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1 perhitungan-balok

The document provides calculations for determining the required reinforcement of a concrete beam (balok) with the following information: - Concrete compressive strength is 20 MPa - Steel yield strength is 400 MPa - Beam dimensions are 25cm x 40cm - Loads include wall weight, floor finish weight, and live loads from balconies Bending moments are calculated at different points along the beam due to the varying loads. Required steel reinforcement is then determined based on the bending moment values and reinforcement ratios from code tables. Reinforcement amounts are provided for three sections of the beam labeled A-B, B-C, and C-D.

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Contents include calculations on concrete quality (20 Mpa), steel quality (400 Mpa) and various loads on beams.

Details of loading on Balok A-B and B-C, determining ultimate loads and moments for beam analysis.

Continued loading analysis for Balok C-D and D-E, calculating moments and necessary reinforcements.

Additional reinforcement calculations for Balok E and E’, reflecting consistent beam loading calculations.

Introduces Balok AS-F, recalculating loads and moments for its physical dimensions and load specifications.

Analyzes moments and necessary reinforcements for Balok F sections 1-2 and 2-3, considering various loading scenarios.

Continued structural analysis for Balok F sections 3-4, managing moment loads and materials accordingly.

Detailed calculations of moments and reinforcements for Balok F sections 4-4’, ensuring structural integrity.

Concludes with the final analysis and required reinforcement calculations for Balok F sections 5-5’, summarizing structural assessments.

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93 100 300 400 400 200 100 200500500400400100200 200250500400500200 400 400 300 100 200200 VOID VOID A B C D 1 A B B' C D E F F' 2 2' 3 4 5 5' 6 1 2 3 4 5 5' 64' 250 2100 E F F' A B C D E' 3.2.3. Perhitungan Balok Data yang ada :  Mutu Beton ( f’c ) = 20 Mpa  Mutu Baja ( f’y ) = 400 Mpa (ulir)  Berat Dinding = 2,5 kN/m2  Berat Jenis Beton = 2400 kg/m3  WL = 2 kN/m2 , 3 kN/m2  Penutup = 1 kN/m2  Tinggi dinding = 4 m
94 200 500 400 500 250 250 A B C D E E' F + BALOK AS - 3  Dimensi Balok Diambil bentang terpanjang yaitu 5 m h = 12 1  = 12 1 . 500 = 41,66 ~ 40 cm b = 3 2 h = 3 2 . 40 = 26,6 ~ 25 cm Diambil dimensi balok = 25/40 1. BALOK AS 3 ( A-B) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 300 . 1 . 10 = 3,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(3) =9,456 kN/m
95 + 2. Pembebanan BALOK A-B Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 9,456 . 2 = 6,304kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m – Tembok t=1m 2,5 kN/m2 . 1 = 2,500kN/m q AB = 11,204kN/m 3. Menghitung Momen MtA = 16 1 . q . l2 = 16 1 . 11,204 . 22 = 2,801 kNm MlAB = 14 1 . q . l 2 = 14 1 . 11,204 . 22 = 3,201 kNm
96 MtB = 10 1 . q . l2 = 10 1 . 11,204 . 22 = 4,482 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m 5. Mencari tulangan >> MtA = 2,801 KNm 22 346,025,0 801,2   db Mu = 93,588 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 ASTA =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2
97 >> MlAB = 3,021 KNm 22 346,025,0 021,3   db Mu = 106,953 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 ASlAB =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 >> MtB = 4,482 KNm 22 346,025,0 482,4   db Mu = 149,754 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 ASlAB =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 6. Pilih Tulangan AS A = 2 D 16 (402 mm2 ) AS A-B = 2 D 16 (402 mm2 ) AS B = 2 D 16 (402 mm2 )
98 + 2. BALOK AS 3 (B-C) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK B-C Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx. 1 = 3 1 . 7,856 . 2,5 . 1 = 6,546kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m
99 + – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m – Pembebanan P (diratakan) > q ekuivalen plat trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2,5 . (3-( 4 5,2 )2 ) = 17,083 kN/m >bs balok anak =0,2 . 0,3 . 24 =1,44 kN/m >q total = 17,083 kN/m + 1,44 kN/m = 18,523 kN/m >beban terpusat =q . l = 18,523 . 4 m = 74,092 Kn >dibagi di 2 tumpuan, tiap tumpuan menerima: =74,092 : 2 = 37,046 kN Diasumsikan diratakan di balok B-C 37,046 : 5 = 7,409 kN/m = 7,409kN/m qBC = 26,355kN/m
100 3. Menghitung Momen MtB = 10 1 . q . l2 = 10 1 . 26,355 . 52 = 65,887 kNm MlBC = 16 1 . q . l 2 = 16 1 . 26,355 . 52 = 41,719 kNm MtC = 11 1 . q . l2 = 11 1 . 26,355 . 52 = 59,897 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
101 5. Mencari tulangan >> MtB = 65,887 KNm 22 346,025,0 65,887   db Mu = 2201,44 KN/m2  interpolasi = 22002300 22002201   = 0075,00079,0 0075,0   = 0,0004 = 100 x – 0,75 = 0,0075  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0075 ASTB =  . b . d = 0,0075 . 250 . 346 = 648,7 mm2 >> MlBC = 41,719 KNm 22 346,025,0 41,719   db Mu = 1375,88 KN/m2  interpolasi = 13001400 13001376   = 0043,00046,0 0043,0   = 0,0228 = 100 x – 0,43 = 0,0045  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0045
102 ASlBC =  . b . d = 0,0045 . 250 . 346 = 389,25 mm2 >> MtC = 59,897 KNm 22 346,025,0 59,897   db Mu = 2001 KN/m2  interpolasi = 20002100 20002001   = 0068,00072,0 0068,0   = 0,0004 = 100 x – 0,68 = 0,0068  interpolasi >  min (0,0017) Dipakai  min 0,0068 AStC =  . b . d = 0,0068 . 250 . 346 = 588,2mm2 6. Pilih Tulangan AS B = 4 D 16 (804 mm2 ) AS B-C = 2 D 16 (402 mm2 ) AS C = 3 D 16 (603 mm2 )
