Report Rumah Tinggal 4 Nov

(1)

LAPORAN

PERHITUNGAN STRUKTUR

RUMAH TINGGAL

JALAN JAMBU, JAKARTA

(2)

1 DAFTAR ISI

Cover

0 Daftar Isi

1 1. Umum

2 2. Deskripsi Bangunan dan Sistem Struktur……… 2

3. Metodologi Perencanaan

………... 2

4. Peraturan yang digunakan

……….. 4

5. Spesifikasi Pembebanan ………... 4

6. Spesifikasi bahan dan penampang

………. 5

7. Analisis Struktur

……… 6

7.1. Metode Analisis

……….. 6

7.2. Model Stuktur

…...……….. 6

7.3. Perhitungan Massa

……….. 6

8. Hasil – hasil perencanaan

8.1. Perencanaan Struktur Pelat ……….. 7

8.2. Perencanaan Struktur Kolom

…...……….. 7

8.3. Perencanaan Struktur balok

……….. 7

8.4. Pengecekan kapasitas Joint balok kolom……… 8

8.5. Kinerja Struktur

………... 8

Penutup

………... 9

LAMPIRAN I ....………...…...………. 11

LAMPIRAN II ....………...…...………. 15

(3)

2 LAPORAN PERHITUNGAN STRUKTUR

RUMAH TINGGAL

JALAN JAMBU

1. Umum

Proyek pembangunan Rumah Tinggal yang berlokasi di Jalan Jambu,

Pada laporan ini disajikan perhitungan struktur atas dan perhitungan struktur

bawah yang melandasi dokumen perencanaan yang diajukan.

2. Deskripsi Bangunan dan Sistem Struktur

Gedung merupakan bangunan 1 lantai dan sistem struktur adalah

sistem beton bertulang dengan Struktur Rangka Penahan Momen Menengah

(SRPMM) beton.

3. Metodologi Perencanaan

Analisis struktur dilakukan secara 3 dimensi untuk mendapatkan hasil

yang optimal. Pertama-tama dilakukan analisis eigen value untuk

menentukan mode dan perioda getaran yang dominan. Data perioda getar

dari analisis ini digunakan untuk menentukan gaya gempa statik berdasarkan

respon spektra yang sesuai.

Analisis struktur 3 dimensi dengan memperhatikan efek torsi kemudian

dilakukan untuk mendapatkan gaya-gaya dalam. Analisis dilakukan baik

secara statik maupun dinamik. Analisis struktur dilakukan dengan bantuan

program StaadPro. Perencanaan kekuatan komponen struktur pelat, kolom

dan balok dilakukan dengan bantuan program StaadPro.

(4)

3 Denah lt.dasar

(5)

4 Denah Lt. Tiga

(6)

5 Pemodelan Struktur 3 Dimensi

4. Peraturan yang Digunakan

Peraturan yang digunakan dalam proses perencanaan ini adalah :

1. PUBI-1982, Peraturan Umum Bahan Bangunan di Indonesia

2. PBIUG-1983, Peraturan Pembebanan Indonesia Untuk Gedung

3. SNI 03-1727-1989, Tata Cara Perencanaan Pembebanan Untuk Rumah dan

Gedungatau penggantinya

4. SNI 03-1726-2002, Tata Cara Perencanaan Ketahanan Gempa Untuk

Bangunan dan Gedung

5. SNI 03-2847-2002, Tata Cara Perhitungan Struktur Beton untuk Bangunan

danGedung

6. SNI 03-1729-2002, Tata Cara Perencanaan Struktur Baja untuk Bangunan

Gedung.

