merencana konstruksi beton

MERENCANA KONSTRUKSI BETON

DEKY EKA ARIFIN / 105724259 Page 1

PRELIMINARY DESIGN

BALOK MELINTANG

h =

L

=

500

= 41,67 cm 45 cm

b = h

= 45

= 30 cm

BALOK MEMANJANG

h =

400

=

400

= 33,34 cm 40 cm

b = h

= 40

= 26,67 cm 30 cm

PERENCANAAN KOLOM STRUKTUR

t = 425 cm

p = 400 cm

=

=



=

33,33 b4 = 96820321,5 cm

b = 96820312,5 = 41,28 cm 45 cm



t = 12 cm

h =

45

cm

bw = 30 cm

be = 63 cm

PRELIMINARY DESIGN PLAT

PLAT TYPE A BENTANG 500 cm 400 cm

Bentang Bersih

Sn = 500 - ( 30 + 30 )

= 500 300

= 470 cm

Ln = 400 - ( 30 + 30 )

= 400 300

= 370 cm

=

=

= 0,79 cm

Menentukan Harga

Panel Tepi Balok Melintang

be= bw + ( h t )

= 30 + ( 45 12 )

= 63 cm

K = 1 +

1 ( ) (4 6

+ 4

) + (

1 (

))

= 1 + 1 (

) (4 6

+ 4

+ (

1 (

))

= 1,29 (2,68 + 0,020 )

B2 30/40

LX

B2

30/4

0

LY



t = 12 cm

h =

45

cm

bw = 30 cm

be = 96 cm

= 3,48

Inersia Balok dan Plat

Ib =

=

3,48 30 45

= 792787,5 cm4

Ip =

t3 =

370 t3

= 53280 cm4

1=

= ,

= 14,88 cm

Panel Tengah Balok Melintang

be= bw + 2 ( h t )

= 30 + 2 ( 45 12 )

= 96 cm

K = 1 +

1 ( ) (4 6

+ 4

) + (

1 (

))

= 1 + 1 (

) (4 6

+ 4

+ (

1 (

))



t = 12 cm

h =

40

cm

bw = 30 cm

be = 58 cm

= 1,58 (2,68 + 0,041 )

= 4,29


Ib =

=

4,29 30 45

= 977315,62 cm4

Ip =

t3 =

370 t3

= 53280 cm4

1=

= ,

= 18,34 cm

Panel Tepi Balok Memanjang

be= bw + ( h t )

= 30 + ( 40 12 )

= 58 cm

K = 1 +

1 ( ) (4 6

+ 4

) + (

1 (

))



t = 12 cm

h =

40

cm

bw = 30 cm

be = 86 cm

= 1 + 1 (

) (4 6

+ 4

+ (

1 (

))

= 1,28 (2,56 + 0,025 )

= 3,31


Ib =

=

3,31 30 40

= 529600 cm4

Ip =

t3 =

470 403

= 67680 cm4

1=

=

= 7,82 cm

Panel Tengah Balok Memanjang

be= bw + 2 ( h t )

= 30 + 2 ( 40 12 )

= 86 cm



K = 1 +

1 ( ) (4 6

+ 4

) + (

1 (

))

= 1 + 1 (

) (4 6

+ 4

+ (

1 (

))

= 1,56 (2,56 + 0,07 )

= 4,11


Ib =

=

4,11 30 40

= 657600 cm4

Ip =

t3 =

470 403

= 67680 cm4

1=

=

= 9,71 cm

Rasio Kekuatan Balok

1 = 14,88 3 = 7,82 2 = 18,34 4 = 9,71 Rasio Kekuatan Rata rata

= ,, , ,

= 12,68



Ternyata = 12,68 >2 sehingga untuk menentukan tebal plat minimum menggunakan rumus : ( SNI 11.5.3,3(c))

h = (,

)

h = (,

)

(,) = 9,12 cm 10 cm



400

500

PERHITUNGAN PLAT ATAP

Lx = 400 cm

Ly = 500 cm

fc = 35 MPa

fy = 320 MPa

Direncanakan Tebal Plat 10 cm

Pembebanan Plat

a. Beban Mati Berat sendiri plat = 0,1 2400 = 240 kg/m2

Beart plafond + rangka = 7 +11 = 18 kg/m2

Berat air hujan 5cm = 50 = 50 kg/m2

Berat lapisan aspal = 14 = 14 kg/m2 322 kg/m2

b. Beba hidup = 100 kg/m2 c. Beban ultimate (qu)

qu = 1,2 D +1,6 L = 1,2322 + 1,6 100 = 546,4 kg/m

Perhitungan Momen Plat

Ly/Lx = 500/400 = 1,25 1,3 2 digunakan plat 2arah

Momen yang terjadi

Mlx = 0,001 q lx2 clx = 0,001 546,4 42 31 = 271,01 kg m

Mly = 0,001 q lx2 cly = 0,001 546,4 42 19 = 166,11 kg m

Mtx = 0,001 q lx2 ctx = 0,001 546,4 42 69 = 603,22 kg m

Mty = 0,001 q lx2 cty = 0,001 546,4 42 57 = 498,31 kg m



Momen Perlu (Mu) = Mnominal

Factor Reduksi Kekuatan

Mnlx = Mlx : 0,8 = 271,01 : 0,8 = 338,76 kg m

Mnly = Mly : 0,8 = 166,11 : 0,8 = 207,63 kg m

Mntx = Mtx : 0,8 = 603,22 : 0,8 = 754,02 kg m

Mnty = Mty : 0,8 = 498,31 : 0,8 = 622,89 kg m

min = 0,0018 = 0,0018 0018 = 0,0022 max= 0,75 , = 0,75 , ,

= 0,035



PERHITUNGAN PENULANGAN PELAT ATAP

Penulangan Arah X

Lapangan Mnlx = 338,76 kg m = 3387600 N.mm

Direncanakan menggunakan tulangan 8mm

dx = ht s

= 100 20 - 8

= 76 mm

Rn = = = 0,58 N/mm2

m = , = , = 10,75

=

(1- 1

) =

, (1- 1 ,, ) = 0,0018

max > min > perlu

0,035 > 0,0022 > 0,0018

As = b d

= 00022 1000 76

= 167,2 mm2 dipakai tulangan 8 150 = 335,1 mm2

Tumpuan Mntx = 754,22 kg m = 7542200 N.mm


dx = ht s

= 100 20 - 8



= 76 mm

Rn = = = 1,31 N/mm2

m = , = , = 10,75

=

(1- 1

) =

, (1- 1 ,, ) = 0,004

max > perlu > min

0,035 > 0,004 > 0,0022

As = b d2

= 0,004 100 76

= 304 mm2

8 150 = 335,1 mm2 berasal dari tulangan lapangan

,

= 167,5

As pasang As maka dipasang tulangan ekstra

As sisa = As As pasang

= 304 167,5

= 136,45 mm2

Dipasang tilangan ekstra 8 - 150 = 335,1 mm2 > 136,45 mm2



Penulangan Arah Y



dx = ht s -

= 100 20 8 - 8

= 68 mm

Rn = = = 0,44 N/mm2

m = , = , = 10,75

=

(1- 1

) =

, (1- 1 ,, ) = 0,0013

max > min > perlu

0,035 > 0,0022 > 0,0013

As = b d2

= 00022 1000 68

= 149,6 mm2 dipakai tulangan 8 150 = 335,1 mm2



dx = ht s -

= 100 20 - 8 - 8

= 68 mm



Rn = = = 1,34 N/mm2

m = , = , = 10,75

=

(1- 1

) =

, (1- 1 ,, ) = 0,0042

max > perlu > min

0,035 > 0,004 > 0,0022

As = b d2

= 0,0042 100 68

= 285,6 mm2


,

= 167,5



= 285,6 167,5

= 118,05 mm2




400

500

PERHITUNGAN PELAT LANTAI

Lx = 400 cm

Ly = 500 cm

fc = 35 MPa

fy = 320 MPa

Direncanakan Tebal Plat 10 cm

Pembebanan Plat

a. Beban Mati Berat sendiri plat = 0,12 2400 = 288 kg/m2

Beart plafond + rangka = 7 +11 = 18 kg/m2

Berat tegel + keramik = 1 24 = 24 kg/m2 Berat instalasi listrik = 60 = 60 kg/m2

Berat spesi = 3 21 = 63 kg/m2 + = 453 kg/m2

b. Beba hidup = 400 kg/m2 c. Beban ultimate (qu)

