Report Rumah Tinggal 4 Nov

LAPORAN PERHITUNGAN STRUKTUR RUMAH TINGGAL

JALAN JAMBU, JAKARTA

OKTOBER 2013

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 ………………………………………………………............... 6. Spesifikasi bahan dan penampang 7. Analisis Struktur

4

………………………………………. 5

………………………………………………………………… 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 8.2. Perencanaan Struktur Kolom 8.3. Perencanaan Struktur balok

……………………………………………….. 7 …...………………………………….. 7 ……………………………………….. 7

8.4. Pengecekan kapasitas Joint balok kolom………………………………… 8 8.5. Kinerja Struktur

………………………………………………………... 8

Penutup

…………………………………………………………………………................ 9

LAMPIRAN I

....……………...............................................…...................……………….

11

LAMPIRAN II ....……………...............................................…...................……………….

15

LAMPIRAN III ....……………...............................................…...................……………….

162

1

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.

2

Denah lt.dasar

Denah Lt. Dua

3

Denah Lt. Tiga

Denah Lt. Dak

4

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.

5

5. Spesifikasi Pembeban Beban yang dipakai adalah : 1. Beton 

= 24 kN/m3

2. Beban dinding ½ bata 

= 2.5 kN/m2

3. Beban hidup

= 2.5 kN/m2

4. Beban Super Dead Load (SDL)

= 1.6 kN/m2

-

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

: 129 kg/m2 : 1.29 kN/m2

Total 5. Beban hidup atap wllr

= 1.8 kN/m2

6. Beban gempa zona 1 tanah lunak 7. Struktur rangka sistem ganda SRPMM(R)

= 8.5

8. Faktor Keutamanan

=1

(I)

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 Ec

= 4700 x √fc’

Pasal 10.5.1 SNI-03-2847-2002

Es

= 200.000 Mpa

Pasal 10.5 .2 SNI-03-2847-2002

Modulus geser

(G)

= 80.000 Mpa

Nisbah Poisson

(µ)

= 0.3 Mpa

Modulus Elastisitas Baja

6

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 3. 1.2 DL + 1.0 LL 1.0 EQX 0.3 EQZ 7

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) 8

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. 9

9. Penutup Demikian laporan ini disajikan agar dapat digunakan dengan semestinya oleh pihak-pihak terkait dalam mendukung pembangunan proyek ini.

Jakarta, Penanggung jawab struktur,

Ir. Mochammad Shokeh, MT

10

LAMPIRAN I

PEMODELAN STRUKTUR

Denah Rumah Tinggal

Penomoran Nodal 11

Penomoran Nodal Arah X

Penomoran Nodal Arah Z

12

Penomoran Batang Penomoran Batang Arah X

13

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

14

LAMPIRAN II

PEMBEBANAN 1. Beban Mati (DL) Lantai tipikal a. Pelat tebal 120 mm Adukan 40 mm Keramik

= 0.12 m x 24 kN/m3 = 0.04 m x 21 kN/m3

= 2.88 kN/m2 = 0.84 kN/m2 = 0.1 kN/m2

Total = 3.82 kN/m2 b. Pelat tebal 100 mm Adukan 40 mm

= 0.10 m x 24 kN/m3 = 0.04 m x 21 kN/m3

= 2.4 kN/m2 = 0.84 kN/m2 Total = 3.24 kN/m2

2. SDL Lantai tipikal -

Mortar (t = 4 cm)

: 84 kg/m2

: 0.84 kN/m2

-

Ceiling, (Asbes Cement + hanger)

: 15 kg/m2

: 0.15 kN/m2

-

Mekanikal & Elektrikal

: 10 kg/m2

: 0.10 kN/m2

-

Keramik

: 12 kg/m2

: 0.12 kN/m2

: 121 kg/m2

: 1.21kN/m2

Total 3. Beban Hidup (LL) a. Lantai hunian b. Lantai dak

= 2.5 kN/m2 = 1 kN/m2

4. Beban dinding/partisi a. Dinding bata b. Partisi / kaca

= 6.56 kN/m2 = 1.5 kN/m2

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 15

(ref : SNI 03-1726-2002 Gambar 2 Respons Spektrum Gempa Rencana) 94

o

96

o

98

o

100

o

102

o

104

o

106

o

108

o

110

o

112

o

114

o

116

o

118

o

120

o

122

o

124

o

126

o

128

o

130

o

132

o

134

o

136

o

138

o

140

o

10 o

8

10 o

0

o

80

200

400

8

o

Kilometer

6o

6o Banda Aceh 1

2

3

4

5

5

6

4o

4

3

2

1

4o

Medan

2o

2o Manado Ternate

Pekanbaru

0

1

o Samarinda

5

6

2o

4

3

4

Palu

2

3

4

Biak

Jambi Palangkaraya

Banjarmasin

Palembang

6

o

Jayapura

6

1

o

2o

5

2

4

o

3

Manokwari Sorong

5

0

2

1 Padang

5

Bengkulu

Kendari

Ambon

4

4 1

Tual

2

2

Jakarta Bandung Semarang Garut Sukabumi Tasikmalaya Solo Jogjakarta

8o

6o

1

Surabaya 3 Blitar Malang Banyuwangi

Cilacap

o

3

Makasar

Bandarlampung

Denpasar

Mataram

8o

4 Merauke 5 6

10

o 5

Kupang

10

o

12

o

14

o

4

Wilayah

1

: 0,03 g

Wilayah Wilayah

2

: 0,10 g

3 2

12

o

14

o

3 4

: 0,15 g

Wilayah

5

: 0,25 g

Wilayah

6

: 0,30 g

Wilayah

1

: 0,20 g

16 o

16 o 94

o

96

o

98

o

100

o

102

o

104

o

106

o

108

o

110

o

112

o

114

o

116

o

118

o

120

o

122

o

124

o

126

o

128

o

130

o

132

o

134

o

136

o

138

o

140

o

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

-

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 Gedung umum seperti untuk penghunian, perniagaan dan perkantoran Monumen dan bangunan monumental

Faktor Keutamaan I1 I2 I3 1,0

1,0

1,0

1,0

1,6

1,6

1,4

1,0

1,4

1,6

1,0

1,6

1,5

1,0

1,5

Gedung penting pasca gempa seperti rumah sakit, instalasi air bersih, pembangkit tenaga listrik, pusat penyelamatan dalam keadaan darurat, fasilitas radio dan televisi Gedung untuk menyimpan bahan berbahaya seperti gas, produk minyak bumi, asam, bahan beracun Cerobong, tangki diatas menara 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 : 00 dan 900 16

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 Fbx + 0.3Fby 2. q = 1.2DL + 1.2SDL + 1 LLr ± 1 E + 0.3 Fbx + Fby 3. q = 0.9DL + 0.9SDL + 1 LLr ± 1 E + 1 Fbx + 0.3 Fby 4. q = 0.9DL + 0.9SDL + 1 LLr ± 1 E + 0.3 Fbx + 1 Fby Dimana :

DL SDL LL LLr E Fbx Fby

= Beban mati = Beban mati tambahan = Beban hidup = Beban hidup (yang direduksi menjadi 0.5 LL untuk semua beban hidup yang kurang dari 500 kg/m2 = Beban gempa arah α dan 30% arah (α+90) atau sebaliknya, diambil hasil kombinasi beban terbesar =Beban gempa horizontal nominal statik ekivalen akibat gaya inersia sendiri arah X = Beban gempa horizontal nominal statik ekivalen akibat gaya inersia sendiri arah Y

17

Berat Sendiri (DL)

Beban Mati Lantai (DL)

18

Beban Mati Atap (DL)

Beban Mati pada Balok (DL)

19

Beban Hidup Lantai (LL)

Beban Hidup Atap (LL)

20

OUTPUT StaadPro

Gaya Aksial (DL)

Gaya Geser (DL) 21

Momen (DL)

Gaya Aksial (LL)

22

Gaya Geser (LL)

Momen (LL)

23

Gaya Aksial (COMB 11)

Gaya Geser (COMB 11)

24

Momen (COMB 11)

25

A. ANALISIS STRUKTUR BEAM LEN -

NO.

4800. MM

1 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 442. 444.

B E A M

2 - 16MM 2 - 16MM 4 - 12MM

N O.

562. 0. 3349.

1 D E S I G N

4038. 1401. 4800.

NO YES NO

NO NO YES

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. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 221. MM C/C FOR 1960. MM ___ 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 | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

7 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 442. 442.

B E A M

2 - 16MM 2 - 16MM 2 - 16MM

N O.

0. 0. 982.

7 D E S I G N

1938. 935. 2000.

YES YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.32 KNS Vc= 93.73 KNS Vs= Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.86 KNS Vc= 93.73 KNS Vs= Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1 0.00 KNS LOAD 1

26

___ 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 | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

8 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 444.

B E A M

2 - 16MM 4 - 12MM

N O.

645. 0.

8 D E S I G N

2000. 1451.

NO YES

YES NO

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 64.18 KNS Vc= 92.88 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 560. MM AT END SUPPORT - Vu= 10.04 KNS Vc= 91.04 KNS Vs= Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1

___ 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

9 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

2 - 16MM 2 - 16MM

0. 1274.

2188. 3000.

YES NO

NO YES

27

B E A M

N O.

9 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.54 KNS Vc= 87.30 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= 47.93 KNS Vc= 91.79 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 1060. MM ___ 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 | | | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

4000. MM

16 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 442. 442.

B E A M

2 - 16MM 2 - 16MM 2 - 16MM

N O.

395. 0. 2565.

16 D E S I G N

3438. 1268. 4000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 37.76 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 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 1560. MM AT END SUPPORT - Vu= 53.96 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 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 1560. MM ___ 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 | | | | | | | | | | | | | | |

28

| | | | | | |_______|

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

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

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

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

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

| | | | | | |_______|

===================================================================== BEAM LEN -

NO.

3000. MM

17 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 442. 442.

B E A M

2 - 16MM 2 - 16MM 2 - 16MM

N O.

187. 0. 1774.

17 D E S I G N

2688. 1101. 3000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 9.99 KNS Vc= 93.73 KNS Vs= Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 7.31 KNS Vc= 93.73 KNS Vs= Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1 0.00 KNS LOAD 1

___ 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 | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

22 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 442. 442.

B E A M

2 - 16MM 2 - 16MM 2 - 16MM

N O.

395. 0. 2565.

22 D E S I G N

3438. 1268. 4000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 37.76 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 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 1560. MM AT END SUPPORT - Vu= 53.96 KNS Vc= 93.73 KNS Vs= Tu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET NO STIRRUPS ARE REQUIRED FOR TORSION.

0.00 KNS LOAD 11

29

REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 221. MM C/C FOR 1560. MM ___ 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 | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

23 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 444. 420.

B E A M

3 - 16MM 4 - 12MM 4 - 12MM

N O.

170. 0. 0.

23 D E S I G N

1000. 1000. 1000.

NO YES YES

YES YES YES

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. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MM 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. PROVIDE 16 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MM 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM

NO.

LEN -

2000. MM

LEVEL

HEIGHT (MM)

25 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

BAR INFO

FC -

25. FROM (MM)

MPA, SIZE TO (MM)

250. X

500. MMS ANCHOR STA END

30

_____________________________________________________________________ 1 2

58. 444.

B E A M

3 - 16MM 4 - 12MM

N O.

0. 632.

25 D E S I G N

1546. 2000.

YES NO

NO YES

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. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.58 SQ.CM. AT END SUPPORT - Vu= 78.31 KNS Vc= 97.30 KNS Vs= 7.11 KNS Tu= 7.58 KN-MET Tc= 3.2 KN-MET Ts= 10.1 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM 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 | | | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2300. MM

28 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

28 D E S I G N

2300. 2300.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 26.80 KNS Vc= 88.48 KNS Vs= 0.00 KNS Tu= 6.00 KN-MET Tc= 3.1 KN-MET Ts= 8.0 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 710. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.05 SQ.CM. AT END SUPPORT - Vu= 14.22 KNS Vc= 88.48 KNS Vs= 0.00 KNS Tu= 6.00 KN-MET Tc= 3.1 KN-MET Ts= 8.0 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 710. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.05 SQ.CM. ___ 27J____________________ 2300X 250X 500_____________________ 151J____ | | ||=========================================================================|| | 2No16|H 442. 0.TO 2300 | | | | | | | |

31

| 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

800. MM

30 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

62. 0.

30 D E S I G N

800. 800.

NO YES

YES YES

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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

34 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

3 - 16MM 2 - 16MM

N O.

0. 0.

34 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 48.90 KNS Vc= 91.38 KNS Vs= 0.00 KNS Tu= 0.64 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 12 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 560. MM AT END SUPPORT - Vu= 56.74 KNS Vc= 91.38 KNS Vs= Tu= 0.64 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

0.00 KNS LOAD 12

32

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 221. MM

C/C FOR

560. MM

___ 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

35 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

35 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 33.79 KNS Vc= 89.63 KNS Vs= 0.00 KNS Tu= 6.16 KN-MET Tc= 3.2 KN-MET Ts= 8.2 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.10 SQ.CM. AT END SUPPORT - Vu= 25.95 KNS Vc= 89.63 KNS Vs= 0.00 KNS Tu= 6.16 KN-MET Tc= 3.2 KN-MET Ts= 8.2 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM

NO.