(7)

6 5. Spesifikasi Pembeban

Beban yang dipakai adalah :

1. Beton



= 24 kN/m

3

2. Beban dinding ½ bata



= 2.5 kN/m

2

3. Beban hidup

= 2.5 kN/m

2

4. Beban Super Dead Load (SDL)

= 1.6 kN/m

2

- Tile (t = 1 cm)

: 24 kg/m2

: 0.24 kN/m2

- Mortar (t = 3 cm)

: 63 kg/m2

: 0.63 kN/m2

- Ceiling, (Asbes Cement + hanger)

: 15 kg/m2

: 0.20 kN/m2

- Mekanikal & Elektrikal

: 10 kg/m2

: 0.10 kN/m2

- Keramik

: 12 kg/m2

: 0.12 kN/m2

Total

: 129 kg/m2 : 1.29 kN/m

2

5. Beban hidup atap w

llr

= 1.8 kN/m

2

6. Beban gempa zona 1 tanah lunak

7. Struktur rangka sistem ganda SRPMM(R)

= 8.5

8. Faktor Keutamanan

(I) = 1

6. Spesifikasi Bahan dan Penampang

Bahan yang digunakan adalah :

1. Beton untuk kolom

: fc’ 25 Mpa (K300)

2. Beton untuk balok, pelat

: fc’ 25 Mpa (K300)

3. Beton untuk sloof dan pile cap

: fc’ 25 Mpa (K300)

4. Beton untuk tiang bor

: fc’ 25Mpa (K300)

5. Baja tulangan utama

: fy 400Mpa (BJTD40)

6. Baja tulangan sekunder

: fy 240 Mpa (BJTD24)

Modulus Elastisitas Beton

E

c

= 4700 x √fc’

Pasal 10.5.1 SNI-03-2847-2002

Modulus Elastisitas Baja

E

s

= 200.000 Mpa

Pasal 10.5 .2 SNI-03-2847-2002

Modulus geser

(G)

= 80.000 Mpa

(8)

7 Penampang

Pada perencanaan struktur pelat lantai diasumsikan sebagai pelat dua arah

dan bentuk penampang balok yang digunakan adalah balok kotak.

7. Analisis Struktur

7.1 Metode Analisis

(ref: SNI-03-2847-2002 pasal 10.3)

Analisis komponen struktur harus mengikuti ketentuan berikut : semua

komponen struktur rangka atau struktur menerus direncanakan terhadap

pengaruh maksimum dari beban faktor yang dihitung sesuai dengan metode

elastik, atau mengikuti peraturan khusus.

7.2 Model Struktur

Model analisis struktur dapat dilihat pada Lampiran dimana analisis dilakukan

dalam skala tiga dimensi. Kerangka struktur terdiri dari kolom, balok dan

pelatInput program dapat dilihat pada Lampiran.

7.3 Faktor Reduksi Kekuatan

Faktor reduksi kekuatan (ø) yang digunakan pada perencanaan

gedung ini adalah

1. Lentur tanpa beban aksial

0.80 2. Aksial tarik dan aksial tarik dengan lentur

0,80

3. Komponen struktur dengan tulangan spiral

0,70

4. Komponen struktur lainnya

0,65

5. Geser dan torsi

0,75

Analisis mekanika teknik untuk menentukan gaya dalam dilakukan

dengan kombinasi beban sebagai berikut.

1. 1.4 DL

2. 1.2 DL + 1.6 LL

(9)

8

4. 1.2 DL



0.3 EQX



1.0 EQZ

Analisis mekanika teknik untuk menentukan gaya pada pondasi

dilakukan dengan kombinasi beban sebagai berikut.

1. DL + LL

2. DL + LL



EQX



0.3 EQZ

3. DL + LL



0.3 EQX



EQZ

4. DL + LL



2.7EQX



0.3 (2.7)EQZ

5. DL + LL



0.3 (2.7) EQX



2.7 EQZ

8. Hasil-hasil Perencanaan

8.1 Perencanaan Pelat

Dalam merencanakan pelat beton bertulang, yang perlu

dipertimbangkan bukan hannya pembebanan tetapi tebal pelat dan

syarat-syarat tumpuan pada tepi.

8.2 Perencanaan Kolom

Perencanaan penulangan kolom dilakukan dengan program

StaadPro yang menggunakan referensi peraturan standar ACI , dan

disesuaikan dengan SNI-03-2847-2002. Prinsip penulangan kolom yang

digunakan berupa desain kapasitas (Capacity Design) dengan system

penulangan biaxial bending. (Lampiran)

8.3 Perencanaan Balok

Dalam analisa perencanaan kekakuan balok dibuat sebagai balok

kotak.Program StaadPro akan menghitung dan memberikan luas

tulangan yang diperlukan balok akibat momen lentur dan gaya geser

beserta jenis kombinasi beban yang menyebabkan keadaan ekstrim.

