pilecap tc
DESCRIPTION
Tower Crane, Pile cap, Perhitungan, AnalisaTRANSCRIPT
BEBAN TOWER CRANE/ TOPKIT FO/23B
P3 (EKSENTRISITAS TRUSS)
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9 M 50 MP1= 9.0 T P2= 2.6 T
M1=9*9= 81 TM (P1) akibat counter weightM2=2.6*50= 130 TM (P2) akibat beban hook craneM3=(50-11)*0.1*39*31= 60 TM (P3) akibat berat sendiri truss
-109 TM selisih momen ( delta M )
∆M= M1-M2-M3
∆M= M1-M2-M3=
CHECK PILECAP TOWER CRANE (TC)
CHECK JUMLAH TIANG : B1DATA-DATA: B L H B1Ukuran Pilecap = 3.00 3.50 1.50 1.60 T Cw,pilecap= 1.5*3*5.5*2.4= 59.40 tonw,pile = 0.5^2*3.14/4*2.4*6= 2.83 tonM(kgm)= 110000 V1=M/H= 110/1.6= 68.75 tonS(m)= 1.6 V2=P/2= 64.80/2= 29.70 ton
| | | | | |C=V1+V2= 98.45 L
PILE CAPT1=V2+2Wp-V1= -30.57 60.00
Total P= C + w/2 = 128.15 <Compression> T= T1+ w/2 = -0.87 <Tension> O O O
Tiang D-50cm, P,izin= 48.00 tonL=24M T,izin= 21.60 tonNP,Tekan= P/P,izin = 2.67NP,Tarik= T/T,izin = 1.42 O O O
CHECK PENULANGAN PILECAP: L
ASUMSI BERAT SENDIRI PILECAP DIPIKUL TANAH SUBGRADE: LAYOUT PILE CAP
0.57 KG/CM2
0.40 KG/CM2 | | KAKI TRUSS-> OK CUKUP AMAN | | TOWER CRANE
ARAH X(m)= 3.00 | |M,Total = 110.000 T-M h1= | | 5/5D16Mu= 1.3 x M = 143.000 50CM | | 4D13
INPUT: 1. fc' = 24.500 Mpa (0.83 f,ck) | |2. fy = 400.000 Mpa3. b = 300.000 Cm ANGKUR REBARS4. d = 140.000 Cm5. Mu= 143.000 TM
OUT-1 = 1.7*ENT18KIN-1*ENT25KIN-3*ENT45KIN-4/ENT400KIN-2=KIN-6 INV^2- 8.5 E4 * KOUT-1*KOUT-3*ENT20KIN-5/KOUT-2 INV^2 = INV ^ 0.5
Rumus= b= b^2= 4ac= (b^2-4ac)^0.5=aX2-bx-c=0 4373.250 19125316 558370 4308.94
(b-out1)/2 32.156 cm2As = ( OUT-1 - KOUT-6 )/2As '=(1.7*fc'*b*d/fy)/2-SQRT((1.7*fc'*b*d/fy)^2-4*1.7*fc'*10*b*Mu *100000/0.8/(fy*10)^2)/2
As,req= 10.72 cm2/M'PAKAI D22-200(BOT)= 19.00 cm2/M' >As,req OK D19-200(TOP)
ARAH X(m)= 5.00M,Total = 110.000 T-M h1= | | 5/5D16
σ = P/A = 64.8/(3*5.5) =σ,IZIN=qc/30=12/30=
Mu= 1.3 x M = 143.000 50CM | | 4D13INPUT: 1. fc' = 24.500 Mpa (0.83 f,ck) | |
2. fy = 400.000 Mpa3. b = 500.000 Cm ANGKUR REBARS4. d = 140.000 Cm5. Mu= 143.000 TM
OUT-1 = 1.7*ENT18KIN-1*ENT25KIN-3*ENT45KIN-4/ENT400KIN-2=KIN-6 INV^2- 8.5 E4 * KOUT-1*KOUT-3*ENT20KIN-5/KOUT-2 INV^2 = INV ^ 0.5
Rumus= b= b^2= 4ac= (b^2-4ac)^0.5=aX2-bx-c=0 7288.750 53125877 930617 7224.63
(b-out1)/2 32.061 cm2As = ( OUT-1 - KOUT-6 )/2As '=(1.7*fc'*b*d/fy)/2-SQRT((1.7*fc'*b*d/fy)^2-4*1.7*fc'*10*b*Mu *100000/0.8/(fy*10)^2)/2
As,req= 6.41 cm2/M'PAKAI D22-200(BOT)= 19.00 cm2/M' >As,req OK D19-200(TOP)
H
CONTOH HITUNG DARI P3 TABEL
P3 92.000 PILECAP 29.700 102.978 PILE= 8.478 PIZIN= 64.800 TARIK (10.978)
B
KAKI TRUSSTOWER CRANE
V.3 PERHITUNGAN PILECAP KELOMPOK TIANG/ DATE: 15-09-2006
