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MATERIALE DENS
KIP/IN2 IP/FT2 KN/M2 KN/MM2 KIP/IN3 KIP/FT3
STEEL 29000 ### 205.000 ### 0.30 ### ###
STAINLESS ST 28000 ### 197.930 ### 0.30 ### ###
ALUMINIUM 10000 ### 68.948 ### 0.33 ### ###
CONCRETE 3150 453600 21.718 ### 0.17 ### ###
1 144
12
POISSON'S RATIO
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ITY ALFA HEAR MODULUS (G)
KG/M3 KN/M3 KIP/FT2
### 76.8195 ### ### 0.03 0.00
### 76.8195 ### ### 0.03 0.00
### 26.6018 ### ### 0.03 0.00
### 23.5616 ### ### 0.05 0.00
CRITICALDUMPIN
G@/F @/K
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TUAN MINIMUM BALOK DAN SLAB 1 ARAH TANPA DE
Jenis
Ketebalan Minimum (h)
Slab-One Wa l/20 l/24 l/28 l/10
Beam l/16 l/18.5 l/21 l/8
Terdukung
Sederhana
1 UjungMenerus
2 UjungMenerus
Kantilever
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BETONFc' kg/cm2 250 250 250 250 250 250
Fy kg/cm2 4000 4000 4000 4000 4000 4000
L m 4 4 4 6 6 6
b m 0.2 0.2 0.2 0.25 0.25 0.25
h m 0.3 0.3 0.3 0.4 0.4 0.4
selimut m 0.03 0.03 0.03 0.03 0.03 0.03
P kg 2000 750 1500 300
Q kg/m 2000 750 400
tulatas
bawah 4D12 4D12 4D12 4D12 4D10 3D12
ka 15D12-1 15D12-1 15D12-129
ki 15D12-1 15D12-1 15D12-129sengkang
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250 250
4000 4000
6 8
0.25 0.3
0.4 0.5
0.03 0.03
300
350
3D12
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ROLL : FX V
FY -
FZ V
MX V
MY V
MZ V
Panjang efektif untuk tekan: Ly, LzPanjang efectif untuk momen lentur: UNT, UNB, UNL
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CONCRETE COVER
CLB bottom
CLS side
CLT top
Code : CODE ACI
Kuat beton : FC 25 N/mm2
Tegangan leleh tulangan utama : FYMAIN 415 N/mm2 Tegangan leleh tulangan sengkang : FYSEC
Parameter-parameter pendukung lainnya
Ec 22 kN/mm2
density 25 kN/m3
poisson ratio 0.17
Design Balok : DESIGN BEAM
Design Kolom : DESIGN COLUMN
TAKE OFF
MINMAIN 16 = Minimum diameter tulangan utama beton D16MINSEC 10 = Minimum diameter tulangan sekunder beton/sengkang
P10
MAXMAIN 16 = Maksimum diameter tulangan utama beton, D16
REINF 0 = Jenis sengkang apakah spiral (1) atau tied (0)
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Code : CODE AISC
Tegangan leleh baja : FYLD
KZ pada seluruh kolom
UNB, UNT, LY pada kolom dan beam/rafter.
Ratio : ratio adalah 1 untuk beban tetap, 1,3 untuk
Beban sementara.
Faktor panjang tekuk Check code : CHECK CODE
Take Off.