Pengguna program StaadPro dapat mengetahui banyaknya tulangan

yang dibutuhkan di lokasi-lokasi tertentu dalam suatu balok, dengan

menentukan banyaknya lokasi minimal dalam suatu balok sebelum

desain dilakukan.(Lampiran)

(10)

9

8.4 Pengecekan Strong column Weak Beam dan kapasitas Beam

Column Joint.

(ref : SNI 03-1726-2002 pasal 4.5)

Struktur gedung harus memenuhi persyaratan “Kolom kuat balok

lemah”, artinya ketika struktur gedung memikul pengaruh Gempa

Rencana, sendi-sendi plastis di dalam struktur gedung tersebut hanya

boleh terjadi pada ujung-ujung balok dan pada kaki kolom dan kaki

dinding geser saja. Implementasi persyaratan ini di dalam

perencanaan struktur beton dan struktur baja ditetapkan dalam

standar beton dan standar baja yang berlaku.

Pengecekan kapasitas joint balok-kolom dapat dilihat pada lampiran.

8.5 Kinerja Struktur

(ref : SNI 03-1726-2002 pasal 8.1., 8.1.2, 8.2.1)

Kinerja struktur gedung didesain untuk memenuhi persyaratan kinerja

batas layan dan batas ultimit.

Kondisi Batas Layan

Kinerja batas layan struktur gedung ditentukan oleh simpangan antar

tingkat akibat pengaruh gempa rencana, dimana dihitung dari

simpangan struktur gedung tersebut akibat pengaruh Gempa Nominal

yang telah dibagi faktor skala. Untuk memenuhi persyaratan kinerja

batas layan struktur gedung, perbandingan antara simpangan antar

tingkat dan tinggi tingkat yang bersangkutan tidak boleh melebihi

(0.03/R x tinggi tingkat yang bersangkutan) dan simpangan antar

tingkat tidak boleh melebihi 3.0 cm.

Kondisi Batas Ultimit

Kinerja batas untimit struktur gedung ditentukan oleh simpangan dan

simpangan antar tingkat maksimum struktur gedung akibat pengaruh

Gempa Rencana dalam kondisi struktur gedung diambang

keruntuhan, dimana tidak boleh melampaui 0.02 kali tinggi tingkat

yang bersangkutan.

(11)

10 9. Penutup

Demikian laporan ini disajikan agar dapat digunakan dengan

semestinya oleh pihak-pihak terkait dalam mendukung pembangunan

proyek ini.

Jakarta,

Penanggung jawab struktur,

(12)

11 LAMPIRAN I

PEMODELAN STRUKTUR

Denah Rumah Tinggal

(13)

12 Penomoran Nodal Arah X

(14)

13 Penomoran Batang

(15)

14 Penomoran Batang Arah Z

Properti Penampang



Kolom (K1) 250 x 600 mm



Kolom (K2) 150 x 500 mm



Kolom (K3) 150 x 400 mm



Kolom (K4) 150 x 300 mm



Balok Lantai(TB1) 250 x 500 mm



Balok Lantai(TB2) 300 x 150 mm



Balok Lantai (B1) 250 x 550 mm



Balok Lantai (B2) 250 x 550 mm



Balok Lantai (B3) 200 x 400 mm



Balok Lantai (B3) 150 x 300 mm



Balok Atap (RB1) 150 x 300 mm



Balok Atap (RB2) 150 x 200 mm

(16)

15 LAMPIRAN II

PEMBEBANAN

1. Beban Mati (DL)

Lantai tipikal

a. Pelat tebal 120 mm

= 0.12 m x 24 kN/m

3

= 2.88 kN/m

2

Adukan 40 mm

= 0.04 m x 21 kN/m

3

= 0.84 kN/m

2

Keramik

= 0.1 kN/m

2

Total = 3.82 kN/m

2

b. Pelat tebal 100 mm

= 0.10 m x 24 kN/m

3

= 2.4 kN/m

2

Adukan 40 mm

= 0.04 m x 21 kN/m

3

= 0.84 kN/m

2

Total = 3.24 kN/m

2

2. SDL

Lantai tipikal

- Mortar (t = 4 cm)

