Revisi 1 Perhitungan Box.xls

1 / 58 document.xls/Summary

SUMMARY OF STRUCTURAL CALCULATION OF 1-BARREL BOX CULVERT

1 Design Dimensions and Bar Arrangements #N/A

B8.0 x H5.1

Clear width m 8.00Clear height m 5.10Height of fillet m 0.30

Thickness Side wall cm 55.0Top slab cm 55.0Bottom slab cm 55.0

Cover of reinforcement bar (between concrete surface and center of reinforcement bar)Side wall Outside cm 5.0

Inside cm 5.0Top slab Upper cm 5.0

Lower cm 5.0Bottom slab Lower cm 5.0

Upper cm 5.0

Bar arrangement (dia - spacing per unit length of 1.0 m)

Side wall Lower outside Tensile bar mm #REF!Distribution bar mm #REF!

Middle inside Tensile bar mm #REF!Distribution bar mm #REF!

Upper outside Tensile bar mm #REF!Distribution bar mm #REF!

Top slab Upper edge Tensile bar mm #REF!Distribution bar mm #REF!

Lower middle Tensile bar mm #REF!Distribution bar mm #REF!

Bottom slab Lower edge Tensile bar mm #REF!Distribution bar mm #REF!

Upper middle Tensile bar mm #REF!Distribution bar mm #REF!

Fillet Upper edge Fillet bar mm #REF!Lower edge Fillet bar mm #REF!

2 Design Parameters

Unit Weight Reinforced Concrete 2.4

Backfill soil (wet) 1.8

(submerged) 1.0

Live Load Class of road #N/A #N/ATruck load at rear wheel P= #N/A tfImpact coefficient (for Class I to IV road) Ci= 0.3

0.0

Pedestrian load (for Class V roads) #N/A

Concrete Design Strength 20.75

(K20.75) Allowable Compressive Stress 339

Allowable Shearing Stress 0

Reinforcement Bar Allowable Tensile Stress 0

(U24, deformed bar) Yielding Point of Reinforcement Bar 0

Young's Modulus Ratio n= 0

Coefficient of static earth pressure Ka= 0.3

Type of box culvert

gc= tf/m3

gs= tf/m3

gs'= tf/m3

(D<4.0m)(D>4.0m)

tf/m2

sck= kgf/cm2

sca= kgf/cm2

ta= kgf/cm2

ssa= kgf/cm2

ssy= kgf/cm2

2 / 58 document.xls/Summary

3/ 58 (1)document.xls, Load

STRUCTURAL CALCULATION OF UNDERPASS SINGLE BOX Type: B8.00m x H5.10mSoil Cover Depth:

1 Dimensions and ParametersBasic ParametersKa: Coefficient of static earth pressure

Unit weight of water (t/m3)

Unit weight of soil (dry) (t/m3)

Unit weight of soil (saturated) (t/m3)

Unit weight of reinforced concrete (t/m3)

Concrete Design Strength

Allowable Stress of Reinforcement Bar

Basic DimensionsH: Internal Height of Box CulvertB: Internal Width of Box CulvertHf: Fillet Heightt1: Thickness of Side Wallt2: Thickness of Top Slabt3: Thickness of Invert (Bottom Slab)BT: Gross Width of Box CulvertHT: Gross Height of Box CulvertD: Covering Depth

Cover of R-barTop Slab d2 0.05 mSide Wall d1 0.05 mBottom Slab d3 0.05 m

Dimension of frame

gw:

gd:

gs:

gc:

sck:

ssa:

B0

H0

t2

H

t3

t1 B t1

D1

H

BT

Bt1 t1

t3

HT

Hf

Hf

t2

DGwd


1 Top Slab

Dead Load :

Qrigid : 0.3 x 1 x 2.4 : 0.720 t/mQtimbunan : 1.8 x 0.5 x 1 : 0.900 t/m : 1.2 x 2.94Qtopslab : 0.55 x 1 x 2.4 : 1.320 t/m 3.528 t/m

: 2.94 t/m

28.224 t.mLive Load :

Beban Merata : 2.2 t/m2.75 : 1.6 x 0.8

: 0.80 t/m 1.280 t/m

10.24 t.m

: 28.224 + 10.24

: 38.464 t.m

Check Pembesian

0.85 x 20.75X 0.85 X

600339 600+339

: 0.0283

Rn :

: 0.0212 :: 1.4128

1.4/fy: 0.0041 m : fy / 0.85 x fc'

: 19.220411Mn :

: 38.464 / 0.9

: 42.7378 t.m: 427,377,778 Nmm

As perlu : ρ x b x d: 0.0043 x 1000 x 550

: 2392.1742

: 23.92

As D22 : 3.7994

Spasi : As D22 x 100As perlu

= 0.0043: 15.882623

0.0043 < 0.0212

0.0043 > 0.0041

Dimensi dan jarak tulangan yang dibutuhkan untuk top slab = D22-150

QUDL : 1.2 x QUDL

QUDL

MuDL : 1/8 x QUDL x L2

: 1/8 x 3.528 x 82

QULL QULL : 1.6 x QULL

MuLL : 1/8 x QULL x L2

: 1/8 x 1.28 x 82

MuTOTAL : MUDL + MULL

ρb :

ρmax :0.75 x ρb Mn / b.d2

427.377.778 / (1000 x 5502)

ρmin :

Mu / Ø

mm2

cm2

cm2

cm ≈ 15 cm

ρperlu < ρmax :

ρperlu > ρmin :

ρ= 1m (1−√1−2 . m . Rn

fy )= 1

19 .2204 (1−√1−2∗19 .2204∗1 . 4128339 )


2 Bottom Slab

Dead Load :

Qrigid : 0.3 x 1 x 2.4 : 0.72 t/mQtimbunan : 1.8 x 0.5 x 1 : 0.900 t/m : 1.2 x 5.740Qstruktur : : 4.120 t/m 6.887 t/m