Jika fa adalah compesive dan fa/Fa lebih besar dari 0.15 (compression is
dominant)
Jika fa adalah compesive dan fa/Fa lebih kecil dari 0.15 (flexural is
dominant)
Jika fa adalah tensile atau nol
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AISCLRFD
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DESIGN RESULT - FLEXURE
LENGTH 20 FT
FY 60000 kN/FT2 132 kip/ft2
FC 4000 kN/FT2
SIZEb 15 INCHES
h 21 INCHES
LEVEL penomoran tulangan
HEIGHT tinggi tulangan dihitung dari dasar balok / BEAM ke atas
FT 1 = 12
IN 6-1/8 = 6.13
18.13 IN dari tinggi total h = 21 IN
BAR INFO jumlah dan diameter tulangan yang dipakai
4 # 11 = dipakai 4 tulangan yang berdiameter 11
FROM awal penempatan panjang tulangan dihitung dari sebelah kiri balok / BEAM sebag
FT 0 = 0
IN 0-0/0 = 00 IN dari panjang total L = 20 FT
TO akhir penempatan panjang tulangan dihitung dari sebelah kiri balok / BEAM seba
FT 18 = 216
IN 10-0/0 = 10
226 IN dari panjang total L = 20 FT
ANCHOR kait yang diberikan pada tiap tulangan
START Yes = diberikan kait
END No = tidak ada kait
CRITICAL NEG/POS MOMENT 369.86 KIP-FT AT 0.00 FT, LOAD 1REQUIRED STEEL = As 0.17 2.09
min
max
Fy Fc' LBeam Re-bar
Mub h d n D
psi si (lb/in2 Ft In In in In kip-ft
60000 4000 20 15 21 18.9 4 1.41 369.86
SHEAR
Vu 83.9 kip
Vc 35860.23 lb 35.79kip
Vs 63043.46 lb 62.92kip
Vc = 2..fc'.bw.d
Vs = (Vu/) - Vc
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Av/s 0.06 in
Av 0.39 in2
s 7 in
Check
1 1 f'cc 0.85 = 4000 psi
a 0.85- > 4000 berkurang 0.05 setiap 1
c
tul single
tul double
a = c*1
b = 0.85*1*(f'c/fy)*(87/(87+fy))
min >= (3f'c^(1/2))/fy
min >= 200/fy
Asmin = min*b*d
temp fy
0 40 atau ksi0 60
0.0018*6 > 60
Astemp = temp/(2*b*h)
maks
single
maks = 0.75*b
doubly
maks = 0.75*b+'*f'sb/fy
' = As'/b*d
f'sb = 87*(1-d'/d)*(87+fy)/87
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singly
= As/(b*d)
doubly
A's yield
f's = (1-(d'/c))*87 >= fy
= (0.75*b)+(A's/(b*d))
A's doesn't yieldf's = (1-(d'/c))*87 < fy
= (0.75*b)+(A's/(b*d))*(f's/fy)
singly
As = *b*d
doubly
A's yield
f's = (1-(d'/c))*87 >= fy
As = (0.75*b*b*d)+(Mu/-0.85*f'c*a*b
A's doesn't yieldf's = (1-(d'/c))*87 < fy
As = (0.75*b*b*d)+((Mu/-0.85*f'c*a*
A's yield
f's = (1-(d'/c))*87 >= fy
A's = (Mu/-0.85*f'c*a*b*(d-a/2))/(fy*(d
A's doesn't yield
f's = (1-(d'/c))*87 < fy
A's = ((Mu/-0.85*f'c*a*b*(d-a/2))/(fy*(
= (*fy-((*fy)^2-4*(*0.59*fy^2/f'c)
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yard mil cm ft in
0.42 15000 38.1 1.25 15
0.33 12000 30.48 1 12
0.01 393.7 1 0.03 0.39
2.78E-05 1 0 8.33E-05 0
1 36000 91.44 3 36
kN kip N Mpa psi
1 0.22 1000 1 145.03
4.45 1 0 0.01 1
0 0 1
kg lb kip
1 2.2 0
0.45 1 0454.55 1002.09 1
No Berat
lb
3 0.376
4 0.668
5 1.043
6 1.502
7 2.045
8 2.671
0.9 9 3.39910 4.308
11 5.310
14 7.656
18 13.606
Mu/ x As
min
kip-ft ft in2 in2 in2
0.9 410.96 0 5.47 5.44 6.25 0 0 0.02
ok
4-NUM.11 atau 4#11
As(STAAD)
s(DESIGN
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00 psi tp tidak boleh kurang sampai 0.65
in
in
f'c n fy = psi
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=0.9
*(d-a/2))/(fy*(d-d'))
b*(d-a/2))/(fy*(d-d')))*(f's/fy)
-d'))
-d')))*(f's/fy)
*(12Mu/(b*d^2)))^(1/2))/(2*(*0.59*fy^2/f'c))
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Dia Luas Kel
in in2 in
0.38 0.110 1.179
0.50 0.196 1.571
0.63 0.307 1.964
0.75 0.442 2.357
0.88 0.602 2.750
1.00 0.786 3.143
1.13 1.000 3.5451.27 1.267 3.991
1.41 1.562 4.431
1.69 2.252 5.321
2.26 4.002 7.093
b max
0
kip-ft kN-m N-cm lb-in psi
410.96 557.17 ### 4000
0.74 1 8849.56
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0 0.11 1
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1 1.45
lb/in2 N/cm2 kN/cm2 kip/in2 kip/ft2
4000 2758 2.76 4 576.03
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= P/A 0.16 kN/mm2
P 22.36
A 144
= Ps/ 0
Ps
Calculations are presented for the top surface only.
