LAPORAN PERENCANAAN STRUKTUR PASAR PRAMBANAN THP III.pdf

Laporan Perancanga Perancangan n Struktur Struktur

Pembangunan PASAR PRAMBANAN TAHAP III

LAPORAN PERHITUNGAN STRUKTUR PEMBANGUNAN PASAR PRAMBANAN TAHAP III JL. PIYUNGAN PRAMBANAN KABUPATEN SLEMAN A. UMUM

Bangunan gedung ini merupakan bangunan struktur beton bertulang terdiri dari tiga lantai yang berfungsi sebagai Pasar. Struktur atap adalah dak beton bertulang yang berfungsi sebagai parkir. Pondasi yang digunakan untuk bangunan ini adalah a dalah pondasi Foot Plate(setempat) yang dihubungkan dengan balok sloof.

B. PEMBEBANAN

Untuk perhitungan perencanaan struktur bangunan PASAR dipakai beban-beban sebagai berikut : 1. Beban Mati : a. Beton bertulang = 2.400 kg/m3 b. Dinding Batu Bata = 250 kg/m 2 c. Dinding Bata Ringan = 150 kg/m2 d. Finishing lantai = 130 kg/m2 e. Air = 1.000 kg/m3 2. Beban Hidup : a. Pasar b. Parkir c. Atap dak

= = =

500 kg/m2 800 kg/m2 600 kg/m2

C. PROSEDUR PERENCANAAN 1.

Struktur Bangunan dan Modelisasi

Bangunan ini menggunakan struktur beton bertulang, dengan mutu beton yang digunakan adalah K-300 (f’c = 25 MPa) dan mutu baja adalah U 24 (fy = 240 MPa) untuk tulangan polos ( notasi ), serta U 40 (fy = 400 MPa) untuk tulangan ulir / deformed ( notasi D). Dalam perhitungan gaya-gaya dalam, struktur dimodelkan sebagai portal terbuka tiga dimensi yang diperhitungkan terhadap beban tetap (beban mati dan beban hidup) dan beban sementara (beban tetap + beban gempa menggunakan cara statik ekivalen). Dalam menentukan besarnya gaya-gaya dalam tersebut dilakukan dengan bantuan program SAP2000. Demikian pula dalam perhitungan pembesian balok dan kolom, dilakukan dengan bantuan program SAPCONdengan output dari program ini merupakan hasil kombinasi pembebanan yang maksimum.


Pembangunan PASAR PRAMBANAN TAHAP III 2. Pedoman Perencanaan

Dalam perhitungan struktur ini digunakan beberapa peraturan-peraturan, antara lain : a.

Tata Cara Perhitungan Struktur Beton Untuk Bangunan Bangunan Gedung (SNI 03-28472002). b. Tata Cara Perhitungan Pembebanan Untuk Bangunan Rumah dan Gedung (SNI 03-17271987). c. Standar Perencanaan Ketahanan Gempa Untuk Struktur Bangunan Bangunan Gedung (SNI 03-172603-17262002). d. Tata Cara Perencanaan Struktur Baja Untuk Bangunan Gedung (SNI 03-1729-2002).



PEMODELAN STRUKTUR



Laporan Perancangan Struktur








PERHITUNGAN STRUKTUR  PERHITUNGAN

BEBAN

 PERHITUNGAN

TULANGAN PELAT LANTAI

 PERHITUNGAN

GAYA STATIK EKIVALEN

 SKEDUL

TULANGAN BALOK DAN KOLOM


Pembangunan PASAR PRAMBANAN TAHAP III D. PERHITUNGAN BEBAN 1.

BEBAN MATI a. LANTAI PASAR

1). 2). 3). 4).

pelat lantai (13 cm) finishing plafon M/E

= 0,13 x 2400 = = = Jumlah

= 312 kg/m 2 = 130 kg/m2 = 0 kg/m2 = 20 kg/m2

= 462 kg/m2  470 kg/m2

b. LANTAI PASAR (MOBIL BERMUATAN)

1). 2). 3). 4).


= 0,17 x 2400 = = = Jumlah

= 408 kg/m 2 = 130 kg/m2 = 0 kg/m2 = 20 kg/m2

= 558 kg/m2  560 kg/m2

c. LANTAI ATAP DAK (PARKIR)

1). 2). 3). 4).


