PERENCANAAN TIE BEAM
Data-data perencanaan tie beam
Penampang balok tie beam arah x 35/70 Penampang balok tie beam arah y 45/80 Spesifikasi tulang longitudinal: fy=400MPa
Spesifikasi tulangan transversal: fy=400Mpa
Mutu beton: f’c = 35 MPa
Berat jenis beton = 24 kN/m3
Tebal selimut beton = 75 mm [SNI 2847:2013 pasal 7.7.1]
Check dimensi tie-beam: Dimensi terkecil harus harus lebih besar atau sama dengan jarak bersih antara kolom yang diikat dibagi 20 tetapi tidak boleh melebihi 450 mm. [ACI 318-14 18.13.3.2] Jarak bersih antara kolom dibagi 20:
− = 310 ≤ 350 ≤ 450 () − = 360 ≤ 450 ≤ 450 () Pembebanan pada Tie Beam Beban Mati 1. Berat sendiri balok : qx = (0,7-0,125) × 0,35 × 2400 kg/m3 = 483 kg/m qy = (0,8-0,125) × 0,45 × 2400 kg/m3 = 729 kg/m 2. Berat pasangan dinding : qx = 250 kg/m2 × (3.5 - 0,7) = 700 kg/m k g/m 2 qy = 250 kg/m × (3.5 - 0,8) = 675 kg/m k g/m 3. Beban pelat : a. Bagian tepi qx1 = 387 kg/m2 × 6m/2 × 1 = 1161 kg/m qx2 = 387 kg/m2 × 7m/2 × 1 = 1354,5 kg/m qy = 387 kg/m2 × 4m/2 × 1 = 774 kg/m b. Bagian tengah qx1 = 387 kg/m2 × 6m/2 × 2 = 2322 kg/m qx2 = 387 kg/m2 × 7m/2 × 2 = 2709 kg/m qy = 387 kg/m2 × 4m/2 × 2 = 1548 kg/m
4. Berat tangga : As B : Beban merata = 2530,025 kg/m Beban terpusat = 5072,5 kg/m Beban Hidup Fungsi ruang parkiran = 200 kg/m2 (SNI 1727 : 2013 Tabel 4.1 halaman 26) 1. Beban pelat lantai : a. Bagian tepi qx1 = 200 kg/m2 × 6m/2 × 1 = 600 kg/m qx2 = 200 kg/m2 × 7m/2 × 1 = 700 kg/m qy = 200 kg/m2 × 4m/2 × 1 = 400 kg/m b. Bagian tengah qx1 = 200 kg/m2 × 6m/2 × 2 = 1200 kg/m qx2 = 200 kg/m2 × 7m/2 × 2 = 1400 kg/m qy = 200 kg/m2 × 4m/2 × 2 = 800 kg/m 2. Berat tangga : As B : Beban merata = 996,75 kg/m Beban terpusat = 1993,5 kg/m
Kombinasi Beban 1. 1,4 DL 2. 1,2 DL + 1,6 LL 3. 1,3214 DL + 1 LL + 3 Eqx + 0,9 Eqy 4. 1,3214 DL + 1 LL + 3 Eqx – 0,9 Eqy 5. 1,3214 DL + 1 LL – 3 Eqx + 0,9 Eqy 6. 1,3214 DL + 1 LL – 3 Eqx – 0,9 Eqy 7. 1,3214 DL + 1 LL + 0,9 Eqx + 3 Eqy 8. 1,3214 DL + 1 LL – 0,9 Eqx + 3 Eqy 9. 1,3214 DL + 1 LL + 0,9 Eqx – 3 Eqy 10. 1,3214 DL + 1 LL – 0,9 Eqx – 3 Eqy 11. 0,7786 DL + 3 Eqx + 0,9 Eqy 12. 0,7786 DL + 3 Eqx – 0,9 Eqy 13. 0,7786 DL – 3 Eqx + 0,9 Eqy 14. 0,7786 DL – 3 Eqx – 0,9 Eqy 15. 0,7786 DL + 0,9 Eqx + 3 Eqy 16. 0,7786 DL – 0,9 Eqx + 3 Eqy 17. 0,7786 DL + 0,9 Eqx – 3 Eqy 18. 0,7786 DL – 0,9 Eqx – 3 Eqy
Pemodelan Tie Beam Akibat Beban Mati:
Member
Mz.i [KN-m]
Mz.pos [KN-m]
Mz.j [KN-m]
Fy.i [KN]
Fy.j [KN]
1
-36.7535
50.9268
-81.1374
58.3807
-73.1753
2
-72.4706
31.9524
-81.4785
64.2767
-67.2793
3
-95.8457
61.7261
-95.8457
80.731
-80.731
4
-81.4785
31.9524
-72.4706
67.2793