qu = 1,2 D +1,6 L = 1,2 453 + 1,6 400 = 1183,6 kg/m

Perhitungan Momen Plat

Ly/Lx = 500/400 = 1,25 1,3 2 digunakan plat 2arah

Momen yang terjadi

Mlx = 0,001 q lx2 clx = 0,001 1183,6 42 31 = 587,065 kg m

Mly = 0,001 q lx2 cly = 0,001 1183,6 42 19 = 359,814 kg m

Mtx = 0,001 q lx2 ctx = 0,001 1183,6 42 69 = 1306,69 kg m



Mty = 0,001 q lx2 cty = 0,001 1183,6 42 57 = 1079,44 kg m

Momen Perlu (Mu) = Mnominal

Factor Reduksi Kekuatan

Mnlx = Mlx : 0,8 = 587,065: 0,8 = 733,83 kg m

Mnly = Mly : 0,8 = 359,814: 0,8 = 449,775 kg m

Mntx = Mtx : 0,8 = 1306,69: 0,8 =1633,37 kg m

Mnty = Mty : 0,8 = 1079,44: 0,8 = 1349,3 kg m

min = 0,0018 = 0,0018 0018 = 0,0022 max= 0,75 , = 0,75 , ,

= 0,035



PERHITUNGAN PENULANGAN PELAT LANTAI

Penulangan Arah X


Direncanakan menggunakan tulangan 10 mm

dx = ht s

= 120 20 - 10

= 95 mm

Rn = = = 0,677 N/mm2

m = , = , = 10,75

=

(1- 1

) =

, (1- 1 ,, ) = 0,0023

max > perlu > min

0,035 > 0,023 > 0,0022

As = b d

= 0,0023 1000 95

= 218,5mm2 dipakai tulangan 10 150 = 523,6 mm2

Tumpuan Mntx = 1633,37 kg m =16333700 N.mm


dx = ht s

= 120 20 - 10



= 95 mm

Rn = = = 1,476 N/mm2

m = , = , = 10,75

=

(1- 1

) =

, (1- 1 ,, ) = 0,0047

max > perlu > min

0,035 > 0,0047 > 0,0022

As = b d

= 0,0047 1000 95

= 446,5mm2


,

= 261,8



= 446,5 261,8

= 184,7 mm2




Penulangan Arah Y

Lapangan Mnly = 449,775 kg m = 4497750 N.mm


dx = ht s -

= 120 20 10 - 10

= 85 mm

Rn = = = 0,5184 N/mm2

m = , = , = 10,75

=

(1- 1

) =

, (1- 1 ,, ) = 0,0016

max > min > perlu

0,035 > 0,0022 > 0,0013

As = b d

= 0,0022 1000 85

= 187 mm2 dipakai tulangan 10 150 = 523,6 mm2



dx = ht s -

= 120 20 - 10 - 10

= 85 mm



Rn = = = 1,55 N/mm2

m = , = , = 10,75

=

(1- 1

) =

, (1- 1 ,, ) = 0,0049

max > perlu > min

0,035 > 0,009 > 0,0022

As = b d

= 0,0049 1000 85

= 416,4 mm2


,

= 261,8



= 416,4 261,8

= 154,6 mm2




PEMBEBANAN PADA TANGGA

Optrede = 18 cm

Aantrede = 25 cm

t. plat tangga = 12 cm

t. plat bordes = 12 cm

maka :

S = 25 + 18 = 30,8 cm Cos =

, = arcCos

, = 354419,63

= 90 - 354419,63

= 541540,37

Sin =

X = 18 x sin 541540,37

X = 14,61 cm

Beban Plat Tangga

B.S plat tangga = 0,12 x 2400 = 288

B.S anak tangga = ,

x 2400 = 175,2

25

1830.815



B. spesi ( t = 4 cm ) = 4 x 21 = 84

B. keramik (t = 1cm) = 1 x 24 = 24

+

Qdl = 571,2

Beban hidup ( Qll ) = 300

Beban Plat Bordes

B.S plat bordes = 0,12 x 2400 = 288

B. spesi ( t = 4 cm) = 4 x 21 = 84

B. keramik (t = 1cm ) = 1 x 24 = 24

+

Qdl = 396

Qll = 500

Beban Balok Bordes

Dinding diatas balok bordes = 250 x 1,725 = 431,25

Akibat plat bordes =

x396 x 1,88 = 372,24

+

Qdl = 539,91

Qll =

x500 x 2 = 500



Beban Balok Tangga

Akibat plat tangga =

xQd plat tangga x L

=

x571,2 x 2

= 571,2

Akibat beban hidup =

xQll plat tangga x L

=

x500 x 2

= 500

Akibat plat lantai =(

xQd p lantai x Lx x (1-(

(

)2))

=(

x453 x 4 x (1-(

(

)2))

= 712,72

Akibat qll lantai =

xQll plat lantai x Lx

=

x 500 x 4

= 666,67

Pembebanan pada SAP untuk balok tangga



Elevasi + 4,25

Qdl = 571,72 + 539,91 = 1111,63

Qll = 500 + 666,67 = 1166,67

Elevasi + 8,50

Qdl = 336,288 + 405,552 = 741,832

Qll = 213 + 291,666 = 504,6



Perhitungan Penulangan Plat Tangga

Dari hasil SAP :

Mu tumpuan = 10053457,1

Per rmeter

Mu lapangan = 0,5 x10053457,1

= 5026728,55

Per rmeter

Fc = 35 mpa Fy = 320 mpa

Digunakan tulangan utama = 12 dan sb = 20 mm dengan tebal plat =120 mm

d = tp sb ( 0,5 x TU )

= 120 20 ( 0,5 x 12 )

= 94 mm

Menentukan batas rasio penulangan (min dan max )

Untuk fy = 320 mpa

max = 0,75 xb

= 0,75 x,

x 1x

= 0,75 x,

x 0,85 x

= 0,035

d



` min = 0,0018 = 0,0018 0018 = 0,0022

Tulangan utama pada daerahTumpuan Hasil dari SAP :

Mu = 10053457,1

permeter

Mn =

== 10053457,1

, = 12566821,38 N mm

Rn =

=

12566821,38

= 1,42

m = ,= ,= 10,75

=

x { 1 - 1 2 }

=

,x { 1 - 1 , , } = 0,0045

Cek rasio penulangan

max = 0,038 0,0045 min = 0,0022 pakai = 0,0045

Menentukan As As = x b x d



= 0,0045 x 1000 x 94 = 423 mm2

Berdasarkan tabel luas tulangan maka digunakan = 12 200

As = 565mm2 Cek spasi tulangan Smax Smax = 2 x tp = 2 x 120 = 240 mm Spasang = 200 mm Maka Smax Spasang

240 mm 200 mm ok! Maka tulangan pada tumpuan menggunakan : 12 200

Tulangan utama pada daerah lapangan Hasil dari SAP :