= 0,16 x 2400 = = = Jumlah

= 384 kg/m 2 = 130 kg/m2 = 0 kg/m2 = 20 kg/m2

= 534 kg/m2  540 kg/m2


Pembangunan PASAR PRAMBANAN TAHAP III 2.

BEBAN HIDUP

a.

LANTAI PASAR

=

500

kg/m2

b.

LANTAI PASAR (MOBIL BERMUATAN)

=

800

kg/m2

c.

ATAP DAK (PARKIR)

=

600

kg/m2

3.

BEBAN DINDING

a.

DINDING BATU BATA

=

250

kg/m2

a.

DINDING BATA RINGAN

=

1 50

kg/m2


Pembangunan PASAR PRAMBANAN TAHAP III 4.

BEBAN BALOK

Untuk beban pada balok akibat beban pada lantai yang didukungnya, dilakukan perataan beban dengan ketentuan sebagai berikut :

Lx

Ly

BEBAN PELAT

= Q

BEBAN SEGITIGA

=

1 . Q . Lx 3

BEBAN TRAPESIUM

=

  Lx  2  . Q . Lx  3      6   Ly  

1

Untuk perhitungan gaya-gaya dalam, beban balok dan kolom secara otomatis termasuk dalam perhitungan sesuai dengan fasilitas yang tersedia pada program

SAP 2000.



E. PERHITUNGAN TULANGAN PELAT 1. LANTAI PASAR f'c fy

BETON f'c 25 BAJA U 40

= =

25.00 MPa 400.00 MPa

Lx Ly Ly/Lx X

= 3.00 = 4.00 = 1.3333 = 51.0000 TWO WAYS SLAB Qdl = 480.00 Qll = 600.00 Qu = 1,536.00 h min = 88.89 h maks = 118.52 h = 130.00 selimut = 20.00 = 10.00  d = 105.00 b = 1,000.00

Ly

Lx

PERHITUNGAN M OMEN LENTUR

Mu  lentur  Rn

  b  max  min

 As

= = = = = = = = = terpakai =

705.0240 Kg-m 7,050,240.0000 N-mm 0.8 0.85 0.799347 0.002037 0.027094 0.020320 0.003500 = 367.5000

0.003500 2

mm

dipasang tulangan

10.00

CEK TERHADAP GESER

Vu Vn Vc

= 2,304.000000 = 3,840.000000 = 8,750.000000 TIDAK PERLU TULANGAN GESER

Kg Kg Kg

CEK TERHADAP LENTUR

Ts a Mn

= = = = PERENCANAAN

209,439.510239 9.855977 20,959,033.082204 2,095.903308 OK !

N mm Nmm kg-m

-

150

m m

2

Kg/m 2 Kg/m 2 K g/m mm mm mm mm mm mm mm



2. LANTAI PASAR (MOBIL BERMUATAN) BETON f'c BAJA U

f'c fy

25 40

= =

25.00 MPa 400.00 MPa

Lx Ly Ly/Lx X

= 3.00 = 4.00 = 1.3333 = 51.00 TWO WAYS SLAB Qdl = 580.00 Qll = 1,000.00 Qu = 2,296.00 h min = 88.89 h maks = 118.52 h = 170.00 selimut = 20.00 = 13.00  d = 143.50 b = 1,000.00

Ly

Lx

PERHITUNGAN MOMEN LENTUR

Mu  lentur  Rn

  b  max  min

 As

= = = = = = = = = terpakai =

1,053.8640 Kg-m 10,538,640.0000 N-mm 0.8 0.85 0.639721 0.001624 0.02709 0.02032 0.00350 = 502.2500

dipasang tulangan

0.003500 2

mm

13.00

CEK TERHADAP GESER

Vu Vn Vc

= 3,444.00 Kg = 5,740.00 Kg = 11,958.33 Kg TIDAK PERLU TULANGAN GESER CEK TERHADAP LENTUR

Ts a Mn

= = = = PERENCANAAN

354,095.24 16.6633 47,862,468.13 4,786.25 OK !