: 84 kg/m

2

: 0.84 kN/m

2

- Ceiling, (Asbes Cement + hanger) : 15 kg/m

2

: 0.15 kN/m

2

- Mekanikal & Elektrikal

: 10 kg/m

2

: 0.10 kN/m

2

- Keramik

: 12 kg/m

2

: 0.12 kN/m

2

Total

: 121 kg/m

2

: 1.21kN/m

2

3. Beban Hidup (LL)

a. Lantai hunian

= 2.5 kN/m

2

b. Lantai dak

= 1 kN/m

2

4. Beban dinding/partisi

a. Dinding bata

= 6.56 kN/m

2

b. Partisi / kaca

= 1.5 kN/m

2

5. Beban sendiri balok dan kolom

Program Staadpro dapat langsung menghitung berat sendiri balok dan kolom serta

mengalikannya dengan factor beban berdasarkan input data dimensi dan karakteristik

material

6. Beban Dinamis/ Beban Gempa

- Wilayah Gempa

: Wilayah 3 (Jakarta) – Tanah Lunak

- Analisa

: Respons spectrum

- Koefisien Gempa Dasar ©

: C= 0.18 untuk T= 0 detik

C= 0.3 untuk T= 0,2 - 1.0 detik

(17)

16

16o 14o 12o 10o 8o 6o 4o 2o 0o 2o 4o 6o 8o 10o 16o 14o 12o 10o 8o 6o 4o 2o 0o 2o 4o 6o 8o 10o 94o 96o 98o 100o 102o 104o 106o 108o 110o 112o 114o 116o 118o 120o 122o 124o 126o 128o 130o 132o 134o 136o 138o 140o 94o 96o 98o 100o 102o 104o 106o 108o 110o 112o 114o 116o 118o 120o 122o 124o 126o 128o 130o 132o 134o 136o 138o 140o Banda Aceh Medan Padang Bengkulu Jambi Palangkaraya Samarinda Banjarmasin Palembang Bandarlampung Jakarta Sukabumi Bandung GarutSemarang Tasikmalaya Solo Blitar Malang BanyuwangiDenpasarMataram

Kupang Surabaya Jogjakarta Cilacap Makasar Kendari Palu Tual Sorong Ambon Manokwari Merauke Biak Jayapura Ternate Manado

Gambar 2.1. Wilayah Gempa Indonesia dengan percepatan puncak batuan dasar dengan perioda ulang 500 tahun

Pekanbaru : 0,03 g : 0,10 g : 0,15 g : 0,20 g : 0,25 g : 0,30 g Wilayah Wilayah Wilayah Wilayah Wilayah Wilayah 1 1 1 2 2 3 3 4 4 5 6 5 1 1 1 1 1 1 2 2 2 2 2 2 3 3 3 3 3 3 4 4 4 4 4 4 5 5 5 5 5 5 6 6 6 4 2 5 3 6 080 Kilometer 200 400

(ref : SNI 03-1726-2002 Gambar 2 Respons

Spektrum Gempa Rencana)

- Faktor Keutamaan Struktur (I)

: 1 (Gedung umum untuk hunian, perniagaan,

kantor)

(ref : SNI 03-1726-2002 Tabel 1 Faktor

Keutamaan untuk berbagai kategori gedung

dan bangunan)

Tabel 1 Faktor Keutamaan I untuk berbagai kategori gedung dan bangunan

Kategori gedung

Faktor Keutamaan

I1

I2

I3

Gedung umum seperti untuk penghunian, perniagaan

dan perkantoran

1,0

Monumen dan bangunan monumental

1,0

1,6

Gedung penting pasca gempa seperti rumah sakit,

instalasi air bersih, pembangkit tenaga listrik, pusat

penyelamatan dalam keadaan darurat, fasilitas radio

dan televisi

1,4

1,0

1,4

Gedung untuk menyimpan bahan berbahaya seperti

gas, produk minyak bumi, asam, bahan beracun

1,6

1,0

1,6

Cerobong, tangki diatas menara

1,5

1,0

1,5

Catatan :