Mu = 5026728,55

permeter

Mn =

=5026728,55

, =6283410,69 N mm

Rn =

=

6283410,69

= 0,711

m = ,= ,= 10,75

=

x { 1 - 1 2 }



=

,x { 1 - 1 , , } = 0,0023


max = 0,038 0,0023 min = 0,0022 pakai = 0,0023

Menentukan As As = x b x d = 0,0023x 1000 x 94 = 216,2 mm2

Berdasarkan table luas tulangan maka digunakan = 12 200 As = 565mm2

Cek spasi tulangan Smax Smax = 2 x tp = 2 x 120 = 240 mm Spasang = 200 mm Maka Smax Spasang


Tulangan Susut



As susut = minx b x tp

= 0,0023x 1000 x 120

= 276 mm2

Dipasang tulangan 10 200 ( As = 392,7 mm2 )



PERHITUNGAN PLAT BORDES

Dari hasil SAP :

Mu tumpuan =8555532

Per rmeter

Mu lapangan =0,5 x8555532

= 4277766

Per rmeter

Fc = 35 mpa Fy = 320 mpa

Digunakan tulangan utama = 12 dan sb = 20 mm dengan tebala plat =120 mm

d = tp sb ( 0,5 x TU )

= 120 20 ( 0,5 x 12 )

= 94 mm

Menentukan batas rasio penulangan (min dan max )

Untuk fy = 320 mpa

max = 0,75 xb

= 0,75 x,

x 1x

= 0,75 x,

x 0,85 x

= 0,035

d



` min = 0,0018 = 0,0018 0018 = 0,0022

Tulangan utama pada daerahTumpuan Hasil dari SAP :

Mu =8555532

permeter

Mn =

=8555532

, = 10694415 N mm

Rn =

=

10694415

= 1,21

m = ,= ,= 10,75

=

x { 1 - 1 2 }

=

,x { 1 - 1 , , } = 0,0038


max = 0,038 0,0038 min = 0,0022 pakai = 0,0038

Menentukan As As = x b x dx = 0,0038x 1000 x 94



= 357,2 mm2

Berdasarkan table luas tulangan maka digunakan = 12 200

As = 565mm2



Tulangan utama pada daerah lapangan Hasil dari SAP :

Mu =4277766

permeter

Mn =

=4277766

, = 5347207,5 N mm

Rn =

=

5347207,5

= 0,605

m = ,= ,= 10,75

=

x { 1 - 1 2 }

=

,x { 1 - 1 , , }



= 0,0019


max = 0,038 0,0019 min = 0,0022 pakai = 0,0058

Menentukan As As = x b x dx = 0,0022x 1000 x 94 = 206,8 mm2

Berdasarkan table luas tulangan maka digunakan = 12 200

As = 565mm2


240 mm 200 mm ok! Maka tulangan pada tumpuan menggunakan : 12 200 Cek spasi tulangan Smax Smax = 2 x tp = 2 x 120 = 240 mm Spasang = 200 mm



Maka Smax Spasang


Tulangan Susut

As susut = minx b x tp

= 0,0022x 1000 x 120

= 264 mm2

Dipasang tulangan 10 200 ( As = 392,7 mm2 )



PERHITUNGAN PENULANGAN PLAT BORDES

Direncanakan menggunakan tulangan 4 D 16, As = 804 mm2

Hasil dari SAP = Mu = 52981723 N mm

Data data perencanaan :

Fc = 35 mpa sb = 40 mm

Fy = 320 mpa sengkang = 10 mm

b = 300 mm 1 = 0,79

h = 400 mm

cek pemasangan tulangan ( 1 lapis atau 2 lapis )

( )( )( )

25 mm

( )( )( )

25 mm 12 mm 25 mm ( maka dipasang 2 lapis )

Perhitungan tinggi efektif (d)

Bila penulangan lentur harus digunakan 2 lapis maka harus diisikan jarak bersih antar tulangan pada arah vertikal = 0 mm

d = h sb sengkang TU -

x jarak bersih vertikal

= 400 20 10 16 ( 0,5 x 0 )

= 354 mm



Kuat nominal penampang

H = 0 sehingga dari distribusi tegangan beton bertulang didapatkan persamaan T = C

T = As x fy

= 804 x 320

= 257280 N

C = 0,85 x fc x b x 1 x X

X =

, X =

257280 , ,

X = 33,91 mm

kontrol tulangan leleh / tidak leleh

s =

x c ( c = 0,003 )

= ,

, x 0,003 = 0,0283

y =

=

= 0,0016

Karena s y maka termasuk tulangan leleh ( fs = fy )



Perhitungan kuat nominal penampang

Mn = T x ( d -

)

= As x fy x ( d

)

= 804 x 320 x ( 354 ,,

)

= 87369264,94 N mm

Kontrol kuat nominal penampang

x Mn Mu

0,8 x87369264,94 N mm 52981723 N mm

69895411,97 N mm 52981723 N mm OK

Kontrol rasio penulangan

min = ,

= ,

= 0,0043

max = 0,75 xb

= 0,75 x,

x 1x

= 0,75 x,

x 0,85 x

= 0,035

=

=

= 0,0075



Sehingga max min

0,038 0,0075 0,0048 OK

Kontrol tulangan minimum

As min = minx b x d

= 0,0075x 200 x 354

= 531 mm2

Syarat Aspasang As min

804 mm2 531 mm2 OK

Tulangan tekan (As)

As diasumsikan =

= 0,5

As = x As

= 0,5 x 804

= 402 mm2

Tulangan terpasang

As = 4 D - 16 ( As = 804 mm2 )

As = 2 D 16 ( As = 402 mm2 )



PERHITUNGAN TULANGAN GESER TANGGA Data perhitungan :

Balok = 300 mm x 400 mm

Fy = 320 Mpa

Fc = 35 Mpa

Panjang = 4000 mm

Step 1: Menentukan Vu max (gaya geser ultimate)

Vumax=

xquxl

Vumax= 61876,79N diperoleh dari SAP

Step 2: Kontrol dimensi balok terhadap gaya geser ultimate Vu 56f c bw H 0,75 56 35 200 400 = 295803,98 N Sehingga: Vu = 61876,79 N < 295803,98 N imensi balok OK

VU Max

2000



Step 3: Menentukan kuat geser yang disumbangkan oleh beton (Vc) Vc = 16 fc bw d Vc = 16 35 300 400 = 118321,59 N

Step 4: Menentukan persyaratan penulangan geser

Vc (1) 0,75 x118321,59 = 88741,192 N 12 Vc (2) 0,5 118321,59 = 59160,795N

Step 5: Cek kondisi penulangan geser pada penampang balok Bila Vu Vc (Perlu tulangan geser) Bila Vc > 12 Vc (Tulangan geser minimum) Sehingga: 88741,192 > 61876,79 N >

> 59160,795N (Perlu tulangan geser

minimum)

perhitungan penulangan geser pada daerah tumpuan

Cek kondisi geser pada penampang balok

Untuk daerah tumpuan, x = d = 354 mm

(4000):2 = 2000 mm

= 2000 3542000 59160,795 = 48689,34 N



Direncanakan menggunakan tulangan sengkang diameter 10 - 100 mm

= 2. = 2 14 227 10 = 157,14 mm Vn = Vc + Vs

Vs =

= ,

= 178008,192 N

Cek Avmin

Avmin =

=

= 23,109 mm2

Av = 157,14 mm2 Avmin = 23,109 mm2 OK

Cek jarak sengkang

Vu x ( Vc + Vs ) 61876,79 N 0,75 x (118321,59 + 178008,192) 61876,79 N 222247,34 N OK