103 + 3. BALOK AS 3 (C-D) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK B-C Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx. 2 = 3 1 . 7,856 . 2 . 2 = 10,501kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m
104 + – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m – Pembebanan P (diratakan) > q ekuivalen plat trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2 . (3-( 4 2 )2 ) = 7,201 kN/m x 4 = 28,805 kN/m >bs balok anak =0,2 . 0,3 . 24 . 2 =2,88 kN/m >q total = 28,805 kN/m + 2,88 kN/m = 31,685 kN/m >beban terpusat =q . l = 31,685 . 4 m = 126,623 kN Diasumsikan diratakan di balok C-D 126,623 : 4 = 31,658 kN/m = 31,658kN/m qBC = 54,559kN/m
105 3. Menghitung Momen MtC = 11 1 . q . l2 = 11 1 . 54,559 . 42 = 79,358 kNm MlCD = 16 1 . q . l 2 = 16 1 . 54,559 . 42 = 54,559 kNm MtD = 11 1 . q . l2 = 11 1 . 54,559 . 42 = 79,358 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
106 5. Mencari tulangan >> MtC = 79,358 KNm 22 346,025,0 79,358   db Mu = 2651,54 KN/m2  interpolasi = 26002700 26002651   = 0091,00095,0 0091,0   = 0,0204 = 100 x – 0,91 = 0,0093  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0093 ASTC =  . b . d = 0,0093 . 250 . 346 = 804 mm2 >> MlCD = 54,559 KNm 22 346,025,0 54,559   db Mu = 1822,94 KN/m2  interpolasi = 18001900 18001822   = 0061,00064,0 0061,0   = 0,0066 = 100 x – 0,61 = 0,0062  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0062
107 ASlCD =  . b . d = 0,0062 . 250 . 346 = 536,3 mm2 >> MtD = 79,358 KNm 22 346,025,0 79,358   db Mu = 2651,54 KN/m2  interpolasi = 26002700 26002651   = 0091,00095,0 0091,0   = 0,0204 = 100 x – 0,91 = 0,0093  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0093 ASTD =  . b . d = 0,0093 . 250 . 346 = 804 mm2 6. Pilih Tulangan AS C = 4 D 16 (804 mm2 ) AS C-D = 3 D 16 (603 mm2 ) AS D = 4 D 16 (804 mm2 )
108 + 4. BALOK AS 3 (D-E) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK D-E Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx. 1 = 3 1 . 7,856 . 2,5 . 1 = 6,546kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m
109 + – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m – Pembebanan P (diratakan) > q ekuivalen plat trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2,5 . (3-( 4 5,2 )2 ) = 17,083 kN/m >bs balok anak =0,2 . 0,3 . 24 =1,44 kN/m >q total = 17,083 kN/m + 1,44 kN/m = 18,523 kN/m >beban terpusat =q . l = 18,523 . 4 m = 74,092 kN >dibagi di 2 tumpuan, tiap tumpuan menerima: =74,092 : 2 = 37,046 kN Diasumsikan diratakan di balok D-E 37,046 : 5 = 7,409 kN/m = 7,409kN/m qDE = 26,355kN/m
110 3. Menghitung Momen MtD = 11 1 . q . l2 = 11 1 . 26,355 . 52 = 59,897 kNm MlDE = 16 1 . q . l 2 = 16 1 . 26,355 . 52 = 41,719 kNm MtE = 11 1 . q . l2 = 11 1 . 26,355 . 52 = 59,897 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
111 5. Mencari tulangan >> MtD = 59,897 KNm 22 346,025,0 59,897   db Mu = 2001,3 KN/m2  interpolasi = 20002100 20002001   = 0068,00072,0 0068,0   = 0,0004 = 100 x – 0,68 = 0,0068  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0068 ASTD =  . b . d = 0,0068 . 250 . 346 = 588,2 mm2 >> MlDE = 41,719 KNm 22 346,025,0 41,719   db Mu = 1375,88 KN/m2  interpolasi = 13001400 13001376   = 0043,00046,0 0043,0   = 0,0228 = 100 x – 0,43 = 0,0045  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0045
112 ASlDE =  . b . d = 0,0045 . 250 . 346 = 389,25 mm2 >> MtE = 59,897 KNm 22 346,025,0 59,897   db Mu = 2001,3 KN/m2  interpolasi = 20002100 20002001   = 0068,00072,0 0068,0   = 0,0004 = 100 x – 0,68 = 0,0068  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0068 ASTE =  . b . d = 0,0068 . 250 . 346 = 588,2 mm2 6. Pilih Tulangan AS D = 3 D 16 (603 mm2 ) AS D-E = 2 D 16 (402 mm2 ) AS E = 3 D 16 (603 mm2 )
113 + 5. BALOK AS 3 ( E-E’) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK A-B Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 7,856 . 2,5 . 2 = 13,093kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m
114 + – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q EE’ = 25,493kN/m 3. Menghitung Momen MtE = 11 1 . q . l2 = 11 1 . 25,493 . 2,52 = 14,484 kNm MlEE’ = 16 1 . q . l 2 = 16 1 . 25,493 . 2,52 = 9,958 kNm MtE’ = 10 1 . q . l2 = 10 1 . 25,493 . 2,52 = 15,933 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm
115 d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m 5. Mencari tulangan >> MtE = 14,484 KNm 22 346,025,0 14,484   db Mu = 467,77 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 ASTE =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 >> MlEE’ = 9,958 KNm 22 346,025,0 9,958   db Mu = 332,720 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 AslEE’ =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2
116 + >> MtE’ = 15,933 KNm 22 346,025,0 15,933   db Mu = 532,359 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 AstE’ =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 6. Pilih Tulangan ASE = 2 D 16 (402 mm2 ) AS E-E’ = 2 D 16 (402 mm2 ) AS E’ = 2 D 16 (402 mm2 ) 6. BALOK AS 3 ( E’-F) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m
117 + Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK A-B Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 7,856 . 2,5 . 2 = 13,093kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q E’F = 25,493kN/m
118 3. Menghitung Momen MtE’ = 10 1 . q . l2 = 10 1 . 25,493 . 2,52 = 15,933 kNm MlE’F = 14 1 . q . l 2 = 14 1 . 25,493 . 2,52 = 11,380 kNm MtF = 16 1 . q . l2 = 16 1 . 25,493 . 2,52 = 9,958 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