SX = 0 pound/inch2
SY = 0 pound/inch2
SXY = 0 pound/inch2
MX = 16.9pound-inch/inch
MY = 85.81pound-inch/inch
MXY = 36.43pound-inch/inch
S 0.17 in2 S = (1/6)*(t^2)
x 101.4 pounds/in2 x = SX + MX/S
y 514.86 pounds/in2 y = SY + MY/Sxy 218.58 pounds/in2 xy =SXY + MXY/S
TMAX 300.86pounds/in2
SMAX 608.99 pounds/in2 SMAX = (( x + y)/
SMIN 7.27 pounds/in2 SMIN = (( x + y)/
ANGLE -23.3 ANGLE = (1/2 TAN^
VONT 605.29 psi VONT = 0.707 ((S
Plate Principal Stresses
Smax Smin Tmax Angle Pricipal Vm Tresca
psi(lb/in2 psi psi psi psi psi
Top 44.64 -0.07 22.36 67.5 Max 44.64 44.67 44.72
Bottom 0.07 -44.64 22.36 67.5 Min -0.07 44.67 44.72
TMAX = ((((x-y)
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SOAL 18 PLATE NO 4Calculations are presented for the top surface only.
SX = 0 pound/inch2
SY = 0 pound/inch2
SXY = 0 pound/inch2
MX = 2.86pound-inch/inch
MY = 16.83pound-inch/inch
MXY = 1.71pound-inch/inch
S 0.17 in2 S = (1/6)*(t^2)
x 17.17 pounds/in2 x = SX + MX/S
y 100.97 pounds/in2 y = SY + MY/S
xy 10.28 pounds/in2 xy =SXY + MXY/S
SMAX = (( x + y)/
SMIN = (( x + y)/
ANGLE = (1/2 TAN^
VONT = 0.707 ((S
Plate Principal Stresses
TMAX = ((((x-y)
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Smax Smin Tmax Angle Pricipal Vm Tresca
psi(lb/in2 psi psi psi psi psi
Top 102.21 15.92 43.15 83.11 Max 102.21 95.24 102.21
Bottom -15.92 -102.21 43.15 83.11 Min 15.92 95.24 102.21
3.Max. Distortion energy theory (Von Mises & Henckys theory):
Considering the factor of safety
Maximum principal stress
The criteria of failure for the distortion energy theory is expressed as
For bi axial stresses (3=0),
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Minimum principal stress
For ductile materials
1
should not exceed Syt/FoS in tension, FoS = factor of safety
For brittle materials 1 should not exceed in tension
The failure or yielding is assumed tmember where the max shear stresreaches a value equal to shearobtained from simple tension test.In a biaxial stress case max shear str
wheremax =
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This theory is mostly used for ductile mate
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2) + TMAX
) - TMAX
-1)*(2xy/(x-y))
AX SMIN)2 + (SMAX)2 + (SMIN)2) = psi
2)/4)+(xy^2))
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SQX, SQY Shear stresses (For
SX, SY, SXY Membrane stresses
MX, MY, MXY Moments per unit wi
(For Mx, the unit wi
parallel to the local
width is a unit dista
axis. Mx and My cau
causes the element
SMAX, SMIN Principal stresses in
(Force/unit area). T
TMAX Maximum 2D shear
element (Force/unit
2) + TMAX ANGLE Orientation of the 2
) - TMAX VONT, VONB 3D Von Mises stres
-1)*(2xy/(x-y))
AX SMIN)2 + (SMAX)2 + (SMIN)2) = psi VM = 0.707 (SMAX SMIN)2 + SMAX2
TRESCAT, TRESCAB Tresca stress, wher
TRESCA = MAX[ |(Smax-Smin)| , |(Smax
2)/4)+(xy^2))
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Notes:
1. All element stress output is in the loc
direction and sense of the element stre
Fig. 1.13.