Smax =

x d

=

x 354



= 177 mm

Smax = 177 mm Spasang = 100 mm OK

Jadi dipasang sengkang d10-100 mm pada daaerah tumpuan

perhitungan penulangan geser pada daerah lapangan

Cek kondisi geser pada penampang balok

(4000):4 = 1000 mm

= 2000 10002000 59160,795N = 29580,39 N

Direncanakan menggunakan tulangan sengkang diameter 10 - 150 mm

= 2. = 2 14 227 10 = 157,14 mm Vn = Vc + Vs

Vs =

= ,

= 111255,12 N

Cek Avmin

Avmin =

=

= 34,66 mm2

Av = 157,14 mm2 Avmin = 34,66 mm2 OK



Cek jarak sengkang

Vu x ( Vc + Vs ) 59160,795 N 0,75 x (118321,59 + 111255,12) 59160,795 N 172182,532 N OK

Smax =

x d

=

x 354

= 177 mm

Smax = 177 mm Spasang = 150 mm OK

Jadi dipasang sengkang d10-150 mm pada daerah lapangan



PEMBEBANAN BALOK MEMANJANG ATAP

BEBAN MERATA

Balok memanjang D

LINE 1

BEBAN MATI

Segitiga = 1 / 3 * Q * Lx

= 1/3 322 2,5

= 268,34 kg/m2

Trapesium = 1 / 2 * Q * Lx * (1 - 1 /3 * (lx/ly)2)

=

322 1,75 (1

,)

= 209,84 kg/m2

Berat sendiri = 0,3 04 2400 2 = 576 kg/m2

Beban total = 268,34 + 209,84 + 576

= 1054,17 kg/m2



BEBAN HIDUP


= 1/3 100 2,5

= 83,34 kg/m2


=

100 1,75 (1

,)

= 65,16 kg/m2


Beban total = 65,16 + 83,34 + 576

= 724,51 kg/m2

LINE 2

BEBAN MATI


= 1/3 322 4

= 429,33 kg/m2


=

322 1,75 (1

,)

= 263,78 kg/m2




Beban total = 429,33 + 263,78 + 1152

= 1845,11 kg/m2

BEBAN HIDUP


= 1/3 100 4

= 133,34 kg/m2


=

100 1,75 (1

,)

= 81,91 kg/m2


Beban total = 81,91 + 133,33 + 1152

= 1367,25 kg/m2

BEBAN TERPUSAT

Balok memanjang D

LINE 1

BEBAN MATI


= 1/3 322 1,75



= 187,83 kg/m2


=

322 2 (1

,)

= 253,31 kg/m2


Beban total = 187,83 + 253,31 + 576

= 1017,14 kg/m2

BEBAN HIDUP


= 1/3 100 1,5

= 58,34 kg/m2


=

100 2 (1

,)

= 78,67 kg/m2


Beban total = 78,67 + 58,34 + 576

= 713 kg/m2

LINE 2

BEBAN MATI



Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 322 1,75 2

= 375,67 kg/m2

Trapesium = 1 / 2 * Q * Lx * (1 - 1 /3 * (lx/ly)2) * 2

=

322 2 (1

.) 2

= 506,61 kg/m2


Beban total = 375,67 + 506,61 + 1152

= 1980,61 kg/m2

BEBAN HIDUP

Segitiga = 1 / 3 * Q * Lx *2

= 1/3 100 1.75 2

= 116,67 kg/m2


=

100 2 (1

,)

= 157,34 kg/m2


Beban total = 157,34 + 116,75 + 1152

= 1426 kg/m2



PERHITUNGAN PENULANGAN BALOK ATAP

Balok atap memanjang D

Data penulangan fc = 35 Mpa

Fy = 320 Mpa

Selimut beton 40 mm

Direncanakan menggunakan tulangan 16 Begel 10 mm

h = 400 mm

b = 300 mm

Data SAP

Mlapangan = 31036949,54 N.mm

Mtumpuan = 62037899 N.mm

d= h s b (1/2 tulangan utama )

= 400 - 40 10 (1/2 16 )

= 342 mm

Perhitungan beton

m= , = 10,75

min = 0,0018

= 0,0022

max = 0,75 ,,

= 0,035

Perhitungan pada tumpuan




Rn = = = 1,76

perlu =

(1 1

) =

, (1 1 ,, ) = 0,005

As = b d

=0,005 300 342

= 513 mm2

Digunakan tulangan 4 16 = 804,2 mm2

Direncanakan tulangan tekan

As = 20% 513

= 102,6 mm2

Digunakan 2 16 = 329 mm2

Perhitungan pada lapangan

Mtumpuan = 31036949,54 N.mm

Rn = = , = 0,88

perlu =

(1 1

) =

, (1 1 ,, ) = 0,0027

As = b d

=0,0027 300 342

= 277.02 mm2





As = 20% 402,1

= 80,42 mm2


Penulangan geser

Vu = 931,1085 KN

Vc = 1/6 b d

= 1/6 35 300 342 = 101,16 KN

Vs = Vu 0.8 Vc

= 931,1085 0.8 101,16

= 850,16 KN = 850160 mm2

S =

=

= 20,211 mm

Kontrol jarak sengkang

S < d

20,211 < 342

20,211 < 171

Kontrol terhadap Vs

Vs < 1/3 b d

850,16 < 1/3 35 300 342 850,16 KN < 2023,29 KN



PEMBEBANAN BALOK MEMANJANG LANTAI

BEBAN MEARTA

Balok memanjang D

LINE 1

BEBAN MATI


= 1/3 453 2

= 302 kg/m2


=

453 1,75 (1

,)

= 295,21 kg/m2


Beban total = 302 + 295,21 + 576

= 1173,21 kg/m2

BEBAN HIDUP


= 1/3 400 2

= 266,67 kg/m2


=

400 1,75 (1

,)

= 260,67 kg/m2




Bebans total = 266,67 + 260,67 + 576

= 1103,34 kg/m2

LINE 2

BEBAN MATI


= 1/3 453 4

= 604 kg/m2


=

453 1,75 (1

,)

= 371,08 kg/m2


Beban total = 604 + 371,08 + 1152

= 2127,08 kg/m2

BEBAN HIDUP


= 1/3 400 4

= 533,34 kg/m2


=

400 1,75 (1

,)

= 327,67 kg/m2




Beban total = 533,34 + 327,67 + 1152

= 2013,01 kg/m2

BEBAN TERPUSAT

Balok memanjang D

LINE 1

BEBAN MATI


= 1/3 453 1,75

= 264,25 kg/m2


=

453 2 (1

,)

= 356,36 kg/m2


Beban total = 264,25 + 356,36 + 576

= 1196,61 kg/m2

BEBAN HIDUP


= 1/3 400 1,75

= 233,34 kg/m2




=

400 2 (1

,)

= 314,67 kg/m2


Beban total = 233,34 + 314,67 + 576

= 1124 kg/m2

LINE 2

BEBAN MATI

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 453 1,75 2

= 528,5 kg/m2


=

453 2 (1

.) 2

= 712,72 kg/m2


Beban total = 528,5 + 712,72 + 1152

= 2393,23 kg/m2

BEBAN HIDUP

Segitiga = 1 / 3 * Q * Lx *2

= 1/3 400 1.75 2

= 466,67 kg/m2




=

400 2 (1

,)

= 629,33 kg/m2


Beban total = 466,67 + 629,33 + 1152

= 2248 kg/m2



PERHITUNGAN PENULANGAN BALOK LANTAI

Balok atap memanjang D

Data penulangan fc = 35 Mpa

Fy = 320 Mpa

Selimut beton 40 mm

Direncanakan menggunakan tulangan 16 Begel 10 mm

h = 400 mm

b = 300 mm

Data SAP



d= h s b (1/2 tulangan utama )

= 400 - 40 10 (1/2 16 )