LEN -

3000. MM

LEVEL

HEIGHT (MM)

36 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

BAR INFO

FC -

25. FROM (MM)

MPA, SIZE TO (MM)

250. X

500. MMS ANCHOR STA END

33

_____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 3 - 16MM

N O.

0. 0.

36 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 6.74 KNS Vc= 90.68 KNS Vs= 0.00 KNS Tu= 1.25 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 41.82 KNS Vc= 91.07 KNS Vs= 0.00 KNS Tu= 0.69 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 12 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 1060. MM ___ 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

38 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

38 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.71 KNS Vc= 55.91 KNS Vs= 0.00 KNS Tu= 3.55 KN-MET Tc= 1.7 KN-MET Ts= 4.7 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.71 SQ.CM. AT END SUPPORT - Vu= 11.22 KNS Vc= 57.54 KNS Vs= 0.00 KNS Tu= 3.55 KN-MET Tc= 1.7 KN-MET Ts= 4.7 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM 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| | | | | | | | | | | ||=========================================================================||

34

| | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

39 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 344.

B E A M

2 - 16MM 3 - 12MM

N O.

0. 0.

39 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 7.39 KNS Vc= 58.66 KNS Vs= 0.00 KNS Tu= 4.65 KN-MET Tc= 1.7 KN-MET Ts= 6.2 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.25 SQ.CM. AT END SUPPORT - Vu= 0.12 KNS Vc= 54.24 KNS Vs= 0.00 KNS Tu= 4.65 KN-MET Tc= 1.7 KN-MET Ts= 6.2 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

40 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 342.

B E A M

3 - 12MM 3 - 16MM

N O.

0. 0.

40 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

35

AT START SUPPORT - Vu= 9.16 KNS Vc= 56.44 KNS Vs= 0.00 KNS Tu= 1.65 KN-MET Tc= 1.6 KN-MET Ts= 2.2 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.80 SQ.CM. AT END SUPPORT - Vu= 3.84 KNS Vc= 56.44 KNS Vs= 0.00 KNS Tu= 1.65 KN-MET Tc= 1.6 KN-MET Ts= 2.2 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

41 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 342.

B E A M

3 - 12MM 2 - 16MM

N O.

0. 0.

41 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 29.28 KNS Vc= 55.49 KNS Vs= 0.00 KNS Tu= 5.50 KN-MET Tc= 1.7 KN-MET Ts= 7.3 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.66 SQ.CM. AT END SUPPORT - Vu= 20.40 KNS Vc= 82.36 KNS Vs= 0.00 KNS Tu= 5.50 KN-MET Tc= 1.7 KN-MET Ts= 7.3 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM 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 |

36

| 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

44 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 442.

B E A M

4 - 12MM 2 - 16MM

N O.

0. 0.

44 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 31.41 KNS Vc= 94.83 KNS Vs= 0.00 KNS Tu= 17.08 KN-MET Tc= 3.3 KN-MET Ts= 22.8 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.82 SQ.CM. AT END SUPPORT - Vu= 30.69 KNS Vc= 97.37 KNS Vs= 0.00 KNS Tu= 17.08 KN-MET Tc= 3.3 KN-MET Ts= 22.8 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MM 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

45 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

45 D E S I G N

4000. 4000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 8.36 KNS Vc= 100.37 KNS Vs= Tu= 0.92 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 1.00 KNS Vc= 87.47 KNS Vs=

0.00 KNS LOAD 1 0.00 KNS

37

Tu=

0.92 KN-MET

Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

LOAD

1

___ 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

46 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

46 D E S I G N

2688. 3000.

YES YES

NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.64 KNS Vc= 88.57 KNS Vs= Tu= 0.92 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 10.00 KNS Vc= 91.40 KNS Vs= Tu= 0.92 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1 0.00 KNS LOAD 1

___ 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 | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

47 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

2 - 16MM 2 - 16MM

354. 0.

1000. 1000.

NO YES

YES YES

38

B E A M

N O.

47 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 22.54 KNS Vc= 91.53 KNS Vs= 0.00 KNS Tu= 9.12 KN-MET Tc= 3.2 KN-MET Ts= 12.2 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.11 SQ.CM. AT END SUPPORT - Vu= 21.53 KNS Vc= 91.53 KNS Vs= 0.00 KNS Tu= 9.12 KN-MET Tc= 3.2 KN-MET Ts= 12.2 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.11 SQ.CM. ___ 37J____________________ 1000X 250X 500_____________________ 42J____ | | ||=========================================================================|| | 2No16 H 442. 0.TO 1000 | | | | 2*10c/c143 2*10c/c143 | | | 2No16 H 58. 354.TO 1000 | | | | =================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | | | | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

50 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 58. 442.

B E A M

2 - 16MM 2 - 16MM 3 - 16MM

N O.

0. 354. 0.

50 D E S I G N

1000. 1000. 1000.

YES NO YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 90.82 KNS Tu= 22.3 KN-MET Vc= 91.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 89.49 KNS Tu= 22.3 KN-MET Vc= 91.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 38J____________________ 1000X 250X 500_____________________ 43J____ | | ||=========================================================================|| | 3No16 H 442. 0.TO 1000 | | | | 2No16 H 58. 0.TO 1000 2No16 H 58. 354.TO 1000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

39

===================================================================== BEAM LEN -

NO.

2000. MM

51 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 58. 442.

B E A M

2 - 16MM 2 - 16MM 3 - 16MM

N O.

0. 979. 0.

51 D E S I G N

1105. 2000. 2000.

YES NO YES

NO YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 26.78 KNS Tu= 21.0 KN-MET Vc= 89.6 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 37.34 KNS Tu= 21.0 KN-MET Vc= 89.6 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 45J____________________ 1999X 250X 500_____________________ 38J____ | | ||=========================================================================|| | 3No16 H 442. 0.TO 2000 | | | | 2No16 H 58. 0.TO 1105 2No16 H 58. 979.TO 2000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

2000. MM

52 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 342.

B E A M

3 - 12MM 2 - 16MM

N O.

0. 0.

52 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 25.39 KNS Vc= 56.70 KNS Vs= 0.00 KNS Tu= 3.47 KN-MET Tc= 1.7 KN-MET Ts= 4.6 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.67 SQ.CM. AT END SUPPORT - Vu= 16.51 KNS Vc= 56.58 KNS Vs= 0.00 KNS Tu= 3.47 KN-MET Tc= 1.7 KN-MET Ts= 4.6 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.67 SQ.CM.

40

___ 45J____________________ 2000X 200X 400_____________________ 46J____ | | ||=========================================================================|| | 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 | | 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

3000. MM

53 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

53 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.89 KNS Vc= 56.18 KNS Vs= 0.00 KNS Tu= 2.69 KN-MET Tc= 1.7 KN-MET Ts= 3.6 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.30 SQ.CM. AT END SUPPORT - Vu= 13.23 KNS Vc= 57.69 KNS Vs= 0.00 KNS Tu= 2.69 KN-MET Tc= 1.7 KN-MET Ts= 3.6 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.30 SQ.CM. ___ 46J____________________ 2999X 200X 400_____________________ 44J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 3000| | | | | | | | | | | | | | | | | | | 13*10c/c105 | | | | | | | | | | | | | | | | 13*10c/c105 | | | 3No12 H 56.| 0.TO 3000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM

NO.

LEN -

2000. MM

LEVEL

HEIGHT

67 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

BAR INFO

FC -

25. FROM

MPA, SIZE TO

250. X

500. MMS ANCHOR

41

(MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

3 - 16MM 3 - 16MM

N O.

0. 0.

67 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 39.29 KNS Vc= 91.49 KNS Vs= 0.00 KNS Tu= 2.20 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1 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 560. MM AT END SUPPORT - Vu= 54.97 KNS Vc= 90.89 KNS Vs= 0.00 KNS Tu= 2.51 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 560. MM ___ 47J____________________ 2000X 250X 500_____________________ 48J____ | | ||=========================================================================|| | 3No16 H 442. 0.TO 2000 | | | | | | | 4*10c/c221 | | | | 4*10c/c221 | | | 3No16 H 58. 0.TO 2000 | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

69 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 444.

B E A M

4 - 16MM 4 - 12MM

N O.

0. 0.

69 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 30.25 KNS Vc= 90.97 KNS Vs= 0.00 KNS Tu= 9.40 KN-MET Tc= 3.2 KN-MET Ts= 12.5 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1060. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.20 SQ.CM. AT END SUPPORT - Vu= 51.55 KNS Vc= 90.97 KNS Vs= 0.00 KNS Tu= 9.40 KN-MET Tc= 3.2 KN-MET Ts= 12.5 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1060. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.20 SQ.CM. ___ 191J____________________ 2999X 250X 500_____________________ 177J____ | | ||=========================================================================|| | 4No12 H 444.| 0.TO 3000| | | | | | | | | | | | |

42

| 9*10c/c143 | | | | | | | | | | | 9*10c/c143 | | | 4No16 H |58.| 0.TO 3000| | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oooo | | oooo | | oooo | | oooo | | oooo | | oooo | | oooo | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | | | | | | | | | | | | | | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | oooo | | oooo | | oooo | | oooo | | oooo | | oooo | | oooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

2000. MM

70 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 90. 342.

B E A M

3 - 16MM 2 - 16MM 3 - 16MM

N O.

0. 0. 0.

70 D E S I G N

2000. 2000. 2000.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 58.88 KNS Vc= 55.04 KNS Vs= 23.46 Tu= 4.64 KN-MET Tc= 1.6 KN-MET Ts= 6.2 KN-MET LOAD STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = AT END SUPPORT - Vu= 44.57 KNS Vc= 55.04 KNS Vs= 4.39 Tu= 4.64 KN-MET Tc= 1.6 KN-MET Ts= 6.2 KN-MET LOAD STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

KNS 16 2.24 SQ.CM. KNS 16 2.24 SQ.CM.

___ 51J____________________ 2000X 200X 400_____________________ 52J____ | | ||=========================================================================|| | 3No16 H 342.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No16 H |58.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

71 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

550. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 494.

3 - 16MM 4 - 12MM

0. 0.

2000. 2000.

YES YES

YES YES

43

B E A M

N O.

71 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 7.67 KNS Vc= 101.64 KNS Vs= 0.00 KNS Tu= 8.14 KN-MET Tc= 3.7 KN-MET Ts= 10.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 155. MM C/C FOR 510. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.69 SQ.CM. AT END SUPPORT - Vu= 2.67 KNS Vc= 101.64 KNS Vs= 0.00 KNS Tu= 8.14 KN-MET Tc= 3.7 KN-MET Ts= 10.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 155. MM C/C FOR 510. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.69 SQ.CM. ___ 52J____________________ 2000X 250X 550_____________________ 53J____ | | ||=========================================================================|| | 4No12 H 494.| 0.TO 2000| | | | | | | | 5*10c/c155 | | | | | 5*10c/c155 | | | 3No16 H 58.| 0.TO 2000| | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

72 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

550. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 492.

B E A M

3 - 16MM 3 - 16MM

N O.

0. 0.

72 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 65.08 KNS Vc= 101.72 KNS Vs= Tu= 1.18 KN-MET Tc= 3.7 KN-MET Ts= 0.0 KN-MET NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 246. MM C/C FOR 1010. AT END SUPPORT - Vu= 40.88 KNS Vc= 101.72 KNS Vs= Tu= 1.18 KN-MET Tc= 3.7 KN-MET Ts= 0.0 KN-MET NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 246. MM C/C FOR 1010.

0.00 KNS LOAD 11 MM 0.00 KNS LOAD 11 MM

___ 54J____________________ 2999X 250X 550_____________________ 53J____ | | ||=========================================================================|| | 3No16 H|492. |0.TO 3000 | | | | | | | | | 6*10c/c246 | | | | | | | 6*10c/c246| | | 3No16 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 | | | | | | | | | | | | | | |

44

| 3#16 | | ooo | | | |_______|

| 3#16 | | ooo | | | |_______|

| 3#16 | | ooo | | | |_______|

| 3#16 | | ooo | | | |_______|

| 3#16 | | ooo | | | |_______|

| 3#16 | | ooo | | | |_______|

| 3#16 | | ooo | | | |_______|

===================================================================== BEAM LEN -

NO.

2000. MM

77 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 56. 342.

B E A M

3 - 12MM 3 - 12MM 3 - 16MM

N O.

0. 1007. 0.

77 D E S I G N

910. 2000. 2000.

YES NO YES

NO YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.23 KNS Vc= 54.58 KNS Vs= 0.00 Tu= 5.86 KN-MET Tc= 1.6 KN-MET Ts= 7.8 KN-MET LOAD STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = AT END SUPPORT - Vu= 19.05 KNS Vc= 54.58 KNS Vs= 0.00 Tu= 5.86 KN-MET Tc= 1.6 KN-MET Ts= 7.8 KN-MET LOAD STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

KNS 18

2.83 SQ.CM. KNS 18

2.83 SQ.CM.

___ 60J____________________ 2000X 200X 400_____________________ 61J____ | | ||=========================================================================|| | 3No16 H 342.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No12 H |56.| 0.TO |910| | 3No12 H| 56.1007.TO|2000 | | | | ||================================= =====================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

78 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 342.

