The document appears to be an engineering design report for a drainage system. It includes calculations for total loads, soil properties, drainage pipe dimensions, moments and shear forces, and reinforcement requirements. Soil analysis was conducted to determine pressures, settlements, and moments from soil active and passive pressures. Pipe dimensions and concrete mix designs were selected. Reinforcement sizes and spacing were designed to meet strength requirements for bending and shear.

1. DESIGN BY: AWE
Beban bekerja Tebal Berat (kN/m2)
AC WC 4 0
AC BC 6 0
Rigid Pav 30 7,2
Lantai kerja 10 2,2
Berat isi 6 Kontainer 1828,8
Beban hidup bahu 10
1848,2
1 a a q = 184,82 t/m2
93,909 Tek. Tanah kohesi 0,712819
Data tanah timbunan : 93,909
Data tanah timbunan : Y = 1,8 ton/m3
c 0,5 ton/m2
phi = 19 o
f W2
H W4
W1
c
W3
1 94,915 94,915 0,712819
d Tanah asli
Y = 1,8 ton/m3
c 0,5 ton/m2
phi = 19 o
ANALISA TANAH TERHADAP DRAINASE
Total beban
e
PT. RUMAH KUTAI PERENCANA KKT dranase analisis tanah

2. DESIGN BY: AWE
H = 1,1 m
a = 0,2 m
b = 0 m
c = 0,2 m
d = 1,6 m
e = 1,6 m
f = 0,9 m
g = 0 m
Koefesien tek tanah : = #NUM!
ka1 = tan2 (45-phi/2) = 0,508111289 Akibat Tanah Pasif:
z = 0 m ta1 = 93,909 ton/m/m tc1 = 0,713 ton/m/m ta1 = 1,108 ton/m/m tc1 = 0,713 ton/m/m
z = 0,5 m ta1 = 94,366 ton/m/m tc2 = 0,713 ton/m/m ta1 = 1,565 ton/m/m tc2 = 0,713 ton/m/m
z = 0,9 m ta1 = 94,732 ton/m/m tc3 = 0,713 ton/m/m ta1 = 1,931 ton/m/m tc3 = 0,713 ton/m/m
z = 1,1 m ta2 = 94,915 ton/m/m tc4 = 0,713 ton/m/m ta2 = 2,114 ton/m/m tc4 = 0,713 ton/m/m
Tekanan Tanah : Lengan momen : Momen guling (Mg) : Tekanan Tanah : Momen guling (Mg) :
P1 = 103,300 ton/m L1 = 0,550 m mg1 = 56,815 ton.m/m P1 = 1,218 ton/m mg1 = 0,670 ton.m/m
p2 = 0,553 ton/m L2 = 0,367 m mg2 = 0,203 ton.m/m p2 = 0,553 ton/m mg2 = 0,203 ton.m/m
Pc = -0,784 ton/m Lc = 0,550 m mc = -0,431 ton.m/m Pc = -0,784 ton/m mc = -0,431 ton.m/m
Pa = 103,069 ton/m Mg = 56,587 ton.m/m Pa = 0,988 ton/m Mg = 0,442 ton.m/m
Berat DPT : Lengan momen : Momen Tahanan :
W1 = -0,216 B1 = 0 Mt1 = 0
W2 = 0,432 B2 = -0,1 Mt2 = -0,0432
W3 = 0,768 B3 = 0,8 Mt3 = 0,6144
W4 = 2,592 B4 = 0,8 Mt4 = 2,0736
W = 3,576 Mt = 2,6448
Momen pada DPT :
Dinding (2 m - 3,5 m) :
M dinding lapangan = = 37,86 ton.m/m
Gaya geser = = 84,25 ton
Dinding (0 m - 2 m) :
M dinding lapangan = = 11,69 ton.m/m
Gaya geser = = 46,71 ton
Telapak dalam :
M telapak lapangan = P1 x L1 - q x L1
= 36,17 ton.m/2m
M telapak tumpuan (timbunan) = 2,78 ton.m/m
Gaya geser = = 27,48 ton
akibat tanah : Akibat kohesi :
Dimensi DPT :
kedalaman akibat tanah : Akibat kohesi :
PT. RUMAH KUTAI PERENCANA KKT dranase analisis tanah