Untuk semua struktur bangunan gedung yang ijin penggunaannya diterbitkan

sebelum berlakunya standar ini maka Faktor Keutamaan, I, dapat dikalikan 80%

- Faktor reduksi gempa (R) : 8.5

- Damping ratio (D)

: 0.05

-

Jumlah ragam

:12

- Kombinasi ragam

: CQC (Complete Quadratic Combination)

- Tinjauan arah gempa

: 0

0

dan 90

0

(18)

17 7. Kombinasi Pembebanan

(ref : RSNI 2002 pasal 11.2)

Pada program StaadPro dilakukan kombinasi pembebanan untuk gaya-gaya dalam

sebagai berikut :

a. Tinjauan Garavitasi

1. q = 1.4DL + 1.4SDL

2. q = 1.2DL + 1.2DL + 1.6LL

b. Tinjauan Dinamis

- Untuk struktur Atas

1. q = 1.2DL + 1.2SDL + 1 LLr ± 1 E

2. q = 0.9DL +0.9SDL ± 1 E

- Untuk struktur bawah

1. q = 1.2DL + 1.2SDL + 1 LLr ± 1 E + 1 F

bx

+ 0.3F

by

2. q = 1.2DL + 1.2SDL + 1 LLr ± 1 E + 0.3 F

bx

+ F

by

3. q = 0.9DL + 0.9SDL + 1 LLr ± 1 E + 1 F

bx

+ 0.3 F

by

4. q = 0.9DL + 0.9SDL + 1 LLr ± 1 E + 0.3 F

bx

+ 1 F

by

Dimana :

DL

= Beban mati

SDL = Beban mati tambahan

LL

= Beban hidup

LLr

= Beban hidup (yang direduksi menjadi 0.5 LL untuk semua

beban hidup yang kurang dari 500 kg/m

2

E

= Beban gempa arah α dan 30% arah (α+90) atau sebaliknya,

diambil hasil kombinasi beban terbesar

F

bx

=Beban gempa horizontal nominal statik ekivalen akibat gaya

inersia sendiri arah X

F

by

= Beban gempa horizontal nominal statik ekivalen akibat

(19)

18

Berat Sendiri (DL)

(20)

19

Beban Mati Atap (DL)

(21)

20

Beban Hidup Lantai (LL)

(22)

21 OUTPUT StaadPro

Gaya Aksial (DL)

(23)

22 Momen (DL)

(24)

23 Gaya Geser (LL)

(25)

24 Gaya Aksial (COMB 11)

(26)

25

(27)

26 A. ANALISIS STRUKTUR

BEAM NO. 1 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05

LEN - 4800. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 58. 2 - 16MM 562. 4038. NO NO 2 442. 2 - 16MM 0. 1401. YES NO 3 444. 4 - 12MM 3349. 4800. NO YES B E A M N O. 1 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 50.74 KNS Vc= 91.91 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION.

REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 221. MM C/C FOR 1960. MM

AT END SUPPORT - Vu= 71.01 KNS Vc= 93.32 KNS Vs= 1.36 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION.

REINFORCEMENT IS REQUIRED FOR SHEAR.

___ 1J____________________ 4800X 250X 500_____________________ 124J____ | | ||===================== ======================|| | 2No16 H 442.| 0.TO 1401 4No12 H|444.3349.TO 4800 | | 10*10c/c221 | | | | | 10*10c/c221 | | 2No16|H 58. 562.TO 4038 | | | | | ======================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | | | | | | | oooo | | oooo | | 2#16 | | 2#16 | | | | | | | | 4#12 | | 4#12 | | | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 58. 2 - 16MM 0. 1938. YES NO 2 442. 2 - 16MM 0. 935. YES NO 3 442. 2 - 16MM 982. 2000. NO YES B E A M N O. 7 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.32 KNS Vc= 93.73 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED.

AT END SUPPORT - Vu= 3.86 KNS Vc= 93.73 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED.