B E A M

2 - 16MM 3 - 16MM

N O.

0. 0.

78 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 58.37 KNS Vc= 55.73 KNS Vs= 22.09 KNS Tu= 2.20 KN-MET Tc= 1.6 KN-MET Ts= 2.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.06 SQ.CM.

45

AT END SUPPORT - Vu= 39.13 KNS Vc= 55.73 KNS Vs= 0.00 KNS Tu= 2.20 KN-MET Tc= 1.6 KN-MET Ts= 2.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.06 SQ.CM. ___ 61J____________________ 2000X 200X 400_____________________ 62J____ | | ||=========================================================================|| | 3No16 H 342.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 2No16 H |58.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

79 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 342. 310.

B E A M

2 - 16MM 3 - 16MM 2 - 16MM

N O.

0. 0. 0.

79 D E S I G N

3000. 3000. 3000.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 11.51 KNS Vc= 56.63 KNS Vs= 0.00 Tu= 4.91 KN-MET Tc= 1.7 KN-MET Ts= 6.5 KN-MET LOAD STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = AT END SUPPORT - Vu= 61.63 KNS Vc= 56.04 KNS Vs= 26.13 Tu= 4.32 KN-MET Tc= 1.7 KN-MET Ts= 5.8 KN-MET LOAD STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

KNS 11

2.37 SQ.CM. KNS 13 2.09 SQ.CM.

___ 62J____________________ 2999X 200X 400_____________________ 63J____ | | ||=========================================================================|| | 3No16 H 342.| 0.TO 3000| | | | | | | | | | | | | | | | | | | 13*10c/c105 | | | | | | | | | | | | | | | | 13*10c/c105 | | | 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| =====================================================================

46

BEAM LEN -

NO.

2000. MM

80 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 244. 220.

B E A M

2 - 12MM 2 - 12MM 2 - 12MM

N O.

0. 0. 0.

80 D E S I G N

2000. 2000. 2000.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 22.54 KNS Tu= 1.6 KN-MET Vc= 29.6 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 13 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 14.22 KNS Tu= 1.6 KN-MET Vc= 29.6 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 13 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 63J____________________ 2000X 150X 300_____________________ 64J____ | | ||=========================================================================|| ||2No12=H=244.===0.TO=2000=================================================|| | 2No12 H 220. 0.TO 2000 | | 2No12 H 56. 0.TO 2000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

81 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 342.

B E A M

3 - 12MM 3 - 16MM

N O.

0. 0.

81 D E S I G N

3910. 4000.

YES YES

NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 41.62 KNS Vc= 49.51 KNS Vs= 5.98 KNS Tu= 1.80 KN-MET Tc= 1.4 KN-MET Ts= 2.4 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.87 SQ.CM. AT END SUPPORT - Vu= 31.90 KNS Vc= 48.04 KNS Vs= 0.00 KNS Tu= 1.93 KN-MET Tc= 1.4 KN-MET Ts= 2.6 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.93 SQ.CM. ___ 47J____________________ 4000X 200X 400_____________________ 51J____ | | ||=========================================================================|| | 3No16 H 342.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | | 17*10c/c105 | | | | | | | | | | | | | | | | | | | | |17*10c/c105| | | | 3No12 H |56.| |0.TO 3910| | | | | | | | | | | | | | | | | | | | | | | ||========================================================================= |

47

| | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1500. MM

82 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4

58. 344. 320. 344.

B E A M

2 3 3 3

N O.

-

16MM 12MM 12MM 12MM

0. 0. 0. 987.

82 D E S I G N

1500. 1326. 1326. 1500.

YES YES YES NO

YES NO NO YES

R E S U L T S - SHEAR

AT END

SUPPORT - Vu= 20.47 KNS Tu= 7.4 KN-MET Vc= 56.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT START SUPPORT - Vu= 73.09 KNS Vc= 57.96 KNS Vs= 39.50 KNS Tu= 5.56 KN-MET Tc= 1.8 KN-MET Ts= 7.4 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 410. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.68 SQ.CM. ___ 51J____________________ 1499X 200X 400_____________________ 87J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 1326| 3No12 H 344. 987.TO 1500 | | 5*10c/c105 | | | | | 2No16 H 58.| 0.TO 1500| | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

83 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 342.

B E A M

3 - 12MM 2 - 16MM

N O.

0. 0.

83 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 8.07 KNS Tu= 9.1 KN-MET Vc= 102.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 6 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.

48

AT END

SUPPORT - Vu= 8.07 KNS Tu= 9.1 KN-MET Vc= 60.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 6 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 60J____________________ 1000X 200X 400_____________________

55J____ | | ||=========================================================================|| | 2No16 H 342. 0.TO 1000 | | | | 3No12 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 | | | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

85 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

85 D E S I G N

4000. 4000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 24.50 KNS Vc= 73.81 KNS Vs= 0.00 KNS Tu= 3.09 KN-MET Tc= 1.7 KN-MET Ts= 4.1 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.49 SQ.CM. AT END SUPPORT - Vu= 27.25 KNS Vc= 101.27 KNS Vs= 0.00 KNS Tu= 3.09 KN-MET Tc= 1.7 KN-MET Ts= 4.1 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.49 SQ.CM. ___ 53J____________________ 4000X 200X 400_____________________ 62J____ | | ||=========================================================================|| | 3No12 H 344.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | | 17*10c/c105 | | | | | | | | | | | | | | | | | | | | |17*10c/c105| | | | 3No12 H |56.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

4000. MM

87 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

49

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

87 D E S I G N

4000. 4000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 20.37 KNS Vc= 53.59 KNS Vs= 0.00 KNS Tu= 0.41 KN-MET Tc= 1.6 KN-MET Ts= 0.0 KN-MET LOAD 17 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 172. MM C/C FOR 1660. MM AT END SUPPORT - Vu= 3.11 KNS Vc= 56.22 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.6 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 177J____________________ 4000X 200X 400_____________________ 54J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 4000| | | | | | | 11*10c/c172 | | | | | | | | | | 3No12 H |56.| 0.TO 4000| | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

88 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 342.

B E A M

3 - 12MM 2 - 16MM

N O.

0. 0.

88 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 13.55 KNS Tu= 12.7 KN-MET Vc= 56.9 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 1 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 12.48 KNS Tu= 12.7 KN-MET Vc= 56.9 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 1 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 54J____________________ 1000X 200X 400_____________________

65J____ | | ||=========================================================================|| | 2No16 H 342. 0.TO 1000 | | | | 3No12 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 | | | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo |

50

| | |_______|

| | |_______|

| | |_______|

| | |_______|

| | |_______|

| | |_______|

| | |_______|

===================================================================== BEAM LEN -

NO.

3000. MM

89 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

89 D E S I G N

2743. 3000.

YES YES

NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 14.45 KNS Tu= 7.5 KN-MET Vc= 54.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 33.08 KNS Tu= 7.5 KN-MET Vc= 54.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 65J____________________ 2999X 200X 400_____________________

63J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 3000 | | | | 3No12 H 56. 0.TO 2743 | ||==================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | 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 | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

91 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 245. 225.

B E A M

2 - 12MM 2 - 10MM 1 - 10MM

N O.

0. 0. 0.

91 D E S I G N

2000. 2000. 2000.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 16.71 KNS Vc= 29.45 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 0.7 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 122. MM C/C FOR 760. MM AT END SUPPORT - Vu= 12.12 KNS Vc= 28.63 KNS Vs= 0.00 KNS Tu= 0.35 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET LOAD 14 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 122. MM C/C FOR 760. MM ___ |

65J____________________

2000X 150X

300_____________________

66J____ |

51

||=========================================================================|| | 2No10|H 245. 0.TO 2000 | | | | | | | | | | | | 8*10c/c122 | | | | | | | | | 8*10c/c122| | | 2No12|H 56. 0.TO 2000 | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

92 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

92 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.53 KNS Vc= 34.98 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.19 KNS Vc= 36.87 KNS Vs= 0.00 KNS Tu= 0.03 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 66J____________________ 2999X 150X 300_____________________ 64J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 3000 | | | | 2No10 H 55. 0.TO 3000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

5000. MM

104 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1

145.

2 - 10MM

___ 68J____________________ | | ||========= | 2No10 H 145. 0.TO 706 |

0.

5000X 150X

706.

YES

200_____________________

NO

70J____ | | | | |

52

| | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | | | | | | | | | 2#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|

===================================================================== BEAM LEN -

NO.

2000. MM

106 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 245. 245.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

0. 0. 1461.

106 D E S I G N

2000. 1789. 2000.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 15.20 KNS Vc= 28.84 KNS Vs= 0.00 KNS Tu= 1.32 KN-MET Tc= 0.7 KN-MET Ts= 1.8 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 760. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.11 SQ.CM. AT END SUPPORT - Vu= 3.61 KNS Vc= 28.84 KNS Vs= 0.00 KNS Tu= 1.32 KN-MET Tc= 0.7 KN-MET Ts= 1.8 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 760. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.11 SQ.CM. ___ 71J____________________ 2000X 150X 300_____________________ 72J____ | | ||=========================================================================|| | 2No10 H 245.| 0.TO 1789| | | | | | | | |2No10|H 245.1461.TO 2000 | | 13*10c/c 68 | | | | | | | | | | | | | | | | 13*10c/c 68 | | | 2No10 H 55.| 0.TO 2000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

5000. MM

107 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 145. 144.

2 - 10MM 2 - 10MM 2 - 12MM

0. 0. 2362.

5000. 1956. 5000.

YES YES NO

YES NO YES

53

B E A M

N O.

107 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.28 KNS Vc= 17.19 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 0.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 73. MM C/C FOR 2360. MM AT END SUPPORT - Vu= 3.68 KNS Vc= 17.44 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 0.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 73. MM C/C FOR 2360. MM ___ 72J____________________ 5000X 150X 200_____________________ 74J____ | | | | ||============================ ========================================|| | 2No10cHc155.| |0.TO 5000| | 2No12 H 144.2362.TO 5000|34*10c/c 73| | | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

2000. MM

113 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 245. 245.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

0. 0. 794.

113 D E S I G N

2000. 956. 2000.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 2.18 KNS Vc= 29.16 KNS Vs= 0.00 KNS Tu= 0.69 KN-MET Tc= 0.7 KN-MET Ts= 0.9 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 760. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.58 SQ.CM. AT END SUPPORT - Vu= 9.15 KNS Vc= 29.16 KNS Vs= 0.00 KNS Tu= 0.69 KN-MET Tc= 0.7 KN-MET Ts= 0.9 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 760. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.58 SQ.CM. ___ 80J____________________ 2000X 150X 300_____________________ 81J____ | | ||=========================================================================|| | 2No10 H 245.| 0.TO 956| | 2No10 H|245. 794.TO|2000 | | | | | | | | | 13*10c/c 68 | | | | | | | | | | | | | | | | 13*10c/c 68 | | | 2No10 H 55.| 0.TO 2000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | |

54

| oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

| oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

| oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

| oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

| oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

===================================================================== BEAM LEN -

NO.

800. MM

117 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 244.

B E A M

2 - 10MM 2 - 12MM

N O.

0. 0.

117 D E S I G N

800. 800.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 7.44 KNS Tu= 1.6 KN-MET Vc= 30.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 7.44 KNS Vc= 53.55 KNS Vs= 0.00 KNS Tu= 1.64 KN-MET Tc= 0.7 KN-MET Ts= 2.2 KN-MET LOAD 4 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.38 SQ.CM. ___ 67J____________________ 800X 150X 300_____________________ 265J____ | | ||=========================================================================|| | 2No12 H 244. 0.TO 800 | | | | | | | | 4*10c/c 68 | | | 2No10 H 55. 0.TO 800 | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

400. MM

118 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

118 D E S I G N

400. 400.

YES YES

YES YES

R E S U L T S - SHEAR

___ 71J____________________ 400X 150X 300_____________________ 256J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 400 | | | | 2No10 H 55. 0.TO 400 |

55

||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

1200. MM

119 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

119 D E S I G N

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 11.87 KNS Tu= 2.4 KN-MET Vc= 53.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 8.29 KNS Tu= 2.4 KN-MET Vc= 29.6 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 80J____________________ 1199X 150X 300_____________________ 250J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 1200 | | | | 2No10 H 55. 0.TO 1200 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

800. MM

123 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 145. 125.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

0. 0. 0.

123 D E S I G N

800. 800. 800.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 7.89 KNS Tu= 1.1 KN-MET Vc= 17.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.