: 5.740 t/m

55.100 t.m

Live Load :

Beban Merata : 2.2 t/m : 1.6 x 0.82.75 1.280 t/m

: 0.80 t/m

10.24 t.m

: 55.100 + 10.240: 65.340 t.m

Check Pembesian

0.85 x 20.75X 0.85 X

600339 600+339

: 0.0283

Rn :

: 0.0212 :: 2.4000

1.4/fy: 0.0041 m : fy / 0.85 x fc'

: 19.220411Mn :

: 65.340 / 0.9

: 72.5998 t.m: 725997557.9976 Nmm

As perlu : ρ x b x d: 0.0076 x 1000 x 550

: 4202.3649

: 42.02365

As D25 : 4.9063


= 0.0076: 11.674974

0.0076 < 0.0212

0.0076 > 0.0041

Dimensi dan jarak tulangan yang dibutuhkan untuk bottom slab = D25-100

QUDL : 1.2 x QUDL

((0.55 x 9.1 x 2.4 x 2) + (0.55 x 5.1 x 2.4*2)) / 9.1

QUDL MuDL : 1/8 x QUDL x L2

: 1/8 x 6.887 x 82

QULL : 1.6 x QULL

QULL


: 1/8 x 1.28 x 82


ρb :


72.5998.107 / (1000 x 5502)

ρmin :

Mu / Ø

mm2

cm2

cm2

cm ≈ 10 cm

ρperlu < ρmax :

ρperlu > ρmin :

ρ= 1m (1−√1−2 . m . Rn

fy )= 1

19 . 22041 (1−√1−2.∗19 . 22041∗2 .4000339 )


3 Wall

Ø : 30

g : 1.8

Gambar Distribusi Tegangan Tanah pada Dinding Box

: 1.8 x 1.35 x 0.333

: 0.809

: (1.8 x 4.5 x 0.333)

: 2.697

Mu : P1 x L1 + P2 x L2: 0.809 x 4.5 : (3.6414 x (4.50/2)) + (6.0689 x (4.50/3)): 3.6414 ton : 17.2964 t.m

: 1/2 x 2.697 x 4.5: 6.0689 ton

Check Pembesian

0.85 x 20.75X 0.85 X

600339 600+339

: 0.0283

max Rn :

: 0.0212 :: 0.6353

1.4/fy min: 0.0041 m : fy / 0.85 x fc'

: 19.220411Mn :

: 17.2964 / 0.9

: 19.2183 t.m: 192182625 Nmm

As perlu : ρ x b x d: 0.0041 x 1000 x 550

: 2255

: 22.55

As D22 : 3.7994


= 0.0019: 16.84878

0.0019 < 0.0214

0.0019

Dimensi dan jarak tulangan yang dibutuhkan untuk dinding box = D22 - 150

t/m3 g = 1.8 t/m3

σz (1) : g x h1 x Ka

t/m2

σz (2) : (g x h2 x Ka)

t/m2

P1 : σz (1) x h2

P2 : 1/2 σz (2) x h2

ρb :


19.2183 x 107 / (1000 x 5502)

ρmin :

Mu / Ø

mm2

cm2

cm2

cm ≈ 15 cm

ρperlu < ρmax :

ρperlu < ρmin : < 0.0041 (maka yg digunakan adalah ρ min)

P1P2

ρ= 1m (1−√1−2 . m . Rn

fy )= 1

19 . 2204 (1−√1−2∗19 .22041∗0 .6353339 )


0.5 m

0.333

1.00

1.80

2.00

2.40

20.75

339

5.10 m8.00 m0.30 m0.55 m0.55 m0.55 m9.10 m6.20 m0.50 m

t/m3

t/m3

t/m3

t/m3

N/mm2

N/mm2


5.65

h1 = 1.35 m

h2 = 4.50 m

9/ 58 (1)document.xls, Load Lebar = 6 m

STRUCTURAL CALCULATION OF UNDERPASS SINGLE BOX Type: B8.00m x H5.10mSoil Cover Depth:

1 Dimensions and ParametersBasic ParametersKa: Coefficient of static earth pressure

Unit weight of water (t/m3)

Unit weight of soil (dry) (t/m3)

Unit weight of soil (saturated) (t/m3)

Unit weight of reinforced concrete (t/m3)

Concrete Design Strength

Allowable Stress of Reinforcement Bar

Basic DimensionsH: Internal Height of Box CulvertB: Internal Width of Box CulvertHf: Fillet Heightt1: Thickness of Side Wallt2: Thickness of Top Slabt3: Thickness of Invert (Bottom Slab)BT: Gross Width of Box CulvertHT: Gross Height of Box CulvertD: Covering Depth

Cover of R-barTop Slab d2 0.05 mSide Wall d1 0.05 mBottom Slab d3 0.05 m

Dimension of frame

gw:

gd:

gs:

gc:

sck:

ssa:

B0

H0

t2

H

t3

t1 B t1

D1

H

BT

Bt1 t1

t3

HT

Hf

Hf

t2

DGwd


1 Top Slab

Dead Load :

Qrigid : 0.3 x 1 x 2.4 : 0.720 t/mQtimbunan : 1.8 x 0.5 x 1 : 0.900 t/m : 1.2 x 2.94Qtopslab : 0.55 x 1 x 2.4 : 1.320 t/m 3.528 t/m

: 2.94 t/m

28.224 t.mLive Load :

Beban Merata : 2.2 t/m2.75 : 1.6 x 0.8

: 0.80 t/m 1.280 t/m

10.24 t.m

: 28.224 + 10.24

: 38.464 t.m

Check Pembesian

0.85 x 20.75X 0.85 X

600339 600+339

: 0.0283

Rn :

: 0.0212 :: 1.4128

1.4/fy: 0.0041 m : fy / 0.85 x fc'