(28)

27

___ 13J____________________ 2000X 250X 500_____________________ 14J____

| | ||================================== ======================================|| | 2No16 H 442. 0.TO 935 2No16 H 442. 982.TO 2000 | | | | 2No16 H 58. 0.TO 1938 | ||======================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 58. 2 - 16MM 645. 2000. NO YES 2 444. 4 - 12MM 0. 1451. YES NO B E A M N O. 8 D E S I G N R E S U L T S - SHEAR

___ 14J____________________ 2000X 250X 500_____________________ 15J____ | | ||====================================================== | | 4No12 H 444. 0.TO 1451 | | | 4*10c/c221 | | | 2No16 H 58. 645.TO 2000 | | ===================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oooo | | oooo | | oooo | | oooo | | oooo | | | | | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | | | | | | | | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 58. 2 - 16MM 0. 2188. YES NO 2 442. 2 - 16MM 1274. 3000. NO YES

(29)

28

B E A M N O. 9 D E S I G N R E S U L T S - SHEAR

___ 15J____________________ 2999X 250X 500_____________________ 16J____ | | | ===========================================|| | 2No16 H 442.1274.TO 3000 | | | | 6*10c/c221 | | 2No16 H 58. 0.TO 2188 | | | ||====================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

___ 1J____________________ 4000X 250X 500_____________________ 7J____ | | ||======================= ===========================|| | 2No16|H 442. 0.TO 1268 2No16 H 442.2565.TO 4000 | | 9*10c/c221 | | | | 9*10c/c221 | | |2No16 H 58. 395.TO 3438 | | | | | =========================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | | | | | oo | | oo | | oo | | 2#16 | | 2#16 | | | | | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | |

(30)

29

| | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

___ 7J____________________ 2999X 250X 500_____________________ 13J____ | | ||========================== ===============================|| | 2No16 H 442. 0.TO 1101 2No16 H 442.1774.TO 3000 | | | | 2No16 H 58. 187.TO 2688 | | ================================================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

(31)

30

___ 4J____________________ 4000X 250X 500_____________________ 10J____ | | ||======================= ===========================|| | 2No16|H 442. 0.TO 1268 2No16 H 442.2565.TO 4000 | | 9*10c/c221 | | | | 9*10c/c221 | | |2No16 H 58. 395.TO 3438 | | | | | =========================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | | | | | oo | | oo | | oo | | 2#16 | | 2#16 | | | | | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 58. 3 - 16MM 170. 1000. NO YES 2 444. 4 - 12MM 0. 1000. YES YES 3 420. 4 - 12MM 0. 1000. YES YES B E A M N O. 23 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 185.41 KNS Vc= 91.66 KNS Vs= 155.56 KNS Tu= 15.16 KN-MET Tc= 3.2 KN-MET Ts= 20.2 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.17 SQ.CM. AT END SUPPORT - Vu= 180.95 KNS Vc= 91.66 KNS Vs= 149.60 KNS

Tu= 15.16 KN-MET Tc= 3.2 KN-MET Ts= 20.2 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.17 SQ.CM. ___ 10J____________________ 1000X 250X 500_____________________ 25J____ | | ||=========================================================================|| | 4No12 H 444. 0.TO 1000 | | | | 2*16c/c143| 2*16c/c143 | | | 3No16 H 58. 170.TO 1000 | | | | ===============================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oooo | | oooo | | oooo | | oooo | | oooo | | oooo | | oooo | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | | | | | | | | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END

(32)

31

_____________________________________________________________________ 1 58. 3 - 16MM 0. 1546. YES NO 2 444. 4 - 12MM 632. 2000. NO YES B E A M N O. 25 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 57.42 KNS Vc= 91.70 KNS Vs= 0.00 KNS Tu= 7.58 KN-MET Tc= 3.2 KN-MET Ts= 10.1 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION.

Tu= 7.58 KN-MET Tc= 3.2 KN-MET Ts= 10.1 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.58 SQ.CM. ___ 25J____________________ 1999X 250X 500_____________________ 16J____ | | | ===================================================|| | 4No12 H 444. 632.TO 2000 | | | | 5*10c/c143 | | | 5*10c/c143 | | 3No16 H 58. 0.TO 1546| | | | ||========================================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | | | | | oooo | | oooo | | oooo | | oooo | | oooo | | | | | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | | | | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 58. 2 - 16MM 0. 2300. YES YES 2 442. 2 - 16MM 0. 2300. YES YES B E A M N O. 28 D E S I G N R E S U L T S - SHEAR

Tu= 6.00 KN-MET Tc= 3.1 KN-MET Ts= 8.0 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION.

