LAPORAN PERHITUNGAN STRUKTUR RUMAH …...Proyek Rumah Tinggal Yogyakarta October 03, 2017 By:...

By: GRIYADITYA 03 OKTOBER 2017

LAPORAN

PERHITUNGAN STRUKTUR RUMAH TINGGAL 2 LANTAI

YOGYAKARTA

2017

2017

NAMA PROYEK : RUMAH TINGGAL

ALAMAT : YOGYAKARTA

DAFTAR ISI 1. KRITERIA DESIGN 2. DESIGN SUMMARY 3. ANALISA STRUKTUR 4. GAMBAR STRUKTUR

KRITERIA DESIGN

Proyek Rumah Tinggal Yogyakarta October 03, 2017

By: GRIYADITYA

I. KRITERIA DESIGN 1. Pendahuluan 1.1 Umum Gedung Rumah tinggal terdiri dari 2 lantai. Bentuk struktur adalah persegi panjang

dengan panjang arah x = 10.0 m dan panjang arah y = 8.8 m. Laporan ini terutama

menyajikan hasil perhitungan struktur atas yaitu meliputi perhitungan sistem rangka

portal 3 dimensi. Termasuk perhitungan elemen pelat, balok, kolom. Untuk

perhitungan struktur atas tersebut maka perencanaan sistem struktur atas telah

dilakukan menggunakan analisa struktur 3 dimensi dengan program ETABS V9.5.0.

1.2 Penjelasan Umum 1.2.1 Sistem Struktur

Sistem struktur bangunan ini direncanakan terbuat dari sistem rangka portal dengan

balok, kolom terbuat dari beton konvensional. Sistem pelat lantai menggunakan pelat

two way (dua arah) beton konvensional dengan keempat sisinya dipikul oleh balok.

Sistem struktur bawah atau pondasi yang direncanakan adalah menggunakan

pondasi plat setempat.

1.2.2 Peraturan yang Digunakan

Perencanaan struktur dan pondasi bangunan ini dalam segala hal mengikuti semua

peraturan dan ketentuan yang berlaku di Indonesia, khususnya yang ditetapkan

dalam peraturan-peraturan berikut:

a. Tata Cara Perhitungan Struktur Beton untuk Bangunan Gedung,

(SNI 03-2847- 2002).

b. Peraturan Pembebanan Indonesia Untuk Gedung (PPIUG-1983)

c. Peraturan Beton Indonesia (SKSNI Beton-1993)

d. American Concrete Institute, Building Code Requirements for Reinforced

Concrete ACI 318-02


By: GRIYADITYA

1.2.3 Mutu Bahan yang Digunakan

Dapat dijelaskan pula bahwa struktur bangunan adalah struktur beton bertulang

biasa (konvensional). Mutu bahan/material struktur yang digunakan dalam

perencanaan meliputi:

a. Mutu Beton

Kolom, balok, pelat, pondasi plat setempat : K-225 (fc’=18.675 kg/cm2)

b. Mutu Baja Tulangan

Baja tulangan polos (BJTP-24) untuk Ø ≤ 12mm, fy = 2400 kg/cm2

Baja tulangan ulir (BJTD-40) untuk D ≥ 13mm, fy = 3900 kg/cm2

1.2.4 Pembebanan

Beban yang diperhitungkan adalah sebagai berikut :

1. Beban Mati (DL): yaitu akibat berat sendiri struktur, beban finishing, beban plafond

dan beban dinding.

Berat sendiri komponen struktur berupa balok dan kolom dihitung secara otomatis

oleh ETABS V.9 5.0

a. Beban plafond = 18 kg/m2

b. Beban M/E = 25 kg/m2

c. Beban finishing lantai keramik = 24 kg/m2

d. Beban plester 2 cm = 42 kg/m2

e. Beban dinding bata ½ batu : 250 kg/m2

f. Berat sendiri pelat lantai (t=12 cm) = 288 kg/m2

g. Berat sendiri pelat atap (t=10 cm) = 240 kg/m2

h. Rangka atap baja ringan = 9 kg/m2

i. Penutup atap genteng dengan reng dan usuk = 50 kg/m2

2. Beban Hidup (LL)

a. Lantai 1 s/d Lantai 2 = 250 kg/m2

b. Plat atap = 100 kg/m2


By: GRIYADITYA

2. Prosedur Perencanaan Struktur Atas

Pada tahap awal dari perencanaan, semua elemen struktur atas ditentukan terlebih

dahulu. Kemudian hasil ini dianalisa sehingga seluruh komponen struktur diharapkan

dapat mencapai hasil perencanaan yang efektif dan efisien.

2.1 Pelat Lantai

Analisa pelat lantai beton bertulang biasa dihitung menurut ketentuan-ketentuan

yang berlaku dalam PBI 71 NI-2 yaitu pelat yang memikul beban dalam dua arah

(two way plat, arah x dan y). Penulangan pelat dihitung berdasarkan kekuatan batas.

2.2 Balok-balok Lantai dan Kolom

Balok-balok induk (balok portal) dan balok-balok anak dianalisa secara 3 dimensi

baik terhadap beban vertikal dengan mempergunakan program ETABS versi 9.5.0.

Untuk penulangan lentur dianalisa menggunakan program Exel (Manual Design)

dengan mengacu pada SNI 03-2847-2002 dengan gaya dalam sesuai output dari

analisa Program ETABS versi 9.5.0.

Kombinasi beban yang digunakan:

1. U = 1.4 DL

2. U = 1.2 DL + 1.6

Untuk penulangan kolom ,menggunakan Program PC ACOL dengan memasukan

gaya dalam maximum (Pz, Mx, My).

3. Prosedur Perencanaan Struktur Bawah

Dari perhitungan dan analisa akibat beban tetap dan sementara diperoleh gaya-gaya

yang bekerja pada setiap pondasi. Semua pondasi pelat setempat

dianalisa/diperiksa terhadap semua keadaan pembebanan tersebut di atas. Hasil

dari analisa secara keseluruhan memperlihatkan bahwa seluruh hasil perhitungan

sesuai dengan batas-batas perencanaan.


By: GRIYADITYA

II. PERHITUNGAN STRUKTUR ATAS II.1. MODEL STRUKTUR 3D

Pemodelan Struktur

a. Struktur dimodelkan dalam 3 dimensi dengan menggunakan elemen kolom dan

balok

Ukuran arah-x = 3.3 m +2.2 m +4.5 m =10.0 m

Ukuran arah-y = 3.0 m +4.2 m +1.6 m = 8.8 m

Ukuran arah- z= 4.12 m +4.18 m= 8.3 m

b. Kolom dianggap terjepit penuh pada bagian bawah, dengan memberikan balok

sloof yang menghubungkan kolom-kolom bagian bawah

c. Beban-beban gravitasi (beban mati dan beban hidup) disalurkan dari pelat ke

balok,kemudian didistribusikan ke kolom

d. Struktur dan komponen struktur direncanakan hingga semua penampang

mempunyai kuat rencana minimum sama dengan kuat perlu yang dihitung

berdasarkan kombinasi beban dan gaya terfaktor sesuai dengan aturan

DESIGN SUMMARY


By: GRIYADITYA

TABEL HASIL PERHITUNGAN PENULANGAN

PROYEK : RUMAH TINGGAL

Simbol Balok B x H 250x400 mm Lokasi Tumpuan Lapangan Tumpuan

Potongan

Tul. Atas (pasang) 2 D13 2 D13 2 D13 Tul. Bawah (pasang) 2 D13 2 D13 2 D13

Tul. Samping 2 D10 2 D10 2 D10 Sengkang Ǿ8‐100 Ǿ8‐150 Ǿ8‐100

Simbol Balok B x H 200x350 mm Lokasi Tumpuan Lapangan Tumpuan

Potongan


Sengkang Ǿ8‐150 Ǿ8‐200 Ǿ8‐150


By: GRIYADITYA

Simbol Ring Balk B x H 150x200 mm Lokasi Tumpuan Lapangan Tumpuan

Potongan


Tul. Samping ‐ ‐ ‐ Sengkang Ǿ8‐150 Ǿ8‐150 Ǿ8‐150

Simbol Sloof B x H 150x200 mm Lokasi Tumpuan Lapangan Tumpuan

Potongan


Tul. Samping ‐ ‐ ‐ Sengkang Ǿ8‐150 Ǿ8‐150 Ǿ8‐150


By: GRIYADITYA

Simbol Kolom Utama Kolom Utama Kolom Praktis B x H 300 x 300 300 x 300 150 x 150 Lokasi Lantai 1 Lantai 2 Lantai 2