N mm Nmm kg-m

-

150

m m

2

Kg/m 2 Kg/m 2 Kg/m mm mm mm mm mm mm mm



3. ATAP DAK (PARKIR) f'c fy

BETON f'c 25 BAJA U 40

= =

25.00 MPa 400.00 MPa

Lx Ly Ly/Lx X

= 3.00 = 4.00 = 1.3333 = 51.0000 TWO WAYS SLAB Qdl = 556.00 Qll = 1,000.00 Qu = 2,267.20 h min = 88.89 h maks = 118.52 h = 160.00 selimut = 20.00 = 13.00  d = 133.50 b = 1,000.00

Ly

Lx

PERHITUNGAN MOMEN LENTUR Mu  lentur  Rn  b  max  min

 As

= = = = = = = = = terpakai =

1,040.6448 Kg-m 10,406,448.0000 N-mm 0.8 0.85 0.729878 0.001857 0.02709 0.02032 0.00350 = 467.2500

dipasang tulangan

0.003500 2

mm

13.00

CEK TERHADAP GESER

Vu Vn Vc

= 3,400.800000 Kg = 5,668.000000 Kg = 11,125.000000 Kg TIDAK PERLU TULANGAN GESER CEK TERHADAP LENTUR

Ts a Mn

= = = = PERENCANAAN

353,952.772304 16.656601 44,304,870.043303 4,430.487004 OK !

N mm Nmm kg-m

-

150

m m

2

Kg/m 2 Kg/m 2 Kg/m mm mm mm mm mm mm mm



F.1. PERHITUNGAN GAYA GESER LANTAI WAKTU GETAR BANGUNAN (T) H1 = H2 = H3 = = H = T1 = *H^3/4

5.20 m 4.20 m 4.20 m 13.60 m 0.068 (Tabel 7) = 0.4816

KOEFISIEN DASAR GEMPA (C) Bangunan terletak di wilayah gempa : C1 = 0.5500 C2 = 0.5500 C terpakai = 0.5500000000

 n



= = =

0.1800 3.0000 0.5400

3

lt det

det

Jenis tanah :

>

SEDANG

T1

OK

FAKTOR KEUTAMAAN GEDUNG (I) DAN FAKTOR REDUKSI GEMPA (R) : I = 1 (Tabel 1) BANGUNAN PERNIAGAAN R = 5.5 (Tabel 2) FAKTOR REDUKSI GEMPA (Tabel 2 SNI 03-1726-2002)

GAYA GESER HORISONTAL TOTAL AKIBAT GEMPA Vx = Vy = V = (C*I/R)*Wt = 4,898.4440 kN

DISTRIBUSI GAYA GESER HORISONTAL AKIBAT GEMPA KE SEPANJANG TINGGI GEDUNG H = 13.60 m A = 23.5 m H/A = 0.5787 ANALISIS STATIK EKIVALEN F = (Wi*Hi)*V/( Wi*Hi) LANTAI

DAK DUA SATU

Hi (m) 13.60 9.40 5.20

Wi (kN) 15,102.3289 15,426.7239 18,455.3870

48,984.4397

Wi*Hi (kN.m) 205,391.6725 145,011.2047 95,968.0123

F (LANTAI) (kN) 2,253.9543 1,591.3432 1,053.1465

446,370.8895

4,898.4440




5.20 m 4.20 m 4.20 m 13.60 m 0.068 (Tabel 7) = 0.4816


 n



= = =

0.1800 3.0000 0.5400

3

lt det

det

Jenis tanah :

>

SEDANG

T1

OK




DAK DUA SATU

Hi (m) 13.60 9.40 5.20

Wi (kN) 13,151.8509 13,073.3588 16,090.6185

42,315.8282

Wi*Hi (kN.m) 178,865.1722 122,889.5727 83,671.2162

F (LANTAI) (kN) 1,963.7566 1,349.2018 918.6244

385,425.9612

4,231.5828




5.20 m 4.20 m 4.20 m 13.60 m 0.068 (Tabel 7) = 0.4816


 n



= = =

0.1800 3.0000 0.5400

3

lt det

det

Jenis tanah :

>

SEDANG

T1

OK




DAK DUA SATU

Hi (m) 13.60 9.40 5.20

Wi (kN) 15,158.1838 16,024.5038 16,386.0081

47,568.6956

Wi*Hi (kN.m) 206,151.2991 150,630.3357 85,207.2419

F (LANTAI) (kN) 2,218.6867 1,621.1468 917.0361

441,988.8767

4,756.8696


Pembangunan PASAR PRAMBANAN TAHAP III G. Perhitungan Tulangan Balok dan Kolom

Perhitungan tulangan balok dan kolom dikerjakan dengan bantuan program SAPCON dan gambar dari hasil perhitungan tersebut dibuat dalam skedul balok dan kolom pada halaman berikut ini :



PERENCANAAN TULANGAN LENTUR DAN GESER BALOK B1 DIMENSI BALOK f'c fy fys Dia. tul. lentur (Dl) Dia. tul. geser (s) Selimut beton (s)

400 x 25 MPa 400 MPa 240 MPa 22 mm 10 mm 40 mm

= = = = = = =

PERENCANAAN TULANGAN LAPANGAN

= = =

56,543.3740 kg.m 61 mm 739 mm

=

3.2355

=

0.0088

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0088

As = . b. d.