PROYEK : GRAHA KEBON SIRIHLOKASI : JL. JAKSA JAKARTA PUSAT
DIMENSI KOLOM = 850 X 850 mmUKURAN TIANG BOR (mm) = 800 P,izin= 154 tonJARAK TIANG ( s )mm = 2400 fc'= 29.18 MPa
Cover(mm) = 70 fy = 400 MPa
PERHITUNGAN PENULANGAN BERDASARKAN REAKSI TIANG BORCOLUMN/WALL
UNTUK PC21 / 3x7
arah X U=1.2D+1.6L, D:L=0.81:0.19Pi= 154 ton U=1.276 DT, DT=D+Lex= 128 CM
M= 3xPi x e,max PILECAPM= 3x154x1.275 = 589.1 TMMu=1.276x589.1= 751.6 TMfc'= 29 Mpafy = 400 Mpa eB= 640 CMH= 150 CM Pid=(H-10) = 140 CMAs,req= 26.63 cm2/M' SECTIONPASANGAN D25-150, As=32.72> As,req OK
arah Y
U=1.2D+1.6L, D:L=0.81:0.19Pi= 154 ton U=1.276 DT, DT=D+Ley= 130 CM
M= Pi x e,maxM= 154x1.296= 199.6 TMMu=1.276x199.6= 254.7 TMfc'= 29 Mpafy = 400 MpaB= 240 CMH= 150 CMd=(H-10) = 140 CMAs,req= 24.02 cm2/M'PASANGAN D22-150, As=25.33cm2>As,req OK
s
LAY-OUT
H
s
s
Halaman (7)
V.3 PERHITUNGAN PILE CAP / DATE: 27-06-2007PROYEK : PARAMA HOTELLOKASI : JL.WAHID HASYIM
DIMENSI KOLOM = 500 x 500 mmUKURAN TIANG BOR = 350 mm P,izin = 70.00 tonJARAK TIANG ( s ) = 1050 mm fc' = 24.90 MPa
Cover = 70 mm fy = 400.00 MPao- -------- - ------- - -------- - ------- - -------- - ------ - ---- -| | | | | | | || Type | No. Pile | x | y | P | H | b || Pile Cap | | | | KOLOM | | || | | ( m ) | ( m ) | ( ton ) | ( cm ) | ( cm )|o- -------- - ------- - -------- - ------- - -------- - ------ - ---- -| | | | | | | || 4 | 1 | 1.050 | 1.050 | 280.00 | 80.00 | 185 || | 2 | -1.050 | 1.050 | | | || | 3 | 1.050 | -1.050 | | | || | 4 | -1.050 | -1.050 | | | || | | | | | | || 5 | 1 | -0.742 | -0.742 | 350.00 | 90.00 | 228 || | 2 | 0.742 | -0.742 | | | || | 3 | 0.000 | 0.000 | | | || | 4 | -0.742 | 0.742 | | | || | 5 | 0.742 | 0.742 | | | || | | | | | | || 6 | 1 | -1.050 | -0.525 | 420.00 | ### | 290 || | 2 | 0.000 | -0.525 | | | || | 3 | 1.050 | -0.525 | | | || | 4 | -1.050 | 0.525 | | | || | 5 | 0.000 | 0.525 | | | || | 6 | 1.050 | 0.525 | | | || | | | | | | || 7 | 1 | -3.394 | 0.000 | 490.00 | ### | 759 || | 2 | 0.000 | 0.000 | | | || | 3 | 3.394 | 0.000 | | | || | 4 | -1.697 | 1.697 | | | || | 5 | 1.697 | 1.697 | | | || | 6 | -1.697 | -1.697 | | | || | 7 | 1.697 | -1.697 | | | || | | | | | | || | | | | | | |o= ======== = ======= = ======== = ======= = ======== = ====== = ==== =
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vc,min = @MIN((2+4/1)*$J$6^0.5*10*T15*P15,(40*P15/T15+2)*$J$6^0.5*10*T15*P15/12,4*$J$6^0.5*T15*P15)*0.001vc = @SQRT($J$6)*10*N15*P15/6000d = (L15-$F$7/10-AW15/10)e = 0.5*$F$6/10-(F4/20)vs = @MAX(+AB15/0.7-AD15,0)s = @PI*(AI15/10)^2/4*2*$J$7*10*P15/AF15/1000As = (1.7*$J$6*N15*P15/$J$7)/2-@SQRT((1.7*$J$6*N15*P15/$J$7)^2-4*1.7*$J$6*10*N15*AL15*100000/0.8/($J$7*10)^2)/2As,min = 0.0018*N15*P15