Potongan

Tul. Memanjang (pasang) 8 D16 8 D16 4 D10 Sengkang Ǿ8‐150 Ǿ8‐150 Ǿ8‐200

Simbol Plat Lantai Tebal (h) 120 mm Lokasi Lantai 1

Potongan

Tul. Tumpuan

(pasang) Ǿ10‐200

Tul. Lapangan (pasang)

Ǿ10‐200


By: GRIYADITYA

DESAIN KOLOM (K 300 X 300) mm

Digunakan tulangan utama 8 D16 Digunakan Tulangan Geser Ø8-150

ANALISA STRUKTUR


By: GRIYADITYA

II. PERENCANAAN STRUKTUR ATAS

Input data ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 1 S T O R Y D A T A STORY SIMILAR TO HEIGHT ELEVATION STORY2 None 4.180 8.300 STORY1 None 4.120 4.120 BASE None 0.000 ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 2 M A T E R I A L L I S T B Y E L E M E N T T Y P E ELEMENT TOTAL NUMBER NUMBER TYPE MATERIAL MASS PIECES STUDS tons Column MUTUBETON 21.54 24 Beam MUTUBETON 23.41 54 0 Wall MUTUBETON 0.34 Floor MUTUBETON 23.76 Ramp MUTUBETON 2.00 ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 3 M A T E R I A L L I S T B Y S E C T I O N ELEMENT NUMBER TOTAL TOTAL NUMBER SECTION TYPE PIECES LENGTH MASS STUDS meters tons B25X40 Beam 23 72.200 16.05 0 B20X35 Beam 3 9.800 1.65 0 B20X30 Column 1 2.000 0.34 B20X30 Beam 1 1.250 0.18 0 B15X20 Beam 27 82.450 5.53 0 K30X30 Column 24 99.600 21.54 SLAB12 Floor 23.18 TANGGA Floor 0.58 TANGGA Ramp 2.00 ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 4 M A T E R I A L L I S T B Y S T O R Y ELEMENT TOTAL FLOOR UNIT NUMBER NUMBER STORY TYPE MATERIAL WEIGHT AREA WEIGHT PIECES STUDS tons m2 kg/m2 STORY2 Column MUTUBETON 10.85 0.000 12 STORY2 Beam MUTUBETON 5.32 0.000 26 0 STORY1 Column MUTUBETON 10.69 82.400 129.7324 12 STORY1 Beam MUTUBETON 18.09 82.400 219.5736 28 0 STORY1 Floor MUTUBETON 23.76 82.400 288.2942 STORY1 Ramp MUTUBETON 2.00 82.400 24.3265 SUM Column MUTUBETON 21.54 82.400 261.3541 24 SUM Beam MUTUBETON 23.41 82.400 284.0811 54 0 SUM Floor MUTUBETON 23.76 82.400 288.2942 SUM Ramp MUTUBETON 2.00 82.400 24.3265 TOTAL All All 70.70 82.400 858.0558 78 0 ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 5 M A T E R I A L P R O P E R T Y D A T A MATERIAL MATERIAL DESIGN MATERIAL MODULUS OF POISSON'S THERMAL SHEAR NAME TYPE TYPE DIR/PLANE ELASTICITY RATIO COEFF MODULUS STEEL Iso Steel All 2.039E+10 0.3000 6.5000E-06 7841930445 MUTUBETON Iso Concrete All 2071130569.2 0.2000 5.5000E-06 862971070.5 OTHER Iso None All 2.039E+10 0.3000 6.5000E-06 7841930445


By: GRIYADITYA

M A T E R I A L P R O P E R T Y M A S S A N D W E I G H T MATERIAL MASS PER WEIGHT PER NAME UNIT VOL UNIT VOL STEEL 7.9814E+02 7.8334E+03 MUTUBETON 2.4483E+02 2.4025E+03 OTHER 7.9814E+02 7.8334E+03 M A T E R I A L D E S I G N D A T A F O R S T E E L M A T E R I A L S MATERIAL STEEL STEEL STEEL NAME FY FU COST ($) STEEL 35153481.31 45699525.70 1.00 M A T E R I A L D E S I G N D A T A F O R C O N C R E T E M A T E R I A L S MATERIAL LIGHTWEIGHT CONCRETE REBAR REBAR LIGHTWT NAME CONCRETE FC FY FYS REDUC FACT MUTUBETON No 1904319.989 39768931.5024473188.613 N/A ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 6 F R A M E S E C T I O N P R O P E R T Y D A T A MATERIAL SECTION SHAPE NAME OR NAME CONC CONC FRAME SECTION NAME NAME IN SECTION DATABASE FILE COL BEAM B25X40 MUTUBETON Rectangular Yes B20X35 MUTUBETON Rectangular Yes B20X30 MUTUBETON Rectangular Yes B15X20 MUTUBETON Rectangular Yes K30X30 MUTUBETON Rectangular Yes F R A M E S E C T I O N P R O P E R T Y D A T A SECTION FLANGE FLANGE WEB FLANGE FLANGE FRAME SECTION NAME DEPTH WIDTH TOP THICK TOP THICK WIDTH BOT THICK BOT B25X40 0.4000 0.2500 0.0000 0.0000 0.0000 0.0000 B20X35 0.3500 0.2000 0.0000 0.0000 0.0000 0.0000 B20X30 0.3000 0.2000 0.0000 0.0000 0.0000 0.0000 B15X20 0.2000 0.1500 0.0000 0.0000 0.0000 0.0000 K30X30 0.3000 0.3000 0.0000 0.0000 0.0000 0.0000 F R A M E S E C T I O N P R O P E R T Y D A T A SECTION TORSIONAL MOMENTS OF INERTIA SHEAR AREAS FRAME SECTION NAME AREA CONSTANT I33 I22 A2 A3 B25X40 0.1000 0.0013 0.0013 0.0005 0.0833 0.0833 B20X35 0.0700 0.0006 0.0007 0.0002 0.0583 0.0583 B20X30 0.0600 0.0005 0.0005 0.0002 0.0500 0.0500 B15X20 0.0300 0.0001 0.0001 0.0001 0.0250 0.0250 K30X30 0.0900 0.0011 0.0007 0.0007 0.0750 0.0750 F R A M E S E C T I O N P R O P E R T Y D A T A SECTION MODULI PLASTIC MODULI RADIUS OF GYRATION FRAME SECTION NAME S33 S22 Z33 Z22 R33 R22 B25X40 0.0067 0.0042 0.0100 0.0063 0.1155 0.0722 B20X35 0.0041 0.0023 0.0061 0.0035 0.1010 0.0577 B20X30 0.0030 0.0020 0.0045 0.0030 0.0866 0.0577 B15X20 0.0010 0.0008 0.0015 0.0011 0.0577 0.0433 K30X30 0.0045 0.0045 0.0068 0.0068 0.0866 0.0866 F R A M E S E C T I O N W E I G H T S A N D M A S S E S TOTAL TOTAL FRAME SECTION NAME WEIGHT MASS B25X40 16048.3750 1635.4902 B20X35 1984.4248 202.2328 B20X30 180.1839 18.3625 B15X20 5531.6442 563.7300 K30X30 21535.5739 2194.6907