=

Mu d' = s +  s + 0,5*Dl d = h - d'

Mu

Rn =

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   

As luas satu tulangan

Ts = As. Fy a=

TS 0,85 f c' B

Cc = 0,85. f'c. a. b. Mn = Ts.(d – ½.a ) = As.fy.(d – ½.a) Mu aktual = 0,8. Mn

2,607.5255

=

7

1,064,371.5910

= = = = = = >

125.2202 1,064,371.5910 719,930,200.8461 719.9302 575.9442 Mu

MPa

2

mm bh N

mm N.mm N.mm kN.m kN.m OK !

800

(mm)


Pembangunan PASAR PRAMBANAN TAHAP III PERENCANAAN TULANGAN TUMPUAN

Mu d' = s +  s + 0,5*Dl d = h - d'

= = =

Mu

Rn =

60,496.5260 61 739

kg.m mm mm

=

3.4617 MPa

=

0.0095

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0095

As = . b. d.

=

 =

. b. d 2 0,85 f c' f y

min =

 1   

   2 . Rn 1  '   0,85.f c    

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


= = = = = = = >

2,809.5336 8

1,216,424.6755 143.1088

2

mm bh N

mm

1,216,424.6755 N.mm 811,897,306.2845 N.mm 811.8973 kN.m 649.5178 kN.m Mu OK !


Pembangunan PASAR PRAMBANAN TAHAP III PERENCANAAN TULANGAN GESER

Vu d' = s +  s + 0,5*Dl d = h - d' Vn =

Vc =

Vu

 1 6

f c' b. d

Vs = Vn - Vc Jarak sebngkang = s Av =

n=

Vs S f ys D Av A

dipasang sengkang di tumpuan dipasang sengkang di lapangan

35,353.50000 61 739

= = =

kg

mm mm

=

600.6045

kN

=

246.3333

kN

= =

354.2711 100

kN mm

=

199.7469

mm

=

2.5433

kaki

-

100 150

2

 

10 10

2





= = = = = = =


= = =

30,288.6750 kg.m 61 mm 539 mm

=

3.2580

=

0.0089

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0089

As = . b. d.

=

Mu d' = s +  s + 0,5*Dl d = h - d'

Mu

Rn =

 =

. b. d 2 0,85 f c' f y

min =

 1   

    1  2.Rn    0,85.f c'    

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


1,916.3896

=

6

912,318.5066

= = = = = = >

107.3316 912,318.5066 442,779,377.5594 442.7794 354.2235 Mu

MPa

2

mm bh N


600

(mm)



Mu d' = s +  s + 0,5*Dl d = h - d'

= = =

Mu

Rn =

35,821.5260 61 539

kg.m mm mm

=

3.8532 MPa

=

0.0107

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0107

As = . b. d.

=

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


= = = = = = = >

2,309.7397 7

1,064,371.5910 125.2202

2

mm bh N

mm




Vu d' = s +  s + 0,5*Dl d = h - d' Vn =

Vc =

Vu

 1 6

f c' b. d


n=

Vs S f ys D Av A


21,000.10000 61 539

= = =

kg

mm mm

=

353.7106

kN

=

179.6667

kN

= =

174.0439 100

kN mm

=

134.5423

mm

=

1.7130

kaki

-

100 150

1

 

10 10

2





= = = = = = =


= = =

19,272.7760 kg.m 59.5 mm 491 mm

=

3.3378

=

0.0091

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0091

As = . b. d.

=

Mu d' = s +  s + 0,5*Dl d = h - d'

Mu

Rn =

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


1,343.2900

=

5

567,057.4740

= = = = = = >

88.9502 567,057.4740 252,921,755.3925 252.9218 202.3374 Mu

MPa

2

mm bh N


550

(mm)



Mu d' = s +  s + 0,5*Dl d = h - d'

= = =

Mu

Rn =

20,893.9300 59.5 491

kg.m mm mm

=

3.6185 MPa

=

0.0100

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0100

As = . b. d.