: 19.220411Mn :

: 38.464 / 0.9

: 42.7378 t.m: 427,377,778 Nmm

As perlu : ρ x b x d: 0.0043 x 1000 x 550

: 2392.1742

: 23.92

As D22 : 3.7994


= 0.0043: 15.882623

0.0043 < 0.0212

0.0043 > 0.0041

Dimensi dan jarak tulangan yang dibutuhkan untuk top slab = D22-150

QUDL : 1.2 x QUDL

QUDL

MuDL : 1/8 x QUDL x L2

: 1/8 x 3.528 x 82

QULL QULL : 1.6 x QULL


: 1/8 x 1.28 x 82


ρb :


427.377.778 / (1000 x 5502)

ρmin :

Mu / Ø

mm2

cm2

cm2

cm ≈ 15 cm

ρperlu < ρmax :

ρperlu > ρmin :

ρ= 1m (1−√1−2 . m . Rn

fy )= 1

19 .2204 (1−√1−2∗19 .2204∗1 . 4128339 )


2 Bottom Slab

Dead Load :

Qrigid : 0.3 x 1 x 2.4 : 0.72 t/mQtimbunan : 1.8 x 0.5 x 1 : 0.900 t/m : 1.2 x 5.740Qstruktur : : 4.120 t/m 6.887 t/m

: 5.740 t/m

55.100 t.m

Live Load :

Beban Merata : 2.2 t/m : 1.6 x 0.82.75 1.280 t/m

: 0.80 t/m

10.24 t.m

: 55.100 + 10.240: 65.340 t.m

Check Pembesian

0.85 x 20.75X 0.85 X

600339 600+339

: 0.0283

Rn :

: 0.0212 :: 2.4000

1.4/fy: 0.0041 m : fy / 0.85 x fc'

: 19.220411Mn :

: 65.340 / 0.9

: 72.5998 t.m: 725997557.9976 Nmm

As perlu : ρ x b x d: 0.0076 x 1000 x 550

: 4202.3649

: 42.02365

As D25 : 4.9063


= 0.0076: 11.674974

0.0076 < 0.0212

0.0076 > 0.0041

Dimensi dan jarak tulangan yang dibutuhkan untuk bottom slab = D25-100

QUDL : 1.2 x QUDL

((0.55 x 9.1 x 2.4 x 2) + (0.55 x 5.1 x 2.4*2)) / 9.1

QUDL MuDL : 1/8 x QUDL x L2

: 1/8 x 6.887 x 82

QULL : 1.6 x QULL

QULL


: 1/8 x 1.28 x 82


ρb :


72.5998.107 / (1000 x 5502)

ρmin :

Mu / Ø

mm2

cm2

cm2

cm ≈ 10 cm

ρperlu < ρmax :

ρperlu > ρmin :

ρ= 1m (1−√1−2 . m . Rn

fy )= 1

19 . 22041 (1−√1−2.∗19 . 22041∗2 .4000339 )


3 Wall

Ø : 30

g : 1.8

Gambar Distribusi Tegangan Tanah pada Dinding Box

: 1.8 x 1.35 x 0.333

: 0.809

: (1.8 x 4.5 x 0.333)

: 2.697

Mu : P1 x L1 + P2 x L2: 0.809 x 4.5 : (3.6414 x (4.50/2)) + (6.0689 x (4.50/3)): 3.6414 ton : 17.2964 t.m

: 1/2 x 2.697 x 4.5: 6.0689 ton

Check Pembesian

0.85 x 20.75X 0.85 X

600339 600+339

: 0.0283

max Rn :

: 0.0212 :: 0.6353

1.4/fy min: 0.0041 m : fy / 0.85 x fc'

: 19.220411Mn :

: 17.2964 / 0.9

: 19.2183 t.m: 192182625 Nmm

As perlu : ρ x b x d: 0.0041 x 1000 x 550

: 2255

: 22.55

As D22 : 3.7994


= 0.0019: 16.84878

0.0019 < 0.0214

0.0019

Dimensi dan jarak tulangan yang dibutuhkan untuk dinding box = D22 - 150

t/m3 g = 1.8 t/m3

σz (1) : g x h1 x Ka

t/m2

σz (2) : (g x h2 x Ka)

t/m2

P1 : σz (1) x h2

P2 : 1/2 σz (2) x h2

ρb :


19.2183 x 107 / (1000 x 5502)

ρmin :

Mu / Ø

mm2

cm2

cm2

cm ≈ 15 cm

ρperlu < ρmax :

ρperlu < ρmin : < 0.0041 (maka yg digunakan adalah ρ min)

P1P2

ρ= 1m (1−√1−2 . m . Rn

fy )= 1

19 . 2204 (1−√1−2∗19 .22041∗0 .6353339 )


0.5 m

0.333

1.00

1.80

2.00

2.40

20.75

339

5.10 m8.00 m0.30 m0.55 m0.55 m0.55 m9.10 m6.20 m0.50 m

t/m3

t/m3

t/m3

t/m3

N/mm2

N/mm2


5.65

h1 = 1.35 m

h2 = 4.50 m

STRUCTURAL CALCULATION OF UNDERPASS SINGLE BOX

1 Dimensions and Parameters

Basic ParametersKa = Coefficient of static earth pressure =

= Unit weight of water (t/m3) == Unit weight of soil (dry) (t/m3) == Unit weight of soil (saturated) (t/m3) == Unit weight of reinforced concrete (t/m3) == Concrete Design Strength == Allowable Stress of Reinforcement Bar =

Basic DimensionsH = Internal Height of Box Culvert =B = Internal Width of Box Culvert =Hf = Fillet Height =t1 = Thickness of Side Wall =t2 = Thickness of Top Slab =t3 = Thickness of Invert (Bottom Slab) =BT = Gross Width of Box Culvert =HT = Gross Height of Box Culvert =