By: GRIYADITYA

C O N C R E T E C O L U M N D A T A REINF CONFIGURATION REINF NUM BARS NUM BARS BAR FRAME SECTION NAME LONGIT LATERAL SIZE/TYPE 3DIR/2DIR CIRCULAR COVER K30X30 Rectangular Ties 14d/Design 3/3 N/A 0.0300 C O N C R E T E B E A M D A T A TOP BOT TOP LEFT TOP RIGHT BOT LEFT BOT RIGHT FRAME SECTION NAME COVER COVER AREA AREA AREA AREA B25X40 0.0300 0.0300 0.000 0.000 0.000 0.000 B20X35 0.0300 0.0300 0.000 0.000 0.000 0.000 B20X30 0.0300 0.0300 0.000 0.000 0.000 0.000 B15X20 0.0200 0.0200 0.000 0.000 0.000 0.000 ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 7 S H E L L S E C T I O N P R O P E R T Y D A T A SHELL MATERIAL SHELL LOAD DIST MEMBRANE BENDING TOTAL TOTAL SECTION NAME TYPE ONE WAY THICK THICK WEIGHT MASS SLAB12 MUTUBETON Shell-Thick No 0.1200 0.1200 23178.8506 2362.1571 TANGGA MUTUBETON Shell-Thick No 0.1200 0.1200 2581.0880 263.0387 ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 8 S T A T I C L O A D C A S E S STATIC CASE AUTO LAT SELF WT NOTIONAL NOTIONAL CASE TYPE LOAD MULTIPLIER FACTOR DIRECTION DEAD DEAD N/A 1.0000 LIVE LIVE N/A 0.0000 DINDING DEAD N/A 0.0000 ATAP OTHER N/A 0.0000 ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 9 L O A D I N G C O M B I N A T I O N S COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR COMB1 ADD DEAD Static 1.4000 COMB2 ADD DEAD Static 1.2000 LIVE Static 1.6000 COMB3 ADD DEAD Static 1.2000 LIVE Static 1.6000 DINDING Static 1.0000 ATAP Static 1.0000 DCON1 ADD DEAD Static 1.4000 DINDING Static 1.4000 DCON2 ADD DEAD Static 1.2000 LIVE Static 1.6000 DINDING Static 1.2000 ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 10 P O I N T O B J E C T A S S I G N M E N T S S U M M A R Y T A B L E 1 O F 2 STORY POINT DIAPHRAGM RESTRAINTS SPRING LINK PANEL ZONE ADDED MASS BASE 1 From Area Yes None None None None BASE 2 From Area Yes None None None None BASE 3 From Area Yes None None None None BASE 4 From Area Yes None None None None BASE 5 From Area Yes None None None None BASE 6 From Area Yes None None None None BASE 7 From Area Yes None None None None BASE 8 From Area Yes None None None None BASE 9 From Area Yes None None None None BASE 10 From Area Yes None None None None BASE 11 From Area Yes None None None None BASE 12 From Area Yes None None None None BASE 24 From Area Yes None None None None BASE 34 From Area Yes None None None None


By: GRIYADITYA

ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 11 P O I N T O B J E C T A S S I G N M E N T S S U M M A R Y T A B L E 2 O F 2 STORY POINT PT FORCE GRND DISPL PT TEMP There are no items to be printed in this table. ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 12 F R A M E S E C T I O N A S S I G N M E N T S T O L I N E O B J E C T S STORY LINE LINE SECTION AUTO SELECT ANALYSIS DESIGN DESIGN LEVEL ID TYPE TYPE SECTION SECTION PROCEDURE SECTION STORY2 C1 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C2 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C3 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C4 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C5 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C6 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C7 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C8 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C9 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C10 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C11 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 C12 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C1 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C2 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C3 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C4 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C5 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C6 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C7 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C8 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C9 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C10 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C11 Column Rectangular None K30X30 Conc Frame K30X30 STORY1 C12 Column Rectangular None K30X30 Conc Frame K30X30 STORY2 B1 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B2 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B3 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B4 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B5 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B6 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B7 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B8 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B9 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B10 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B11 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B12 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B13 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B14 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B15 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B16 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B17 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B18 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B19 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B20 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B21 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B22 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B23 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B24 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B26 Beam Rectangular None B15X20 Conc Frame B15X20 STORY2 B27 Beam Rectangular None B15X20 Conc Frame B15X20 STORY1 B1 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B2 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B3 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B4 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B5 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B6 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B8 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B9 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B10 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B11 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B12 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B13 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B14 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B15 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B16 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B17 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B18 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B19 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B20 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B21 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B22 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B23 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B24 Beam Rectangular None B25X40 Conc Frame B25X40 STORY1 B26 Beam Rectangular None B20X35 Conc Frame B20X35


By: GRIYADITYA

STORY1 B27 Beam Rectangular None B20X30 Conc Frame B20X30 STORY1 B29 Beam Rectangular None B20X35 Conc Frame B20X35 STORY1 B30 Beam Rectangular None B15X20 Conc Frame B15X20 STORY1 B31 Beam Rectangular None B20X35 Conc Frame B20X35 ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 13 D I S T R I B U T E D L O A D A S S I G N M E N T S T O L I N E O B J E C T S LOAD STORY LINE LOAD LOAD ABSOLUTE ABSOLUTE LOAD A LOAD B CASE LEVEL ID TYPE DIRECTION DISTANCE A DISTANCE B PER LENGTH PER LENGTH DINDING STORY2 B1 Force Gravity 0.000 0.900 0.000 85.250 DINDING STORY2 B1 Force Gravity 0.900 1.800 85.250 170.500 DINDING STORY2 B1 Force Gravity 1.800 3.000 170.500 255.750 DINDING STORY2 B2 Force Gravity 0.000 1.260 255.750 375.000 DINDING STORY2 B2 Force Gravity 1.260 2.520 375.000 255.750 DINDING STORY2 B2 Force Gravity 2.520 4.200 255.750 136.250 DINDING STORY2 B3 Force Gravity 0.000 1.600 136.250 0.000 DINDING STORY2 B10 Force Gravity 0.000 0.900 0.000 85.250 DINDING STORY2 B10 Force Gravity 0.900 1.800 85.250 170.500 DINDING STORY2 B10 Force Gravity 1.800 3.000 170.500 255.750 DINDING STORY2 B11 Force Gravity 0.000 1.260 255.750 375.000 DINDING STORY2 B11 Force Gravity 1.260 2.520 375.000 255.750 DINDING STORY2 B11 Force Gravity 2.520 4.200 255.750 136.250 DINDING STORY2 B12 Force Gravity 0.000 1.600 136.250 0.000 DINDING STORY1 B1 Force Gravity 0.000 3.000 1045.000 1045.000 DINDING STORY1 B2 Force Gravity 0.000 4.200 1045.000 1045.000 DINDING STORY1 B3 Force Gravity 0.000 1.600 1045.000 1045.000 DINDING STORY1 B4 Force Gravity 0.000 3.000 1045.000 1045.000 DINDING STORY1 B5 Force Gravity 0.000 4.200 1045.000 1045.000 DINDING STORY1 B8 Force Gravity 0.000 4.200 1045.000 1045.000 DINDING STORY1 B10 Force Gravity 0.000 3.000 1045.000 1045.000 DINDING STORY1 B11 Force Gravity 0.000 4.200 1045.000 1045.000 DINDING STORY1 B12 Force Gravity 0.000 1.600 1045.000 1045.000 DINDING STORY1 B13 Force Gravity 0.000 3.300 1045.000 1045.000 DINDING STORY1 B14 Force Gravity 0.000 2.200 1045.000 1045.000 DINDING STORY1 B15 Force Gravity 0.000 4.500 1045.000 1045.000 DINDING STORY1 B16 Force Gravity 0.000 3.300 1045.000 1045.000 DINDING STORY1 B17 Force Gravity 0.000 2.200 1045.000 1045.000 DINDING STORY1 B18 Force Gravity 0.000 4.500 1045.000 1045.000 DINDING STORY1 B19 Force Gravity 0.000 3.300 1045.000 1045.000 DINDING STORY1 B20 Force Gravity 0.000 2.200 1045.000 1045.000 DINDING STORY1 B21 Force Gravity 0.000 4.500 1045.000 1045.000 DINDING STORY1 B26 Force Gravity 0.000 3.000 1045.000 1045.000 DINDING STORY1 B27 Force Gravity 0.000 1.250 1045.000 1045.000 ATAP STORY2 B1 Force Gravity 0.000 3.000 82.500 82.500 ATAP STORY2 B2 Force Gravity 0.000 4.200 82.500 82.500 ATAP STORY2 B3 Force Gravity 0.000 1.600 82.500 82.500 ATAP STORY2 B4 Force Gravity 0.000 3.000 137.500 137.500 ATAP STORY2 B5 Force Gravity 0.000 4.200 137.500 137.500 ATAP STORY2 B6 Force Gravity 0.000 1.600 137.500 137.500 ATAP STORY2 B7 Force Gravity 0.000 3.000 167.500 167.500 ATAP STORY2 B8 Force Gravity 0.000 4.200 167.500 167.500 ATAP STORY2 B9 Force Gravity 0.000 1.600 167.500 167.500 ATAP STORY2 B10 Force Gravity 0.000 3.000 112.500 112.500 ATAP STORY2 B11 Force Gravity 0.000 4.200 112.500 112.500 ATAP STORY2 B12 Force Gravity 0.000 1.600 112.500 112.500