56

AT END

SUPPORT - Vu= 7.89 KNS Tu= 1.1 KN-MET Vc= 21.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 70J____________________ 800X 150X 200_____________________ 266J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 800 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

4000. MM

129 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

129 D E S I G N

4000. 4000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 17.43 KNS Vc= 47.61 KNS Vs= 0.00 KNS Tu= 1.88 KN-MET Tc= 1.3 KN-MET Ts= 2.5 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.91 SQ.CM. AT END SUPPORT - Vu= 9.72 KNS Vc= 47.61 KNS Vs= 0.00 KNS Tu= 1.88 KN-MET Tc= 1.3 KN-MET Ts= 2.5 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.91 SQ.CM. ___ 48J____________________ 4000X 200X 400_____________________ 52J____ | | ||=========================================================================|| | 3No12 H 344.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | | 17*10c/c105 | | | | | | | | | | | | | | | | | | | | |17*10c/c105| | | | 3No12 H |56.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM

NO.

LEN -

1500. MM

LEVEL

HEIGHT (MM)

130 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

BAR INFO

FC -

25. FROM (MM)

MPA, SIZE TO (MM)

200. X

400. MMS ANCHOR STA END

57

_____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

130 D E S I G N

1500. 1500.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 5.21 KNS Vc= 54.03 KNS Vs= 0.00 KNS Tu= 5.14 KN-MET Tc= 1.6 KN-MET Ts= 6.9 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 410. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.48 SQ.CM. AT END SUPPORT - Vu= 3.78 KNS Vc= 54.03 KNS Vs= 0.00 KNS Tu= 5.14 KN-MET Tc= 1.6 KN-MET Ts= 6.9 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 410. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.48 SQ.CM. ___ 52J____________________ 1499X 200X 400_____________________ 88J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 1500| | | | | | | | 5*10c/c105 | | | | | 5*10c/c105 | | | 3No12 H 56.| 0.TO 1500| | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2500. MM

132 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

132 D E S I G N

2500. 2500.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 8.51 KNS Vc= 55.08 KNS Vs= 0.00 KNS Tu= 3.93 KN-MET Tc= 1.7 KN-MET Ts= 5.2 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 910. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.90 SQ.CM. AT END SUPPORT - Vu= 33.14 KNS Vc= 56.50 KNS Vs= 0.00 KNS Tu= 3.93 KN-MET Tc= 1.7 KN-MET Ts= 5.2 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 910. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.90 SQ.CM. ___ 88J____________________ 2500X 200X 400_____________________ 61J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2500| | | | | | | | | | | | | | | 10*10c/c105 | | | | | | | | | | | | 10*10c/c105 | | | 3No12 H |56.| 0.TO 2500| | | | | | | | | | | | | | ||=========================================================================||

58

| | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

133 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

133 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 19.79 KNS Vc= 58.54 KNS Vs= 0.00 KNS Tu= 4.27 KN-MET Tc= 1.7 KN-MET Ts= 5.7 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.06 SQ.CM. AT END SUPPORT - Vu= 5.48 KNS Vc= 55.06 KNS Vs= 0.00 KNS Tu= 4.27 KN-MET Tc= 1.7 KN-MET Ts= 5.7 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.06 SQ.CM. ___ 87J____________________ 2000X 200X 400_____________________ 88J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No12 H |56.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

134 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

134 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

59

AT START SUPPORT - Vu= 16.31 KNS Vc= 61.39 KNS Vs= 0.00 KNS Tu= 2.96 KN-MET Tc= 1.7 KN-MET Ts= 3.9 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.43 SQ.CM. AT END SUPPORT - Vu= 8.85 KNS Vc= 55.33 KNS Vs= 0.00 KNS Tu= 2.96 KN-MET Tc= 1.7 KN-MET Ts= 3.9 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.43 SQ.CM. ___ 89J____________________ 2000X 200X 400_____________________ 90J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No12 H |56.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

135 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

135 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 2.34 KNS Vc= 56.53 KNS Vs= 0.00 KNS Tu= 5.78 KN-MET Tc= 1.6 KN-MET Ts= 7.7 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.79 SQ.CM. AT END SUPPORT - Vu= 17.01 KNS Vc= 56.53 KNS Vs= 0.00 KNS Tu= 5.78 KN-MET Tc= 1.6 KN-MET Ts= 7.7 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.79 SQ.CM. ___ 90J____________________ 2999X 200X 400_____________________ 91J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 3000| | | | | | | | | | | | | | | | | | | 13*10c/c105 | | | | | | | | | | | | | | | | 13*10c/c105 | | | 3No12 H 56.| 0.TO 3000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 |

60

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

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

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

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

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

===================================================================== BEAM LEN -

NO.

1000. MM

136 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

136 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 22.89 KNS Vc= 56.23 KNS Vs= 0.00 KNS Tu= 3.56 KN-MET Tc= 1.6 KN-MET Ts= 4.8 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.72 SQ.CM. AT END SUPPORT - Vu= 21.16 KNS Vc= 56.23 KNS Vs= 0.00 KNS Tu= 3.56 KN-MET Tc= 1.6 KN-MET Ts= 4.8 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.72 SQ.CM. ___ 61J____________________ 1000X 200X 400_____________________ 89J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | | 3*10c/c105 | | 3*10c/c105 | | | 3No12 H |56. 0.TO 1000 | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

137 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

137 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.91 KNS Vc= 56.80 KNS Vs= Tu= 3.22 KN-MET Tc= 1.7 KN-MET Ts= 4.3 KN-MET STIRRUPS ARE REQUIRED FOR TORSION.

0.00 KNS LOAD 13

61

REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

1.55 SQ.CM.

AT END SUPPORT - Vu= 3.62 KNS Vc= 56.80 KNS Vs= 0.00 KNS Tu= 3.22 KN-MET Tc= 1.7 KN-MET Ts= 4.3 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.55 SQ.CM. ___ 62J____________________ 1000X 200X 400_____________________ 90J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | | 3*10c/c105 | | 3*10c/c105 | | | 3No12 H |56. 0.TO 1000 | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

400. MM

144 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 145.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

144 D E S I G N

400. 400.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.16 KNS Vc= 17.99 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 0.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 73. MM C/C FOR 60. MM AT END SUPPORT - Vu= 1.07 KNS Vc= 17.99 KNS Vs= 0.00 KNS Tu= 0.18 KN-MET Tc= 0.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 73. MM C/C FOR 60. MM ___ 74J____________________ 400X 150X 200_____________________ 257J____ | | | | ||=========================================================================|| | 2No10cHc155. |0.TO 400 | 2*10c/c 73 | | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM

NO.

145 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05

62

LEN -

600. MM

FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 145. 125.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

0. 0. 0.

145 D E S I G N

600. 600. 600.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 9.41 KNS Tu= 2.0 KN-MET Vc= 17.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 9.41 KNS Tu= 2.0 KN-MET Vc= 18.1 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 85J____________________ 599X 150X 200_____________________ 254J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 600 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|

===================================================================== BEAM LEN -

NO.

5000. MM

146 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 145.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

146 D E S I G N

5000. 5000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.48 KNS Vc= 17.98 KNS Vs= 0.00 KNS Tu= 0.45 KN-MET Tc= 0.4 KN-MET Ts= 0.6 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 43. MM C/C FOR 2360. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.46 SQ.CM. AT END SUPPORT - Vu= 2.60 KNS Vc= 17.98 KNS Vs= 0.00 KNS Tu= 0.45 KN-MET Tc= 0.4 KN-MET Ts= 0.6 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 43. MM C/C FOR 2360. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.46 SQ.CM. ___ 92J____________________ 5000X 150X 200_____________________ 94J____ | | | | ||=========================================================================|| | 2No10cHc155.|||0.TO|5000|||||||||||||||||||||||||||||||||||57*10c/c 43||| | ||=========================================================================||

63

| | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|

===================================================================== BEAM LEN -

NO.

1000. MM

148 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

148 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.29 KNS Vc= 29.40 KNS Vs= 0.00 KNS Tu= 1.08 KN-MET Tc= 0.7 KN-MET Ts= 1.4 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 260. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.91 SQ.CM. AT END SUPPORT - Vu= 2.62 KNS Vc= 29.50 KNS Vs= 0.00 KNS Tu= 1.08 KN-MET Tc= 0.7 KN-MET Ts= 1.4 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 260. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.91 SQ.CM. ___ 81J____________________ 1000X 150X 300_____________________ 92J____ | | ||=========================================================================|| | 2No10 H 245.| 0.TO 1000| | | | | | | | 5*10c/c 68 | | | | | 5*10c/c 68 | | | 2No10 H 55.| 0.TO 1000| | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

1500. MM

156 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

2 - 10MM 2 - 10MM

0. 0.

1500. 1500.

YES YES

YES YES

64

B E A M

N O.

156 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 8.49 KNS Vc= 29.96 KNS Vs= 0.00 KNS Tu= 1.22 KN-MET Tc= 0.7 KN-MET Ts= 1.6 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 510. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.02 SQ.CM. AT END SUPPORT - Vu= 4.53 KNS Vc= 29.96 KNS Vs= 0.00 KNS Tu= 1.22 KN-MET Tc= 0.7 KN-MET Ts= 1.6 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 510. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.02 SQ.CM. ___ 72J____________________ 1499X 150X 300_____________________ 96J____ | | ||=========================================================================|| | 2No10 H 245.| 0.TO 1500| | | | | | | | | | | | | | 9*10c/c 68 | | | | | | | | | | | 9*10c/c 68 | | | 2No10 H |55.| 0.TO 1500| | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2500. MM

157 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

157 D E S I G N

2500. 2500.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 2.74 KNS Vc= 29.22 KNS Vs= 0.00 KNS Tu= 1.40 KN-MET Tc= 0.7 KN-MET Ts= 1.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 1010. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.18 SQ.CM. AT END SUPPORT - Vu= 13.04 KNS Vc= 29.94 KNS Vs= 0.00 KNS Tu= 1.40 KN-MET Tc= 0.7 KN-MET Ts= 1.9 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 1010. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.18 SQ.CM. ___ 96J____________________ 2500X 150X 300_____________________ 81J____ | | ||=========================================================================|| | 2No10 H 245.| 0.TO 2500| | | | | | | | | | | | | | | | | | | 16*10c/c 68 | | | | | | | | | | | | | | | | 16*10c/c 68 | | | 2No10 H 55.| 0.TO 2500| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______

65

| | | oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

| | | oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

| | | oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

| | | oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

| | | oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

===================================================================== BEAM LEN -

NO.

2000. MM

158 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

158 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 12.10 KNS Tu= 1.5 KN-MET Vc= 30.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 16 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 0.25 KNS Tu= 1.6 KN-MET Vc= 30.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 18 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 95J____________________ 2000X 150X 300_____________________

96J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 2000 | | | | 2No10 H 55. 0.TO 2000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

162 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

162 D E S I G N

4000. 4000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 9.43 KNS Vc= 55.39 KNS Vs= 0.00 KNS Tu= 1.05 KN-MET Tc= 0.8 KN-MET Ts= 1.4 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 1760. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.89 SQ.CM. AT END SUPPORT - Vu= 13.36 KNS Vc= 30.26 KNS Vs= Tu= 1.05 KN-MET Tc= 0.8 KN-MET Ts= 1.4 KN-MET STIRRUPS ARE REQUIRED FOR TORSION.

0.00 KNS LOAD 11

66

REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 1760. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

0.89 SQ.CM.

___ 68J____________________ 4000X 150X 300_____________________ 72J____ | | ||=========================================================================|| | 2No10 H 245.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | | | | | 28*10c/c 68 | | | | | | | | | | | | | | | | | | | | | | | |28*10c/c 68| | | | 2No10 H |55.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1500. MM

165 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 342. 310.

B E A M

3 - 12MM 3 - 16MM 1 - 16MM

N O.

0. 0. 0.

165 D E S I G N

1500. 1500. 1500.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 53.33 KNS Tu= 8.0 KN-MET Vc= 59.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 36.35 KNS Tu= 8.0 KN-MET Vc= 57.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 55J____________________ 1499X 200X 400_____________________

87J____ | | ||=========================================================================|| | 3No16 H 342. 0.TO 1500 | | | | 3No12 H 56. 0.TO 1500 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

166 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

3 - 12MM 3 - 12MM

465. 0.

1000. 1000.

NO YES

YES YES

67

B E A M

N O.

166 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 34.37 KNS Tu= 7.7 KN-MET Vc= 56.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 14 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 32.64 KNS Tu= 7.7 KN-MET Vc= 56.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 14 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 63J____________________ 1000X 200X 400_____________________

91J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | 3No12 H 56. 465.TO 1000 | | ========================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

169 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 145.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

169 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 6.12 KNS Tu= 1.3 KN-MET Vc= 18.0 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 6.12 KNS Tu= 1.3 KN-MET Vc= 18.1 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 102J____________________ 1000X 150X 200_____________________

94J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 1000 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM

NO.

LEN -

1425. MM

LEVEL

HEIGHT

174 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

BAR INFO

FC -

25. FROM

MPA, SIZE TO

200. X

400. MMS ANCHOR

68

(MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

54. 0. 677.

174 D E S I G N

1312. 688. 1425.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.81 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 1.90 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 105J____________________ 1425X 200X 400_____________________ 116J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 688 3No12 H 344. 677.TO 1425 | | | | 3No12 H 56. 54.TO 1312 | | ==================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1300. MM

175 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 362.