119 5. Mencari tulangan >> MtE’ = 15,933 KNm 22 346,025,0 15,933   db Mu = 532,359 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 ASTE’ =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 >> MlE’F = 11,380 KNm 22 346,025,0 11,380   db Mu = 380,323 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 AslE’F =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 >> MtF = 9,958 KNm 22 346,025,0 9,958   db Mu = 332,720 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017
120 AstF =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 6. Pilih Tulangan ASE = 2 D 16 (402 mm2 ) AS E-E’ = 2 D 16 (402 mm2 ) AS E’ = 2 D 16 (402 mm2 )
121 200 400 400 300 100 200 1 2 3 4 5'54' + BALOK AS-F  Dimensi Balok Diambil bentang terpanjang yaitu 4 m h = 12 1  = 12 1 . 400 = 33,3 ~ 35 cm b = 3 2 h = 3 2 . 35 = 23,3 ~ 20 cm Diambil dimensi balok = 20/35 1. BALOK AS F ( 1-2) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 300 . 1 . 10 = 3,00kN/m
122 + Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(3) =9,456 kN/m 2. Pembebanan BALOK 1-2 Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 9,456 . 2 = 6,304kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2 = 1,680kN/m – Tembok t=1m 2,5 kN/m2 . 1 = 2,500kN/m q 1-2 = 10,484kN/m 3. Menghitung Momen Mt1 = 16 1 . q . l2 = 16 1 . 10,484 . 22 = 2,621 kNm # 5,11 kNm (hasil Beamax)
123 Ml1-2 = 14 1 . q . l 2 = 14 1 . 10,484 . 22 = 2,995 kNm MtB = 10 1 . q . l2 = 10 1 . 10,484 . 22 = 4,193 kNm # 20,7 kNm (hasil beamax) 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 350 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m 5. Mencari tulangan >> Mt1 = 5,11 KNm 22 296,020,0 5,11   db Mu = 291,613 KN/m2  interpolasi <  min (0,0017)
124 Dipakai  min 0,0017 AST1 =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 >> Ml1-2 = 2,995 KNm 22 296,020,0 2,995   db Mu = 170,91 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 Asl1-2 =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 >> Mt2 = 20,7 KNm 22 296,020,0 20,7   db Mu = 1181,291 KN/m2  interpolasi = 11001200 11001181   = 0036,00039,0 0036,0   = 0,0243 = 100 x – 0,36 = 0,0038  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0038
125 + Ast2 =  . b . d = 0,0038 . 200 . 296 = 224,96mm2 6. Pilih Tulangan AS1 = 2 D 13 (265 mm2 ) AS 1-2 = 2 D 13 (265 mm2 ) AS 2 = 2 D 13 (265 mm2 ) 2. BALOK AS F ( 2-3) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 2,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
126 + 2. Pembebanan BALOK 2-3 Beban mati(WD) – q ekuivalen plat beban trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2,5 . (3-( 4 5,2 )2 ) = 8,451kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2 = 1,680kN/m – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q 2-3 = 20,221kN/m 3. Menghitung Momen Mt2 = 10 1 . q . l2 = 10 1 . 20,221 . 42 = 32,353 kNm Ml2-3 = 16 1 . q . l 2 = 16 1 . 20,221 . 42 = 20,221 kNm
127 Mt3 = 11 1 . q . l2 = 11 1 . 20,221 . 42 = 29,412 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 350 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m 5. Mencari tulangan >> Mt2 = 32,353 KNm 22 296,020,0 32,353   db Mu = 1846,295 KN/m2  interpolasi = 18001900 18001846   = 0061,00064,0 0061,0   = 0,0138 = 100 x – 0,61 = 0,0062  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0062
128 AST2 =  . b . d = 0,0062 . 200 . 296 = 367,04 mm2 >> Ml2-3 = 20,221 KNm 22 296,020,0 20,221   db Mu = 1153,955 KN/m2  interpolasi = 11001200 11001154   = 0036,00039,0 0036,0   = 0,0162 = 100 x – 0,36 = 0,0037  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0037 Asl2-3 =  . b . d = 0,0037 . 200 . 296 = 219,04 mm2 >> Mt3 = 29,412 KNm 22 296,020,0 29,412   db Mu = 1678,46 KN/m2  interpolasi = 16001700 16001678   = 0053,00057,0 0053,0   = 0,0312 = 100 x – 0,53 = 0,0056
129 +  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0056 Ast3 =  . b . d = 0,0056 . 200 . 296 = 331,52 mm2 6. Pilih Tulangan AS2 = 3 D 13 (398 mm2 ) AS 2-3 = 2 D 13 (265 mm2 ) AS 3 = 3 D 13 (398 mm2 ) 3. BALOK AS F ( 3-4) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 2,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
130 + 2. Pembebanan BALOK 3-4 Beban mati(WD) – q ekuivalen plat beban trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2,5 . (3-( 4 5,2 )2 ) = 8,451kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2 = 1,680kN/m – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q 3-4 = 20,221kN/m 3. Menghitung Momen Mt3 = 11 1 . q . l2 = 11 1 . 20,221 . 42 = 29,412 kNm Ml3-4 = 16 1 . q . l 2 = 16 1 . 20,221 . 42 = 20,221 kNm
131 Mt4 = 11 1 . q . l2 = 11 1 . 20,221 . 42 = 29,412 kNm # 34,76 kNm (hasil beamax) 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 350 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m 5. Mencari tulangan >> Mt3 = 29,412 KNm 22 296,020,0 29,412   db Mu = 1678,46 KN/m2  interpolasi = 16001700 16001678   = 0053,00057,0 0053,0   = 0,0312 = 100 x – 0,53 = 0,0056  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0056
132 Ast3 =  . b . d = 0,0056 . 200 . 296 = 331,52 mm2 >> Ml3-4 = 20,221 KNm 22 296,020,0 20,221   db Mu = 1153,955 KN/m2  interpolasi = 11001200 11001154   = 0036,00039,0 0036,0   = 0,0162 = 100 x – 0,36 = 0,0037  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0037 Asl3-4 =  . b . d = 0,0037 . 200 . 296 = 219,04 mm2 >> Mt4 = 34,76 KNm 22 296,020,0 34,76   db Mu = 1983,65 KN/m2  interpolasi = 19002000 19001983   = 0064,00068,0 0064,0   = 0,0162 = 100 x – 0,64 = 0,0067