2. To obtain element stresses at a speci
element, the user must provide the loca
in the coordinate system for the elemen
local coordinate system coincides with telement.
3. The 2 nonzero Principal stresses at th
SMIN), the maximum 2D shear stress (T
orientation of the principal plane (ANGL
stress (VONT & VONB), and the 3D Tres
& TRESCAB) are also printed for the top
of the elements. The top and the botto
determined on the basis of the direction
4. The third principal stress is assumed
for use in Von Mises and Tresca stress cthe TMAX and ANGLE are based only on
stresses (SMAX & SMIN) at the surface.
shear stress at the surface is not calcula
to the 3D Tresca stress divided by 2.0.
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Boundary for maximum normal stress theory
take place at a point in ain a biaxial stress system
strength of the material
ss developed is given by
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rials.
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ce/ unit len./ thk.)
(Force/unit len./ thk)
idth (Force x Length/length)
th is a unit distance
axis. For My, the unit
ce parallel to the local X
se bending, while Mxy
to twist out-of-plane.)
the plane of the element
e 3rd principal stress is 0.0
stress in the plane of the
area)
principal plane (Degrees)
, where
SMIN2
| , |(Smin)| ]
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l coordinate system. The
ses are explained in
ied point within the
tion (local X, local Y)
t. The origin of the
he center of the
e surface (SMAX &
AX), the 2D
), the 3D Von Mises
a stress (TRESCAT
and bottom surfaces
surfaces are
of the local z-axis.
o be zero at the surfaces
alculations. However,the 2D inplane
he 3D maximum
ted but would be equal
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DESIGN RESULT
LENGTH FT
FY 60000 kN/FT2 psi (lb/in2)
FC 4000 kN/FT2 psi (lb/in2)
SIZEb 12 INCHES
h 12 INCHES
Reinf Tied
Ast 7.89 sq.in
Ast (%)
As provid 8 sq.in
Bar 8 n
Number 9 1 in2
Reinf PCT 5.56 sq.in
0.7
Pn
COLUMN INTERACTION MnPo Pn P-bal M-bal e-bal
kip kip
860.68 0.8 688.54 189.56
Pu Mz My
249.33 66.14
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210.44 202.41 194.25 185.95 178.93 163.81 156.52 149.93 143.69
166.6 168.67 169.97 170.45 171.48 171.74 170.63 169.69 168.61
165 166 167 168 169 170 171 172
50
100
150
200
250
Axis Title
AxisTitle
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137.8 132.25 127.39
167.44 166.2 165.41
173
COLUMN
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BEAM
DESIGN RESULT OF FLEXURE
LENGTH 20 FT PERKIRAAN TEBAL KOL 15.0 SYARAT
FY 60000 LB.IN PANJANG BALOK EFEKTI 225.0 B/D RATI
FC 4000 LB.IN 4d < Le ##> 0.3
SIZE b 15INCHES 75.6 < 225.0 OK
h 21INCHES OK LEBAR Bd 19INCHES 15> ##
LEVELHEIGHT
BAR INFOFROM TO
FT IN FT IN FT IN
0 2 - 5 / 8 3 NUM 9 2 4 - 5 / 8 20 0 - 0 / 0
IN 2.63 3.38 28.63 240.00
CRITICAL POS/NEG MOMENT 189.77 KIP-FT AT 12.00 FT
REQUIRED STEEL 2.4800 IN2 ROW 0.0090 ROWMX 0.0214 R
MAX/MIN/ACTUAL BAR SPACING 7.50 / 2.26 / 4.94 INCHBASIC/REQD. DEVELOPMENT LENGTH 37.95 / 31.42 INCH
CHECKED
min b maxMu
x
kip-ft p ft
0.0032 ### 0.0106 0.0000 1.13 189.77 0.9 # 0
j As0.85 0.8 0
BARDIA.