-64.2767
5
-81.1374
50.9268
-36.7535
73.1753
-58.3807
6
36.7535
36.7535
-18.3768
-13.7826
-13.7826
7
-8.6668
4.3334
4.3334
3.2501
3.2501
8
14.3671
14.3671
-7.1836
-5.3877
-5.3877
9
-14.3671
7.1836
7.1836
5.3877
5.3877
10
8.6668
8.6668
-4.3334
-3.2501
-3.2501
11
-36.7535
18.3767
18.3768
13.7826
13.7826
Akibat Beban Hidup:
Member
Mz.i [KN-m]
Mz.pos [KN-m]
Mz.j [KN-m]
Fy.i [KN]
Fy.j [KN]
1
-14.0392
21.008
-30.5674
18.8003
-24.3097
2
-26.9875
13.3595
-32.5135
20.634
-22.476
3
-39.5905
28.8666
-39.5905
29.3387
-29.3387
4
-32.5135
13.3595
-26.9875
22.476
-20.634
5
-30.5674
21.008
-14.0392
24.3097
-18.8003
6
14.0392
14.0392
-7.0196
-5.2647
-5.2647
7
-3.58
1.79
1.79
1.3425
1.3425
8
7.0769
7.0769
-3.5385
-2.6538
-2.6538
9
-7.0769
3.5385
3.5385
2.6538
2.6538
10
3.58
3.58
-1.79
-1.3425
-1.3425
11
-14.0392
7.0196
7.0196
5.2647
5.2647
Akibat Beban Gempa Kuat (ke kanan):
1
Mz.i [KNm] 862.6438
2
394.011
394.011
-478.592
-145.434
-145.434
3
482.7196
482.7196
-482.72
-137.92
-137.92
4
478.5919
478.5919
-394.011
-145.434
-145.434
5
586.0369
586.0369
-862.644
-241.447
-241.447
Member
862.6438
Mz.j [KNm] -586.037
Fy.i [KN] -241.447
Mz.pos [KN-m]
Fy.j [KN] -241.447
Akibat Beban Gempa Kuat (ke kiri):
1
[KNm] -862.644
2
-394.011
478.5919
478.5919
145.4338
145.4338
3
-482.72
482.7196
482.7196
137.9199
137.9199
4
-478.592
394.011
394.011
145.4338
145.4338
5
-586.037
862.6439
862.6438
241.4468
241.4468
Member
Mz.i
586.0369
Fy.i [KN] 241.4468
Fy.j [KN] 241.4468
Mz.pos [KN-m]
Mz.j [KN-m]
586.0369
Desain Tie Beam Desain Penulangan Tie Beam Semua pengikat harus memiliki kuat tarik/tekan desain sebesar 10 persen SDS kali beban mati terfaktor ditambah beban hidup terfaktor pur tiang atau kolom yang lebih besar. [SNI 1726-2012 Pasal 7.13.6.2] Nu kolom = 7030,68kN dan SDS = 0,607
10% = 0,1 ∙ 7030,68∙ 0,607 = 426,7623 ′ = 350 ∙700 ∙35 = 857500 = 857,5 > 10% () 10 10 Gaya Dalam Tie Beam: Balok B36
Tumpuan Kiri -
Tumpuan Kiri +
Lapangan -
Lapangan
Tumpuan Kanan
Tumpuan Kanan
473,506
244,358
Momen Lentur (kNm) 655,874
B45
595,6299
276,1252
135,7248
Gaya Lintang (kN) 184,3849
45,099
103,4422
Tulangan Lentur (B36) Berdasarkan SNI 2847 : 2013 Pasal 21.5.2.1
1,4 450 ∙699,5 = 1101,7125 () = 1 ,4 = 400 30 450 ∙699,5 = 1077,5586 = 4′ = 4√ ∙400 = 0,025 ∙ = 0,025 ∙450 ∙699,5 = 7869,375
Tumpuan Kiri (tulangan atas / momen negatif)
Mu = -655,874kNm
655,874 ∙ 10 = 0,90,9 = 0,9 ∙ 400 ∙ 0,9∙ 699.5 = 2893,9278 ∙400 = 100,8777 = 0,85′ = 20.893,9278 85 ∙30 ∙ 450 655,874 ∙ 10 = 0,9 = = 2806, 9 347 2 0,9∙400699.5 100,28777
Digunakan tulangan 6D25 → As = 2945,2431 mm2