175 D E S I G N

1002. 1300.

YES NO

NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.26 KNS Vc= 55.42 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.87 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 106J____________________ 1300X 200X 400_____________________ 126J____ | | | ======================================================|| | 3No12 H 344. 362.TO 1300 | | | | 3No12 H 56. 0.TO 1002 | ||========================================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | ooo | | ooo | | ooo | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| =====================================================================

69

BEAM LEN -

NO.

1425. MM

176 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

54. 0. 677.

176 D E S I G N

1312. 688. 1425.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 2.14 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 2.30 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 108J____________________ 1425X 200X 400_____________________ 117J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 688 3No12 H 344. 677.TO 1425 | | | | 3No12 H 56. 54.TO 1312 | | ==================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3150. MM

178 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

413. 0. 2043.

178 D E S I G N

2606. 976. 3150.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 22.69 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 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 172. MM C/C FOR 1235. MM AT END SUPPORT - Vu= 22.69 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 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 172. MM C/C FOR 1235. MM ___ 111J____________________ 3150X 200X 400_____________________ 120J____ | | ||====================== ==========================|| | 3No12 H 344. 0.TO |976 3No12 H|344.2043.TO 3150 | | 9*10c/c172 | | | | 9*10c/c172 | | 3No12 H| 56.|413.TO 2606 | | | | | ====================================================== |

70

| | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

180 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

382. 0. 1924.

180 D E S I G N

2493. 951. 3000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.63 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.63 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 108J____________________ 3000X 200X 400_____________________ 105J____ | | ||======================= ===========================|| | 3No12 H 344. 0.TO 951 3No12 H 344.1924.TO 3000 | | | | 3No12 H 56. 382.TO 2493 | | ======================================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

181 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

382. 0. 1924.

181 D E S I G N

2493. 951. 3000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 27.30 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 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 172. MM C/C FOR 1160. MM

71

AT END SUPPORT - Vu= 26.88 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 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 172. MM C/C FOR 1160. MM ___ 105J____________________ 3000X 200X 400_____________________ 1J____ | | ||======================= ===========================|| | 3No12 H 344. 0.TO |951 3No12 H 344.1924.TO 3000 | | 8*10c/c172 | | | | 8*10c/c172 | | 3No12 H| 56.|382.TO 2493 | | | | | ======================================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

5000. MM

182 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 342. 342.

B E A M

3 - 12MM 2 - 16MM 2 - 16MM

N O.

798. 0. 3357.

182 D E S I G N

3993. 1435. 5000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 44.71 KNS Vc= 56.44 KNS Vs= 3.17 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 172. MM C/C FOR 2160. MM AT END SUPPORT - Vu= 44.71 KNS Vc= 56.44 KNS Vs= 3.17 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 172. MM C/C FOR 2160. MM ___ 120J____________________ 5000X 200X 400_____________________ 119J____ | | ||==================== ========================|| | 2No16 H 342.| 0.TO 1435 2No16|H 342.3357.TO 5000 | | 14*10c/c172 | | | | | | 14*10c/c172 | | 3No12 H| 56. 798.TO 3993 | | | | | ================================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | | | oo | | oo | | 2#16 | | 2#16 | | | | 2#16 | | 2#16 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

185 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

72

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

382. 0. 1924.

185 D E S I G N

2493. 951. 3000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 21.99 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 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 172. MM C/C FOR 1160. MM AT END SUPPORT - Vu= 26.42 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 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 172. MM C/C FOR 1160. MM ___ 111J____________________ 2999X 200X 400_____________________ 224J____ | | ||======================= ===========================|| | 3No12 H 344. 0.TO |951 3No12 H 344.1924.TO 3000 | | 8*10c/c172 | | | | 8*10c/c172 | | 3No12 H| 56.|382.TO 2493 | | | | | ======================================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

700. MM

186 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

0. 0. 103.

186 D E S I G N

700. 568. 700.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.07 KNS Vc= 55.96 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 0.00 KNS Vc= 54.28 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 115J____________________ 699X 200X 400_____________________ 228J____ | | ||=========================================================================|| | 3No12 H 344.o120.TO4456803.TO 700 | | | | 3No12 H 56. 0.TO 700 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | |

73

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

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

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

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

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

===================================================================== BEAM LEN -

NO.

1725. MM

187 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

116. 0. 915.

187 D E S I G N

1537. 738. 1725.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.48 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.11 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 116J____________________ 1724X 200X 400_____________________ 215J____ | | ||=============================== ===================================|| | 3No12 H 344. 0.TO 738 3No12 H 344. 915.TO 1725 | | | | 3No12 H 56. 116.TO 1537 | | =============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

1725. MM

188 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

116. 0. 915.

188 D E S I G N

1537. 738. 1725.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.96 KNS Vc= 58.37 KNS Vs= Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.20 KNS Vc= 58.37 KNS Vs= Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1 0.00 KNS LOAD 1

74

___ 117J____________________ 1724X 200X 400_____________________ 119J____ | | ||=============================== ===================================|| | 3No12 H 344. 0.TO 738 3No12 H 344. 915.TO 1725 | | | | 3No12 H 56. 116.TO 1537 | | =============================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

3000. MM

189 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 245. 245.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

392. 0. 2086.

189 D E S I G N

2483. 789. 3000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 18.04 KNS Vc= 30.40 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 0.7 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 123. MM C/C FOR 1260. MM AT END SUPPORT - Vu= 18.04 KNS Vc= 30.40 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 0.7 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 123. MM C/C FOR 1260. MM ___ 117J____________________ 3000X 150X 300_____________________ 116J____ | | ||================== =======================|| | 2No10 H 245.| 0.TO 789 2No10 H|245.2086.TO 3000 | | 12*10c/c123 | | | | 12*10c/c123 | | 2No10 H |55. 392.TO 2483 | | | | | ====================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | | | oo | | oo | | 2#10 | | 2#10 | | | | 2#10 | | 2#10 | | | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | | | | | oo | | oo | | oo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

190 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

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

75

1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 91.

190 D E S I G N

827. 1000.

YES NO

NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 9.68 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 1.87 KN-MET Tc= 1.7 KN-MET Ts= 2.5 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.90 SQ.CM. AT END SUPPORT - Vu= 14.24 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 1.87 KN-MET Tc= 1.7 KN-MET Ts= 2.5 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.90 SQ.CM. ___ 118J____________________ 999X 200X 400_____________________ 107J____ | | | =====================================================================|| | 3No12 H 344. 91.TO 1000 | | | 3*10c/c105 | | 3*10c/c105 | | 3No12 H |56. 0.TO 827 | | ||============================================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

191 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

382. 0. 2174.

191 D E S I G N

2993. 951. 3000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 25.55 KNS Vc= 58.20 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.7 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 172. MM C/C FOR 1160. MM AT END SUPPORT - Vu= 4.39 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 115J____________________ 3000X 200X 400_____________________ 118J____ | | ||======================= ====================|| | 3No12 H 344. 0.TO |951 3No12 H 344.2174.TO 3000 | | 8*10c/c172 | | | | 3No12 H| 56.|382.TO 2993 | | ===================================================================| | | |___________________________________________________________________________| _______ _______ _______ _______ _______

76

| | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

193 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

382. 0.

193 D E S I G N

1000. 1000.

NO YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 6.32 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.44 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.24 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.44 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 107J____________________ 1000X 200X 400_____________________ 122J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | 3No12 H 56. 382.TO 1000 | | ==============================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

194 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 799.

194 D E S I G N

1577. 2000.

___ 122J____________________

2000X 200X

NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.02 KNS Vc= 54.29 KNS Vs= Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.32 KNS Vc= 58.37 KNS Vs= Tu= 0.22 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. | | |

YES NO

0.00 KNS LOAD 1 0.00 KNS LOAD 1

400_____________________

4J____

| =============================================|| 3No12 H 344. 799.TO 2000 |

77

| | | 3No12 H 56. 0.TO 1577 | ||========================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | ooo | | ooo | | ooo | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

500. MM

196 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

246. 0.

196 D E S I G N

500. 500.

NO YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 14.05 KNS Vc= 31.02 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 0.7 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 123. MM C/C FOR 10. MM AT END SUPPORT - Vu= 13.92 KNS Vc= 31.16 KNS Vs= 0.00 KNS Tu= 0.33 KN-MET Tc= 0.7 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 123. MM C/C FOR 10. MM ___ 123J____________________ 500X 150X 300_____________________ 125J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 500 | | | | 2*10c/c123 | 2*10c/c123 | | | 2No10 H 55. 246.TO 500 | | | ======================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | | | | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2200. MM

197 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 442. 442.

2 - 16MM 2 - 16MM 2 - 16MM

20. 0. 1140.

2088. 968. 2200.

NO YES NO

NO NO YES

78

B E A M

N O.

197 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 6.65 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= 5.70 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. ___ 124J____________________ 2199X 250X 500_____________________ 4J____ | | ||================================ ====================================|| | 2No16 H 442. 0.TO 968 2No16 H 442.1140.TO 2200 | | | | 2No16 H 58. 20.TO 2088 | |======================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | | | oo | | oo | | 2#16 | | 2#16 | | | | 2#16 | | 2#16 | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | | | | | oo | | oo | | oo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

198 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 245. 245.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

184. 0. 1294.

198 D E S I G N

1733. 622. 2000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 15.79 KNS Vc= 31.17 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 0.7 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 123. MM C/C FOR 760. MM AT END SUPPORT - Vu= 12.08 KNS Vc= 31.17 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 0.7 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 123. MM C/C FOR 760. MM ___ 123J____________________ 2000X 150X 300_____________________ 124J____ | | ||====================== ==========================|| | 2No10|H 245. 0.TO |622 2No10 H|245.1294.TO 2000 | | 8*10c/c123 | | | | 8*10c/c123 | | 2No10|H 55. 184.TO 1733 | | | | | ============================================================ | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | | | oo | | oo | | 2#10 | | 2#10 | | | | 2#10 | | 2#10 | | | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | | | | | oo | | oo | | oo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| =====================================================================

79

BEAM LEN -

NO.

1700. MM

199 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 245. 245.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

0. 0. 1198.

199 D E S I G N

1700. 1139. 1700.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 2.81 KNS Vc= 31.17 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.09 KNS Vc= 31.17 KNS Vs= 0.00 KNS Tu= 0.01 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 125J____________________ 1699X 150X 300_____________________ 122J____ | | ||================================================= ======================|| | 2No10 H 245. 0.TO 1139 2No10 H 245.1198.TO 1700 | | | | 2No10 H 55. 0.TO 1700 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

700. MM

200 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

136. 0.

200 D E S I G N

700. 700.

NO YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 18.30 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 2.67 KN-MET Tc= 1.7 KN-MET Ts= 3.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 10. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.29 SQ.CM. AT END SUPPORT - Vu= 18.09 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 2.67 KN-MET Tc= 1.7 KN-MET Ts= 3.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 10. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.29 SQ.CM. ___ 126J____________________ 699X 200X 400_____________________ 118J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 700 | | | | 2*10c/c105 | 2*10c/c105 | | | |3No12 H 56. 136.TO 700 | | |

80

| =============================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2200. MM

201 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 58. 442.

B E A M

2 - 16MM 2 - 16MM 2 - 16MM

N O.

0. 204. 0.

201 D E S I G N

438. 2200. 2200.

YES NO YES

NO YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 5.53 KNS Vc= 88.53 KNS Vs= 0.00 KNS Tu= 5.33 KN-MET Tc= 3.1 KN-MET Ts= 7.1 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.82 SQ.CM. AT END SUPPORT - Vu= 8.77 KNS Vc= 88.53 KNS Vs= 0.00 KNS Tu= 5.33 KN-MET Tc= 3.1 KN-MET Ts= 7.1 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.82 SQ.CM. ___ 140J____________________ 2199X 250X 500_____________________ 176J____ | | ||=========================================================================|| | 2No16|H 442. 0.TO 2200 | | | | | | | | | 6*10c/c143 | | | | | | 6*10c/c143 | | | 2No16|HNo58.H 0.TO20438O|2200 | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1425. MM

202 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

202 D E S I G N

1425. 1425.

YES YES

YES YES

R E S U L T S - SHEAR

81

AT START SUPPORT - Vu= 1.23 KNS Vc= 54.62 KNS Vs= 0.00 KNS Tu= 1.71 KN-MET Tc= 1.6 KN-MET Ts= 2.3 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 372. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.83 SQ.CM. AT END SUPPORT - Vu= 6.50 KNS Vc= 54.62 KNS Vs= 0.00 KNS Tu= 1.71 KN-MET Tc= 1.6 KN-MET Ts= 2.3 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 372. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.83 SQ.CM. ___ 127J____________________ 1425X 200X 400_____________________ 133J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 1425| | | | | | | | 5*10c/c105 | | | | | 5*10c/c105 | | | 3No12 H 56.| 0.TO 1425| | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

1650. MM

203 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

203 D E S I G N

1650. 1650.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 20.75 KNS Vc= 54.95 KNS Vs= 0.00 KNS Tu= 5.63 KN-MET Tc= 1.6 KN-MET Ts= 7.5 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 485. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.72 SQ.CM. AT END SUPPORT - Vu= 33.42 KNS Vc= 54.95 KNS Vs= 0.00 KNS Tu= 5.63 KN-MET Tc= 1.6 KN-MET Ts= 7.5 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 485. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.72 SQ.CM. ___ 148J____________________ 1650X 200X 400_____________________ 216J____ | | ||=========================================================================|| | 3No12|H 344. 0.TO 1650 | | | | | | | | | 6*10c/c105 | | | | | | 6*10c/c105 | | | 3No12|H 56. 0.TO 1650 | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo |

82

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

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

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

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

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

===================================================================== BEAM LEN -

NO.