133 +  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0067 Ast4 =  . b . d = 0,0067 . 200 . 296 = 396,64 mm2 6. Pilih Tulangan AS3 = 3 D 13 (398 mm2 ) AS 3-4 = 2 D 13 (265 mm2 ) AS 4 = 3 D 13 (398 mm2 ) 4. BALOK AS F ( 4-4’) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 2,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
134 2. Pembebanan BALOK 4-4’ Beban mati(WD) – q ekuivalen plat beban trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2 . (3-( 3 2 )2 ) = 6,692kN/m – ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 7,856 . 2 . 1,5 = 7,856kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2 = 1,680kN/m – Tembok t=4m =2,5 kN/m2 . 4 = 10,000kN/m – pembebanan beban p (diratakan) >q ekuivalen plat trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2 . (3-( 5,2 2 )2 ) x 4 = 24,720 kN/m
135 + >bs balok anak =0,2 . 0,3 . 24 =1,44 kN/m >bs tembok t=4m =2,5 . 4 = 10,000 kN/m >q total = 17,083 kN/m + 1,44 kN/m+10,00 kN/m = 34,720 kN/m >beban terpusat =q . l = 34,720 . 5 m = 173,601 kN >dibagi di 2 tumpuan, tiap tumpuan menerima: =173,61 : 2 = 86,805 kN Diasumsikan diratakan di balok 4-4’ 86,805 : 3 = 28,933 kN/m = 28,933kN/m q 4-4’ = 55,080kN/m 3. Menghitung Momen Mt4 = 11 1 . q . l2 = 11 1 . 55,080 . 32 = 45,065 kNm
136 Ml4-4’ = 16 1 . q . l 2 = 16 1 . 55,080 . 32 = 30,982 kNm # 41,61 kNm (hasil beamax) Mt4 = 11 1 . q . l2 = 11 1 . 55,080 . 32 = 45,065 kNm # 46,36 kNm (hasil beamax) 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 350 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m 5. Mencari tulangan >> Mt4 = 45,065 KNm 22 296,020,0 45,065   db Mu = 2571,733 KN/m2
137  interpolasi = 25002600 25002572   = 0087,00091,0 0087,0   = 0,0288 = 100 x – 0,87 = 0,0089  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0089 Ast4 =  . b . d = 0,0089 . 200 . 296 = 526,88 mm2 >> Ml4-4’ = 41,61 KNm 22 296,020,0 41,61   db Mu = 2374,5 KN/m2  interpolasi = 23002400 23002375   = 0079,00083,0 0079,0   = 0,0300 = 100 x – 0,79 = 0,0082  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0082 Asl4-4’ =  . b . d = 0,0082 . 200 . 296 = 485,44 mm2
138 + >> Mt4’ = 46,36 KNm 22 296,020,0 46,36   db Mu = 2645,63 KN/m2  interpolasi = 16002700 26002646   = 0091,00095,0 0091,0   = 0,0184 = 100 x – 0,91 = 0,0092  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0092 Ast4’ =  . b . d = 0,0092 . 200 . 296 = 544,64 mm2 6. Pilih Tulangan AS4 = 4 D 13 (531 mm2 ) AS 4-4’ = 3 D 13 (398 mm2 ) AS 4‘ = 5 D 13 (664 mm2 ) 5. BALOK AS 3 ( 4’-5) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m
139 + Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK 4’-5 Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 7,856 . 2 . 2 1 = 2,618kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,20 . 0,35 . 24 kN/2 = 1,680kN/m – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q 4’-5 = 14,298kN/m
140 3. Menghitung Momen Mt4’ = 11 1 . q . l2 = 11 1 . 14,298 . 12 = 1,299 kNm # 46,36 kNm (hasil beamax) Ml4’5 = 16 1 . q . l 2 = 16 1 . 14,298 . 12 = 0,893 kNm Mt5 = 10 1 . q . l2 = 10 1 . 14,298 . 12 = 1,429 kNm # 5,17 kNm (hasil beamax) 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
141 5. Mencari tulangan >> Mt4’ = 46,36 KNm 22 296,020,0 46,36   db Mu = 2645,63 KN/m2  interpolasi = 16002700 26002646   = 0091,00095,0 0091,0   = 0,0184 = 100 x – 0,91 = 0,0092  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0092 AST4’ =  . b . d = 0,0092 . 200 . 296 = 544,64 mm2 >> Ml4’5 = 0,893 KNm 22 296,020,0 0,893   db Mu = 50,961 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 Asl4’5 =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2
142 + >> Mt5 = 5,17 KNm 22 296,020,0 5,17   db Mu = 295,03 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 AstF =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 6. Pilih Tulangan AS4‘ = 5 D 13 (664 mm2 ) AS 4’-5 = 2 D 13 (265 mm2 ) AS 5 = 2 D 13 (265 mm2 ) 6. BALOK AS 3 ( 5-5`) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m
143 + Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK 5-5’ Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 7,856 . 2 = 5,237kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,20 . 0,35 . 24 kN/2 = 1,680kN/m – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q 5-5’ = 16,917kN/m
144 3. Menghitung Momen Mt5 = 10 1 . q . l2 = 10 1 . 16,917 . 22 = 6,766 kNm Ml5-5’ = 14 1 . q . l 2 = 14 1 . 16,917 . 22 = 4,833 kNm # 7,47 kNm (hasil beamax) Mt5’ = 16 1 . q . l2 = 16 1 . 16,917 . 22 = 4,229 kNm # 11,04 kNm (hasil beamax) 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
145 5. Mencari tulangan >> Mt5 = 6,766 KNm 22 296,020,0 6,766   db Mu = 386,116 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 AST5 =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 >> Ml5-5’ = 7,47 KNm 22 296,020,0 7,47   db Mu = 426,292 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 Asl5-5’ =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 >> Mt5’ = 11,04 KNm 22 296,020,0 11,04   db Mu = 652,84 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017
146 Ast5’ =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 6. Pilih Tulangan AS 5 = 2 D 13 (265 mm2 ) AS 5-5’ = 2 D 13 (265 mm2 ) AS 5’ = 2 D 13 (265 mm2 )

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1 perhitungan-balok

  • 1.
    93 100 300 400400 200 100 200500500400400100200 200250500400500200 400 400 300 100 200200 VOID VOID A B C D 1 A B B' C D E F F' 2 2' 3 4 5 5' 6 1 2 3 4 5 5' 64' 250 2100 E F F' A B C D E' 3.2.3. Perhitungan Balok Data yang ada :  Mutu Beton ( f’c ) = 20 Mpa  Mutu Baja ( f’y ) = 400 Mpa (ulir)  Berat Dinding = 2,5 kN/m2  Berat Jenis Beton = 2400 kg/m3  WL = 2 kN/m2 , 3 kN/m2  Penutup = 1 kN/m2  Tinggi dinding = 4 m
  • 2.