2 Dimension of frame D = Covering Depth =

Cover of R-barTop Slab d2 =Side Wall d1 =Bottom Slab d3 =

rigit pavement =

TOP SLAB

1 Dead Load Q-rigid = 1.00 x 0.30 x 2.40 = 0.72 t/mQ-timbunan = 1.00 x 0.50 x 1.80 = 0.90 t/mQ-topslab = 1.00 x 0.45 x 2.40 = 1.08 t/m

Q-DL………………………………………………… = 2.70 t/m

QU-DL = 1.20 x Q-DL= 1.20 x 2.70 = 3.24 t/m

Mu-DL = 1/8 x QU-DL x B^2= 0.13 x 3.24 x 36.00 = 14.58 tm

2 Live LoadQ-LL = 2.20 / 2.75 = 0.80 t/m 0.80 (beban merata per meter panjang)

QU-LL = 1.60 x Q-LL = 1.60 x 0.80 = 1.28 t/m

Mu-LL = 1/8 x QU-LL x B^2= 0.13 x 1.28 x 36.00 = 5.76 tm

3 Mu-total = Mu-DL + Mu-LL = 20.34 tm

gw

gd

gs

gc

sck

ssa

H

BT

Bt1 t1

t3

HT

Hf

Hf

t2

DGwd

B0

H0

t2

H

t3

t1 B t1

D1

4 Mencari Rasio Penulangank = Mu-total

b x d x d

= 203,400,000 = 1.004444 N/mm21,000 x 450 x 450

b = 0.80 x ssa= 0.80 x 339.00 = 271.20 N/mm2

a = b x 0.588 x ssasck

= 271.20 x 0.588 x 339.00 = -2605.25 N/mm220.75

c = -k = -1.00444 N/mm2

1 2rho-hit = -b + ( b^2 - 4 x a x c )^0.5

2 x a1 = -271.2 32 = 251.16163 = -5210.494 = 0.003846

rho-min = 1.4 x ssa = 1.4 / 339.00 = 0.00413rho-max = 0.75 x rho-b = 0.021194

rho-b = 0.85 x sck x 0.85 x 600ssa 600 + ssa

= 0.028258rho-ok = 0.00413

As-pke = rho-ok x 1000 x 450 As (tul. Bagi) = 18.58407 / 5 (20% x As-pke)= 0.00413 x 1000 x 450 = 1858.407 mm2 = 3.716814 cm2

= 18.58407 cm2As 19 = phi x r^2 = 2.83385 cm2 As 13 = phi x r^2 = 1.32665

Jarak = As 19 x 100 Jarak = As 13 x 100As-pke As (tul. Bagi)

= 15.24881 cm = 35.6932Jadi Top Slab menggunakan D 19 - 15

BUTTOM SLAB

1 Dead Load Q-rigid = 1.00 x 0.30 x 2.40 = 0.72 t/mQ-timbunan = 1.00 x 0.50 x 1.80 = 0.90 t/mQ-topslab = 6.90 x 0.45 x 2.40 = 1.08 t/m

6.90Q-topslab = 6.90 x 0.45 x 2.40 = 1.08 t/m

6.90Q-wall = 3.00 x 0.45 x 2.40 = 0.94 t/m

6.90

Q-DL………………………………………………… = 4.72 t/m

QU-DL = 1.20 x Q-DL= 1.20 x 4.72 = 5.66 t/m

Mu-DL = 1/8 x QU-DL x B^2= 0.13 x 5.66 x 36.00 = 25.48 tm

2 Live Load

Q-LL = 2.20 / 2.75 = 0.80 t/m(beban merata per meter panjang)

QU-LL = 1.60 x Q-LL = 1.60 x 0.80 = 1.28 t/m

Mu-LL = 1/8 x QU-LL x B^2= 0.13 x 1.28 x 36.00 = 5.76 tm

3 Mu-total = Mu-DL + Mu-LL = 31.24 tm

4 Mencari Rasio Penulangank = Mu-total

b x d x d

= 312,433,043 = 1.542879 N/mm21,000 x 450 x 450

b = 0.80 x ssa= 0.80 x 339.00 = 271.20 N/mm2


= 271.20 x 0.588 x 339.00 = -2605.25 N/mm220.75

c = -k = -1.54288 N/mm2

1 2rho-hit = -b + ( b^2 - 4 x a x c )^0.5

2 x a1 = -271.2 32 = 239.73143 = -5210.494 = 0.006039



= 0.028258rho-ok = 0.006039

As-pke = rho-ok x 1000 x 450= 0.006039 x 1000 x 450 = 2717.765 mm2

= 27.17765 cm2As 25 = phi x r^2 = 4.90625 cm2

Jarak = As 25 x 100As-pke

= 18.05252 cmJadi Buttom Slab menggunakan D 25 - 18

WALL / DECK SLAB

Ø = 30ɤ = 1.8 y = 1.8 t/m3 h1 = 1.25 m

h2= 2.40 m

t/m3

= ɤ x Ka x h1 = ɤ x Ka x h2= 1.8 x 0.33 x 1.25 = 1.8 x 0.33 x 2.40= 0.75 t/m2 = 1.44 t/m2

P1 = σz (1) x h2 P2 = σz (2) x h2= 1.80 ton = 3.45 ton

Mu = ( P1 x L1) + (P2 x L2)= 1.80 x 2.40 + 3.45 x 2.40

2 3= 2.16 + 2.76 = 4.92 tm

Mencari Rasio Penulangank = Mu

b x d x d

= 49,198,752 = 0.242957 N/mm21,000 x 450 x 450

b = 0.80 x ssa= 0.80 x 339.00 = 271.20 N/mm2


= 271.20 x 0.588 x 339.00 = -2605.25 N/mm220.75

c = -k = -0.24296 N/mm2

1 2rho-hit = -b + ( b^2 - 4 x a x c )^0.5

2 x a1 = -271.2 32 = 266.49133 = -5210.494 = 0.000904



= 0.028258rho-ok = 0.00413

As-pke = rho-ok x 1000 x 450= 0.00413 x 1000 x 450 = 1858.407 mm2

= 18.58407 cm2As 19 = phi x r^2 = 2.83385 cm2

Jarak = As 19 x 100As-pke

= 15.24881 cmJadi Wall / Deck Slab menggunakan D 19 - 15

σz (1) σz (2)