=

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


= = = = = = = >

1,469.2298 6

680,468.9688 106.7402

2

mm bh N

mm

680,468.9688 N.mm 297,453,321.9291 N.mm 297.4533 kN.m 237.9627 kN.m Mu OK !



Vu d' = s +  s + 0,5*Dl d = h - d' Vn =

Vc =

Vu

 1 6

f c' b. d


n=

Vs S f ys D Av A


17,586.30000 59.5 490.5

= = =

kg

mm mm

=

262.2976

kN

=

122.6250

kN

= =

139.6726 100

kN mm

=

118.6482

mm

=

1.5107

kaki

-

100 150

1

 

10 10

2



PERENCANAAN TULANGAN LENTUR DAN GESER BALOK B1A DIMENSI BALOK f'c fy fys Dia. tul. lentur (Dl) Dia. tul. geser (s) Selimut beton (s)


= = = = = = =


= = =

67,756.7470 kg.m 61 mm 739 mm

=

3.8772

=

0.0108

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0108

As = . b. d.

=

Mu d' = s +  s + 0,5*Dl d = h - d'

Mu

Rn =

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


3,189.0253

=

9

1,368,477.7599

= = = = = = >

160.9974 1,368,477.7599 901,144,395.1953 901.1444 720.9155 Mu

MPa

2

mm bh N


800

(mm)



Mu d' = s +  s + 0,5*Dl d = h - d'

= = =

Mu

Rn =

69,430.4990 61 739

kg.m mm mm

=

3.9729 MPa

=

0.0111

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0111

As = . b. d.

=

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


= = = = = = = >

3,278.1561 9

1,368,477.7599 160.9974

2

mm bh N

mm




Vu d' = s +  s + 0,5*Dl d = h - d' Vn =

Vc =

Vu

 1 6

f c' b. d


n=

Vs S f ys D Av A


36,224.50000 61 739

= = =

kg

mm mm

=

617.2032

kN

=

246.3333

kN

= =

370.8699 100

kN mm

=

209.1057

mm

=

2.6624

kaki

-

100 150

2

 

10 10

2





= = = = = = =


= = =

31,619.8500 kg.m 61 mm 539 mm

=

3.4012

=

0.0093

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0093

As = . b. d.

=

Mu d' = s +  s + 0,5*Dl d = h - d'

Mu

Rn =

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


2,009.5308

=

6

912,318.5066

= = = = = = >

107.3316 912,318.5066 442,779,377.5594 442.7794 354.2235 Mu

MPa

2

mm bh N


600

(mm)



Mu d' = s +  s + 0,5*Dl d = h - d'

= = =

Mu

Rn =

41,961.2830 61 539

kg.m mm mm

=

4.5136 MPa

=

0.0128

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0128

As = . b. d.

=

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


= = = = = = = >

2,767.0613 8

1,216,424.6755 143.1088

2

mm bh N

mm




Vu d' = s +  s + 0,5*Dl d = h - d' Vn =

Vc =

Vu

 1 6

f c' b. d


n=

Vs S f ys D Av A


27,518.60000 61 539

= = =

kg

mm mm

=

437.9474

kN

=

179.6667

kN

= =

258.2807 100

kN mm

=

199.6604

mm

=

2.5422

kaki

-

100 150

2

 

10 10

2





= = = = = = =


= = =

25,653.0970 kg.m 59.5 mm 491 mm

=

4.4427

=

0.0126

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0126

As = . b. d.

=

Mu d' = s +  s + 0,5*Dl d = h - d'

Mu

Rn =

 =

. b. d 2 0,85 f c' f y

min =

 1   

    1  2.Rn    0,85.f c'    

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


1,854.2930

=

7

793,880.4636

= = = = = = >

124.5303 793,880.4636 339,967,293.6184 339.9673 271.9738 Mu

MPa

2

mm bh N


550

(mm)



Mu d' = s +  s + 0,5*Dl d = h - d'

= = =

Mu

Rn =

29,361.3500 59.5 491

kg.m mm mm

=

5.0850 MPa

=

0.0148

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0148

As = . b. d.