1425. MM

204 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

2 - 12MM 2 - 12MM

N O.

0. 0.

204 D E S I G N

1425. 1425.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.52 KNS Vc= 43.79 KNS Vs= 0.00 KNS Tu= 0.34 KN-MET Tc= 1.0 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 2.91 KNS Vc= 63.27 KNS Vs= 0.00 KNS Tu= 0.34 KN-MET Tc= 1.0 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 130J____________________ 1425X 150X 400_____________________ 134J____ | | ||=========================================================================|| | 2No12 H 344. 0.TO 1425 | | | | 2No12 H 56. 0.TO 1425 | ||=========================================================================|| | | |___________________________________________________________________________| _____ _____ _____ _____ _____ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12| | 2#12| | 2#12| | 2#12| | 2#12| | | | | | | | | | | | 2#12| | 2#12| | 2#12| | 2#12| | 2#12| | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_____| |_____| |_____| |_____| |_____| ===================================================================== BEAM LEN -

NO.

3150. MM

205 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

0. 0. 1518.

205 D E S I G N

3150. 2026. 3150.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 18.10 KNS Vc= 58.93 KNS Vs= 0.00 KNS Tu= 3.77 KN-MET Tc= 1.7 KN-MET Ts= 5.0 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1235. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.82 SQ.CM. AT END SUPPORT - Vu= 21.38 KNS Vc= 75.35 KNS Vs= Tu= 3.77 KN-MET Tc= 1.7 KN-MET Ts= 5.0 KN-MET STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

0.00 KNS LOAD 11

83

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1235. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.82 SQ.CM. ___ 131J____________________ 3150X 200X 400_____________________ 137J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2026| | | | 3No12 H|344.1518.TO|3150 | | | | | | | 13*10c/c105 | | | | | | | | | | | | | | | | 13*10c/c105 | | | 3No12 H 56.| 0.TO 3150| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

206 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

0. 0. 1424.

206 D E S I G N

3000. 1701. 3000.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 5.42 KNS Vc= 56.74 KNS Vs= 0.00 KNS Tu= 0.31 KN-MET Tc= 1.6 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.38 KNS Vc= 56.74 KNS Vs= 0.00 KNS Tu= 0.31 KN-MET Tc= 1.6 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 130J____________________ 3000X 200X 400_____________________ 127J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1701 3No12 H 344.1424.TO 3000 | | | | 3No12 H 56. 0.TO 3000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

207 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 342.

3 - 12MM 3 - 12MM 2 - 16MM

0. 0. 274.

3000. 951. 3000.

YES YES NO

YES NO YES

84

B E A M

N O.

207 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 11.62 KNS Vc= 100.97 KNS Vs= 0.00 KNS Tu= 2.51 KN-MET Tc= 1.7 KN-MET Ts= 3.3 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.21 SQ.CM. AT END SUPPORT - Vu= 25.53 KNS Vc= 56.68 KNS Vs= 0.00 KNS Tu= 2.51 KN-MET Tc= 1.7 KN-MET Ts= 3.3 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.21 SQ.CM. ___ 127J____________________ 3000X 200X 400_____________________ 27J____ | | ||=========================================================================|| | 3No122Ho344.|340.TO74951|3000 | | | | | | | | | | | | | | | | | 13*10c/c105 | | | | | | | | | | | | | | | | 13*10c/c105 | | | 3No12 H 56.| 0.TO 3000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | oo | | oo | | oo | | 3#12 | | 3#12 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1600. MM

208 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 344.

B E A M

2 - 16MM 3 - 12MM

N O.

0. 0.

208 D E S I G N

1600. 1118.

YES YES

YES NO

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 37.84 KNS Vc= 94.68 KNS Vs= 0.00 KNS Tu= 0.53 KN-MET Tc= 1.7 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 171. MM C/C FOR 460. MM AT END SUPPORT - Vu= 27.32 KNS Vc= 55.73 KNS Vs= 0.00 KNS Tu= 0.53 KN-MET Tc= 1.7 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 171. MM C/C FOR 460. MM ___ 137J____________________ 1600X 200X 400_____________________ 144J____ | | ||==================================================== | | 3No12 H 344. 0.TO 1118 | | | | 4*10c/c171 | | | 4*10c/c171 | | 2No16 H 58. 0.TO 1600 | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | | | | | 3#12 | | 3#12 | | 3#12 | | | | |

85

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

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

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

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

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

===================================================================== BEAM LEN -

NO.

1600. MM

209 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

0. 0. 949.

209 D E S I G N

1600. 451. 1600.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 20.07 KNS Vc= 57.54 KNS Vs= 0.00 KNS Tu= 5.20 KN-MET Tc= 1.7 KN-MET Ts= 6.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 460. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.51 SQ.CM. AT END SUPPORT - Vu= 6.51 KNS Vc= 54.71 KNS Vs= 0.00 KNS Tu= 5.20 KN-MET Tc= 1.7 KN-MET Ts= 6.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 460. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.51 SQ.CM. ___ 131J____________________ 1600X 200X 400_____________________ 143J____ | | ||==================== ==============================|| | 3No12|H 344. 0.TO 451 3No12 H 344. 949.TO 1600 | | | 6*10c/c105 | | | | 6*10c/c105 | | | 3No12|H 56. 0.TO 1600 | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

875. MM

211 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

211 D E S I G N

875. 875.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 2.26 KNS Vc= 55.28 KNS Vs= Tu= 6.67 KN-MET Tc= 1.6 KN-MET Ts= 8.9 KN-MET STIRRUPS ARE REQUIRED FOR TORSION.

0.00 KNS LOAD 13

86

REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 97. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

3.22 SQ.CM.

AT END SUPPORT - Vu= 4.02 KNS Vc= 55.28 KNS Vs= 0.00 KNS Tu= 6.67 KN-MET Tc= 1.6 KN-MET Ts= 8.9 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 97. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.22 SQ.CM. ___ 133J____________________ 874X 200X 400_____________________ 152J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 875 | | | | 2*10c/c105 2*10c/c105 | | | 3No12 H 56. 0.TO 875 | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1725. MM

212 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

2 - 12MM 2 - 12MM

N O.

0. 0.

212 D E S I G N

1725. 1725.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.88 KNS Tu= 5.3 KN-MET Vc= 41.1 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 11.26 KNS Tu= 5.3 KN-MET Vc= 47.9 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 134J____________________ 1724X 150X 400_____________________ 136J____ | | ||=========================================================================|| | 2No12 H 344. 0.TO 1725 | | | | 2No12 H 56. 0.TO 1725 | ||=========================================================================|| | | |___________________________________________________________________________| _____ _____ _____ _____ _____ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12| | 2#12| | 2#12| | 2#12| | 2#12| | | | | | | | | | | | 2#12| | 2#12| | 2#12| | 2#12| | 2#12| | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_____| |_____| |_____| |_____| |_____| ===================================================================== BEAM

NO.

LEN -

1000. MM

LEVEL

HEIGHT (MM)

213 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

BAR INFO

FC -

25. FROM (MM)

MPA, SIZE TO (MM)

200. X

400. MMS ANCHOR STA END

87

_____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

213 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 25.03 KNS Tu= 9.1 KN-MET Vc= 56.6 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 23.22 KNS Tu= 9.1 KN-MET Vc= 56.6 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 134J____________________ 999X 200X 400_____________________ 217J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | 3No12 H 56. 0.TO 1000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

214 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 342.

B E A M

3 - 12MM 2 - 16MM

N O.

0. 0.

214 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 25.03 KNS Vc= 55.28 KNS Vs= 0.00 KNS Tu= 4.53 KN-MET Tc= 1.6 KN-MET Ts= 6.0 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.19 SQ.CM. AT END SUPPORT - Vu= 29.11 KNS Vc= 55.28 KNS Vs= 0.00 KNS Tu= 4.53 KN-MET Tc= 1.6 KN-MET Ts= 6.0 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.19 SQ.CM. ___ 135J____________________ 999X 200X 400_____________________ 129J____ | | ||=========================================================================|| | 2No16 H 342. 0.TO 1000 | | | | | 3*10c/c105 | | 3*10c/c105 | | | 3No12 H |56. 0.TO 1000 | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | |

88

| oo | | 2#16 | | | | 3#12 | | ooo | | | |_______|

| oo | | 2#16 | | | | 3#12 | | ooo | | | |_______|

| oo | | 2#16 | | | | 3#12 | | ooo | | | |_______|

| oo | | 2#16 | | | | 3#12 | | ooo | | | |_______|

| oo | | 2#16 | | | | 3#12 | | ooo | | | |_______|

===================================================================== BEAM LEN -

NO.

1200. MM

221 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

221 D E S I G N

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 16.27 KNS Vc= 55.28 KNS Vs= 0.00 KNS Tu= 4.53 KN-MET Tc= 1.6 KN-MET Ts= 6.0 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 260. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.19 SQ.CM. AT END SUPPORT - Vu= 10.76 KNS Vc= 55.28 KNS Vs= 0.00 KNS Tu= 4.53 KN-MET Tc= 1.6 KN-MET Ts= 6.0 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 260. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.19 SQ.CM. ___ 135J____________________ 1200X 200X 400_____________________ 148J____ | | ||=========================================================================|| | 3No12 H|344. |0.TO 1200 | | | | | | 4*10c/c105 | | | | 4*10c/c105 | | | 3No12 H| 56. |0.TO 1200 | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1400. MM

234 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

234 D E S I G N

1400. 1400.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 22.27 KNS Vc= 56.51 KNS Vs= Tu= 6.04 KN-MET Tc= 1.7 KN-MET Ts= 8.0 KN-MET STIRRUPS ARE REQUIRED FOR TORSION.

0.00 KNS LOAD 14

89

REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 360. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

2.92 SQ.CM.

AT END SUPPORT - Vu= 33.04 KNS Vc= 62.85 KNS Vs= 0.00 KNS Tu= 6.04 KN-MET Tc= 1.7 KN-MET Ts= 8.0 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 360. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.92 SQ.CM. ___ 143J____________________ 1399X 200X 400_____________________ 192J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 1400| | | | | | | | 5*10c/c105 | | | | | 5*10c/c105 | | | 3No12 H 56.| 0.TO 1400| | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3400. MM

235 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 344.

B E A M

2 - 16MM 3 - 12MM

N O.

0. 0.

235 D E S I G N

3400. 3400.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.13 KNS Vc= 54.11 KNS Vs= 0.00 KNS Tu= 0.57 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 33.85 KNS Vc= 77.99 KNS Vs= 0.00 KNS Tu= 0.93 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 16 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 171. MM C/C FOR 1360. MM ___ 144J____________________ 3399X 200X 400_____________________ 136J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 3400 | | | | | | | | | | | | | | | | 9*10c/c171 | | | 2No16 H 58. 0.TO 3400 | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3150. MM

236 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

90

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 245. 245.

B E A M

2 - 12MM 2 - 10MM 2 - 10MM

N O.

0. 0. 2205.

236 D E S I G N

3150. 2389. 3150.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 22.42 KNS Vc= 31.67 KNS Vs= 0.00 KNS Tu= 1.08 KN-MET Tc= 0.7 KN-MET Ts= 1.4 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 1335. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.91 SQ.CM. AT END SUPPORT - Vu= 16.39 KNS Vc= 34.12 KNS Vs= 0.00 KNS Tu= 1.08 KN-MET Tc= 0.7 KN-MET Ts= 1.4 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 1335. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.91 SQ.CM. ___ 143J____________________ 3150X 150X 300_____________________ 144J____ | | ||=========================================================================|| | 2No10 H 245.| |0.TO 2389| | | | | | | | | | | | |2No10|H|245.2205.TO|3150 | | 21*10c/c 68 | | | | | | | | | | | | | | | | | | | | | | | |21*10c/c 68| | | | 2No12 H |56.| |0.TO 3150| | | | | | | | | | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

237 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

237 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 5.55 KNS Vc= 57.09 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 6.54 KNS Vc= 57.09 KNS Vs= 0.00 KNS Tu= 0.06 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 146J____________________ 3000X 200X 400_____________________ 145J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 3000 | | | | 3No12 H 56. 0.TO 3000 | ||=========================================================================|| | | |___________________________________________________________________________|

91

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

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

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

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

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

===================================================================== BEAM LEN -

NO.