By: GRIYADITYA

ETABS v9.5.0 File:PERMODELAN STRUKTUR Units:Kgf-m October 3, 2017 13:47 PAGE 14 U N I F O R M L O A D A S S I G N M E N T S T O A R E A O B J E C T S CASE STORY AREA AREATYPE DIRECTION LOAD DEAD STORY1 F1 Floor Gravity 109.0000 DEAD STORY1 F2 Floor Gravity 109.0000 DEAD STORY1 F3 Floor Gravity 109.0000 DEAD STORY1 F4 Floor Gravity 109.0000 DEAD STORY1 F5 Floor Gravity 109.0000 DEAD STORY1 F6 Floor Gravity 109.0000 DEAD STORY1 F7 Floor Gravity 109.0000 DEAD STORY1 F8 Floor Gravity 109.0000 DEAD STORY1 F9 Floor Gravity 109.0000 DEAD STORY1 F10 Floor Gravity 109.0000 DEAD STORY1 F11 Floor Gravity 109.0000 DEAD STORY1 F13 Floor Gravity 109.0000 LIVE STORY1 F1 Floor Gravity 250.0000 LIVE STORY1 F2 Floor Gravity 250.0000 LIVE STORY1 F3 Floor Gravity 250.0000 LIVE STORY1 F4 Floor Gravity 250.0000 LIVE STORY1 F5 Floor Gravity 250.0000 LIVE STORY1 F6 Floor Gravity 250.0000 LIVE STORY1 F7 Floor Gravity 250.0000 LIVE STORY1 F8 Floor Gravity 250.0000 LIVE STORY1 F9 Floor Gravity 250.0000 LIVE STORY1 F10 Floor Gravity 250.0000 LIVE STORY1 F11 Floor Gravity 250.0000 LIVE STORY1 F13 Floor Gravity 250.0000 DEAD STORY1 R2 Ramp Gravity 109.0000 DEAD STORY1 R3 Ramp Gravity 109.0000 LIVE STORY1 R2 Ramp Gravity 250.0000 LIVE STORY1 R3 Ramp Gravity 250.0000

a. BALOK (250 x 400) mm

A. DATA BALOK LANTAI

BAHAN STRUKTURKuat tekan beton, fc' = 18.675 MPaTegangan leleh baja (deform) untuk tulangan lentur, fy = 390 MPaTegangan leleh baja (polos) untuk tulangan geser, fy = 240 MPa

DIMENSI BALOKLebar balok b = 250 mmTinggi balok h = 400 mmDiameter tulangan (deform) yang digunakan, D = 13 mmDiameter sengkang (polos) yang digunakan, P = 8 mmTebal bersih selimut beton, ts = 25 mm

MOMEN DAN GAYA GESER RENCANAMomen rencana positif akibat beban terfaktor, Mu

+ = 23.604 kNmMomen rencana negatif akibat beban terfaktor, Mu

- = 37.651 kNmGaya geser rencana akibat beban terfaktor, Vu = 44.780 kN

1. PERHITUNGAN STRUKTUR BALOK

B. PERHITUNGAN TULANGAN

Untuk : fc' ≤ 30 MPa, β1 = 0.85Untuk : fc' > 30 MPa, β1 = 0.85 - 0.05 * ( f c' - 30) / 7 = -Faktor bentuk distribusi tegangan beton, → β1 = 0.85

Rasio tulangan pada kondisi balance ,ρb = β1* 0.85 * fc’/ fy * 600 / ( 600 + f y ) = 0.0210

Faktor tahanan momen maksimum,Rmax = 0.75 * ρb * fy * [1 – ½*0.75* ρb * fy / ( 0.85 * fc’ ) ] = 4.9482

Faktor reduksi kekuatan lentur, φ = 0.80Jarak tulangan terhadap sisi luar beton, ds = ts + ∅ + D/2 = 39.50 mmJumlah tulangan dlm satu baris, ns = ( b - 2 * ds) / ( 25 + D ) = 4.50Digunakan jumlah tulangan dalam satu baris, ns = 5 bh

Jarak horisontal pusat ke pusat antara tulangan,x = ( b - ns * D - 2 * ds ) / ( ns - 1 ) = 26.50 mm

Jarak vertikal pusat ke pusat antara tulangan, y = D + 25 = 0.00 mm

1. TULANGAN MOMEN POSITIF (LAPANGAN)

Momen positif nominal rencana, Mn = Mu+

/ φ = 29.505 kNm

Diperkirakan jarak pusat tulangan lentur ke sisi beton, d' = 40 mmTinggi efektif balok, d = h - d' = 360.00 mmFaktor tahanan momen, Rn = Mn * 106 / ( b * d2 ) = 0.9106

Rn < Rmax → (OK)

Rasio tulangan yang diperlukan :ρ = 0.85 * fc’ / fy * [ 1 - √ * [1 – 2 * Rn / ( 0.85 * fc’ ) ] = 0.00241

Rasio tulangan minimum, ρmin = √ fc' / ( 4 * fy ) = 0.00277Rasio tulangan minimum, ρmin = 1.4 / fy = 0.00359

Rasio tulangan yang digunakan, → ρ = 0.00359Luas tulangan yang diperlukan, As = ρ * b * d = 323 mm2