0.331.001.802.002.4020.75339.00

3.00 m6.00 m0.30 m0.45 m0.45 m0.45 m6.90 m3.90 m0.50 m

0.05 m0.05 m0.05 m

0.30 m

t/m3

t/m3

t/m3

t/m3

N/mm2

N/mm2

(20% x As-pke)

1.32665 cm2

A Daftar Mutu Beton

K MPa

1 100 7.40 2 125 9.80 3 150 12.20 4 175 14.50 5 200 16.90 6 225 19.30 7 250 21.70 8 275 24.00 9 300 26.40

10 325 28.80 11 350 31.20

B Daftar Mutu Baja

C3

ARDIYANSAH: Dapat dr SNI (file PDF)

PERHITUNGAN TULANGAN WALL / DECK SLAB

1 DataMutu Beton f'c = 21.70 MPa = 217.00 Mutu Baja fy = 400.00 MPa = 4,000.00 Axial Force Pu = 18.54 Ton = 18,540.00 Momen Mu = 13.77 Ton-m = 1,377,000.00 Lebar b = 0.45 m = 45.00 Tinggi h = 1.00 m = 100.00

2 PerhitunganLuas Penampang Ag = b x h

= 4500.00 cm2

Ttk. Ordinat y = Puϕ x Ag x 0.85 x f'c

= 18,540.00 539,516.25

= 0.034

e1 = MuPu

= 74.27 cm

e1 / h = 0.74

Ttk. Absis x = Pux

e1ϕ x Ag x 0.85 x f'c h

= 0.03 x 0.74 = 0.026

3Jika x = 0.026

y = 0.034Maka r = 0.010

β = 0.800ρ = r x β

= 0.008

4 Tulangan UtamaKeb. Tulangan As (2 sisi) = ρ x Ag

= 36.00 cm2As (1 sisi) = 18.00 cm2

Hitung jarak (As - D19 / As - butuh) x 100Digunakan D 19 - 15.76 cm

D 22 - 21.13 cm

Rasio Penulangan (Berdasarkan Grafik Interaksi Kolom Penulangan 2 Sisi)

D 25 - 27.28 cm

5 Tulangan BagiSKSNI-T15-91-03 Pasal 3.16.12 hal. 155 ==> rasio tul. Bagi tidak boleh kurang dari 0.0014

Rasio = 0.0014 b = 450.00 mmh = 1,000.00 mmAs = 882.00 mm2 → 0,0014 x b x h

D 13 - 150.55 mm → (As - D13 / As - butuh) x 1000D 16 - 228.05 mmD 19 - 321.59 mm

Kg/cm2Kg/cm2KgKg-cmcmcm

(As - D13 / As - butuh) x 1000

I TOP SLABA Pembebanan

Data-data teknis1 f'c-K250 = 21.70 Mpa 11 Tbl. Balok = 0.65 m2 fy-BjTD 40 = 400.00 Mpa 12 Tbl. Slab = 0.25 m3 BJ Beton = 2,400.00 Kg/m34 BJ aspal = 2,200.00 Kg/m3 14 Tbl. ACWC = 0.05 m5 Ka = 0.28 15 BJ Tanah = 1,800.00 Kg/m36 h = 5.00 m7 b = 6.00 m8 t = 0.45 m9 h' = 5.45 m10 b' = 6.45 m

==>> Beban Mati (WD)Aspal = 0.05 x 6.90 x 2,200.00 =

= 0.45 x 6.90 x 2,400.00 =

Jumlah =

==>> Beban Hidup / Lalu Lintas (WL)LL = =

Jumlah

==>> Beban Ultimate (1,2 WD + 1,6 WL)Wu = 9,853.20 + 1,280.00 =

B Perhitungan MomenMu = k x Wu x b'^2

12(k+2)

k = 0.50 x 0.84 =

Top Slab (Self Weight)

8.90

6.00

5.00

6.90

6.10

0.20

0.20

0.60 0.45

0.350.45

0.20

0.45

0.20

0.80 5.60

0.20 0.20

0.80

0.650.20

0.50

0.50

3.25

0.02

0.35

0.35

8.470.90

Mu = 0.015 x 11,133.20 x 41.60 ==

II WALLA Pembebanan

==>> Beban Mati (WD)= 0.45 x 5.45 x 2,400.00 =

Beban akibat tanah di sampingnya dan beban di atasanya

AC-WC = 2,200.00 x 0.05 5.45 =Tanah Samping = 1,800.00 x 0.28 x 29.70 =

2 balok sbg girder+slab = 2,400.00 x 0.90 x 5.45 =

Jumlah =

==>> Beban Hidup / Lalu Lintas (WL) + beban lalu lintas di girderLalu Lintas = 800.00 x 9.69 =

Jumlah =

==>> Beban Ultimate (1,2 WD + 1,6 WL)WU = 30,987.27 + 12,396.80 =

B Perhitungan MomenMu = k x Wu x d'^2

12(k+2)

k = 0.50 x 0.84 =

Mu = 0.01 x 43,384.07 x 29.70 ==

Wall (Self Weight)