    94 200 500 400500 250 250 A B C D E E' F + BALOK AS - 3  Dimensi Balok Diambil bentang terpanjang yaitu 5 m h = 12 1  = 12 1 . 500 = 41,66 ~ 40 cm b = 3 2 h = 3 2 . 40 = 26,6 ~ 25 cm Diambil dimensi balok = 25/40 1. BALOK AS 3 ( A-B) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 300 . 1 . 10 = 3,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(3) =9,456 kN/m
  • 3.
    95 + 2. Pembebanan BALOKA-B Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 9,456 . 2 = 6,304kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m – Tembok t=1m 2,5 kN/m2 . 1 = 2,500kN/m q AB = 11,204kN/m 3. Menghitung Momen MtA = 16 1 . q . l2 = 16 1 . 11,204 . 22 = 2,801 kNm MlAB = 14 1 . q . l 2 = 14 1 . 11,204 . 22 = 3,201 kNm
  • 4.
    96 MtB = 10 1 . q. l2 = 10 1 . 11,204 . 22 = 4,482 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m 5. Mencari tulangan >> MtA = 2,801 KNm 22 346,025,0 801,2   db Mu = 93,588 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 ASTA =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2
  • 5.
    97 >> MlAB =3,021 KNm 22 346,025,0 021,3   db Mu = 106,953 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 ASlAB =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 >> MtB = 4,482 KNm 22 346,025,0 482,4   db Mu = 149,754 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 ASlAB =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 6. Pilih Tulangan AS A = 2 D 16 (402 mm2 ) AS A-B = 2 D 16 (402 mm2 ) AS B = 2 D 16 (402 mm2 )
  • 6.
    98 + 2. BALOK AS3 (B-C) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK B-C Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx. 1 = 3 1 . 7,856 . 2,5 . 1 = 6,546kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m
  • 7.
    99 + – Tembok t=4m 2,5kN/m2 . 4 = 10,000kN/m – Pembebanan P (diratakan) > q ekuivalen plat trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2,5 . (3-( 4 5,2 )2 ) = 17,083 kN/m >bs balok anak =0,2 . 0,3 . 24 =1,44 kN/m >q total = 17,083 kN/m + 1,44 kN/m = 18,523 kN/m >beban terpusat =q . l = 18,523 . 4 m = 74,092 Kn >dibagi di 2 tumpuan, tiap tumpuan menerima: =74,092 : 2 = 37,046 kN Diasumsikan diratakan di balok B-C 37,046 : 5 = 7,409 kN/m = 7,409kN/m qBC = 26,355kN/m
  • 8.
    100 3. Menghitung Momen MtB= 10 1 . q . l2 = 10 1 . 26,355 . 52 = 65,887 kNm MlBC = 16 1 . q . l 2 = 16 1 . 26,355 . 52 = 41,719 kNm MtC = 11 1 . q . l2 = 11 1 . 26,355 . 52 = 59,897 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
  • 9.
    101 5. Mencari tulangan >>MtB = 65,887 KNm 22 346,025,0 65,887   db Mu = 2201,44 KN/m2  interpolasi = 22002300 22002201   = 0075,00079,0 0075,0   = 0,0004 = 100 x – 0,75 = 0,0075  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0075 ASTB =  . b . d = 0,0075 . 250 . 346 = 648,7 mm2 >> MlBC = 41,719 KNm 22 346,025,0 41,719   db Mu = 1375,88 KN/m2  interpolasi = 13001400 13001376   = 0043,00046,0 0043,0   = 0,0228 = 100 x – 0,43 = 0,0045  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0045
  • 10.
    102 ASlBC = . b . d = 0,0045 . 250 . 346 = 389,25 mm2 >> MtC = 59,897 KNm 22 346,025,0 59,897   db Mu = 2001 KN/m2  interpolasi = 20002100 20002001   = 0068,00072,0 0068,0   = 0,0004 = 100 x – 0,68 = 0,0068  interpolasi >  min (0,0017) Dipakai  min 0,0068 AStC =  . b . d = 0,0068 . 250 . 346 = 588,2mm2 6. Pilih Tulangan AS B = 4 D 16 (804 mm2 ) AS B-C = 2 D 16 (402 mm2 ) AS C = 3 D 16 (603 mm2 )
  • 11.
    103 + 3. BALOK AS3 (C-D) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK B-C Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx. 2 = 3 1 . 7,856 . 2 . 2 = 10,501kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m
  • 12.
    104 + – Tembok t=4m 2,5kN/m2 . 4 = 10,000kN/m – Pembebanan P (diratakan) > q ekuivalen plat trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2 . (3-( 4 2 )2 ) = 7,201 kN/m x 4 = 28,805 kN/m >bs balok anak =0,2 . 0,3 . 24 . 2 =2,88 kN/m >q total = 28,805 kN/m + 2,88 kN/m = 31,685 kN/m >beban terpusat =q . l = 31,685 . 4 m = 126,623 kN Diasumsikan diratakan di balok C-D 126,623 : 4 = 31,658 kN/m = 31,658kN/m qBC = 54,559kN/m
  • 13.
    105 3. Menghitung Momen MtC= 11 1 . q . l2 = 11 1 . 54,559 . 42 = 79,358 kNm MlCD = 16 1 . q . l 2 = 16 1 . 54,559 . 42 = 54,559 kNm MtD = 11 1 . q . l2 = 11 1 . 54,559 . 42 = 79,358 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
  • 14.
    106 5. Mencari tulangan >>MtC = 79,358 KNm 22 346,025,0 79,358   db Mu = 2651,54 KN/m2  interpolasi = 26002700 26002651   = 0091,00095,0 0091,0   = 0,0204 = 100 x – 0,91 = 0,0093  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0093 ASTC =  . b . d = 0,0093 . 250 . 346 = 804 mm2 >> MlCD = 54,559 KNm 22 346,025,0 54,559   db Mu = 1822,94 KN/m2  interpolasi = 18001900 18001822   = 0061,00064,0 0061,0   = 0,0066 = 100 x – 0,61 = 0,0062  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0062
  • 15.
    107 ASlCD = . b . d = 0,0062 . 250 . 346 = 536,3 mm2 >> MtD = 79,358 KNm 22 346,025,0 79,358   db Mu = 2651,54 KN/m2  interpolasi = 26002700 26002651   = 0091,00095,0 0091,0   = 0,0204 = 100 x – 0,91 = 0,0093  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0093 ASTD =  . b . d = 0,0093 . 250 . 346 = 804 mm2 6. Pilih Tulangan AS C = 4 D 16 (804 mm2 ) AS C-D = 3 D 16 (603 mm2 ) AS D = 4 D 16 (804 mm2 )
  • 16.