= 342 mm

Perhitungan beton

m= , = 10,75

min = 0,0018

= 0,0022

max = 0,75 ,,

= 0,035

Perhitungan pada tumpuan


Rn = = = 2,280



perlu =

(1 1

) =

, (1 1 ,, ) = 0,007

As = b d

=0,007 300 342

= 718,2 mm2



As = 20% 1005,3

= 201,06 mm2


Perhitungan pada lapangan


Rn = = , = 1,14

perlu =

(1 1

) =

, (1 1 ,, ) = 0,0036

As = b d

=0,0036 300 342

= 369,36 mm2





As = 20% 603,2

= 120,64 mm2


Penulangan geser

Vu = 1200,121 KN

Vc = 1/6 b d

= 1/6 35 300 342 = 101,16 KN

Vs = Vu 0.8 Vc

= 1200,121 0.8 101,16

= 1119,193 KN = 1119193 mm2

S =

=

= 15,352 mm

Kontrol jarak sengkang

S < d

15,352 < 342

15,352 < 171

Kontrol terhadap Vs

Vs < 1/3 b d

1119,193 < 1/3 35 300 342 850,16 KN < 2023,29 KN



PEMBEBANAN PORTAL MELINTANG

AKIBAT BEBAN MATI (MERATA)

Segitiga = 1 / 3 * Q * Lx * 4

= 1/3 453 1,5 4

= 906 kg/m


=

453 2 (1

) 2

= 857,68 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 453 3,5 2

= 1057 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 453 3 2

= 906 kg/m


=

453 2 (1

,) 2

= 846,34 kg/m

Berat dinding = berat dinding tinggi bersih = 250 (4,25 0,45 )

= 950 kg/m



AKIBAT BEBAN HIDUP (MERATA)

Segitiga = 1 / 3 * Q * Lx * 4

= 1/3 400 1,5 4

= 800 kg/m


=

400 2 (1

) 2

= 757,33 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 400 3,5 2

= 933 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 400 3 2

= 800 kg/m


=

453 2 (1

,) 2

= 747,33 kg/m



AKIBAT BEBAN MATI (TERPUSAT)

Akibat P1


= 12

453 1,5 (1 13

1,52

2) 2 = 552,09 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 453 2 2

= 604 kg/m

Akibat P2

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 453 2 2

= 604 kg/m


= 12

453 1,75 (1 13

1,752

2) 2 = 590,43 kg/m

Akibat P3


= 12

453 1,75 (1 13

1,752

2) 2 = 590,43 kg/m




= 12

453 1,5 (1 13

1,52

2) 2 = 552,09 kg/m

Akibat P4


= 12

453 1,5 (1 13

1,52

2) 2 = 552,09 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 453 2 2

= 604 kg/m

Akibat P5

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 453 2 2

= 604 kg/m


= 12

453 1,5 (1 13

1,52

2) 2 = 552,09 kg/m

Akibat berat Sendir = 0,3 0,45 2400 500 = 1620 kgm

AKIBAT BEBAN HIDUP (TERPUSAT)

Akibat P1


= 12

400 1,5 (1 13

1,52

2) 2 = 487,5 kg/m



Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 400 2 2

= 533,34 kg/m

Akibat P2

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 400 2 2

= 533,34 kg/m


= 12

400 1,75 (1 13

1,752

2) 2 = 521,35 kg/m

Akibat P3


= 12

400 1,75 (1 13

1,752

2) 2 = 521,35 kg/m


= 12

400 1,5 (1 13

1,52

2) 2 = 487,5 kg/m

Akibat P4


= 12

400 1,5 (1 13

1,52

2) 2 = 487,5 kg/m



Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 400 2 2

= 533,34 kg/m

Akibat P5

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 400 2 2

= 533,34 kg/m


= 12

400 1,5 (1 13

1,52

2) 2 = 487,5 kg/m




PEMBEBANAN PORTAL MELINTANG ATAP

AKIBAT BEBAN MATI (MERATA)

Segitiga = 1 / 3 * Q * Lx * 4

= 1/3 322 1,5 4

= 644 kg/m


= 12

322 2 (1 13

25

2) 2 = 609,65 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 322 3,5 2

= 751,34 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 322 3 2

= 644 kg/m


= 12

322 2 (1 13

24,52) 2

= 601,59 kg/m



AKIBAT BEBAN HIDUP (MERATA)

Segitiga = 1 / 3 * Q * Lx * 4

= 1/3 100 1,5 4

= 200 kg/m


= 12

100 2 (1 13

25

2) 2 = 189,34 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 100 3,5 2

= 233,34 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 100 3 2

= 200 kg/m


= 12

100 2 (1 13

24,52) 2

= 186,83 kg/m

AKIBAT BEBAN HIDUP (TERPUSAT)

Akibat P1


= 12

100 1,5 (1 13

1,52

2) 2 = 121,87 kg/m



Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 100 2 2

=133,34 kg/m

Akibat P2

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 100 2 2

= 133,34 kg/m


= 12

100 1,75 (1 13

1,752

2) 2 = 130,34 kg/m

Akibat P3


= 12

100 1,75 (1 13

1,752

2) 2 = 130,34 kg/m


= 12

100 1,5 (1 13

1,52

2) 2 = 121,87 kg/m

Akibat P4


= 12

100 1,5 (1 13

1,52

2) 2



= 121,87 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 100 2 2

= 133,34 kg/m

Akibat P5

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 100 2 2

= 133,34 kg/m


= 12

453 1,5 (1 13

1,52

2) 2 = 121,87 kg/m


AKIBAT BEBAN MATI (TERPUSAT)

Akibat P1


= 12

322 1,5 (1 13

1,52

2) 2 = 392,43 kg/m

Segitiga = 1 / 3 * Q * Lx * 2



= 1/3 400 2 2

= 429,34 kg/m

Akibat P2

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 322 2 2

= 429,34 kg/m


= 12

322 1,75 (1 13

1,752

2) 2 = 419,69 kg/m

Akibat P3


= 12

322 1,75 (1 13

1,752

2) 2 = 419,69 kg/m


= 12

322 1,5 (1 13

1,52

2) 2 = 392,34 kg/m

Akibat P4


= 12

322 1,5 (1 13

1,52

2) 2 = 392,34 kg/m

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 322 2 2



= 429,34 kg/m

Akibat P5

Segitiga = 1 / 3 * Q * Lx * 2

= 1/3 322 2 2

= 429,34 kg/m


= 12

322 1,5 (1 13

1,52

2) 2 = 392,34 kg/m




PENULANGAN BALOK MELINTANG

Tulangan Lentur

- tinggi efektif (d)

diasumsikan pakai tulangan tarik D22, sengkang 10 mm, dan selimut beton 40

mm. d = hbalok sb sengkang . tulangan = 450 40 10

. 22 = 389 mm - rasio penulangan

fc = 35 Mpa 1 = 0,85 0,008. (35 30) = 0,807

min = , = ,

= 0,004 max = 0,75 . ,. . .

= 0,75 . ,.

. 0,807 .

= 0,036 TUMPUAN

Mu = 171067967 (perhitungan SAP2000) Mn =

=

, = 309928385 Rn =

. = . = 4,71 m =

, . = , . = 10,75 =

. 1 1 . .



= , .1 1 . , . ,

= 0,016 min < < max 0,005 < 0,016 < 0,004 , maka dipakai = 0,016 .

- Menentukan As

As = . b. d = 0,016 .300 . 389 = 1867,2 mm2 Dipakai tulangan 6-D22 ( As = 2280,8 mm2 > 2811,6mm2 ). As = 20% . As tarik = 20% . 1867,2 = 373,44 mm2 Dipakai tulangan 2-D22 ( As = 760 mm2 > 373,44 mm2 ).