u/
As = Mu / fy j d
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BEAM
DESIGN RESULT OF FLEXURE
EMPA LENGTH 6096 MM PERKIRAAN TEB
>= 0.3 FY 414 N.MM PANJANG BALOK
FC 28 N.MM 4d < Le
SIZE b 381 MM ### < 5715.0
LOK >= 250 MM h 533 MM OKOK d 480 MM
ANCHORLEVEL
HEIGHTBAR INFO
F
START END FT IN FT
0 2 - 5 / 8 3 NUM 9 2 4
MM 66.68 85.95 7
LOAD 1.00 CRITICAL POS/NEG MOME ### N-MM AT
OWMN 0.0033 REQUIRED STEEL 62.9920 MM2 ROW
MAX/MIN/ACTUAL BAR SPACING 190.50 / 57.40BASIC/REQD. DEVELOPMENT LENGTH 963.93
CHECKED
As
min b m
in2 in2 in2
2.48 2.79 #NAME? 0.0381 0.4835 #N/A 0.0000
j As0.85 0.8 6.25
a=As.fy/0.85.fc'.b
(STAAD
(DESIGN
As = Mu / fy j d
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L KOL 381.0 SYARAT GEMPA
EFEKTI 5715.0 B/D RATIO >= 0.3
##> 0.3
OK
LEBAR BALOK >= 250 MM##>## OK
ROM TO ANCHOR
IN FT IN START END
- 5 / 8 20 0 - 0 / 0
7.08 6096.00
### MM LOAD 1.00
0.0090 ROWMX 0.0214 ROWMN 0.0033
/ 125.48 MM/ 798.07 MM
axMu
x As
kip-ft p ft in2 in2 in2
#N/A 189.77 0.9 # 0 2.48 0 #NAME?
BARDIA.
u/
(STAAD
(DESIGN
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h =
c = 3.128
21 d = 19
b = 15
KONTROL
c/d 0.166 min
ok ### > 0.0033
0.015 >= 0.005 ok
ok
t
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0
C = 135600a = 2.659
d - (a/2) 17.571
0.85
T = 135600
c =
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C=0.85.F'c.b.a
T=As.Fy
=0.003(d/t-1)
a=.c
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No Berat Dia Luas Kel kip-ft kN-m N-cm
lb in in2 in 210.86 285.88
3 0.376 0.38 0.110 1.179 0.74 1
4 0.668 0.50 0.196 1.571 0 0.11
5 1.043 0.63 0.307 1.964
6 1.502 0.75 0.442 2.357
7 2.045 0.88 0.602 2.750
8 2.671 1.00 0.786 3.1439 3.399 1.13 1.000 3.545
10 4.308 1.27 1.267 3.991
11 5.310 1.41 1.562 4.431
14 7.656 1.69 2.252 5.321
18 13.606 2.26 4.002 7.093
19
22
23
25
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lb-in
###
8849.56
1
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MODULUS ELASTICITY (e)
kg Nmm kip ft ton m lb ft kip in kN m kg m kN cm
1 9806.65
1 20.89 101.97 20885.43 0.15 1000 ### 0.1
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Konversi Panjang
1 m satuan baru
0 km Rumus Konversi = x angka
100 cm satuan lama
1000 mm39.37 in
3.28 ft Contoh 1 :
1.09 yd 0.5 cm = . ft
Jawab :
Konversi Area
Satuan lama = cm
1 Satuan baru yang diinginkan = ft
10000
1000000 Sesuaikan dengan tabel konversi disamping