    108 + 4. BALOK AS3 (D-E) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK D-E Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx. 1 = 3 1 . 7,856 . 2,5 . 1 = 6,546kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m
  • 17.
    109 + – Tembok t=4m 2,5kN/m2 . 4 = 10,000kN/m – Pembebanan P (diratakan) > q ekuivalen plat trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2,5 . (3-( 4 5,2 )2 ) = 17,083 kN/m >bs balok anak =0,2 . 0,3 . 24 =1,44 kN/m >q total = 17,083 kN/m + 1,44 kN/m = 18,523 kN/m >beban terpusat =q . l = 18,523 . 4 m = 74,092 kN >dibagi di 2 tumpuan, tiap tumpuan menerima: =74,092 : 2 = 37,046 kN Diasumsikan diratakan di balok D-E 37,046 : 5 = 7,409 kN/m = 7,409kN/m qDE = 26,355kN/m
  • 18.
    110 3. Menghitung Momen MtD= 11 1 . q . l2 = 11 1 . 26,355 . 52 = 59,897 kNm MlDE = 16 1 . q . l 2 = 16 1 . 26,355 . 52 = 41,719 kNm MtE = 11 1 . q . l2 = 11 1 . 26,355 . 52 = 59,897 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
  • 19.
    111 5. Mencari tulangan >>MtD = 59,897 KNm 22 346,025,0 59,897   db Mu = 2001,3 KN/m2  interpolasi = 20002100 20002001   = 0068,00072,0 0068,0   = 0,0004 = 100 x – 0,68 = 0,0068  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0068 ASTD =  . b . d = 0,0068 . 250 . 346 = 588,2 mm2 >> MlDE = 41,719 KNm 22 346,025,0 41,719   db Mu = 1375,88 KN/m2  interpolasi = 13001400 13001376   = 0043,00046,0 0043,0   = 0,0228 = 100 x – 0,43 = 0,0045  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0045
  • 20.
    112 ASlDE = . b . d = 0,0045 . 250 . 346 = 389,25 mm2 >> MtE = 59,897 KNm 22 346,025,0 59,897   db Mu = 2001,3 KN/m2  interpolasi = 20002100 20002001   = 0068,00072,0 0068,0   = 0,0004 = 100 x – 0,68 = 0,0068  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0068 ASTE =  . b . d = 0,0068 . 250 . 346 = 588,2 mm2 6. Pilih Tulangan AS D = 3 D 16 (603 mm2 ) AS D-E = 2 D 16 (402 mm2 ) AS E = 3 D 16 (603 mm2 )
  • 21.
    113 + 5. BALOK AS3 ( E-E’) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK A-B Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 7,856 . 2,5 . 2 = 13,093kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m
  • 22.
    114 + – Tembok t=4m 2,5kN/m2 . 4 = 10,000kN/m q EE’ = 25,493kN/m 3. Menghitung Momen MtE = 11 1 . q . l2 = 11 1 . 25,493 . 2,52 = 14,484 kNm MlEE’ = 16 1 . q . l 2 = 16 1 . 25,493 . 2,52 = 9,958 kNm MtE’ = 10 1 . q . l2 = 10 1 . 25,493 . 2,52 = 15,933 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm
  • 23.
    115 d = h– p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m 5. Mencari tulangan >> MtE = 14,484 KNm 22 346,025,0 14,484   db Mu = 467,77 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 ASTE =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 >> MlEE’ = 9,958 KNm 22 346,025,0 9,958   db Mu = 332,720 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 AslEE’ =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2
  • 24.
    116 + >> MtE’ =15,933 KNm 22 346,025,0 15,933   db Mu = 532,359 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 AstE’ =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 6. Pilih Tulangan ASE = 2 D 16 (402 mm2 ) AS E-E’ = 2 D 16 (402 mm2 ) AS E’ = 2 D 16 (402 mm2 ) 6. BALOK AS 3 ( E’-F) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m
  • 25.
    117 + Beban hidup (WL) –WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK A-B Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 7,856 . 2,5 . 2 = 13,093kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2 = 2,400kN/m – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q E’F = 25,493kN/m
  • 26.
    118 3. Menghitung Momen MtE’= 10 1 . q . l2 = 10 1 . 25,493 . 2,52 = 15,933 kNm MlE’F = 14 1 . q . l 2 = 14 1 . 25,493 . 2,52 = 11,380 kNm MtF = 16 1 . q . l2 = 16 1 . 25,493 . 2,52 = 9,958 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
  • 27.
    119 5. Mencari tulangan >>MtE’ = 15,933 KNm 22 346,025,0 15,933   db Mu = 532,359 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 ASTE’ =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 >> MlE’F = 11,380 KNm 22 346,025,0 11,380   db Mu = 380,323 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 AslE’F =  . b . d = 0,0017 . 250 . 346 = 147,05 mm2 >> MtF = 9,958 KNm 22 346,025,0 9,958   db Mu = 332,720 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017
  • 28.
    120 AstF = . b . d = 0,0017 . 250 . 346 = 147,05 mm2 6. Pilih Tulangan ASE = 2 D 16 (402 mm2 ) AS E-E’ = 2 D 16 (402 mm2 ) AS E’ = 2 D 16 (402 mm2 )
  • 29.
    121 200 400 400300 100 200 1 2 3 4 5'54' + BALOK AS-F  Dimensi Balok Diambil bentang terpanjang yaitu 4 m h = 12 1  = 12 1 . 400 = 33,3 ~ 35 cm b = 3 2 h = 3 2 . 35 = 23,3 ~ 20 cm Diambil dimensi balok = 20/35 1. BALOK AS F ( 1-2) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m Beban hidup (WL) – WL untuk balkon = 300 . 1 . 10 = 3,00kN/m
  • 30.
    122 + Beban Ultimate (WU)=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(3) =9,456 kN/m 2. Pembebanan BALOK 1-2 Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 9,456 . 2 = 6,304kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2 = 1,680kN/m – Tembok t=1m 2,5 kN/m2 . 1 = 2,500kN/m q 1-2 = 10,484kN/m 3. Menghitung Momen Mt1 = 16 1 . q . l2 = 16 1 . 10,484 . 22 = 2,621 kNm # 5,11 kNm (hasil Beamax)
  • 31.