LAPANGAN

Mu = 75874906,18 (perhitungan SAP2000) Mn =

= ,

, = 94843632,73 Rn =

. = , . = 2,08 m =

, . = , . = 10,75 =

. 1 1 . .

= , .1 1 . , . ,

= 0,006 min < < max 0,005 < 0,006 < 0,004 , maka dipakai = 0,006 .

maka dipakai = 0,0096 .



- Menentukan As

As = . b. d = 0,006 .300 . 389 = 700,2 mm2 Dipakai tulangan 3-D22 ( As = 1140,4 mm2 > 700,2 mm2 )

As = 20% . As tarik = 20% . 700,2 = 140,04 mm2 Dipakai tulangan 2-D22 ( As = 760 mm2 > 452,5 mm2 ).

Tulangan Geser

Vu = 126892,99 N

Vumax . .f c . bw . d 126892,99 0,75.

.35 .300 .389

126892,99 431504,069 . . . . . . (dimensi balok OK !!) Vc =

.f c . bw . d

=

.35 .300 .389 = 115067,75 N Vc = 0,75 . 115067,75 = 86300,81 N

Vc = . 86300,81 = 43150,41 N

- Chek kebutuhan tulangan geser :

bila Vu Vc (perlu tulangan geser )

bila Vc > Vu Vc (tulangan geser minimum)



Vu Vc

126892,99 86300,81 N

maka, perlu dipasang tulangan geser.

- Mencari besar Vs

Vs =

= ,, 115067,75

= 54122,91 N

- untuk tumpuan :

direncanakan sengkang 10 200 mm

As = 78,57 mm2

Av = 2. As

= 2. 78,57 mm2

= 157,1 mm2

Vs = . .

= , . .

= 97779,04 N

Vs Vs

97779,04 54122,91 N . . . . . (OK!!)

maka, dipasang sengkang 10 200 mm di tumpuan.



PERHITUNGAN GAYA GESER GEMPA

Data Bangunan

o Fungsi bangunan : Ruang Kuliah o Tinggi Gedung : 13,20 m o Tinggi tiap lantai : Lt1 = 4,75 m

Lt2 = 4,25 m Lt3 = 4,25 m

o Mutu Beton ( fc ) : 35 mpa o Mutu Baja Tulangan : 320 mpa o Tebal Pelat atap : 10 cm o Tebal Pelat lantai : 12 cm o Dimensi balok : 30 / 40

30 / 45 o Dimensi Kolom : 45 / 45 o Sistem Struktur :

o Wilayah Gempa : 2

o Jenis Tanah : Keras

Pembebanan Seluruh Beban Bangunan

SRPMM (Sistem Rangka Pemikul

Momen Menengah)

4050

3600

3600

W3

W2

W1

WATAP



Atap

Plat Qdl * Luas plat = 288 * 576 = 185472 kg Qll * Luas plat = 100 * 576 = 57600 kg

Balok Memanjang Volume balok * 2400 * jml = 0,3 * 0,4 * 36 * 2400 * 4 = 41472 kg

Balok Melintang Volume balok * 2400 * jml = 0,3 * 0,45 * 16 * 2400 * 10 = 51840 kg

Kolom Volume kolom * 2400 * jml = 0,45 * 0,45 *2,2 * 2400*40 = 42768 kg + W atap = 379152 kg

Lantai 3

Plat Qdl * Luas plat = 453 *(576 - 20) = 251868kg


Balok Melintang Volume balok * 2400 * jml = 0,3 * 0,45 *16 * 2400 * 10 = 51840 kg

Kolom Volume kolom * 2400 * jml = 0,45 * 0,45*4,25* 2400*49 = 101210 kg

Dinding

Q dinding * L * tinggi * jml = 250 * 36 * 4,25 * 3 = 114750 kg Q dinding * L * tinggi * jml = 250 *28 * 4,25 * 1 = 29750 kg Q dinding * L * tinggi * jml = 250 * 8 * 4,25 * 2 = 17000 kg Q dinding * L * tinggi * jml = 250 * 4 * 4,25 * 1 = 4250 kg + W lantai 3 = 621788 kg

Lantai 2

Plat Qdl * Luas plat = 453 *(576 - 20) = 251868kg


Balok Melintang Volume balok * 2400 * jml = 0,3 * 0,45 *16 * 2400 * 10 = 51840 kg



Kolom Volume kolom * 2400 * jml = 0,45*0,45*4,25*2400*49 = 101210 kg

Dinding

Q dinding * L * tinggi * jml = 250 * 36 * 4,25 * 2 = 76500 kg Q dinding * L * tinggi * jml = 250 * 32 * 4,25 * 2 = 68000 kg Q dinding * L * tinggi * jml = 250 *8 * 4,25 * 3 = 25500 kg + W lantai 2 = 626758 kg

Lantai 1

Kolom Volume kolom * 2400 * jml = 0,45*0,45*4,25*2400*49 = 101210 kg

Dinding

Q dinding * L * tinggi * jml = 250 * 36 * 4,25 * 2 = 76500 kg Q dinding * L * tinggi * jml = 250 * 32 * 4,25 * 2 = 68000 kg Q dinding * L * tinggi * jml = 250 *8 * 4,25 * 3 = 25500 kg

Sloof Volume sloof * 2400 * jml = 0,3 * 0,4 * 36 * 2400 * 5 = 51840 kg Volume sloof * 2400 * jml = 0,3 * 0,45 * 16 * 2400 * 10 = 51840 kg + W lantai 1 =374890 kg Wtot = W atap + Wlt 3 + Wlt 2 + Wlt 1 = 379152 + 621788 + 626758 + 374890 = 2002588 kg



Perhitungan periode alami struktur

T = Ct * h0,75

T = 0,0731 * 13,20,75

T = 0,51

Faktor respons gempa rencana ( C )

Faktor respons gempa ditentukan melalui Tabel 2 SNI 03-1726-2003

Wilayah gempa : 2

Jenis Tanah : keras

T : 0,51 detik

C = 0,3 ( dari grafik diatas )

Faktor keutamaan gedung ( I )

Faktor keutamaan gedung berdasarkan SNI 03-1726-2003

Kategori gedung : gedung umum

I : 1 ( tabel 1 faktor keutamaan gedung )

Diket : T = periode alami struktur (dtk) Ct = 0,0731 (beton) h = tinggi total gedung



Penentuan parameter daktilitas struktur ( R )

berdasarkan Tabel 2 SNI 03-1726-2003, dengan batasan daktilitas maksimum menurut Tabel 3 SNI 03-1726-2003

> Untuk SRPMM ------ daktail parsial

m = 3,3 (Tabel 3 SNI 03-1726-2003)

Rm = 5,5 (Tabel 3 SNI 03-1726-2003)

Perhitungan gaya geser gempa ( V )

V =

= ,

, = 109232,07 kg ( untuk portal melintang )

Portal memanjang (V) = 30 % * V

= 30 % * 1091232,07

= 32769,621 kg

Distribusi gaya geser gempa ( F )

Tabel distribusi gaya geser gempa portal memanjang

Lantai Tinggi Berat wi*zi F=(wi*zi/wi*zi)*v F/(5-1)

Atap 12.3 379152 4663569.6 38,491.82

9,622.95

Lt3 9.5 621788 5906986 48,754.63

12,188.66

Lt2 4.25 626758 2663721.5 21,985.62

5,496.41

13234277.1



60943.29

27482.03

48114.77

60943.29

27482.03

48114.77

Tabel distribusi gaya geser gempa portal memanjang

Lantai Tinggi Berat wi*zi F=(wi*zi/wi*zi)*v F/(5-1)

Atap 12.3 379152 4663569.6 11,547.54

1,283.06

Lt3 9.5 621788 5906986 14,626.39

1,625.15

Lt2 4.25 626758 2663721.5 6,595.69

732.85

13234277.1

Sketsa pembebanan gempa pada portal melntang



12830.6

16251.54

7328.54

12830.6

16251.54

7328.54

Sketsa pembebanan gempa pada portal memanjang



PERHITUNGAN KOLOM

Kolom Lantai 1

Dimensi Kolom = 45 45

Diameter Tulangan Utama = 22

Diameter Tulangan Sengkang = 12

Untuk fc 35 koefisien 0,85 diganti dengan 0,81

= 0.65

P = 72768.73 kg = 727687.3 N

M = 17118.11 kg m = 171181100 N mm

Agr = b h = 0.45 0.45 = 0.2025 cm2 = 202500 mm

Sumbu Ordinat

. = .. . = 0.195 Sumbu Absis

e =

= . = 235.23 mm

= .