1550.39 sq in Ambil angka (nilai) yang ada ditabel untuk dijadikan perbandinga
10.76 sq ft1.2 sq yd 3.28
0.5 cm = x 0.5
Konversi Volume 100
1 0.5 cm = 0.0164 ft
1000000
1000000000
61023.84 cu in
35.31 cu ft
1.31 cu yd
264.2 gal(USA)
6.29 barrel(oil)
219.97 gal(UK)
Konversi Berat
1 Kg Contoh 2 :
9.81 N 30 kip = . N
9.81E-03 KN Jawab :
9.81E-06 MN
1.00E-03 T Satuan lama = kip
0.98 dyN Satuan baru yang diinginkan = N
2.2 lb
2.20E-03 kip Sesuaikan dengan tabel konversi disamping
1.00E-03 mton Ambil angka (nilai) yang ada ditabel untuk dijadikan perbandinga
Konversi Sudut 9.81
30 kip = x 30
1 deg 2.20E-03
1.11 grad
1.75E-02 rad 30 kip = 133500 N
Converting Units Of Measurement http://www.kampustekniksipil.co.cc
m2
cm2
mm2
m2
cm3
mm3
http://www.kampustekniksipil.co.cc/http://www.kampustekniksipil.co.cc/http://www.kampustekniksipil.co.cc/http://www.kampustekniksipil.co.cc/ -
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Konversi Tekanan
1
1.00E-04
1.00E-06
9.81 Pa
9.81E-03 Kpa
9.81E-06 Mpa
1.00E-03
1.00E-07
1.00E-09
Contoh 3 :
Konversi Momen 25 Mpa = . kg/cm2
Jawab :
1 kg.m
100 kg.cm Satuan lama = Mpa
1000 kg.mm Satuan baru yang diinginkan = kg/cm2
1.09 kg.yd
3.28 kg.ft Sesuaikan dengan tabel konversi disamping
39.37 kg.in Ambil angka (nilai) yang ada ditabel untuk dijadikan perbandinga1.00E-03 t.m
0.1 t.cm 1.00E-04
1 t.mm 25 Mpa = x 25
1.09E-03 t.yd 9.81E-06
3.28E-03 t.ft
3.94E-02 t.in 25 Mpa = 254.929 kg/cm2
9.81 N.m
980.67 N.cm
9806.65 N.mm
10.72 N.yd
32.17 N.ft
386.09 N.in9.81E-03 KN.m
0.98 KN.cm
9.81 KN.mm
1.07E-02 KN.yd
3.22E-02 KN.ft
0.39 KN.in
9.81E-06 MN.m
9.81E-04 MN.cm
9.81E-03 MN.mm
1.07E-05 MN.yd
3.22E-05 MN.ft
3.86E-04 MN.in
kg/m2
kg/cm2
kg/mm2
t/m2
t/cm2
t/mm2
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yard mil cm ft in
0.03 1000 2.54 0.08 10.33 12000 30.48 1 120.01 393.7 1 0.03 0.39
engali 2.78E-05 1 0 ### 01 36000 91.44 3 36
Mpa psi
1 145.030.01 1
kg lb kip kN N Ton dyN
1 2.2 0 0.01 9.81 0 0.980.45 1 0 0 4.45 0 0.44
454.55 1002.09 1 4.46 4457.57 0.45 445.76101.94 224.73 0.22 1 999.66 0.1 99.97
0.1 0.22 0 0 1 0 0.11000 2204.6 2.2 9.81 9806.65 1 980.671.02 2.25 0 0.01 10 0 1
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9.29 Converts 100 square feet into square meters (9.29030
1.09 =1 kg.m ke kg.yard
451939.36 salah
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).