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.05 SQ.CM. ___ 27J____________________ 2300X 250X 500_____________________ 151J____ | | ||=========================================================================|| | 2No16|H 442. 0.TO 2300 | | | | | | | |

(33)

32

| 6*10c/c143 | | | | | | 6*10c/c143 | | | 2No16|H 58. 0.TO 2300 | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 58. 2 - 16MM 62. 800. NO YES 2 442. 2 - 16MM 0. 800. YES YES B E A M N O. 30 D E S I G N R E S U L T S - SHEAR ___ 140J____________________ 800X 250X 500_____________________ 29J____ | | ||=========================================================================|| | 2No16 H 442. 0.TO 800 | | | | 2No16 H 58. 62.TO 800 | | ======================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

(34)

33

___ 35J____________________ 2000X 250X 500_____________________ 36J____ | | ||=========================================================================|| | 2No16 H 442. 0.TO 2000 | | | | | | | 4*10c/c221 | | | | 4*10c/c221 | | | 3No16 H 58. 0.TO 2000 | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.10 SQ.CM. ___ 36J____________________ 2000X 250X 500_____________________ 37J____ | | ||=========================================================================|| | 2No16 H 442.| 0.TO 2000| | | | | | | | 5*10c/c143 | | | | | 5*10c/c143 | | | 2No16 H 58.| 0.TO 2000| | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END

(35)

34

_____________________________________________________________________ 1 58. 2 - 16MM 0. 3000. YES YES 2 442. 3 - 16MM 0. 3000. YES YES B E A M N O. 36 D E S I G N R E S U L T S - SHEAR

___ 37J____________________ 2999X 250X 500_____________________ 38J____ | | ||=========================================================================|| | 3No16 H 442. 0.TO 3000 | | | | | | | | | | | 6*10c/c221 | | | 2No16 H 58. 0.TO 3000 | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.71 SQ.CM. ___ 40J____________________ 2000X 200X 400_____________________ 41J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No12 H |56.| 0.TO 2000| | | | | | | | | | | ||=========================================================================||

(36)

35

| |

|___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.25 SQ.CM. ___ 41J____________________ 2000X 200X 400_____________________ 42J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 2No16 H |58.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

(37)

36

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.80 SQ.CM. ___ 42J____________________ 2999X 200X 400_____________________ 43J____ | | ||=========================================================================|| | 3No16 H 342.| 0.TO 3000| | | | | | | | | | | | | | | | | | | 13*10c/c105 | | | | | | | | | | | | | | | | 13*10c/c105 | | | 3No12 H 56.| 0.TO 3000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.66 SQ.CM. ___ 43J____________________ 2000X 200X 400_____________________ 44J____ | | ||=========================================================================|| | 2No16 H 342.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No12 H |56.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo |

(38)

37

| 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 |

| | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.82 SQ.CM. ___ 35J____________________ 1000X 250X 500_____________________ 40J____ | | ||=========================================================================|| | 2No16 H 442. 0.TO 1000 | | | | 2*10c/c143| 2*10c/c143 | | | 4No12 H 56. 0.TO 1000 | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | oooo | | oooo | | oooo | | oooo | | oooo | | oooo | | oooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

(39)

38

Tu= 0.92 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1

STIRRUPS ARE NOT REQUIRED.

___ 29J____________________ 4000X 250X 500_____________________ 33J____ | | ||=========================================================================|| | 2No16 H 442. 0.TO 4000 | | | | 2No16 H 58. 0.TO 4000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 58. 2 - 16MM 0. 2688. YES NO 2 442. 2 - 16MM 0. 3000. YES YES B E A M N O. 46 D E S I G N R E S U L T S - SHEAR

___ 33J____________________ 2999X 250X 500_____________________ 37J____ | | ||=========================================================================|| | 2No16 H 442. 0.TO 3000 | | | | 2No16 H 58. 0.TO 2688 | ||=================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 58. 2 - 16MM 354. 1000. NO YES 2 442. 2 - 16MM 0. 1000. YES YES