Tumpuan Kiri (tulangan bawah / momen positif)
Mu = 595,6299kNm
595,6299 ∙10 = 0,90,9 = 0,9 ∙ 400 ∙ 0,9∙ 699.5 = 2628,1113 628,1113 ∙ 400 = 91,6117 = 0,85′ = 20.85 ∙30 ∙450 = 0,9 = 595,6299 ∙1091,6117 = 2531,0423 2 0,9∙400699.5 2
Digunakan tulangan 6D25 → As = 2945,2431 mm2
Lapangan (tulangan atas / momen negatif)
Mu = -276,1252 kNm
276,1252 ∙10 = 0,90,9 = 0,9 ∙ 400 ∙ 0,9∙ 699.5 = 1218,3535 218,3535 ∙ 400 = 42,4698 = 0,85′ = 10.85 ∙30 ∙450 = 0,9 = 276,1252 ∙1042,4698 = 1114,4659 2 0,9∙400699.5 2
Digunakan tulangan 3D25 → As =1472,6216 mm2
Lapangan (tulangan bawah / momen positif)
Mu = 135,7248 kNm
135,7248 ∙10 = 0,90,9 = 0,9 ∙ 400 ∙ 0,9 ∙699.5 = 598,8616 98,8616 ∙ 400 = 20,8754 = 0,85′ = 50.85 ∙30 ∙450 = 0,9 = 135,7248 ∙1020,8754 = 547,1397 2 0,9∙400699.5 2 = 1101,7125
Digunakan tulangan 3D25 → As =1472,6216 mm2
Tumpuan Kanan (tulangan atas / momen negatif)
Mu = -473,506 kNm
473,506 ∙ 10 = 0,90,9 = 0,9 ∙ 400 ∙ 0,9∙ 699.5 = 2089,2613 089,2613 ∙ 400 = 72,8283 = 0,85′ = 20.85 ∙30 ∙450 473,506 ∙10 = 0,9 = = 1983, 5 96 2 0,9∙400699.5 72,82283
Digunakan tulangan 5D25 → As =2454,3693 mm2
Tumpuan Kanan (tulangan bawah / momen positif)
Mu = 244,358 kNm
244,358 ∙10 = 0,90,9 = 0,9 ∙ 400 ∙ 0,9∙ 699.5 = 1078,1864 078,1864 ∙ 400 = 37,5838 = 0,85′ = 10.85 ∙30 ∙450 244,358 ∙10 = 0,9 = = 997,1561 37, 5 838 2 0,9∙400699.5 2 = 1101,7125
Digunakan tulangan 3D25 → As =1472,6216 mm2 Tulangan Geser (B45) Berdasarkan SNI 2847:2013 pasal 11.4.6.3
350 = 0,062 → = 0,062√ 30 400 = 0,2971 350 = 0,35 → = 0,35 400 = 0,3063 ()
= 0.17 ′ = 0.17√ 30 ∙350 ∙599.5∙ 10− = 195,374
Tumpuan Kiri Vu = 184,3849 kN
< 0,75 = 245,8465 (ℎ ) ≥ = 184,0,37849 5 195,374 = 50,4726
50,4726 ∙ 10 = → = = 400 ∙ 599,5 = 0,2105 = 0,3063 Spasi maksimum tulangan transversal 1) ¼ d = ¼ 599,5 = 149,875 mm 2) 6D = 6∙ 25 = 150 mm 3) 150mm
= 265,4646 ) 4646 = 874,3893 = = 265, 0, 3 036 Digunakan sengkang D13, 2 kaki (
Digunakan spasi tulangan transversal 125 mm Digunakan sengkang D13 – 125 mm
Lapangan Vu = 45,099 kN
> 0,75 = 60,132 ( ℎ ) = 0 = 0,3063 Spasi maksimum tulangan transversal 1) ¼ d = ¼ 599,5 = 149,875 mm 2) 6D = 6∙ 25 = 150 mm 3) 150mm
= 265,4646 ) 4646 = 874,3893 = = 265, 0,3036 Digunakan sengkang D13, 2 kaki (
Digunakan spasi tulangan transversal 125 mm Digunakan sengkang D13 – 125 mm
Tumpuan Kanan Vu = 103,4422kN
> 0,75 = 137,9229 ( ℎ ) = 0
= 0,3063
Spasi maksimum tulangan transversal 4) ¼ d = ¼ 599,5 = 149,875 mm 5) 6D = 6∙ 25 = 150 mm 6) 150mm
= 265,4646 ) 4646 = 874,3893 = = 265, 0, 3 036 Digunakan sengkang D13, 2 kaki (
Digunakan spasi tulangan transversal 125 mm Digunakan sengkang D13 – 125 mm