Staad Planning

8/2/2019 Staad Planning

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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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).

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