0.45

0.45

h3

8.47

5.00

6.00

0.25

0.65

RIG

IDAC

-WC

LALU

LIN

TAS

TAN

AH S

AMPI

NG

Kg/m3

759.00 kg/m7,452.00 kg/m

8,211.00 kg/m

800.00 kg/m

800.00 kg/m

11,133.20 kg/m

0.422

8.90

6.00

5.00

6.90

6.10

0.20

0.20

0.60 0.45

0.350.45

0.20

0.45

0.20

0.80 5.60

0.20 0.20

0.80

0.650.20

0.50

0.50

3.25

0.020.35

0.35

8.47

0.90

6,731.39 Kg-m67.31 KN-m

5,886.00 kg/m

599.50 kg/m7,565.23 kg/m

11,772.00 kg/m

25,822.73 kg/m

7,748.00 kg/m

7,748.00 kg/m

43,384.07 kg/m

0.42

18,727.88 Kg-m187.28 KN-m

0.45

0.45

h3

8.47

5.00

6.00

0.25

0.65

RIG

IDAC

-WC

LALU

LIN

TAS

TAN

AH S

AMPI

NG

III

Hitung gaya vertikal dan gaya momen terhadap kaki depan (titik O)balok girder di asumsikan sebagai beban titik di bidang 5 dengan beban setengah dr beban totalbeban lalu lintas di sepanjang balok di asumsikan sebagai beban titik di bidang 5 dengan setengah dr beban total

No Berat W (Kg)

1 0.65 x 8.90 x 2,400.00 x 1.00 1.20 = 16,660.80 2 0.45 x 5.00 x 2,400.00 x 1.00 1.20 = 6,480.00 3 0.45 x 5.00 x 2,400.00 x 1.00 1.20 = 6,480.00 4 0.45 x 6.90 x 2,400.00 x 1.00 1.20 = 8,942.40 5 0.60 x 0.50 x 2,400.00 x 1.00 1.20 = 864.00 6 0.35 x 0.35 x 2,400.00 x 1.00 1.20 = 352.80

7(a,b) 0.20 x 0.20 x 2,400.00 x 1.00 x 0.50 1.20 = 115.20 7(c,d) 0.20 x 0.20 x 2,400.00 x 1.00 x 0.50 1.20 = 115.20

7e 0.20 x 0.20 x 2,400.00 x 1.00 x 0.50 1.20 = 57.60 7f 0.20 x 0.20 x 2,400.00 x 1.00 x 0.50 1.20 = 57.60 8 0.60 x 0.50 x 2,400.00 x 1.00 x 0.50 1.20 = 432.00 9 0.35 x 0.35 x 2,400.00 x 1.00 x 0.50 1.20 = 176.40

10 0.90 x 8.47 x 2,400.00 x 1.00 x 0.50 1.20 = 10,977.12 ACWC box 0.05 x 6.90 x 2,200.00 x 1.00 1.20 = 910.80

ACWC balok 0.05 x 8.47 x 2,200.00 x 1.00 x 0.50 1.20 = 559.02 beban LL 800.00 x 6.90 1.60 = 8,832.00 beban LL 800.00 x 8.47 x 0.50 1.60 = 5,420.80

ΣW 67,433.74

Ka = 0.28 ΣPah =

Tekanan tanah aktif total dan momen terhadap O

UraianTekanan tanah aktif total, Pa

Kg

TNH. SMPG. 0.50 x 34.81 x 1,800.00 x 0.28 x 1.20 = 10,639.33 LL. LINTAS 800.00 x 5.90 x 1.60 = 7,552.00

BOTTOM SLAB (dimodelkan sebagai plat fondasi)

0,5 x H^2 x γ x Ka

RIG

IDAC

-WC

LALU

LIN

TAS

TAN

AH S

AMPI

NG2.91

10

0.70

4.45

7.68

8.08

8.02

0.80

0.93

1.52

7.38

7.97

4.45

1

2

4

3

5

6

8

97a7d

7c 7b7e 7f

1.23

2.91

10

0.70

4.45

7.68

8.08

8.02

0.80

0.93

1.52

7.38

7.97

4.45

1

2

4

3

5

6

8

97a7d

7c 7b7e 7f

1.23

balok 0.90 x 8.47 x 2,400.00 x 0.50 x 1.20 = 10,977.12

ΣPa 29,168.45

Stabilitas terhadap penggeseranTahanan geser pada bag. Bawah fondasi sepanjang B = 8,90 m, dihitung dengan dasar bag. Bawah fondasi adalah sirtu (kasar), sehingga sudut gesek δ = φ = 35 derajat dan adhesi c = 20 KN/m2 = 2000 Kg/m2

Rh = (c x B) + (ΣW x tg δ)Rh = 2,000.00 x 8.90 + 67,433.74 x 0.70

17,800.00 + 47,203.62 65,003.62 Kg/m

Fgs = 65,003.62 / 29,168.45 2.23 > 1.50 ( OK )

Stabilitas terhadap penggulingan

Fgl = ΣMW / ΣMglFgl = 219,238.57 / 125,683.72

1.7444 > 1.50 ( OK )

Stabilitas terhadap keruntuhan kapasitas dukung tanah

xe = ΣMW - ΣMglΣW

= 219,238.57 - 125,683.72 67,433.74

= 1.39 m

e = B/2 - xe4.45 - 1.39

= 3.06 m > B/6 = 1.4833333333 m

Lebar efektif = B' = B - 2e = 8.90 - 2.96666667 = 5.93 mA' = B' x 1 = 5.93 x 1 = 5.93333333 m2

Gy. H = 29,168.45 KgGy. V = 67,433.74 Kg

Faktor kemiringan beban =iq =

0,5H = 14,584.22 V+A' c ctg φ = 75,740.41 iq = 0.343

ic = iq - (1 - iq) / Nc tg φ= 0.397

iγ =

0,7H = 20,417.91 V+A' c ctg φ = 75,740.41 iγ = 0.208

Untuk φ = 35, dari Tabel 3.3 Nq = 33,3 ; Nc = 46.12 ; Ny = 33,92

Kapasitas dukung ultimit

qu = ic x c x N + iy x 0,5 x B' x γ x Ny= 36,619.28 + 37,658.90 = 74,278.18 Kg/m2