= 0.523

0,195 0.552 = 0.101

= ,

= 0.143

r = 0.038 .dari grafik 6.1.d buku Gideon jikid 4 hal 86

= r

= 0.0218 1.33



= 0.028

As = b h

= 0,028 450 450

= 5670 mm2 digunakan tulangan 12 25 = 5890,5 mm2

PERHITUNGAN TULANGAN GESER KOLOM

Vu = 6084,43

Vn =

= ,. = 9360,661 kg = 93606,61 N

Vc = 1/6 b d

= 1/6 0.65 35 450 392 = 113056.284 mm

Vn > 0.5 Vc

93606,61 > 56528.142 . . . . . . . . perlu tulangan geser

Vs = Vn Vc

= 93606,61 - 113056.284

= 19449,63 N

Direncanakan tulangan sengkang 12

Av = 2 luas tulangan

= 2 113.1

= 226.2 mm2

Vsa = . .

= 145.39 mm digunakan tulangan sengkang 12 100



Kolom Lantai 2





= 0.65

P = 53463,15 kg = 534631,5 N M = 13741,15 kg m = 134754636,3 N mm

Agr = b h = 0.35 0.35 = 0.1225 cm2 = 122500 mm

Sumbu Ordinat

. = ,. . = 0,236 Sumbu Absis

e =

= , , = 252,051 mm

= ,

= 0.720

0,236 0.720 = 0.169

= ,

= 0.175


= r

= 0.016 1.33



= 0.0212

As = b h

= 0,0212 350 350

= 2597 mm2 digunakan tulangan 8 22 = 3041,1 mm2


Vu = 5979,57

Vn =

= ,. = 9199.338 kg = 91993,38 N

Vc = 1/6 b d

= 1/6 0.65 35 350 292 = 65500,863 mm

Vn > 0.5 Vc

91993,98 > 32750,43 . . . . . . . . perlu tulangan geser

Vs = Vn Vc

= 91993,98 32750,43

= 69243,55 N



= 2 113.1

= 226.2 mm2

Vsa = . ,



= 33,385 mm digunakan tulangan sengkang 12 100

Kolom Lantai 3





= 0.65

P = 14181,28 kg = 141812,8 N

M = 10358,88 kg m = 101585954,3N mm

Agr = b h = 0.35 0.35 = 0.1225 cm2 = 122500 mm

Sumbu Ordinat

. = , . . = 0,062 Sumbu Absis

e =

= , , = 716,33 mm

= ,

= 2,046

2,046 0.062 = 0.126

= ,

= 0.175




= r

= 0.0143 1.33

= 0.0191

As = b h

= 0,0191 350 350

= 2339,75 mm2 digunakan tulangan 6 22 = 2280,8 mm2


Vu = 7529,61

Vn =

= ,. = 11584,015 kg = 115840,15 N

Vc = 1/6 b d

= 1/6 0.65 35 350 292 = 65500,863 mm

Vn > 0.5 Vc

115840,15 > 32750.431 . . . . . . . . perlu tulangan geser

Vs = Vn Vc

= 115840,15 65500,863

= 50339,287 N



= 2 113.1

= 226.2 mm2



Vsa = . ,

= 45,92 mm digunakan tulangan sengkang 12 100



PRELIMINARY DESIGN SLOOF

Dimensi sloof h = 1

12 L

= 112

500

= 41,7 cm 45 cm

b = 23 h

= 23 45

= 30 cm Maka dimensi sloof adalah 30 45

Pembebanan sloof Berat sendiri = 0,3 0,45 2400 = 324 kg/m Berat dinding = 4,25 250 = 1062 kg/m + q = 1386 kg/m

Penulangan sloof Tulangan lentur

Tinggi efektif Diasumsikan memakai tulangan tarik D16 sengkang 10mm,dengan selimut beton 60mm. d = h sb senngkang 1

2 tulangan

= 450 60 10 8 = 372 mm

Rasio penulangan fc = 35 Mpa 1 = 0,85 0,008 (35 30) = 0,81



min = 1,4

= 1,4320

= 0,0043

max = 0,75 0,85 600

600

= 0,75 0,85 35320

0,81 600600320

= 0,0368

LAPANGAN

Mu lap = 2493,75 kgm = 24937500 Nmm

Mn = = 249375000,8 = 31171875 Nmm

Rn = .d2 = 31171875300.372 = 0,751 m =

0,85. = 3200,85.35 = 10,75 = 1 (1- 1 2. . ) = 1

10,75 (1- 1 2.10,75.0,751320 ) = 0,0023

min >

0,0043 > 0,0023 mka dipakai = 0,0043

Menentukan As

As = b d



= 0,0043 300 372 = 479,88 mm2 Dipakai tulangan 3-D16 (As = 603,4 mm2 ) As = 20% As tarik = 20 % . 479,88 = 95,976 mm2 Dipakai tulangan 2-D16 (As = 402,1 mm2 )

Cek lebar perlu 2sb + 2sengkang + n.tul + (n-1).tul < 300 mm 2.60 + 2.10 + 3.16 + (2-1).16 < 300 mm 220 mm < 300 mm

TUMPUAN

Mu tum = 4987,5kgm = 49875000 Nmm

Mn = = 498750000,8 = 62343750 Nmm

Rn = .d2 = 62343750 300.372 = 1,501 m =

0,85. = 3200,85.35 = 10,75 = 1 (1- 1 2. . ) = 1

10,75 (1- 1 2.10,75.1,501320 ) = 0,0048

min



= 535,68 mm2 Dipakai tulangan 3-D16 (As = 603,4 mm2 ) As = 20% As tarik = 20 % . 535,68 = 107,096 mm2 Dipakai tulangan 2-D16 (As = 402,1 mm2 )

Cek lebar perlu 2sb + 2sengkang + n.tul + (n-1).tul < 300 mm 2.60 + 2.10 + 3.16 + (2-1).16 < 300 mm 220 mm < 300 mm

Tulangan geser

Vu = 5985 kg = 59850 N

Vumax 56 bw d

59850 0,75 56 35 300 372

59850 412646,564 dimensi sloof OK

Vc = 16 bw d

= 16 35 300 372

= 110039,084 N

Vc = 0,75 110039,084

= 82529,313 N

12 Vc = 1

2 82529,313

= 41264,65



3,00

4,50

3 D16

2 D16

LAPANGAN

3,00

4,50

2 D16

4 D16

TUMPUAN

Cek kebutuhan tulangan geser Vc > Vu > 1

2 Vc

82529,313 > 59850 > 41264,65 Maka dipasang tulangan geser minimum Untuk tumpuan

Dipasang sengkang praktis 10 150 mm

Untuk lapangan Dipasang semgkang praktis 10 300 mm



PERHITUNGAN PONDASI TIANG PANCANG

Kondisi I (Dua Tumpuan)