1000. MM

244 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

244 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.00 KNS Vc= 54.34 KNS Vs= 0.00 KNS Tu= 1.87 KN-MET Tc= 1.7 KN-MET Ts= 2.5 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.90 SQ.CM. AT END SUPPORT - Vu= 3.44 KNS Vc= 54.49 KNS Vs= 0.00 KNS Tu= 1.87 KN-MET Tc= 1.7 KN-MET Ts= 2.5 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.90 SQ.CM. ___ 148J____________________ 1000X 200X 400_____________________ 139J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | | 3*10c/c105 | | 3*10c/c105 | | | 3No12 H |56. 0.TO 1000 | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

246 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

246 D E S I G N

AT START SUPPORT - Vu=

10.77 KNS

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

Vc=

61.95 KNS

Vs=

0.00 KNS

92

Tu=

0.27 KN-MET

Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 8.32 KNS Vc= 69.35 KNS Vs= 0.00 KNS Tu= 0.27 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 152J____________________ 3000X 200X 400_____________________ 151J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 3000 | | | | 3No12 H 56. 0.TO 3000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

250 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

250 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 20.51 KNS Vc= 56.74 KNS Vs= 0.00 KNS Tu= 1.99 KN-MET Tc= 1.6 KN-MET Ts= 2.7 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.96 SQ.CM. AT END SUPPORT - Vu= 0.07 KNS Vc= 56.74 KNS Vs= 0.00 KNS Tu= 1.99 KN-MET Tc= 1.6 KN-MET Ts= 2.7 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.96 SQ.CM. ___ 139J____________________ 2000X 200X 400_____________________ 140J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No12 H |56.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

257 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

93

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 344.

B E A M

3 - 16MM 3 - 12MM

N O.

0. 0.

257 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 17.05 KNS Tu= 7.7 KN-MET Vc= 54.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 19.87 KNS Tu= 7.7 KN-MET Vc= 54.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 190J____________________ 1000X 200X 400_____________________ 187J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | 3No16 H 58. 0.TO 1000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

260 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

260 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 29.44 KNS Vc= 55.87 KNS Vs= 0.00 KNS Tu= 5.32 KN-MET Tc= 1.6 KN-MET Ts= 7.1 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.57 SQ.CM. AT END SUPPORT - Vu= 21.90 KNS Vc= 55.87 KNS Vs= 0.00 KNS Tu= 5.32 KN-MET Tc= 1.6 KN-MET Ts= 7.1 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.57 SQ.CM. ___ 155J____________________ 3000X 200X 400_____________________ 153J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 3000| | | | | | | | | | | | | | | | | | | 13*10c/c105 | | | | | | | | | | | | | | | | 13*10c/c105 | | | 3No12 H 56.| 0.TO 3000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________|

94

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

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

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

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

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

===================================================================== BEAM LEN -

NO.

3000. MM

261 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

0. 0. 1674.

261 D E S I G N

3000. 951. 3000.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 19.68 KNS Vc= 63.50 KNS Vs= 0.00 KNS Tu= 1.73 KN-MET Tc= 1.7 KN-MET Ts= 2.3 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.84 SQ.CM. AT END SUPPORT - Vu= 28.64 KNS Vc= 57.29 KNS Vs= 0.00 KNS Tu= 1.73 KN-MET Tc= 1.7 KN-MET Ts= 2.3 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.84 SQ.CM. ___ 153J____________________ 3000X 200X 400_____________________ 47J____ | | ||======================= =================================|| | 3No12 H 344.| 0.TO 951 3No12 H|344.1674.TO|3000 | | | | | 13*10c/c105 | | | | | | | | | | 13*10c/c105 | | | 3No12 H 56.| 0.TO 3000 | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

268 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 342. 310.

B E A M

3 - 16MM 3 - 16MM 1 - 16MM

N O.

0. 0. 0.

268 D E S I G N

2000. 2000. 2000.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

95

AT START SUPPORT - Vu= 72.71 KNS Vc= 54.49 KNS Vs= 42.46 KNS Tu= 0.48 KN-MET Tc= 1.6 KN-MET Ts= 0.0 KN-MET LOAD 11 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT IS REQUIRED FOR SHEAR. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 171. MM C/C FOR 660. MM AT END SUPPORT - Vu= 24.82 KNS Vc= 55.72 KNS Vs= 0.00 KNS Tu= 0.67 KN-MET Tc= 1.6 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 171. MM C/C FOR 660. MM ___ 178J____________________ 1999X 200X 400_____________________ 187J____ | | ||=========================================================================|| | 3No16 H|342. |0.TO 2000 | | | | | | | | 5*10c/c171 | | | | | | 5*10c/c171 | | | 3No16 H| 58. |0.TO 2000 | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

277 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

277 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.98 KNS Vc= 56.58 KNS Vs= 0.00 KNS Tu= 0.65 KN-MET Tc= 1.6 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 33.12 KNS Vc= 55.71 KNS Vs= 0.00 KNS Tu= 0.97 KN-MET Tc= 1.6 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 172. MM C/C FOR 1160. MM ___ 190J____________________ 3000X 200X 400_____________________ 191J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 3000 | | | | | | | | | | | | | | | 8*10c/c172 | | | 3No12 H 56. 0.TO 3000 | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| =====================================================================

96

BEAM LEN -

NO.

1000. MM

288 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

288 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 17.94 KNS Vc= 91.69 KNS Vs= 0.00 KNS Tu= 10.87 KN-MET Tc= 3.2 KN-MET Ts= 14.5 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.70 SQ.CM. AT END SUPPORT - Vu= 16.89 KNS Vc= 91.69 KNS Vs= 0.00 KNS Tu= 10.87 KN-MET Tc= 3.2 KN-MET Ts= 14.5 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.70 SQ.CM. ___ 176J____________________ 1000X 250X 500_____________________ 145J____ | | ||=========================================================================|| | 2No16 H 442. 0.TO 1000 | | | | 2*10c/c143| 2*10c/c143 | | | 2No16 H 58. 0.TO 1000 | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1700. MM

290 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

290 D E S I G N

1700. 1700.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 7.00 KNS Vc= 88.03 KNS Vs= 0.00 KNS Tu= 6.54 KN-MET Tc= 3.1 KN-MET Ts= 8.7 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 410. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.23 SQ.CM. AT END SUPPORT - Vu= 0.35 KNS Vc= 88.03 KNS Vs= 0.00 KNS Tu= 6.54 KN-MET Tc= 3.1 KN-MET Ts= 8.7 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 410. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.23 SQ.CM.

97

___ 29J____________________ 1700X 250X 500_____________________ 151J____ | | ||=========================================================================|| | 2No16 H|442. |0.TO 1700 | | | | | | 4*10c/c143 | | | | 4*10c/c143 | | | 2No16 H| 58. |0.TO 1700 | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

297 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

297 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 16.37 KNS Vc= 56.98 KNS Vs= 0.00 KNS Tu= 4.81 KN-MET Tc= 1.7 KN-MET Ts= 6.4 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.33 SQ.CM. AT END SUPPORT - Vu= 14.78 KNS Vc= 56.98 KNS Vs= 0.00 KNS Tu= 4.81 KN-MET Tc= 1.7 KN-MET Ts= 6.4 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.33 SQ.CM. ___ 129J____________________ 1000X 200X 400_____________________ 146J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | | 3*10c/c105 | | 3*10c/c105 | | | 3No12 H |56. 0.TO 1000 | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

298 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

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

98

1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

298 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 8.51 KNS Vc= 57.61 KNS Vs= 0.00 KNS Tu= 1.96 KN-MET Tc= 1.7 KN-MET Ts= 2.6 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.95 SQ.CM. AT END SUPPORT - Vu= 21.72 KNS Vc= 57.29 KNS Vs= 0.00 KNS Tu= 1.96 KN-MET Tc= 1.7 KN-MET Ts= 2.6 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.95 SQ.CM. ___ 178J____________________ 3000X 200X 400_____________________ 177J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 3000| | | | | | | | | | | | | | | | | | | 13*10c/c105 | | | | | | | | | | | | | | | | 13*10c/c105 | | | 3No12 H 56.| 0.TO 3000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

1000. MM

305 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

305 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 13.66 KNS Vc= 56.24 KNS Vs= 0.00 KNS Tu= 4.93 KN-MET Tc= 1.6 KN-MET Ts= 6.6 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.38 SQ.CM. AT END SUPPORT - Vu= 20.52 KNS Vc= 56.24 KNS Vs= 0.00 KNS Tu= 4.93 KN-MET Tc= 1.6 KN-MET Ts= 6.6 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.38 SQ.CM. ___ 181J____________________ 999X 200X 400_____________________ 155J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | | 3*10c/c105 | | 3*10c/c105 | | | 3No12 H |56. 0.TO 1000 | | | |

99

||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

2000. MM

308 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 342. 310.

B E A M

3 - 16MM 3 - 16MM 1 - 16MM

N O.

0. 0. 0.

308 D E S I G N

2000. 2000. 2000.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 79.15 KNS Vc= 56.33 KNS Vs= 49.21 KNS Tu= 2.67 KN-MET Tc= 1.6 KN-MET Ts= 3.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.29 SQ.CM. AT END SUPPORT - Vu= 58.23 KNS Vc= 56.33 KNS Vs= 21.31 KNS Tu= 2.67 KN-MET Tc= 1.6 KN-MET Ts= 3.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.29 SQ.CM. ___ 153J____________________ 2000X 200X 400_____________________ 185J____ | | ||=========================================================================|| | 3No16 H 342.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No16 H |58.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

311 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 342.

3 - 12MM 3 - 16MM

0. 0.

4000. 4000.

YES YES

YES YES

100

B E A M

N O.

311 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 47.51 KNS Vc= 56.57 KNS Vs= 6.77 KNS Tu= 5.07 KN-MET Tc= 1.6 KN-MET Ts= 6.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.45 SQ.CM. AT END SUPPORT - Vu= 15.87 KNS Vc= 56.57 KNS Vs= 0.00 KNS Tu= 5.07 KN-MET Tc= 1.6 KN-MET Ts= 6.8 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.45 SQ.CM. ___ 184J____________________ 4000X 200X 400_____________________ 185J____ | | ||=========================================================================|| | 3No16 H 342.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | | 17*10c/c105 | | | | | | | | | | | | | | | | | | | | |17*10c/c105| | | | 3No12 H |56.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

313 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

313 D E S I G N

4000. 4000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 31.86 KNS Vc= 55.45 KNS Vs= 0.00 KNS Tu= 5.66 KN-MET Tc= 1.6 KN-MET Ts= 7.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.74 SQ.CM. AT END SUPPORT - Vu= 20.73 KNS Vc= 55.45 KNS Vs= 0.00 KNS Tu= 5.66 KN-MET Tc= 1.6 KN-MET Ts= 7.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.74 SQ.CM. ___ 186J____________________ 4000X 200X 400_____________________ 187J____ | | ||=========================================================================|| | 3No12 H 344.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | | 17*10c/c105 | | | | | | | | | | | | | | | | | | | | |17*10c/c105| | | | 3No12 H |56.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 |

101

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

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

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

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

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

===================================================================== BEAM LEN -

NO.

2000. MM

314 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

314 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.34 KNS Vc= 56.82 KNS Vs= 0.00 KNS Tu= 2.90 KN-MET Tc= 1.7 KN-MET Ts= 3.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.40 SQ.CM. AT END SUPPORT - Vu= 25.06 KNS Vc= 56.82 KNS Vs= 0.00 KNS Tu= 2.90 KN-MET Tc= 1.7 KN-MET Ts= 3.9 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.40 SQ.CM. ___ 188J____________________ 2000X 200X 400_____________________ 189J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No12 H |56.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

315 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

315 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 6.20 KNS Vc= 56.24 KNS Vs= Tu= 4.93 KN-MET Tc= 1.6 KN-MET Ts= 6.6 KN-MET STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

0.00 KNS LOAD 13

102

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

2.38 SQ.CM.

AT END SUPPORT - Vu= 0.67 KNS Vc= 56.24 KNS Vs= 0.00 KNS Tu= 4.93 KN-MET Tc= 1.6 KN-MET Ts= 6.6 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.38 SQ.CM. ___ 188J____________________ 1000X 200X 400_____________________ 181J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | | 3*10c/c105 | | 3*10c/c105 | | | 3No12 H |56. 0.TO 1000 | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

316 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 342.

B E A M

3 - 12MM 3 - 16MM

N O.

0. 0.

316 D E S I G N

910. 1000.

YES YES

NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 39.59 KNS Vc= 57.31 KNS Vs= 0.00 KNS Tu= 4.55 KN-MET Tc= 1.7 KN-MET Ts= 6.1 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.20 SQ.CM. AT END SUPPORT - Vu= 42.81 KNS Vc= 56.18 KNS Vs= 0.89 KNS Tu= 4.55 KN-MET Tc= 1.7 KN-MET Ts= 6.1 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.20 SQ.CM. ___ 189J____________________ 1000X 200X 400_____________________ 184J____ | | ||=========================================================================|| | 3No16 H 342. 0.TO 1000 | | | | 3*10c/c105 | | 3*10c/c105 | | 3No12 H |56. 0.TO 910 | | | ||==================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM

NO.

