The document is a structural design project for the concrete foundation of a mosque floor plan. It includes the preliminary design, load calculations, structural analysis, and design of reinforced concrete beams. Key details include: - Floor plan dimensions and material properties - Dead and live load calculations - Maximum bending moments and shear forces for different beam spans - Design of beams for the span with the highest bending moment, checking capacity, ductility, and reinforcement spacing

1. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
1
500 500 500
400
350
400
A B C D
4
3
2
1
BAB I
DATA PERENCANAAN DAN PELIMINARY DESAIN
Diketahui denah lantai dua Masjid.
Seperti gambar di bawah dengan data perencanaan sebagai berikut:
1. Data Material
 Mutu Beton f′c = 30 Mpa
 Mutu Baja Tulangan fy = 400 Mpa
 Tebal Plat Lantai = 100 mm
 Bentang a = 5 m
 Bentang b1 = 3,5 m
 Bentang b2 = 4 m
2. Data Geometric Gedung

2. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
2
A B C D
WU
5000 mm
L/18,5 L/18,5L/21
5000 mm 5000 mm
3. Data Beban ( Berdasarkan SKBI – 1.3.53.1987 )
a. Beban Mati
 Berat isi beton bertulang = 24 kN/m3
 Beban Partisi = 1 KN/m2
 Beban Tegel dan Spesi = 0,45 KN/m2
 Beban Plafond + ME = 0,18 KN/m2
 Berat dinding bata = 2,5 KN/m2
b. Beban Hidup
 Beban hidup Lantai = 4 KN/m2
4. Data Penampang
 Dimensi Balok
Penentuan dimensi dihitung berdasarkan panjang bentang dan
kondisi tumpuan sesuai SNI – 03 – 2847 – 2002 :
Dengan dimensi rencana :
h min = ⇨ Kedua ujungnya menerus.
h min = ⇨ Satu ujung menerus.
 Bentang A – D
h min AB = = 270,270 = 300 mm
h min BC = = 238,095 = 260 mm
h min CD = = 270,270 = 300 mm

3. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
3
1 2 3 4
WU
4000 mm
L/18,5 L/18,5L/21
3500 mm 4000 mm
h = 350 mm
d = h – sb – Ø sengkang – ½ . Ø tulangan
= 350 – 40 – 8 – 10
= 292 mm
b = 0,5 x d
= 0,5 x 292 = 146 mm ≈ 200 mm
Dimensi Balok = b x h
= 200 x 350 mm
 Bentang 1 – 4
h min 12 = = 216,216 = 220 mm
h min 23 = = 166,667 = 200 mm
h min 34 = = 216,216 = 220 mm
h = 300 mm
d = h – sb – Ø sengkang – ½ . Ø tulangan
= 300 – 40 – 8 – 10
= 242 mm
b = 0,5 x d
= 0,5 x 242 = 121 mm ≈ 200 mm
Dimensi Balok = b x h
= 200 x 300 mm

4. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
4
500
400
350
400
A B C D
4
3
2
1
500 500
BAB II
PERENCANAAN PEMBEBANAN
⇨ (b1 : 2) + (b2 : 2) = (3500 : 2) + (4000 : 2) = 3750 mm = 3,75 m
 Beban Mati AS A – D :
 Plat Lantai tebal = 100 mm ⇨ 0,10 x 24 x 3,75 = 9 KN/m
 Tegel + Spesi ⇨ 0,45 x 3,75 = 1,688 KN/m
 Plafond + ME ⇨ 0,18 x 3,75 = 0,675 KN/m
 Partisi ⇨ 1 x 3,75 = 3,75 KN/m
 Balok 200 x 350 mm ⇨ 0,20 x 0,35 x 24 = 1,68 KN/m
Total WD = 16,793 KN/m
 Beban Hidup AS A – D :
Beban Hidup Lantai = 4 KN/m2
 WL = 4 KN/m2 x 3,75 m = 15 KN/m
 WU = 1,2 WD + 1,6 WL
= 1,2 x 16,793 + 1,6 x 15
= 44,152 KN/m

5. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
5
500
400
350
400
A B C D
4
3
2
1
500 500
⇨ (a1 : 2) + (a2 : 2) = (5000 : 2) + (5000 : 2) = 5000 mm = 5,00 m
 Beban Mati AS 1 – 4 :
 Plat Lantai tebal = 100 mm ⇨ 0,10 x 24 x 5,00 = 12 KN/m
 Tegel + Spesi ⇨ 0,45 x 5,00 = 2,25 KN/m
 Plafond + ME ⇨ 0,18 x 5,00 = 0,9 KN/m
 Partisi ⇨ 1 x 5,00 = 5 KN/m
 Balok 200 x 300 mm ⇨ 0,20 x 0,30 x 24 = 1,44 KN/m
Total WD = 21,59 KN/m
 Beban Hidup AS 1 – 4 :
Beban Hidup Lantai = 4 KN/m2
 WL = 4 KN/m2 x 5,00 m = 20 KN/m
 WU = 1,2 WD + 1,6 WL
= 1,2 x 21,59 + 1,6 x 20
= 57,908 KN/m

6. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
6
A B C D
WU
5000 mm
1/11
5000 mm 5000 mm
1/11 1/16
1/24 1/241/101/10
BAB III
ANALISA STRUKTUR
Untuk Bentang A – D :
MTA = x WU x L2 MTC = x WU x L2
= x 44,152 x 52 = x 44,152 x
= 45,991 KN/m = 110,38 KN/m
MLAB = x WU x L2 MLCD= x WU x L2
= x 44,152 x 52 = x 44,152 x 52
= 100,345 KN/m = 100,345 KN/m
MTB = x WU x L2 MTD = x WU x L2
= x 44,152 x = x 44,152 x 52
= 110,38 KN/m = 45,991 KN/m
MLBC = x WU x L2
= x 44,152 x 52
= 68,986 KN/m
Jadi ⇨ MT Max = 110,38 KN/m
ML Max = 100,345 KN/m

7. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
7
1 2 3 4
WU
4000 mm 3500 mm 4000 mm
1/111/11 1/16
1/24 1/241/101/10
Untuk Bentang 1 – 4 :
MT1 = x WU x L2 MT3 = x WU x L2
= x 57,908 x 42 = x 57,908 x
= 38,605 KN/m = 81,43 KN/m
ML12 = x WU x L2 ML34= x WU x L2
= x 57,908 x 42 = x 57,908 x 42
= 84,23 KN/m = 84,23 KN/m
MT2 = x WU x L2 MT4 = x WU x L2
= x 57,908 x = x 57,908 x 42
= 81,43 KN/m = 38,605 KN/m
ML23 = x WU x L2
= x 57,908 x 3,52
= 44,336 KN/m
Jadi ⇨ MT Max = 81,43 KN/m
ML Max = 84,23 KN/m

8. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
8
BAB IV
PERENCANAAN BALOK BETON BERTULANG
Untuk Bentang A – D :
h = 350 mm MT max = 110,38 KN/m
d = 292 mm ML max = 100,345 KN/m
b = 200 mm
ρb = +
= +
= 0,0325
ρ′ = 0,5 x ρb
= 0,5 x 0,0325 = 0,01625
AS1 = ρ′ x b x d
= 0,01625 x 200 x 292
= 949
a = = = 74,43
Mn1 = AS1 . fy . (d - ) x 10-6
= 949 x 400 x ( 292 – ) x 10-6
= 96,72 KN.m
Mu1 = Ø x Mn1
= 0,8 x 96,72 = 77,376 KN.m
Mn2 = =
= 41,26 KN.m

9. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
9
f's = x 600
= x 600
= 401,37 Mpa
f′s > fy ⇨ f's = fy = 400 Mpa
Mn2 = AS2 x f′s (d - d′)
= AS2 x fy (d - d′)
AS2 = = = 440,81 mm2
AS = AS1 + AS2
= 949 + 440,81
= 1389,81 mm2
Digunakan Ø 19 → A = ¼ 2
= ¼ x 3,14 x 192
= 283,385 mm2
∑ Tulangan Tarik = = = 4,9 ≈ 5 Ø 19
AS Aktual = 5 x 283,385 = 1416,925 mm2
∑ Tulangan Tekan = = = 1,5 ≈ 2 Ø 19
AS' Aktual = 2 x 283,385 = 566,77 mm2
Cek Kapasitas :
Mu = Ø (AS – AS') x fy ( d - ) + AS' x fy (d - d') x 10 -6
= 0,8 (1416,925-566,77) x 400( 292 – ) + 566,77 x 400 (292 - 58)
= 0,8 x (86642696,67 + 53049672) x 10 -6
= 111,75 KN/m
= Mu > MT max = 111,75 KN/m > 110,38 KN/m → OK!!!

10. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
10
Cek Daktilitas :
ρ = = = 0,0242
ρ′ = = = 0,0097
ρ min = = = 0,0035
ρ max = 0,75 x ρb + ρ′ x
= 0,75 x 0,0325 + 0,0097 x = 0,034
ρ min < ρ < ρ max ⇨ 0,0035 < 0,0242 < 0,034 → OK!!!
Cek Jarak Tulangan :
= b – ( sb x 2 ) – ( Ø sengkang x 2 ) – ( Ø tulangan x 3 )
= 200 – ( 40 x 2 ) – ( 8 x 2 ) – ( 19 x 3 ) / 2
= 23,5 mm ≤ 25 mm

11. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
11
Untuk Bentang 1 – 4 :
h = 300 mm MT Max = 81,43 KN/m
d = 242 mm ML Max = 84,23 KN/m
b = 200 mm
ρb = +
= +
= 0,0325
ρ′ = 0,5 x ρb
= 0,5 x 0,0325 = 0,01625
AS1 = ρ′ x b x d
= 0,01625 x 200 x 242
= 786,5
a = = = 61,69
Mn1 = AS1 . fy . (d - ) x 10-6
= 786,5 x 400 x ( 242 – ) x 10-6
= 66,43 KN.m
Mu1 = Ø x Mn1
= 0,8 x 66,43 = 53,144 KN.m
Mn2 = =
= 38,86 KN.m

12. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
12
f's = x 600
= x 600
= 360,33 Mpa
f′s < fy ⇨ f's = fy = 360,33 Mpa
Mn2 = AS2 x f′s (d - d′)
= AS2 x fy (d - d′)
AS2 = = = 586,12 mm2
AS = AS1 + AS2
= 786,5 + 586,12
= 1372,62 mm2
Digunakan Ø 19 → A 2
= ¼ x 3,14 x 192
= 283,385 mm2
∑ Tulangan Tarik = = = 4,8 ≈ 5 Ø 19
AS Aktual = 5 x 283,385 = 1416,925 mm2
∑ Tulangan Tekan = = = 2,06 ≈ 2 Ø 19
AS' Aktual = 2 x 283,385 = 566,77 mm2
Cek Kapasitas :
Mu = Ø (AS – AS') x fy ( d - ) + AS' x fy (d - d') x 10 -6
= 0,8 (1416,925-566,77) x 400( 242 – ) + 566,77 x 400 (242 - 58)
= 0,8 x ( 71805791,61 + 41714272 ) x 10 -6
= 90,82 KN/m
= Mu > ML max = 90,82 KN/m > 84,23 KN/m → OK!!!

13. TUGAS BESAR
STRUKTUR BETON DASAR
FERIYAL SUMARNO / 311 11 001
2 A GEDUNG
13
Cek Daktilitas :
ρ = = = 0,0293
ρ′ = = = 0,012
ρ min = = = 0,0035
ρ max = 0,75 x ρb + ρ′ x
= 0,75 x 0,0325 + 0,012 x = 0,035
ρ min < ρ < ρ max ⇨ 0,0035 < 0,0293 < 0,035 → OK!!!
Cek Jarak Tulangan :
= b – ( sb x 2 ) – ( Ø sengkang x 2 ) – ( Ø tulangan x 3 )
= 200 – ( 40 x 2 ) – ( 8 x 2 ) – ( 19 x 3 )
= 23,5 mm ≤ 25 mm