Gambar 4. 39 Kondisi Pengangkatan 1 dan Momen yang Ditimbulkan

M1 =

a2

M2 =

( 2) - a2 M1 = M2

a2 =

( 2) - a2 4 a2 + 4 a L L2

Dimana: q = Berat tiang pancang

= 0,25 0,30 2400

= 169,64 kg/m

L = 6 m



4 a2 + 4 a L L2

4.a2 + 4.a.6 62 = 0

4.a2 + 24.a 36 = 0

a2 + 6.a 9 = 0

Didapatkan: a = () ()

= 1,243 m

M1 = M2 =

a2

=

169,64 2,4852 = 131,05 kgm

Dmak =

169,64 6

= 508,92 kg



Kondisi II (Satu Tumpuan)

Gambar 4.40 Kondisi Pengangkatan 2 dan Momen yang Ditimbulkan

M1 =

a2

D1 = ()

() D1 =

()

Mx = D1 x 0,5 q x2

= 0 x =

R1 q x = 0

= ()



M3 = D1

() [( )] M2 =

[( )]

M1 = M2

a2 =

[( )]

2a2 4 a L + L2 =0

Maka:

2a2 4 a 6 + 62 =0

2a2 24 a + 36 =0

a2 12 a + 18 =0

Didapatkan: a =

= 1,75 m

M1 = M2 =

a2

=

169,64 1,7512 = 260,05 kgm

D1 =

()



= , , , (,)

= 299,36 kg

Dari kedua kondisi di atas diambil yang paling menentukan yaitu:

M = 299,36 kgm

D = 508,92 kg

Gambar 4.41 Penampang Tiang Pancang

Data yang digunakan:

- Dimensi tiang = 30 cm

- Berat jenis beton = 2,4 t/m3

- fc = 35 Mpa

- fy = 400 Mpa

- h = 300 mm

- p = 70 mm

- tulangan = 19 mm

- sengkang = 8 mm

- d = h p sengkang tulangan

= 300 70 8 9,5 = 212,5 mm

D = 30



- d = p + sengkang + tulangan

= 70 + 8 + 9,5 = 87,5 mm

Tulangan Memanjang Tiang Pancang

Mu = 299,36 kgm = 2,9936 kNm

. = , , . , = 3,8841 N/m2

m = , = , = 13,44

=

(1- 1

)

= , (1- 1 ,, )

= 0,011

Dengan rumus abc didapatkan nilai = 0,00027

Pemeriksaan syarat rasio penulangan (min < < max)

min = ,

= ,

= 0,0035

max =

,

= ,

,

= 0,028

karena < min maka dipakai

As = .b.d

= 0,011 . 300 . 212,5

= 701,25 mm2

Digunakan tulangan 4D19 (As = 1134 mm2)

Cek Terhadap Tekuk



Dianggap kedua ujung sendi, diperoleh harga k = 1

r = 0,3 . h = 0,3 . 300 = 90 mm

K =

=

= 66 ( K > 20 maka kelangsingan diperhitungkan )

lg =

=

300 = 397607820,2 mm

Ec = 4700 (fc)0,5 = 27805,57 Mpa

El = ,

= , ,, , = 3,41 1012

Pu = 713,617 KN

Pcr = ( ) = , ( )

= 9348708,61 N

Cm = 1

Cs =

, = ,, , = 1,133

Mn = Cs Mu = 1,133 0,523780 107 = 5934427,4 Nmm

ea =

= , = 8,315 mm

e = ea + d = 8,315 +

- 87,5 = 70,815 mm

cb =

= ,

= 127,5 mm

a = , = , = 79,95 mm

ab = 0,85 cb = 0,85 127,5 = 108,375 mm



8 D 19

8 - 200

a < ab , maka dipakai rumus

As = As =

() =

, ,

(,,) = -94,305 mm2 Digunakan As min 1% Ag = 0,01.(1/4..(300)2) = 706,858 mm

Maka digunakan tulangan 4D19 ( Aspasang = 1134 mm2)

Penulangan Geser Tiang Pancang

Vu = 508,92 kg = 5089,2 N

Vn = ,, = 8482 N

Vc =

=

35 300 212,5 = 62858,347 N Periksa vu > fvc:

vu = = , , = 0,0798 Mpa

vc = = = 35 = 0,986 Mpa

fvc = 0,6 0,986 = 0,5916

vu < vfc dipakai tulangan praktis

Dipakai tulangan sengkang 8 - 200

Diketahui : Psap = 713,617 KN

Msap = 167,87 KNm

PERHITUNGAN TIANG PANCANG

Ptotal = Psap + Ppoer

= 72768,73 +4800



= 77568,73 kg

= 77,567Ton

Data Tiang Pancang

Diameter 30 cm

Kedalaman Pemancangan 15 m

Atp =

. .

=

. . 30 = 706,86 cm2

Ktp = 2. . r = 2. .15 = 94,3 cm

fc = 35 Mpa = 350 kg/cm2

Perhitungan Daya Dukung Tiang Tunggal (Single Pile)

Berdasarkan kekuatan bahan

b = 0,33 . fc = 0,33 . 350 = 115,5 kg/cm2

Ptiang = Atp . b

= 706,86 . 115,5

= 81642,33 kg

Berdasarkan hasil sondir

Safety Factor, SF = 3 dan 5

Nilai hambatan Conus (Qc) = 70 kg/cm2

Ptiang = .

= . ,

= 16493,4 kg

Hambatan Cleef rata-rata

Diambil per segmen setiap 3m

0 3 150



=

= 0,5

3 6 400

=

= 0,833

6 9 850

=

= 1,5

9 12 1550

=

= 2,33

12 15 2450

=

= 3

0 3 , ,

= 2829 kg

3 6 , ,

= 4713,12 kg

6 9 , ,

= 8487 kg

9 12 , ,

= 13183,14 kg

12 15 ,

= 16974 kg +

Q = 46186,26 kg

Daya dukung single pile

= 16493,4 + 46186,26 1695

= 60966,66 Menentukan jumlah tiang pancang (n)

n = = , , = 1,2 -------- dipasang 2 tiang pancang.

PERHITUNGAN PILE CAP

Pembebanan Poer - Pterpusat = = 72768,7 kg - Berat sendiri poer = 2,1 x 0,9 x 0,5 x 2400 = 2268 kg



- Berat sendiri kolom = 0,45 x 0,45 x 1 x 2400 = 486 kg - Urugan Tanah = vol. tanah x 1673 = 3176,60 kg Ptot= 81231,3 kg

Penulangan Pile Cap

Momen pada titik gulung pondasi

Mu = . Wu . l2

= . 81231,3. 1,2

= 24369,3 kgm

Tinggi efektif (d)

Direncanakan pakai tulangan 19 mm, dengan selimut beton 75 mm.

d = ht sb (0,5 . tul)

= 500 75 (0,5 . 19)

= 615,5 mm

Rasio penulangan

fc = 35 Mpa 1 = 0,85 0,008. (35 30) = 0,567

min = 0,0018

= 0,0018

= 0,0022

max = 0,75 . ,. . . = 0,75 . , .

. 0,567 .

= 0,0363

Tulangan lentur

Mu = 243693000 Nmm



Mn =

= , = 304616250 Nmm

Rn = . = . , = 1,76

m = , . = , . = 10,75

=

. 1 1 . .

= , . 1 1 . , . ,

= 0,005

min > 0,0022 > 0,005 , maka dipakai = 0,0022 .

- Menentukan As

As = . b. d = 0,005 . 1000 . 415,5 = 2077,5 mm2

Dipakai tulangan 19 125 mm ( As = 2268mm2 > 2077,5mm2 ).

merencana konstruksi beton

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