=

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


= = = = = = = >

2,172.5049 8

907,291.9584 142.3203

2

mm bh N

mm




Vu d' = s +  s + 0,5*Dl d = h - d' Vn =

Vc =

Vu

 1 6

f c' b. d


n=

Vs S f ys D Av A


19,652.80000 59.5 490.5

= = =

kg

mm mm

=

305.9347

kN

=

122.6250

kN

= =

183.3097 100

kN mm

=

155.7167

mm

=

1.9826

kaki

-

100 150

1

 

10 10

2





= = = = = = =


Mu d' = s +  s + 0,5*Dl d = h - d'

Mu

Rn =

7,387.9250 kg.m 58 mm 292 mm

= = = =

5.4155

=

0.0159

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0159

As = . b. d.

=

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


930.0677

=

5

402,123.8597

= = = = = = >

94.6174 402,123.8597 98,396,214.2550 98.3962 78.7170 Mu

MPa

2

mm bh N


350

(mm)



Mu d' = s +  s + 0,5*Dl d = h - d'

= = =

Mu

Rn =

8,248.2360 58 292

kg.m mm mm

=

6.0461 MPa

=

0.0182

=

0.0035

=

0.8500

=

0.0271

max = 0,75.  b

=

0.0203

 terpakai

=

0.0182

As = . b. d.

=

 =

. b. d 2 0,85 f c' f y

min =

 1   

 1   

   '  0,85.f c    2.Rn

1,4 f y

  b =

n=

0,85. f c' .  f y

 600     600  f y   


Ts = As. Fy a=

TS 0,85 f c' B


= = = = = = = >

1,065.7963 6

482,548.6316 113.5409

2

mm bh N

mm




Vu d' = s +  s + 0,5*Dl d = h - d' Vn =

Vc =

Vu

 1 6

f c' b. d


n=

Vs S f ys D Av A


9,822.70000 58 292

= = =

kg

mm mm

=

132.4696

kN

=

48.6667

kN

= =

83.8029 100

kN mm

=

119.5818

mm

=

1.5226

kaki

-

100 150

1

 

10 10

2


Pembangunan PASAR PRAMBANAN TAHAP III PERENCANAAN TULANGAN LENTUR KOLOM

DIMENSI KOLOM f'c fy fys Dia. tul. lentur (Dl) Dia. tul. geser (  s) Selimut beton (s)

= = = = = = =

Mu Pu d' = s +  s + 0,5*Dl d = h - d'

= = = =

e=

Mu

600 25 400 240 22 10 12

x MPa MPa MPa mm mm mm

244.3661

 = ' (asumsi)

=

0.0050

As = A's (asumsi) = . b. d

=

1617.0000

Dipasang tulangan

=

6

As = A's (terpasang)

=

2280.796267

Cek  tulangan terpasang

= = =

As = A's (terpasang) 2.111848395

=

323.4000

mm

= =

0.8500 274.89

mm

=

0.00243414

Cb =

600 600  f y

d

1 a (balance) =  1. Cb  's = 0,003

C b  d' C b

mm

2

mm D

As = A's (asumsi) OK !

486.8275 MPa > fy digunakan fy

=

Pb = 0,85 fc’ a b.b +As’.fs – As.fy

=

3,504,847.5000

N kN

= = =

3,504.8475 ikat 0.65 2,278,150.8750 2,278.1509

<

22

2

mm > %

f's =  's. Es

Tipe sengkang   Pb

(mm)

563.8644 kN-m 2307.458 kN 61 mm 539 mm

=

Pu

600

Pu terjadi keruntuhan tekan

N kN



  A s' f y  Pn = 0,85. f'c. b. d.   e  d  d '  0 ,5 

  b h   3h e 1 , 18   d2  f c'

= = >

 Pn

4,242,904.6070 2,757,887.9946

kN kN

Pu OK !

 h a b      2 2 

Mn = 0,85 f’c b a b

 h  d  ' 2  

A’s. f’s 

+ As. fy  d 



+

h 



2 

 Mn

=

1,005.8187

kN-m

= >

804.6550

kN-m

Mu OK !

PERENCANAAN TULANGAN GESER

Vu

Vu

Vn =

Vc =

 1 6

f c' b.d.

   1  Pu   14.A g   

=

447.0305

kN

=

596.0407

kN

=

392.8849

kN

=

203.1558 diperlukan sengkang 100

mm

=

157.0468637

mm

=

1.999582772

kaki

10 10

100 150

Vs = Vn - Vc

=

Jarak sebngkang = s Av =

n=

Vs S f ys D Av A


= 1.5

 

-

kN

2



INPUT SAP2000

LAPORAN PERENCANAAN STRUKTUR PASAR PRAMBANAN THP III.pdf

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