Jumlah tulangan yang diperlukan, n = As / ( π / 4 * D2 ) = 2.434

Digunakan tulangan, 3 D 13Luas tulangan terpakai, As = n * π / 4 * D2 = 398 mm2

Jumlah baris tulangan, nb = n / ns = 0.60nb < 3 → (OK)

Baris Jumlah Jarak Juml. Jarakke ni yi ni * yi

1 3 39.50 118.502 0 0.00 0.003 0 0.00 0.00n = 3 Σ [ ni * yi ] = 118.5

Letak titik berat tulangan, → d' = Σ [ ni * yi ] / n = 39.50 mm

39.50 < 40 → perkiraan d' (OK)Tinggi efektif balok, d = h - d' = 360.50 mm

a = As * fy / ( 0.85 * fc' * b ) = 39.133 mmMomen nominal, Mn = As * fy * ( d - a / 2 ) * 10-6 = 52.946 kNmTahanan momen balok, φ * Mn = 42.357 kNmSyarat : φ * Mn ≥ Mu

+

42.357 > 23.604 → AMAN (OK)

2. TULANGAN MOMEN NEGATIF (TUMPUAN)

Momen negatif nominal rencana, Mn = Mu- / φ = 47.064 kNm


Rn < Rmax → (OK)


Rasio tulangan minimum, ρmin = √ fc' / ( 4 * fy ) = 0.00277Rasio tulangan minimum, ρ min = 1.4 / fy = 0.00359






1 3 39.50 118.502 0 0.00 0.003 0 0.00 0.00n = 3 Σ [ ni * yi ] = 118.5




-

42.357 > 37.651 → AMAN (OK)

3. TULANGAN GESER (SENGKANG)

Gaya geser ultimit rencana, Vu = 44.780 kN

Faktor reduksi kekuatan geser, φ = 0.60Tegangan leleh tulangan geser, fy = 240 MPaKuat geser beton, Vc = (√ fc') / 6 * b * d * 10-3 = 64.822 kNTahanan geser beton, φ ∗ Vc = 38.893 kN

→ Perlu tulangan geserTahanan geser sengkang, φ ∗ Vs = Vu - φ ∗ Vc = 5.887 kNKuat geser sengkang, Vs = 9.811 kN

Digunakan sengkang : 2 P 8Luas tulangan geser sengkang, Av = ns * π / 4 * P2

= 100.53 mm2

Jarak sengkang yang diperlukan : s = Av * fy * d / ( Vs * 103 ) = 885.28 mmJarak sengkang maksimum, smax = d / 2 = 180.25 mmJarak sengkang maksimum, smax = 250.00 mm

Jarak sengkang yang harus digunakan, s = 180.25 mmDiambil jarak sengkang : → s = 100 mmDigunakan sengkang, 2 P 8 100


By: GRIYADITYA

TABLE: Column Forces – Frames (In KN-m)

Story Beam Load Loc P V2 V3 T M2 M3 STORY1 B9 COMB1 0.15 0.01 -21.23 0 -0.856 -0.003 -28.392 STORY1 B9 COMB1 0.633 0.01 -19.63 0 -0.856 -0.002 -18.517 STORY1 B9 COMB1 1.117 0.01 -18.04 0 -0.856 -0.002 -9.412 STORY1 B9 COMB1 1.6 0.01 -16.45 0 -0.856 -0.001 -1.077 STORY1 B9 COMB2 0.15 0 -25.04 0 -0.652 -0.002 -34.517 STORY1 B9 COMB2 0.633 0 -23.68 0 -0.652 -0.002 -22.743 STORY1 B9 COMB2 1.117 0 -22.31 0 -0.652 -0.001 -11.629 STORY1 B9 COMB2 1.6 0 -20.94 0 -0.652 -0.001 -1.175 STORY1 B9 COMB3 0.15 0.11 -27.92 0 -0.145 0.006 -37.651 STORY1 B9 COMB3 0.633 0.11 -26.55 0 -0.145 0.007 -24.487 STORY1 B9 COMB3 1.117 0.11 -25.19 0 -0.145 0.007 -11.982 STORY1 B9 COMB3 1.6 0.11 -23.82 0 -0.145 0.008 -0.138 STORY1 B15 COMB1 0.15 3.14 -18 -0.97 0.264 -0.645 -12.661 STORY1 B15 COMB1 0.633 3.14 -16.41 -0.97 0.264 -0.175 -4.347 STORY1 B15 COMB1 1.117 3.14 -14.81 -0.97 0.264 0.294 3.197 STORY1 B15 COMB1 1.6 3.14 -13.22 -0.97 0.264 0.764 9.971 STORY1 B15 COMB1 1.6 -0.82 -1.99 0.08 0.069 0.128 8.651 STORY1 B15 COMB1 2.15 -0.82 -0.17 0.08 0.069 0.083 9.244 STORY1 B15 COMB1 2.7 -0.82 1.64 0.08 0.069 0.037 8.84 STORY1 B15 COMB1 3.25 -0.82 3.46 0.08 0.069 -0.009 7.438 STORY1 B15 COMB1 3.25 -0.59 9.83 -0.04 -0.055 -0.055 6.745 STORY1 B15 COMB1 3.8 -0.59 11.65 -0.04 -0.055 -0.031 0.838 STORY1 B15 COMB1 4.35 -0.59 13.46 -0.04 -0.055 -0.006 -6.067 STORY1 B15 COMB2 0.15 2.76 -22.53 -1.18 0.668 -0.79 -16.505 STORY1 B15 COMB2 0.633 2.76 -21.16 -1.18 0.668 -0.218 -5.948 STORY1 B15 COMB2 1.117 2.76 -19.79 -1.18 0.668 0.355 3.949 STORY1 B15 COMB2 1.6 2.76 -18.43 -1.18 0.668 0.927 13.185 STORY1 B15 COMB2 1.6 -1.04 -1.01 0.09 -0.022 0.143 12.115 STORY1 B15 COMB2 2.15 -1.04 0.55 0.09 -0.022 0.092 12.24 STORY1 B15 COMB2 2.7 -1.04 2.1 0.09 -0.022 0.042 11.51 STORY1 B15 COMB2 3.25 -1.04 3.66 0.09 -0.022 -0.009 9.925 STORY1 B15 COMB2 3.25 -0.81 13.68 -0.05 -0.169 -0.063 9.078 STORY1 B15 COMB2 3.8 -0.81 15.24 -0.05 -0.169 -0.034 1.125 STORY1 B15 COMB2 4.35 -0.81 16.79 -0.05 -0.169 -0.006 -7.683 STORY1 B15 COMB3 0.15 5.75 -44.78 -1.58 1.175 -1.134 -29.872 STORY1 B15 COMB3 0.633 5.75 -38.46 -1.58 1.175 -0.37 -9.754 STORY1 B15 COMB3 1.117 5.75 -32.14 -1.58 1.175 0.393 7.309 STORY1 B15 COMB3 1.6 5.75 -25.82 -1.58 1.175 1.157 21.318 STORY1 B15 COMB3 1.6 -2.55 -13.76 0.19 1.64 0.307 16.377 STORY1 B15 COMB3 2.15 -2.55 -6.57 0.19 1.64 0.2 21.968 STORY1 B15 COMB3 2.7 -2.55 0.62 0.19 1.64 0.094 23.604 STORY1 B15 COMB3 3.25 -2.55 7.81 0.19 1.64 -0.013 21.284 STORY1 B15 COMB3 3.25 -2.89 23.27 -0.1 0.199 -0.134 17.936 STORY1 B15 COMB3 3.8 -2.89 30.47 -0.1 0.199 -0.079 3.157 STORY1 B15 COMB3 4.35 -2.89 37.66 -0.1 0.199 -0.024 -15.576

b. BALOK (200 x 350) mm

















/ φ = 7.904 kNm


Rn < Rmax → (OK)








