A = 100nw.b.h/(100n) (cm2)A' = d.A (cm2)
Tulangan tarikLuas Tulangan (A mm2) 1680.029761905 304.0698 151.0766 212.6699 102.3997
9 3 2 2 17 4 4 4 44 2 2 2 24 2 2 2 2
JmlTulUtamaPakai 9 4 4 4 4JmlTulUtamaHit=(b-2.s-2.Dbegel+25)/(max(dtul1:dtul2)+25) (Smin = 25 mm) 5 3 3 3 3JmlTulUtama 9 4 4 4 4JmlTulUtamaB1=JmlTulUtama 5 3 3 3 3JmlTulUtamaB2=JmlTulTotal-JmlTulUtamaB1 4 1 1 1 1JmlTulUtamaB3=JmlTulTotal-JmlTulUtamaB1-JmlTulUtamaB2 0 0 0 0 0Tulangan1 5 2 2 2 2Tulangan2 4 2 2 2 2Tulangan2 0 0 0 0 0Tulangan tekanLuas Tulangan (A mm2) 0 182.4419 0 0 0
1 2 1 1 17 4 4 4 44 2 2 2 24 2 2 2 2
JmlTulUtamaPakai 7 4 4 4 4JmlTulUtamaHit=(b-2.s-2.Dbegel+25)/(max(dtul1:dtul2)+25) (Smin = 25 mm) 4 2 2 2 2JmlTulUtama 7 4 4 4 4JmlTulUtamaB1=JmlTulUtama 4 2 2 2 2JmlTulUtamaB2=JmlTulTotal-JmlTulUtamaB1 3 2 2 2 2JmlTulUtamaB3=JmlTulTotal-JmlTulUtamaB1-JmlTulUtamaB2 0 0 0 0 0Tulangan1 4 2 2 2 2Tulangan2 3 2 2 2 2Tulangan2 0 0 0 0 0
JmlTulUtama=(4.A)/(pi().Dtul1^2)Jmlmin1%=(4.1.b.h)/(100.pi().Dtul^2)JmlminPBI=(12.4.b.h.0,01)/(0,87.fy.10.pi().(Dtul.0,1)^2)JmlminSKSNI=(1,4.4.b.h)/(fy.pi().Dtul^2)
JmlTulUtama=(4.A)/(pi().Dtul1^2)Jmlmin1%=(4.1.b.h)/(100.pi().Dtul^2)JmlminPBI=(12.4.b.h.0,01)/(0,87.fy.10.pi().(Dtul.0,1)^2)JmlminSKSNI=(1,4.4.b.h)/(fy.pi().Dtul^2)
22 1250 1800 100 33 22 35 5524 1400 2000 125 30 20 40 7032 1850 2650 175 24 16 60 10039 2250 3200 225 21 14 75 12548 2750 4000 225 22 14.66667 74.25 12624 1392 1992
Ag 90000 90000Ast 2268.23 1134.115fy 320 320fc 22.5 22.5
ro 0.025203 0.012601Pn (ton) 124.9926 107.2488