    123 Ml1-2 = 14 1 . q. l 2 = 14 1 . 10,484 . 22 = 2,995 kNm MtB = 10 1 . q . l2 = 10 1 . 10,484 . 22 = 4,193 kNm # 20,7 kNm (hasil beamax) 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 350 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m 5. Mencari tulangan >> Mt1 = 5,11 KNm 22 296,020,0 5,11   db Mu = 291,613 KN/m2  interpolasi <  min (0,0017)
  • 32.
    124 Dipakai  min0,0017 AST1 =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 >> Ml1-2 = 2,995 KNm 22 296,020,0 2,995   db Mu = 170,91 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 Asl1-2 =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 >> Mt2 = 20,7 KNm 22 296,020,0 20,7   db Mu = 1181,291 KN/m2  interpolasi = 11001200 11001181   = 0036,00039,0 0036,0   = 0,0243 = 100 x – 0,36 = 0,0038  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0038
  • 33.
    125 + Ast2 = . b . d = 0,0038 . 200 . 296 = 224,96mm2 6. Pilih Tulangan AS1 = 2 D 13 (265 mm2 ) AS 1-2 = 2 D 13 (265 mm2 ) AS 2 = 2 D 13 (265 mm2 ) 2. BALOK AS F ( 2-3) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 2,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
  • 34.
    126 + 2. Pembebanan BALOK2-3 Beban mati(WD) – q ekuivalen plat beban trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2,5 . (3-( 4 5,2 )2 ) = 8,451kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2 = 1,680kN/m – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q 2-3 = 20,221kN/m 3. Menghitung Momen Mt2 = 10 1 . q . l2 = 10 1 . 20,221 . 42 = 32,353 kNm Ml2-3 = 16 1 . q . l 2 = 16 1 . 20,221 . 42 = 20,221 kNm
  • 35.
    127 Mt3 = 11 1 . q. l2 = 11 1 . 20,221 . 42 = 29,412 kNm 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 350 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m 5. Mencari tulangan >> Mt2 = 32,353 KNm 22 296,020,0 32,353   db Mu = 1846,295 KN/m2  interpolasi = 18001900 18001846   = 0061,00064,0 0061,0   = 0,0138 = 100 x – 0,61 = 0,0062  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0062
  • 36.
    128 AST2 = . b . d = 0,0062 . 200 . 296 = 367,04 mm2 >> Ml2-3 = 20,221 KNm 22 296,020,0 20,221   db Mu = 1153,955 KN/m2  interpolasi = 11001200 11001154   = 0036,00039,0 0036,0   = 0,0162 = 100 x – 0,36 = 0,0037  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0037 Asl2-3 =  . b . d = 0,0037 . 200 . 296 = 219,04 mm2 >> Mt3 = 29,412 KNm 22 296,020,0 29,412   db Mu = 1678,46 KN/m2  interpolasi = 16001700 16001678   = 0053,00057,0 0053,0   = 0,0312 = 100 x – 0,53 = 0,0056
  • 37.
    129 +  interpolasi > min (0,0017) Dipakai  interpolasi 0,0056 Ast3 =  . b . d = 0,0056 . 200 . 296 = 331,52 mm2 6. Pilih Tulangan AS2 = 3 D 13 (398 mm2 ) AS 2-3 = 2 D 13 (265 mm2 ) AS 3 = 3 D 13 (398 mm2 ) 3. BALOK AS F ( 3-4) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 2,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
  • 38.
    130 + 2. Pembebanan BALOK3-4 Beban mati(WD) – q ekuivalen plat beban trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2,5 . (3-( 4 5,2 )2 ) = 8,451kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2 = 1,680kN/m – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q 3-4 = 20,221kN/m 3. Menghitung Momen Mt3 = 11 1 . q . l2 = 11 1 . 20,221 . 42 = 29,412 kNm Ml3-4 = 16 1 . q . l 2 = 16 1 . 20,221 . 42 = 20,221 kNm
  • 39.
    131 Mt4 = 11 1 . q. l2 = 11 1 . 20,221 . 42 = 29,412 kNm # 34,76 kNm (hasil beamax) 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 350 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m 5. Mencari tulangan >> Mt3 = 29,412 KNm 22 296,020,0 29,412   db Mu = 1678,46 KN/m2  interpolasi = 16001700 16001678   = 0053,00057,0 0053,0   = 0,0312 = 100 x – 0,53 = 0,0056  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0056
  • 40.
    132 Ast3 = . b . d = 0,0056 . 200 . 296 = 331,52 mm2 >> Ml3-4 = 20,221 KNm 22 296,020,0 20,221   db Mu = 1153,955 KN/m2  interpolasi = 11001200 11001154   = 0036,00039,0 0036,0   = 0,0162 = 100 x – 0,36 = 0,0037  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0037 Asl3-4 =  . b . d = 0,0037 . 200 . 296 = 219,04 mm2 >> Mt4 = 34,76 KNm 22 296,020,0 34,76   db Mu = 1983,65 KN/m2  interpolasi = 19002000 19001983   = 0064,00068,0 0064,0   = 0,0162 = 100 x – 0,64 = 0,0067
  • 41.
    133 +  interpolasi > min (0,0017) Dipakai  interpolasi 0,0067 Ast4 =  . b . d = 0,0067 . 200 . 296 = 396,64 mm2 6. Pilih Tulangan AS3 = 3 D 13 (398 mm2 ) AS 3-4 = 2 D 13 (265 mm2 ) AS 4 = 3 D 13 (398 mm2 ) 4. BALOK AS F ( 4-4’) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 2,88kN/m Beban hidup (WL) – WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
  • 42.
    134 2. Pembebanan BALOK4-4’ Beban mati(WD) – q ekuivalen plat beban trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2 . (3-( 3 2 )2 ) = 6,692kN/m – ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 7,856 . 2 . 1,5 = 7,856kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2 = 1,680kN/m – Tembok t=4m =2,5 kN/m2 . 4 = 10,000kN/m – pembebanan beban p (diratakan) >q ekuivalen plat trapesium = 6 1 . WU . lx . (3-( ly lx )2 ) = 6 1 . 7,856 . 2 . (3-( 5,2 2 )2 ) x 4 = 24,720 kN/m
  • 43.