1 3 39.50 118.502 0 0.00 0.003 0 0.00 0.00n = 3 Σ [ ni * yi ] = 118.5




+

35.537 > 6.323 → AMAN (OK)




Rn < Rmax → (OK)








1 3 39.50 118.502 0 0.00 0.003 0 0.00 0.00n = 3 Σ [ ni * yi ] = 118.5




-

35.537 > 10.374 → AMAN (OK)




→ Hanya perlu tul.geser minTahanan geser sengkang, φ ∗ Vs = Vu - φ ∗ Vc = - kNKuat geser sengkang, Vs = 20.030 kN


= 100.53 mm2




By: GRIYADITYA


Story Beam Load Loc P V2 V3 T M2 M3 STORY1 B26 COMB1 0 0.28 -5.28 0 -0.265 -0.003 -2.733 STORY1 B26 COMB1 0.5 0.28 -4.12 0 -0.265 -0.001 -0.382 STORY1 B26 COMB1 1 0.28 -2.97 0 -0.265 0.001 1.391 STORY1 B26 COMB1 1.5 0.28 -1.81 0 -0.265 0.003 2.587 STORY1 B26 COMB1 1.5 0.32 -0.36 -0.01 -0.262 0.003 2.482 STORY1 B26 COMB1 2 0.32 0.8 -0.01 -0.262 0.007 2.371 STORY1 B26 COMB1 2.5 0.32 1.95 -0.01 -0.262 0.012 1.684 STORY1 B26 COMB1 3 0.32 3.11 -0.01 -0.262 0.016 0.419 STORY1 B26 COMB2 0 0.34 -5.64 0 -0.355 -0.004 -2.851 STORY1 B26 COMB2 0.5 0.34 -4.65 0 -0.355 -0.002 -0.278 STORY1 B26 COMB2 1 0.34 -3.66 0 -0.355 0.001 1.801 STORY1 B26 COMB2 1.5 0.34 -2.67 0 -0.355 0.003 3.385 STORY1 B26 COMB2 1.5 0.36 0.28 -0.01 -0.349 0.003 3.319 STORY1 B26 COMB2 2 0.36 1.27 -0.01 -0.349 0.008 2.932 STORY1 B26 COMB2 2.5 0.36 2.26 -0.01 -0.349 0.013 2.05 STORY1 B26 COMB2 3 0.36 3.25 -0.01 -0.349 0.018 0.673 STORY1 B26 COMB3 0 1.41 -20.03 -0.01 -0.968 -0.011 -10.374 STORY1 B26 COMB3 0.5 1.41 -13.92 -0.01 -0.968 -0.005 -1.887 STORY1 B26 COMB3 1 1.41 -7.8 -0.01 -0.968 0.001 3.542 STORY1 B26 COMB3 1.5 1.41 -1.69 -0.01 -0.968 0.007 5.915 STORY1 B26 COMB3 1.5 1.42 -3.6 -0.02 -0.971 0.008 6.05 STORY1 B26 COMB3 2 1.42 2.51 -0.02 -0.971 0.019 6.323 STORY1 B26 COMB3 2.5 1.42 8.62 -0.02 -0.971 0.03 3.539 STORY1 B26 COMB3 3 1.42 14.74 -0.02 -0.971 0.041 -2.301 STORY1 B29 COMB1 0 2.01 -5.15 -0.01 -0.027 -0.008 -5.193

c. BALOK (200 x 300) mm

















/ φ = 5.668 kNm


Rn < Rmax → (OK)








1 3 39.50 118.502 0 0.00 0.003 0 0.00 0.00n = 3 Σ [ ni * yi ] = 118.5




+

29.325 > 4.534 → AMAN (OK)




Rn < Rmax → (OK)








1 3 39.50 118.502 0 0.00 0.003 0 0.00 0.00n = 3 Σ [ ni * yi ] = 118.5




-

29.325 > 5.795 → AMAN (OK)




→ Hanya perlu tul.geser minTahanan geser sengkang, φ ∗ Vs = Vu - φ ∗ Vc = - kNKuat geser sengkang, Vs = 15.730 kN


= 100.53 mm2




By: GRIYADITYA


Story Beam Load Loc P V2 V3 T M2 M3 STORY1 B27 COMB1 0 0.65 1.92 0 0.083 0.004 2.032 STORY1 B27 COMB1 0.417 0.65 2.74 0 0.083 0.003 1.061 STORY1 B27 COMB1 0.833 0.65 3.57 0 0.083 0.003 -0.254 STORY1 B27 COMB1 1.25 0.65 4.39 0 0.083 0.003 -1.912 STORY1 B27 COMB2 0 0.75 3.05 0 0.182 0.004 2.774 STORY1 B27 COMB2 0.417 0.75 3.76 0 0.182 0.004 1.356 STORY1 B27 COMB2 0.833 0.75 4.46 0 0.182 0.004 -0.356 STORY1 B27 COMB2 1.25 0.75 5.17 0 0.182 0.003 -2.363 STORY1 B27 COMB3 0 1.56 0.8 0 0.694 0.008 4.534 STORY1 B27 COMB3 0.417 1.56 5.77 0 0.694 0.009 3.165 STORY1 B27 COMB3 0.833 1.56 10.75 0 0.694 0.009 -0.278 STORY1 B27 COMB3 1.25 1.56 15.73 0 0.694 0.01 -5.795

d. BALOK (150 x 200) mm

















/ φ = 5.666 kNm


Rn < Rmax → (OK)








1 2 39.50 79.002 0 0.00 0.003 0 0.00 0.00n = 2 Σ [ ni * yi ] = 79




+

11.493 > 4.533 → AMAN (OK)




Rn < Rmax → (OK)








1 2 39.50 79.002 0 0.00 0.003 0 0.00 0.00n = 2 Σ [ ni * yi ] = 79




-

11.493 > 6.268 → AMAN (OK)




→ Hanya perlu tul.geser minDiambil jarak sengkang : → s = 150 mmDigunakan sengkang, 2 P 8 150