Bila dihitung dengan berdasarkan lebar fondasi efektif (lebar fondasi efektif), yaitu tekanan ke tanah dasar terbagi rata secara sama, maka :

q' = V / B'= 11,365.24

Faktor aman terhadap keruntuhan kapasitas dukung :

F = qu / q'

[1− 0,5 xHV +A ' . c . ctg ϕ ]

5

≥0

[1− 0,7 xHV +A ' .c .ctg ϕ ]

6.536 > 3 ( OK )

HITUNG MOMEN

Tekanan pada dasar fondasi

V = 67,433.74 Kg/mB = 8.9 mq-maks = 134,867.48 / 8.32

= 16,201.94 MomenMu = 1 / 12 x q - maks x L^2

0.083 x 16,201.94 x 41.60 = 56,170.09 Kg-m= 561.70 KN-m

qmaks=2V

3 (B−2e ).→e>B /6qmaks=

VB (1±6 e

B )→e≤B/6

Jarak dr O Momen ke O(m) (Kg-m)

4.45 74,140.56 3.45 22,356.00 3.45 22,356.00 4.45 39,793.68 0.70 604.80 8.08 2,850.62 7.38 850.18 1.52 175.10 0.93 53.57 7.97 459.07 0.80 345.60 8.02 1,414.73 0.70 7,683.98 1.70 1,548.36 2.70 1,509.35 4.45 39,302.40 0.70 3,794.56

ΣM 219,238.57

Jarak dari O Momen ke Om Kg-m

1.97 20,924.01 5.95 44,934.40

2.91

10

0.70

4.45

7.68

8.08

8.02

0.80

0.93

1.52

7.38

7.97

4.45

1

2

4

3

5

6

8

97a7d

7c 7b7e 7f

1.23

2.91

10

0.70

4.45

7.68

8.08

8.02

0.80

0.93

1.52

7.38

7.97

4.45

1

2

4

3

5

6

8

97a7d

7c 7b7e 7f

1.23

5.45 59,825.30

ΣM 125,683.72

PERHITUNGAN TULANGAN TOP SLAB

1 DataMutu beton f'c = 21.70 MPaMutu baja fy = 400.00 MPa

2Momen Mu = 67.31 kNmLebar b = 1.00 mTinggi d = 0.45 m

k = 332.41 kNm2 → Mu / b x d^2= 0.33 MPa

3a ^2 = -3,468.39 MPa →b ^1 = 320.00 MPa → 0.8 x ρ x fyc ^0 = -0.33 MPa → (-1) x kρ-hitung = 0.00105 → (-b ± (b^2 - 4ac)^0.5) / 2 x aρ-min (utk fy = 400 Mpa) = 0.00350 → Buku Dasar2 Perencanaan Beton Bertulang Gideonρ-max = 0.01764 ρ-pakai = 0.00350 →

4 Kebutuhan tulangan pada penampangρ-pakai = 0.0035Lebar b = 1.00 mTinggi d = 0.45 mAs-butuh = 0.0016 m2 → ρ x b x d

= 15.75 cm2= 1,575.00 mm2

5 Tulangan Utama ===>> (As - D / As - butuh) x 1000D 19 - 180.09 mm → Dipakai D19 - 150D 22 - 241.45 mmD 25 - 311.79 mm


Rasio = 0.0014 b = 1,000.00 mmh = 450.00 mmAs = 882.00 mm2 → 0,0014 x b x h

(As - D / As - butuh) x 1000D 13 - 150.55 mm → Dipakai D13 - 150

Mencari nilai k

Mencari nilai rho/nilai rasio penulangan (ρ)(-1) x ((0.4704 x ρ^2 x fy^2) / f'c)

ρ-min ≤ ρ-pakai ≤ ρ-max

D 16 - 228.05 mmD 19 - 321.59 mm

Buku Dasar2 Perencanaan Beton Bertulang Gideon

(-1) x ((0.4704 x ρ^2 x fy^2) / f'c)

PERHITUNGAN TULANGAN WALL / DECK SLAB



k = 924.83 kNm2 → Mu / b x d^2= 0.92 MPa



= 15.75 cm2= 1,575.00 mm2

5 Tulangan Utama ===>> (As - D / As - butuh) x 1000D 19 - 180.09 mm → Dipakai D19 - 150D 22 - 241.45 mmD 25 - 311.79 mm




Mencari nilai k



D 16 - 228.05 mmD 19 - 321.59 mm


(-1) x ((0.4704 x ρ^2 x fy^2) / f'c)

PERHITUNGAN TULANGAN BUTTOM SLAB



k = 2,773.83 kNm2 → Mu / b x d^2= 2.77 MPa



= 43.58 cm2= 4,358.19 mm2

5 Tulangan Utama ===>> (As - D / As - butuh) x 1000D 19 - 65.08 mmD 25 - 112.68 mm → Dipakai D25 - 100D 32 - 184.61 mm




Mencari nilai k



D 16 - 228.05 mmD 19 - 321.59 mm


(-1) x ((0.4704 x ρ^2 x fy^2) / f'c)

A Dimensional Wing Wall (Dinding Kantilever)Satuan dalam meter

H = 6.7 m ==> Tinggi Dinding rata2/mD = H/12 s/d H/10 = 0.5583 s/d 0.67 ==> Tebal FootingB = 0,4 H s/d 0,7 H = 2.68 s/d 4.69 ==> Lebar FootingB' = B/3 = 0.8933 s/d 1.5633 ==> Lebar Footing Kaki Pdkd = minimal 0,20 m = 0.3 ==> Tebal Dindingd' = d = 0.3 ==> Tebal Dinding BawahB" = B - B' - d' ==> Lebar Footing Kaki Blkg.