    135 + >bs balok anak =0,2. 0,3 . 24 =1,44 kN/m >bs tembok t=4m =2,5 . 4 = 10,000 kN/m >q total = 17,083 kN/m + 1,44 kN/m+10,00 kN/m = 34,720 kN/m >beban terpusat =q . l = 34,720 . 5 m = 173,601 kN >dibagi di 2 tumpuan, tiap tumpuan menerima: =173,61 : 2 = 86,805 kN Diasumsikan diratakan di balok 4-4’ 86,805 : 3 = 28,933 kN/m = 28,933kN/m q 4-4’ = 55,080kN/m 3. Menghitung Momen Mt4 = 11 1 . q . l2 = 11 1 . 55,080 . 32 = 45,065 kNm
  • 44.
    136 Ml4-4’ = 16 1 . q. l 2 = 16 1 . 55,080 . 32 = 30,982 kNm # 41,61 kNm (hasil beamax) Mt4 = 11 1 . q . l2 = 11 1 . 55,080 . 32 = 45,065 kNm # 46,36 kNm (hasil beamax) 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 350 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m 5. Mencari tulangan >> Mt4 = 45,065 KNm 22 296,020,0 45,065   db Mu = 2571,733 KN/m2
  • 45.
    137  interpolasi = 25002600 25002572   = 0087,00091,0 0087,0   =0,0288 = 100 x – 0,87 = 0,0089  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0089 Ast4 =  . b . d = 0,0089 . 200 . 296 = 526,88 mm2 >> Ml4-4’ = 41,61 KNm 22 296,020,0 41,61   db Mu = 2374,5 KN/m2  interpolasi = 23002400 23002375   = 0079,00083,0 0079,0   = 0,0300 = 100 x – 0,79 = 0,0082  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0082 Asl4-4’ =  . b . d = 0,0082 . 200 . 296 = 485,44 mm2
  • 46.
    138 + >> Mt4’ =46,36 KNm 22 296,020,0 46,36   db Mu = 2645,63 KN/m2  interpolasi = 16002700 26002646   = 0091,00095,0 0091,0   = 0,0184 = 100 x – 0,91 = 0,0092  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0092 Ast4’ =  . b . d = 0,0092 . 200 . 296 = 544,64 mm2 6. Pilih Tulangan AS4 = 4 D 13 (531 mm2 ) AS 4-4’ = 3 D 13 (398 mm2 ) AS 4‘ = 5 D 13 (664 mm2 ) 5. BALOK AS 3 ( 4’-5) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m
  • 47.
    139 + Beban hidup (WL) –WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK 4’-5 Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 7,856 . 2 . 2 1 = 2,618kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,20 . 0,35 . 24 kN/2 = 1,680kN/m – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q 4’-5 = 14,298kN/m
  • 48.
    140 3. Menghitung Momen Mt4’= 11 1 . q . l2 = 11 1 . 14,298 . 12 = 1,299 kNm # 46,36 kNm (hasil beamax) Ml4’5 = 16 1 . q . l 2 = 16 1 . 14,298 . 12 = 0,893 kNm Mt5 = 10 1 . q . l2 = 10 1 . 14,298 . 12 = 1,429 kNm # 5,17 kNm (hasil beamax) 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
  • 49.
    141 5. Mencari tulangan >>Mt4’ = 46,36 KNm 22 296,020,0 46,36   db Mu = 2645,63 KN/m2  interpolasi = 16002700 26002646   = 0091,00095,0 0091,0   = 0,0184 = 100 x – 0,91 = 0,0092  interpolasi >  min (0,0017) Dipakai  interpolasi 0,0092 AST4’ =  . b . d = 0,0092 . 200 . 296 = 544,64 mm2 >> Ml4’5 = 0,893 KNm 22 296,020,0 0,893   db Mu = 50,961 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 Asl4’5 =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2
  • 50.
    142 + >> Mt5 =5,17 KNm 22 296,020,0 5,17   db Mu = 295,03 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 AstF =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 6. Pilih Tulangan AS4‘ = 5 D 13 (664 mm2 ) AS 4’-5 = 2 D 13 (265 mm2 ) AS 5 = 2 D 13 (265 mm2 ) 6. BALOK AS 3 ( 5-5`) 1. Beban yang bekerja pada plat lantai Beban mati(WD) – B.s. plat = 0,12 . 2400 . 1 . 10 = 2880 N/m = 2,88kN/m – Finishing =100 . 1 . 10 = 1000 N/m = 1,00kN/m – WD TOTAL = 3,88kN/m
  • 51.
    143 + Beban hidup (WL) –WL untuk balkon = 200 . 1 . 10 = 2,00kN/m Beban Ultimate (WU) =1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m 2. Pembebanan BALOK 5-5’ Beban mati(WD) – q ekuivalen plat beban segitiga = 3 1 .WU plat . lx = 3 1 . 7,856 . 2 = 5,237kN/m – Berat sendiri Balok = b . h . 24 kN/m2 = 0,20 . 0,35 . 24 kN/2 = 1,680kN/m – Tembok t=4m 2,5 kN/m2 . 4 = 10,000kN/m q 5-5’ = 16,917kN/m
  • 52.
    144 3. Menghitung Momen Mt5= 10 1 . q . l2 = 10 1 . 16,917 . 22 = 6,766 kNm Ml5-5’ = 14 1 . q . l 2 = 14 1 . 16,917 . 22 = 4,833 kNm # 7,47 kNm (hasil beamax) Mt5’ = 16 1 . q . l2 = 16 1 . 16,917 . 22 = 4,229 kNm # 11,04 kNm (hasil beamax) 4. Menghitung luas tulangan perlu Tinggi balok ( h ) = 400 mm Selimut beton (p) = 40 mm (tabel 3) Perkiraan diameter utama = Ø 12 mm Perkiraan diameter sengkang = Ø 8 mm d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
  • 53.
    145 5. Mencari tulangan >>Mt5 = 6,766 KNm 22 296,020,0 6,766   db Mu = 386,116 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 AST5 =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 >> Ml5-5’ = 7,47 KNm 22 296,020,0 7,47   db Mu = 426,292 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017 Asl5-5’ =  . b . d = 0,0017 . 200 . 296 = 100,64 mm2 >> Mt5’ = 11,04 KNm 22 296,020,0 11,04   db Mu = 652,84 KN/m2  interpolasi <  min (0,0017) Dipakai  min 0,0017
  • 54.
    146 Ast5’ = . b . d = 0,0017 . 200 . 296 = 100,64 mm2 6. Pilih Tulangan AS 5 = 2 D 13 (265 mm2 ) AS 5-5’ = 2 D 13 (265 mm2 ) AS 5’ = 2 D 13 (265 mm2 )