By: GRIYADITYA


Story Beam Load Loc P V2 V3 T M2 M3 STORY2 B9 COMB1 0.15 -0.02 -4.84 0.02 -0.58 0.015 -5.52 STORY2 B9 COMB1 0.633 -0.02 -4.36 0.02 -0.58 0.005 -3.296 STORY2 B9 COMB1 1.117 -0.02 -3.88 0.02 -0.58 -0.004 -1.303 STORY2 B9 COMB1 1.6 -0.02 -3.41 0.02 -0.58 -0.014 0.459 STORY2 B9 COMB2 0.15 -0.01 -4.14 0.02 -0.512 0.015 -4.721 STORY2 B9 COMB2 0.633 -0.01 -3.73 0.02 -0.512 0.005 -2.821 STORY2 B9 COMB2 1.117 -0.01 -3.32 0.02 -0.512 -0.005 -1.118 STORY2 B9 COMB2 1.6 -0.01 -2.91 0.02 -0.512 -0.015 0.386 STORY2 B9 COMB3 0.15 0.01 -6.43 0.01 -0.586 0.01 -6.268 STORY2 B9 COMB3 0.633 0.01 -5.23 0.01 -0.586 0.005 -3.451 STORY2 B9 COMB3 1.117 0.01 -4.02 0.01 -0.586 0 -1.215 STORY2 B9 COMB3 1.6 0.01 -2.82 0.01 -0.586 -0.005 0.439 STORY1 B30 COMB1 0 2.08 -1.19 0.02 -0.461 0.033 -0.428 STORY1 B30 COMB1 0.5 2.08 -0.69 0.02 -0.461 0.025 0.042 STORY1 B30 COMB1 1 2.08 -0.2 0.02 -0.461 0.017 0.264 STORY1 B30 COMB1 1.5 2.08 0.3 0.02 -0.461 0.009 0.238 STORY1 B30 COMB1 2 2.08 0.79 0.02 -0.461 0.001 -0.035 STORY1 B30 COMB1 2 3.58 5.66 -2.49 0.956 -1.335 2.847 STORY1 B30 COMB1 2.5 3.58 6.15 -2.49 0.956 -0.091 -0.107 STORY1 B30 COMB1 3 3.58 6.65 -2.49 0.956 1.153 -3.308 STORY1 B30 COMB2 0 2.99 -1.08 0.02 -0.643 0.055 -0.399 STORY1 B30 COMB2 0.5 2.99 -0.66 0.02 -0.643 0.047 0.036 STORY1 B30 COMB2 1 2.99 -0.23 0.02 -0.643 0.039 0.258 STORY1 B30 COMB2 1.5 2.99 0.19 0.02 -0.643 0.03 0.269 STORY1 B30 COMB2 2 2.99 0.62 0.02 -0.643 0.022 0.067 STORY1 B30 COMB2 2 4.37 7.96 -3.19 1.341 -1.721 3.956 STORY1 B30 COMB2 2.5 4.37 8.38 -3.19 1.341 -0.128 -0.13 STORY1 B30 COMB2 3 4.37 8.81 -3.19 1.341 1.466 -4.427 STORY1 B30 COMB3 0 3.28 -1.27 0.03 -0.789 0.098 -0.587 STORY1 B30 COMB3 0.5 3.28 -0.85 0.03 -0.789 0.085 -0.057 STORY1 B30 COMB3 1 3.28 -0.42 0.03 -0.789 0.071 0.261 STORY1 B30 COMB3 1.5 3.28 0 0.03 -0.789 0.058 0.366 STORY1 B30 COMB3 2 3.28 0.42 0.03 -0.789 0.044 0.26 STORY1 B30 COMB3 2 3.22 9 -6.02 1.672 -3.277 4.533 STORY1 B30 COMB3 2.5 3.22 9.42 -6.02 1.672 -0.265 -0.071 STORY1 B30 COMB3 3 3.22 9.84 -6.02 1.672 2.747 -4.887

A. DATA BAHAN STRUKTUR

Kuat tekan beton, fc' = 18.675 MPaTegangan leleh baja untuk tulangan lentur, fy = 240 MPa

B. DATA PLAT LANTAI

Panjang bentang plat arah x, Lx = 2.20 m Panjang bentang plat arah y, Ly = 4.20 m

Tebal plat lantai, h = 120 mmKoefisien momen plat untuk : Ly / Lx = 1.91 KOEFISIEN MOMEN PLAT

Lapangan x Clx = 61.00Lapangan y Cly = 35.00Tumpuan x Ctx = 83.00Tumpuan y Cty = 57.00

Diameter tulangan yang digunakan, ∅ = 10 mmTebal bersih selimut beton, ts = 25 mm

C. BEBAN PLAT LANTAI

1. BEBAN MATI (DEAD LOAD )

No Jenis Beban Mati Berat satuan Tebal (m) Q (kN/m2)1 Berat sendiri plat lantai (kN/m2) 24.0 0.12 2.880

2 Berat keramik lantai (kN/m2) 0.24 0.01 0.0023 Berat spesi pasangan (kN/m2) 16 0.02 0.3203 Berat plafon dan rangka (kN/m2) 0.18 - 0.1804 Berat instalasi ME (kN/m2) 0.25 - 0.250

Total beban mati, QD = 3.632

2. PERENCANAAN PLAT LENTUR DUA ARAH (TWO WAY SLAB )

2. BEBAN HIDUP (LIVE LOAD )

Beban hidup pada lantai bangunan = 250 kg/m2

→ QL = 2.500 kN/m2

3. BEBAN RENCANA TERFAKTOR

Beban rencana terfaktor, Qu = 1.2 * QD + 1.6 * QL = 8.359 kN/m2

4. MOMEN PLAT AKIBAT BEBAN TERFAKTOR

Momen lapangan arah x, Mulx = Clx * 0.001 * Qu * Lx2 = 2.468 kNm/m

Momen lapangan arah y, Muly = Cly * 0.001 * Qu * Lx2 = 1.416 kNm/m

Momen tumpuan arah x, Mutx = Ctx * 0.001 * Qu * Lx2 = 3.358 kNm/m

Momen tumpuan arah y, Muty = Cty * 0.001 * Qu * Lx2 = 2.306 kNm/m

Momen rencana (maksimum) plat, → Mu = 3.358 kNm/m

D. PENULANGAN PLAT

Untuk : fc' ≤ 30 MPa, β1 = 0.85Untuk : fc' > 30 MPa, β1 = 0.85 - 0.05 * ( fc' - 30) / 7 = -Faktor bentuk distribusi tegangan beton, → β1 = 0.85Rasio tulangan pada kondisi balance ,

ρb = β1* 0.85 * fc'/ fy * 600 / ( 600 + fy ) = 0.0402

Faktor tahanan momen maksimum,Rmax = 0.75 * ρb * fy * [ 1 – ½* 0.75 * ρb * fy / ( 0.85 * fc') ] = 5.5825

Faktor reduksi kekuatan lentur, φ = 0.80Jarak tulangan terhadap sisi luar beton, ds = ts + ∅ / 2 = 30.0 mmTebal efektif plat lantai, d = h - ds = 90.0 mmDitinjau plat lantai selebar 1 m, → b = 1000 mmMomen nominal rencana, Mn = Mu / φ = 4.197 kNmFaktor tahanan momen, Rn = Mn * 10-6 / ( b * d2 ) = 0.51820

Rn < Rmax → (OK)

Rasio tulangan yang diperlukan :ρ = 0.85 * fc' / fy * [ 1 - √ [ 1 – 2 * Rn / ( 0.85 * fc' ) ] = 0.0022

Rasio tulangan minimum, ρmin = 0.0025Rasio tulangan yang digunakan, → ρ = 0.0025Luas tulangan yang diperlukan, As = ρ ∗ b * d = 225 mm2

Jarak tulangan yang diperlukan, s = π / 4 * ∅2 * b / As = 349 mmJarak tulangan maksimum, smax = 2 * h = 240 mmJarak tulangan maksimum, smax = 200 mm

Jarak sengkang yang harus digunakan, s = 200 mmDiambil jarak sengkang : → s = 200 mm

Digunakan tulangan, ∅ 10 - 200Luas tulangan terpakai, As = π / 4 * ∅2 * b / s = 393 mm2

E. KONTROL LENDUTAN PLAT

Modulus elastis beton, Ec = 4700*√ fc' = 20311 MPaModulus elastis baja tulangan, Es = 2.00E+05 MPaBeban merata (tak terfaktor) padaplat, Q = QD + QL = 6.132 N/mmPanjang bentang plat, Lx = 2200 mmBatas lendutan maksimum yang diijinkan, Lx / 240 = 9.167 mmMomen inersia brutto penampang plat, Ig = 1/12 * b * h3 = 144000000 mm3

Modulus keruntuhan lentur beton, fr = 0.7 * √ fc' = 3.025020661 MPaNilai perbandingan modulus elastis, n = Es / Ec = 9.85Jarak garis netral terhadap sisi atas beton, c = n * As / b = 3.867 mm