3. DESIGN BY: AWE
DINDING DRAINASE
Momen rencana ultimit, M u = 116,88 kNm
Mutu beton K - 400 Kuat Tekan Beton, f c ' = 33,20 MPa
Mutu baja U - 42 Teg. Leleh Baja f y = 420 MPa
Tebal beton, h = 200 mm
Jarak tulangan terhadap sisi luar beton, d' = 50 mm
Tebal efektif, d = h - d' = 150 mm
Modulus elastis baja, Es = 200000 MPa
Faktor bentuk distribusi tegangan beton, b 1 = 0,85
Faktor reduksi kekuatan lentur, f = 0,80
Faktor reduksi kekuatan geser, f = 0,60
Lebar yang ditinjau, b = 1000 m
Momen nominal rencana, Mn = Mu / f = 146,096 kNm
Modulus elastis beton, E c = 4700 .  f c ' = 27081
MPa E c = 27081137 kPa
Penulangan Lentur Back Wall Atas :
M u = 116,876 kNm
K- f c ' [MPa] f y [MPa] f E c [MPa] E s [MPa] b 1
400,00 33,2 420 0,80 27081 200000 0,85
h [mm] d' [mm] d [mm] b [mm] M u [kNm] M n [kNm] r b
400,00 50 350 1000 146,096 182,619 0,0336
R max R n R n <R max r max r perlu r max > r perlu r min
8,5983 1,491 OK 0,0252 0,0036 OK 0,0033
r pakai Tulangan
0,0036 Pokok
Bagi
Tulangan s terpasang < s perlu
Pokok
Bagi
D - 19 200
D - 10 300
Dipakai tul bagi jarak [mm] =
255 262 OK
s [mm] perlu s [mm] terpasang
222 200 OK
308 300 OK
Dipakai tul pokok jarak [mm] =
1277 1418 OK
A perlu [mm 2
] A terpasang [mm 2
] A terpasang > A perlu
PT. RUMAH KUTAI PERENCANA KKT dranase analisis tanah

4. DESIGN BY: AWE
LANTAI DRAINASE :
Momen rencana ultimit, M u = 27,78 kNm
Mutu beton K - 400 Kuat Tekan Beton, f c ' = 33,20 MPa
Mutu baja U - 42 Teg. Leleh Baja f y = 420 MPa
Tebal beton, h = 200 mm
Jarak tulangan terhadap sisi luar beton, d' = 50 mm
Tebal efektif, d = h - d' = 150 mm
Modulus elastis baja, Es = 200000 MPa
Faktor bentuk distribusi tegangan beton, b 1 = 0,85
Faktor reduksi kekuatan lentur, f = 0,80
Faktor reduksi kekuatan geser, f = 0,60
Lebar yang ditinjau, b = 1000 m
Momen nominal rencana, Mn = Mu / f = 34,720 kNm
Modulus elastis beton, E c = 4700 .  f c ' = 27081
MPa E c = 27081137 kPa
Penulangan Lentur Back Wall Atas :
M u = 27,776 kNm
K- f c ' [MPa] f y [MPa] f E c [MPa] E s [MPa] b 1
400,00 33,2 420 0,80 27081 200000 0,85
h [mm] d' [mm] d [mm] b [mm] M u [kNm] M n [kNm] r b
200,00 50 150 1000 27,776 34,720 0,0336
R max R n R n <R max r max r perlu r max > r perlu r min
8,5983 1,543 OK 0,0252 0,0038 OK 0,0033
r pakai Tulangan
0,0038 Pokok
Bagi
Tulangan s terpasang < s perlu
Pokok
Bagi
D - 19 200
D - 10 300
Dipakai tul pokok jarak [mm] =
Dipakai tul bagi jarak [mm] =
s [mm] perlu s [mm] terpasang
500 200 OK
693 300 OK
567 1418 OK
113 262 OK
A perlu [mm 2
] A terpasang [mm 2
] A terpasang > A perlu
PT. RUMAH KUTAI PERENCANA KKT dranase analisis tanah