Halaman (8)
Asumsi: Pdl = 0.810 P,izin Pll = 0.190 P,izin
Mu = Vu x eVs = Vu/O - VcRv = 0.400 ( Untuk Pondasi )
----- - ------- - ------ - -------- - ------- - -------- - ------ - ----- -| | | | | | CHECK | | |
d | e | bo | Pu | Vc,min | | Vu | Vc || | | | KOLOM | | Pu <= | | |( cm ) | ( cm ) | ( cm ) | ( ton ) | (ton) | Vc,min | (ton) | (ton) |----- - ------- - ------ - -------- | ------- | -------- - ------ | ----- |
| | | | | | | | |71 | 27.50 | ### | 267.96 | 687.44 | O.K | ### | ### |
| | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | |
81 | 49.25 | ### | 357.28 | 848.87 | O.K | ### | ### || | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | |
91 | 80.00 | ### | 446.60 | ### | O.K | ### | ### || | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | |
101 | 339.40 | ### | 535.92 | ### | O.K | ### | ### || | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | || | | | | | | | |===== = ======= = ====== = ======== = ======= = ======== = ====== = ===== =
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@MIN((2+4/1)*$J$6^0.5*10*T15*P15,(40*P15/T15+2)*$J$6^0.5*10*T15*P15/12,4*$J$6^0.5*T15*P15)*0.001
(1.7*$J$6*N15*P15/$J$7)/2-@SQRT((1.7*$J$6*N15*P15/$J$7)^2-4*1.7*$J$6*10*N15*AL15*100000/0.8/($J$7*10)^2)/2
Halaman (9)
------ - -- --- -------- - -------- - ------ - ------- - ------- - ------- -| | | | | | | |
Vs | n Dia jarak | Mu | As | As,min | As,max | As,req || | | | | | | |
(ton) | D cm | ton-m | (cm2) | (cm2) | (cm2) | (cm2) |------ | -- --- -------- | -------- | ------ | ------- | ------- | ------- |
| | | | | | | |### | 1 19 12.52 | 49.13 | 21.94 | 23.68 | 210.46 | 23.68 |
| | | | | | | || | | | | | | || | | | | | | || | | | | | | |
84.07 | 1 19 21.88 | 87.97 | 34.51 | 33.36 | 296.49 | 34.51 || | | | | | | || | | | | | | || | | | | | | || | | | | | | || | | | | | | |
18.47 | 1 19 111.88 | 142.91 | 49.91 | 47.55 | 422.70 | 49.91 || | | | | | | || | | | | | | || | | | | | | || | | | | | | || | | | | | | || | | | | | | |
0.00 | 1 19 50.00 | 475.16 | ### | 138.09 | ### | 149.63 || | | | | | | || | | | | | | || | | | | | | || | | | | | | || | | | | | | || | | | | | | || | | | | | | || | | | | | | |====== = == === ======== = ======== = ====== = ======= = ======= = ======= =
HPILECAP
e
SECTION Pi
Halaman (10)
--- --- ------ -| |
n Dia jarak || || D cm |--- --- ------ |
| |1 19 22.15 |
| || || || |
1 19 18.77 || || || || || |
1 19 16.47 || || || || || || |
1 19 14.38 || || || || || || || || |=== === ====== =