Momen inersia penampang retak yang ditransformasikan ke beton dihitung sbb. :Icr = 1/3 * b * c3 + n * As * ( d - c )2 = 28707387 mm4

yt = h / 2 = 60 mmMomen retak : Mcr = fr * Ig / yt = 7260050 Nmm

Momen maksimum akibat beban (tanpa faktor beban) :Ma = 1 / 8 * Q * Lx

2 = 3710102 Nmm

Inersia efektif untuk perhitungan lendutan,Ie = ( Mcr / Ma )

3 * Ig + [ 1 - ( Mcr / Ma )3 ] * Icr = 892605838 mm4

Lendutan elastis seketika akibat beban mati dan beban hidup :δe = 5 / 384 * Q * Lx

4 / ( Ec * Ie ) = 0.103 mmRasio tulangan slab lantai : ρ = As / ( b * d ) = 0.0044

Faktor ketergantungan waktu untuk beban mati (jangka waktu > 5 tahun), nilai :ζ = 2.0

λ = ζ / ( 1 + 50 * ρ ) = 1.6418

Lendutan jangka panjang akibat rangkak dan susut :δg = λ * 5 / 384 * Q * Lx

4 / ( Ec * Ie ) = 0.169 mmLendutan total, δtot = δe + δg = 0.273 mmSyarat : δtot ≤ Lx / 240

0.273 < 9.167 → AMAN (OK)


By: GRIYADITYA

3. Perencanaan Kolom

a . Kolom (300x300)mm

Element Forces - Column ( from ETABS Analysis Result ), in kN-m

P1 = 234.53 kN P2 = 118.04 kN Mx = 4.287 kN-m Mx = 11.611 kN-m My = 7.945 kN-m My = 3.635 kN-m

P3 = 203.11 kN Mx = -6.491 kN-m My = 16.76 kN-m

Design using PCACOL program.


By: GRIYADITYA

Fig. Column analysis by PCACOL


By: GRIYADITYA


Story Column Load Loc P V2 V3 T M2 M3 STORY2 C5 COMB1 0 -20.64 2.57 -2.2 0.032 -6.875 7.54 STORY2 C5 COMB1 1.99 -14.73 2.57 -2.2 0.032 -2.499 2.432 STORY2 C5 COMB1 3.98 -8.83 2.57 -2.2 0.032 1.876 -2.676 STORY2 C5 COMB2 0 -17.87 2.87 -2.55 0.043 -8.145 9.158 STORY1 C5 COMB1 0 -102.55 2.62 -2.1 0.023 -3.905 3.134 STORY1 C5 COMB1 1.86 -97.03 2.62 -2.1 0.023 -0.003 -1.734 STORY1 C5 COMB1 3.72 -91.51 2.62 -2.1 0.023 3.9 -6.603 STORY1 C5 COMB2 0 -119.88 3.18 -2.79 0.048 -5.093 3.649 STORY1 C5 COMB2 1.86 -115.15 3.18 -2.79 0.048 0.099 -2.274 STORY1 C5 COMB2 3.72 -110.42 3.18 -2.79 0.048 5.291 -8.196 STORY1 C5 COMB3 0 -212.57 6.85 -3.39 -0.003 -6.112 8.708 STORY1 C5 COMB3 1.86 -207.84 6.85 -3.39 -0.003 0.189 -4.026 STORY1 C5 COMB3 3.72 -203.11 6.85 -3.39 -0.003 6.491 -16.76 STORY2 C6 COMB1 0 -19.68 -1.95 -1.95 0.02 -6.487 -5.904 STORY2 C6 COMB1 1.99 -13.78 -1.95 -1.95 0.02 -2.616 -2.025 STORY2 C6 COMB1 3.98 -7.87 -1.95 -1.95 0.02 1.255 1.853 STORY2 C6 COMB2 0 -16.82 -2.29 -2.26 0.023 -7.61 -7.34 STORY2 C6 COMB2 1.99 -11.76 -2.29 -2.26 0.023 -3.104 -2.78 STORY2 C6 COMB2 3.98 -6.7 -2.29 -2.26 0.023 1.401 1.78 STORY2 C6 COMB3 0 -22.51 -3.46 -1.7 0.017 -6.138 -11.692 STORY2 C6 COMB3 1.99 -17.45 -3.46 -1.7 0.017 -2.764 -4.811 STORY2 C6 COMB3 3.98 -12.38 -3.46 -1.7 0.017 0.611 2.07 STORY1 C6 COMB1 0 -125.52 -2.65 -1.97 0.029 -3.791 -4.059 STORY1 C6 COMB1 1.86 -120 -2.65 -1.97 0.029 -0.121 0.867 STORY1 C6 COMB1 3.72 -114.48 -2.65 -1.97 0.029 3.55 5.793 STORY1 C6 COMB2 0 -155.37 -3.66 -2.69 0.054 -5.062 -5.694 STORY1 C6 COMB2 1.86 -150.64 -3.66 -2.69 0.054 -0.064 1.106 STORY1 C6 COMB2 3.72 -145.9 -3.66 -2.69 0.054 4.935 7.906 STORY1 C6 COMB3 0 -234.53 -5.35 -2.06 -0.007 -4.287 -7.945 STORY1 C6 COMB3 1.86 -229.8 -5.35 -2.06 -0.007 -0.452 1.999 STORY1 C6 COMB3 3.72 -225.06 -5.35 -2.06 -0.007 3.383 11.943 STORY2 C12 COMB1 0 -20.8 1.8 2.33 0.019 6.868 4.808 STORY2 C12 COMB1 1.99 -14.89 1.8 2.33 0.019 2.226 1.224 STORY2 C12 COMB3 3.98 -17.75 3.09 1.23 0.02 1.113 -1.927 STORY1 C12 COMB1 0 -108.55 1.33 3.37 0.029 3.564 1.432 STORY1 C12 COMB1 1.86 -103.03 1.33 3.37 0.029 -2.704 -1.044 STORY1 C12 COMB1 3.72 -97.51 1.33 3.37 0.029 -8.971 -3.521 STORY1 C12 COMB2 0 -127.51 1.29 4.39 0.055 4.715 1.171 STORY1 C12 COMB2 1.86 -122.78 1.29 4.39 0.055 -3.448 -1.232 STORY1 C12 COMB2 3.72 -118.04 1.29 4.39 0.055 -11.611 -3.635 STORY1 C12 COMB3 0 -197.45 3.96 3.87 -0.008 3.806 4.753 STORY1 C12 COMB3 1.86 -192.72 3.96 3.87 -0.008 -3.398 -2.608 STORY1 C12 COMB3 3.72 -187.99 3.96 3.87 -0.008 -10.602 -9.969


By: GRIYADITYA

LAMPIRAN CAPTURE PERMODELAN STRUKTUR :

Fig. Layout 3 Dimensi


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Fig. Struktur Portal 3 Dimensi


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Fig. Plat Lantai


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Fig. Layout Strukur Lantai 1


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Fig. Layout Ring Balk


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Fig. Kolom Balok As- A


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Fig. Kolom Balok As- B


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Fig. Kolom Balok As- C


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Fig. Kolom Balok As- D


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Fig. Kolom Balok As- 1


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Fig. Layout Tangga 3 Dimensi


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Fig. Plat Tangga


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Fig. Beban Dinding (BRICK)


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Fig. Beban Hidup (LIVE)


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Fig. Beban Mati (DEAD)

GAMBAR STRUKTUR

LAPORAN PERHITUNGAN STRUKTUR RUMAH …...Proyek Rumah Tinggal Yogyakarta October 03, 2017 By:...

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Transcript of LAPORAN PERHITUNGAN STRUKTUR RUMAH …...Proyek Rumah Tinggal Yogyakarta October 03, 2017 By:...