B Data TeknisBj Beton = 2,400.00 Kg/m3 f'c = 21.70 MpaBj Tanah = 1,800.00 Kg/m3 fy = 400.00 MpaKa = 0.28

C Pembebanan1 Vertikal

No Berat - W (per m) Jarak dari O( Kg ) ( m )

1 0.3 x 6.1 x 2,400 x 1.2 = 5,270.4 1.350 2 0.6 x 3.5 x 2,400 x 1.2 = 6,048.0 1.750 3 2 x 6.1 x 1,800 x 1.2 = 26,352.0 2.500

Σ 37,670.4

2 Horisontal

No Tekanan tanah aktiv total - Pa Jarak dari O( Kg ) ( m )

1 0.5 x 37.21 x 1,800 x 0.28 x 1.2 = 11,372.9 1.817 2 5.45 x 800 x 1.6 = 6,976.0 2.7

Σ 18,348.9

0.60

0.30

1.20 2.00

3.50

5.90

O

Pa = 0,5 x H^2 x y x Ka

0.60

0.30

1.20 2.00

3.50

D Perhitungan Momen FootingEksentrisitas pada dasar fondasi oleh beban-beban terfaktor :

B = 3.50 m= 1.166 m

e = 0.584 mB/6 = 0.583 m

Tekanan pada dasar pondasi

V = 37,670.40 KgB = 3.50 me = 0.58 m2V = 75,340.80 Kg3B-6e = 6.99 m

= 10,772.79 Kg/m

M = Momen kantilever (beban merata)M = 10,772.8 x 4.0

2.0 q-maks == 21,545.6 Kg-m= 215.5 KN-m

Stabilitas terhadap penggulinganFgl = = 83,579.0 = 2.11 > 1.50 OK!

39,670.3

Stabilitas terhadap penggeseranRh = (c x B) + (ΣW tg δ)

= 70.0 + 226.02= 296.02 kN/m

Fgs = 1.6133 > 1.50 => OK!

E Perhitungan Momen WallPa = 183.49 KN → Beban TerpusatM-kantilever = Pa x L → Momen Kantilever Beban Terpusat

= 366.98 KN-m

xe

q-maks

ΣMwΣMgl

qmaks=2 V

3 (B−2 e ).→e>B /6qmaks=

VB (1±6 e

B )→e≤B/6

e=B2−xe xe=

∑M w−∑ M gl

∑W

==> 6.7==> 0.6==> 3.5==> 1.2==> 0.3==> 0.3==> 2

Momen ke O Ket.( Kg-m )7,115.0 Wall

10,584.0 Footing65,880.0 Kaki timbunan

83,579.0

Momen ke O Ket.( Kg-m )20,660.7 Tanah aktif19,009.6 lalu lintas

39,670.3

0.60

0.30

1.20 2.00

3.50

5.90

10,772.8 Kg/m

PERHITUNGAN TULANGAN FOOTING

1 DataMutu beton = 21.70 MPaMutu baja fy = 400.00 MPa


k = 598.49 kNm2= 0.60 MPa

3a ^2 = -3,468.39 MPa →b ^1 = 320.00 MPa → 0.8 x ρ x fyc ^0 = -0.60 MPa → qρ-hitung = 0.00191 → (-b ± (b^2 - 4ac)^0.5) / 2 x aρ-min = 0.00350 ρ-max = 0.01764 ρ-pakai = 0.00350 →


= 21.00 cm2= 2,100.00 mm2

5 Tulangan Utama ====>>> (As - D / As - butuh) x 1000D 19 - 135.07 mmD 22 - 181.09 mm → Dipakai D22-150D 25 - 233.84 mm

6 Tulangan Susut

d = 600.00 mmt = 300.00 mm → d / 2Rasio = 0.0035 b = 1,000.00 mmh = 300.00 mmAs = 1,470.00 mm2 → 0,0035 x b x h

(As - D / As - butuh) x 1000

f'c (K250)

Mencari nilai k



D 13 - 90.33 mmD 16 - 136.83 mmD 19 - 192.95 mm → Dipakai D19-150

(-b ± (b^2 - 4ac)^0.5) / 2 x a

(-1) x ((0.4704 x ρ^2 x fy^2) / f'c)

PERHITUNGAN TULANGAN WALL



k = 4,077.53 kNm2= 4.08 MPa

3a ^2 = -3,468.39 MPa →b ^1 = 320.00 MPa → 0.8 x ρ x fyc ^0 = -4.08 MPa → (-1) x kρ-hitung = 0.01527 → (-b ± (b^2 - 4ac)^0.5) / 2 x aρ-min = 0.00350 ρ-max = 0.01764 ρ-pakai = 0.01527 →

4 Kebutuhan tulangan pada penampangρ-pakai = 0.01527 Lebar b = 1.00 mTinggi d = 0.30 mAs-butuh = 0.0046 m2 → ρ x b x d

= 45.81 cm2= 4,580.80 mm2

5 Tulangan Utama - (As - D / As - butuh) x 1000D 19 - 61.92 mmD 22 - 83.02 mmD 25 - 107.20 mm → Dipakai D25-100

6 Tulangan Susut

d = 300.00 mmt = 150.00 mm → d / 2Rasio = 0.0035 b = 1,000.00 mmh = 150.00 mmAs = 735.00 mm2 → 0,0035 x b x h

(As - D / As - butuh) x 1000

Mencari nilai k



D 13 - 180.66 mm → Diapakai D13-100D 16 - 273.66 mmD 19 - 385.91 mm

(-b ± (b^2 - 4ac)^0.5) / 2 x a

(-1) x ((0.4704 x ρ^2 x fy^2) / f'c)

Documents

Revisi 1 Perhitungan Box.xls