317 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05

103

LEN -

3000. MM

FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

0. 0. 1174.

317 D E S I G N

3000. 1701. 3000.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 12.88 KNS Vc= 56.97 KNS Vs= 0.00 KNS Tu= 3.78 KN-MET Tc= 1.7 KN-MET Ts= 5.0 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.83 SQ.CM. AT END SUPPORT - Vu= 20.52 KNS Vc= 68.95 KNS Vs= 0.00 KNS Tu= 3.78 KN-MET Tc= 1.7 KN-MET Ts= 5.0 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.83 SQ.CM. ___ 184J____________________ 3000X 200X 400_____________________ 186J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 1701| |3No12|H 344.1174.TO 3000 | | | | | | | | | 13*10c/c105 | | | | | | | | | | | | | | | | 13*10c/c105 | | | 3No12 H 56.| 0.TO 3000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

2000. MM

318 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 344.

B E A M

3 - 16MM 3 - 12MM

N O.

0. 799.

318 D E S I G N

2000. 2000.

YES NO

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.72 KNS Vc= 54.11 KNS Vs= 0.00 KNS Tu= 5.54 KN-MET Tc= 1.6 KN-MET Ts= 7.4 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.68 SQ.CM. AT END SUPPORT - Vu= 25.39 KNS Vc= 54.11 KNS Vs= Tu= 5.54 KN-MET Tc= 1.6 KN-MET Ts= 7.4 KN-MET STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

0.00 KNS LOAD 11

104

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

2.68 SQ.CM.

___ 190J____________________ 2000X 200X 400_____________________ 185J____ | | | =============================================|| | |3No12 H 344. 799.TO|2000 | | | | | | | 8*10c/c105 | | | | | 8*10c/c105 | | | 3No16 H 58. 0.TO 2000 | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | ooo | | ooo | | ooo | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

319 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

319 D E S I G N

1077. 2000.

YES YES

NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 16.11 KNS Vc= 56.65 KNS Vs= 0.00 KNS Tu= 2.13 KN-MET Tc= 1.7 KN-MET Ts= 2.8 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.03 SQ.CM. AT END SUPPORT - Vu= 6.09 KNS Vc= 56.24 KNS Vs= 0.00 KNS Tu= 2.13 KN-MET Tc= 1.7 KN-MET Ts= 2.8 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.03 SQ.CM. ___ 192J____________________ 2000X 200X 400_____________________ 130J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2000| | | | 8*10c/c105 | | | | | 8*10c/c105 | | 3No12 H |56.| 0.TO 1077| | | ||======================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

5000. MM

327 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

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

105

1 2 3

56. 144. 120.

B E A M

2 - 12MM 2 - 12MM 1 - 12MM

N O.

0. 0. 0.

327 D E S I G N

5000. 5000. 5000.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.06 KNS Vc= 17.37 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 0.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 72. MM C/C FOR 2360. MM AT END SUPPORT - Vu= 0.67 KNS Vc= 17.13 KNS Vs= 0.00 KNS Tu= 0.08 KN-MET Tc= 0.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 72. MM C/C FOR 2360. MM ___ 200J____________________ 5000X 150X 200_____________________ 203J____ | | | | ||=========================================================================|| | 2No12cHc156.| |0.TO 5000| | | | | | | | | | | | | | | | | |34*10c/c 72| | | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

400. MM

328 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 244. 220.

B E A M

2 - 10MM 2 - 12MM 2 - 12MM

N O.

0. 0. 0.

328 D E S I G N

400. 400. 400.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

___ 194J____________________ 400X 150X 300_____________________ 285J____ | | ||=========================================================================|| ||2No12=H=244.===0.TO==400=================================================|| | 2No12 H 220. 0.TO 400 | | 2No10 H 55. 0.TO 400 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM

NO.

329 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05

106

LEN -

200. MM

FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 245. 225.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

0. 0. 0.

329 D E S I G N

200. 200. 200.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

___ 194J____________________ 200X 150X 300_____________________ 274J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 200 | | | | 2No10 H 55. 0.TO 200 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

200. MM

332 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 145.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

332 D E S I G N

200. 200.

YES YES

YES YES

R E S U L T S - SHEAR

___ 200J____________________ 200X 150X 200_____________________ 275J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 200 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM

NO.

LEN -

2000. MM

LEVEL

HEIGHT (MM)

334 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

BAR INFO

FC -

25. FROM (MM)

MPA, SIZE TO (MM)

150. X

300. MMS ANCHOR STA END

107

_____________________________________________________________________ 1 2 3 4

56. 80. 245. 225.

B E A M

2 1 2 2

N O.

-

12MM 12MM 10MM 10MM

0. 0. 0. 0.

334 D E S I G N

2000. 2000. 2000. 2000.

YES YES YES YES

YES YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 28.59 KNS Tu= 3.0 KN-MET Vc= 32.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 14.93 KNS Tu= 3.0 KN-MET Vc= 29.8 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 194J____________________ 2000X 150X 300_____________________ 203J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 2000 | | 1No12 H 80. 0.TO 2000 | ||2No12=H==56.===0.TO=2000=================================================|| ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

335 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 244. 245.

B E A M

2 - 10MM 2 - 12MM 2 - 10MM

N O.

0. 0. 1878.

335 D E S I G N

4000. 2013. 4000.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 15.90 KNS Vc= 29.86 KNS Vs= 0.00 KNS Tu= 1.25 KN-MET Tc= 0.8 KN-MET Ts= 1.7 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 1760. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.05 SQ.CM. AT END SUPPORT - Vu= 5.96 KNS Vc= 30.33 KNS Vs= 0.00 KNS Tu= 1.25 KN-MET Tc= 0.8 KN-MET Ts= 1.7 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 1760. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.05 SQ.CM. ___ 202J____________________ 4000X 150X 300_____________________ 203J____ | | ||=========================================================================|| | 2No12 H 244.| |0.TO 2013| | | | | 2No10 H 245.1878.TO 4000| | | | | | | | | | 28*10c/c 68 | | | | | | | | | | | | | | | | | | | | | | | |28*10c/c 68| | | | 2No10 H |55.| |0.TO 4000| | | | | | | | | | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | |

108

| oo | | 2#12 | | | | 2#10 | | oo | | | |_______|

| oo | | 2#12 | | | | 2#10 | | oo | | | |_______|

| oo | | 2#12 | | | | 2#10 | | oo | | | |_______|

| oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

| oo | | 2#10 | | | | 2#10 | | oo | | | |_______|

===================================================================== BEAM LEN -

NO.

1200. MM

336 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 55. 2 - 10MM 0. ___ 204J____________________ 1199X 150X

1200. YES YES 200_____________________ 278J____ | | | | | | | 2No10 H 55. 0.TO 1200 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

2000. MM

337 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 245. 245.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

0. 0. 128.

337 D E S I G N

2000. 456. 2000.

YES YES NO

YES NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.13 KNS Tu= 2.9 KN-MET Vc= 29.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 10.94 KNS Tu= 2.9 KN-MET Vc= 29.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 206J____________________ 2000X 150X 300_____________________ 207J____ | | ||=========================================================================|| | 2No10oH0245.45.0.TO.T456000 | | | | 2No10 H 55. 0.TO 2000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | |

109

| 2#10 | | oo | | | |_______|

| 2#10 | | oo | | | |_______|

| 2#10 | | oo | | | |_______|

| 2#10 | | oo | | | |_______|

| 2#10 | | oo | | | |_______|

===================================================================== BEAM LEN -

NO.

1000. MM

339 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 244.

B E A M

2 - 10MM 2 - 12MM

N O.

0. 0.

339 D E S I G N

900. 1000.

YES YES

NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 16.66 KNS Vc= 32.28 KNS Vs= 0.00 KNS Tu= 0.82 KN-MET Tc= 0.7 KN-MET Ts= 1.1 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 260. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.69 SQ.CM. AT END SUPPORT - Vu= 18.76 KNS Vc= 29.84 KNS Vs= 0.00 KNS Tu= 0.82 KN-MET Tc= 0.7 KN-MET Ts= 1.1 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 260. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.69 SQ.CM. ___ 207J____________________ 1000X 150X 300_____________________ 202J____ | | ||=========================================================================|| | 2No12 H 244.| 0.TO 1000| | | | | | | 5*10c/c 68 | | | | | 5*10c/c 68 | | 2No10 H 55.| 0.TO 900| | | | | | ||=================================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

340 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 55. 145. B E A M

2 - 10MM 2 - 10MM 2 - 10MM N O.

0. 2237. 0.

340 D E S I G N

1888. 3000. 3000.

YES NO YES

NO YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.37 KNS Tu= 1.2 KN-MET Vc= 17.9 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 1 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.

110

AT END LOAD

SUPPORT - Vu= 1.59 KNS Tu= 1.2 KN-MET Vc= 17.9 KNS, ACI 318:CLAUSE 11.6.3.1 1 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.

___ 202J____________________ 3000X 150X 200_____________________ 204J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 1888 2No10 H 55.2237.TO 3000 | ||============================================== ===================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

1000. MM

351 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

351 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 6.05 KNS Tu= 2.9 KN-MET Vc= 31.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 6.05 KNS Tu= 2.9 KN-MET Vc= 30.9 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 212J____________________ 1000X 150X 300_____________________ 206J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 1000 | | | | 2No10 H 55. 0.TO 1000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

3000. MM

356 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

2 - 10MM 2 - 10MM

0. 0.

3000. 1789.

YES YES

YES NO

111

3

245.

B E A M

2 - 10MM

N O.

1836.

356 D E S I G N

3000.

NO

YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 7.35 KNS Tu= 1.7 KN-MET Vc= 35.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 14 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 6.36 KNS Vc= 55.33 KNS Vs= 0.00 KNS Tu= 1.68 KN-MET Tc= 0.8 KN-MET Ts= 2.2 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 1260. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.41 SQ.CM. ___ 203J____________________ 3000X 150X 300_____________________ 68J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 1789 | | | | | |2No10|H|245.1836.TO|3000 | | | | | | | | | | | | | | | | |20*10c/c 68| | | | 2No10 H 55. 0.TO 3000 | | | | | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

359 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

4 - 16MM 2 - 16MM

N O.

0. 0.

359 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 16.98 KNS Vc= 90.90 KNS Vs= 0.00 KNS Tu= 17.27 KN-MET Tc= 3.2 KN-MET Ts= 23.0 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.89 SQ.CM. AT END SUPPORT - Vu= 3.88 KNS Vc= 90.90 KNS Vs= 0.00 KNS Tu= 17.27 KN-MET Tc= 3.2 KN-MET Ts= 23.0 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.89 SQ.CM. ___ 48J____________________ 2000X 250X 500_____________________ 191J____ | | ||=========================================================================|| | 2No16 H 442.| 0.TO 2000| | | | | | | | 5*12c/c143 | | | | | 5*12c/c143 | | | 4No16 H 58.| 0.TO 2000| | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 |

112

| | | 4#16 | | oooo | | | |_______|

| | | 4#16 | | oooo | | | |_______|

| | | 4#16 | | oooo | | | |_______|

| | | 4#16 | | oooo | | | |_______|

| | | 4#16 | | oooo | | | |_______|

===================================================================== BEAM LEN -

NO.

850. MM

360 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

217. 0.

360 D E S I G N

850. 850.

NO YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 6.58 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.81 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 215J____________________ 850X 200X 400_____________________ 106J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 850 | | | | 3No12 H 56. 217.TO 850 | | ========================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

850. MM

361 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 56. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

0. 430. 0.

361 D E S I G N

597. 850. 850.

YES NO YES

NO YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 30.12 KNS Vc= 55.04 KNS Vs= 0.00 KNS Tu= 6.26 KN-MET Tc= 1.6 KN-MET Ts= 8.4 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 85. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.03 SQ.CM. AT END SUPPORT - Vu= 27.95 KNS Vc= 55.04 KNS Vs= 0.00 KNS Tu= 6.26 KN-MET Tc= 1.6 KN-MET Ts= 8.4 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 85. MM

113

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.03 SQ.CM. ___ 216J____________________ 850X 200X 400_____________________ 152J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 850 | | | | 2*10c/c105 2*10c/c105 | | | 3No12 H 56. 0.TO 597 3No12 H 56. 430.TO 850 | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

364 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

364 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.97 KNS Vc= 56.60 KNS Vs= 0.00 KNS Tu= 5.27 KN-MET Tc= 1.6 KN-MET Ts= 7.0 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.54 SQ.CM. AT END SUPPORT - Vu= 19.32 KNS Vc= 56.60 KNS Vs= 0.00 KNS Tu= 5.27 KN-MET Tc= 1.6 KN-MET Ts= 7.0 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.54 SQ.CM. ___ 217J____________________ 2000X 200X 400_____________________ 133J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No12 H |56.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

366 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

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

114

1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

366 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 11.68 KNS Vc= 64.64 KNS Vs= 0.00 KNS Tu= 2.59 KN-MET Tc= 1.7 KN-MET Ts= 3.5 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.25 SQ.CM. AT END SUPPORT - Vu= 27.78 KNS Vc= 55.87 KNS Vs= 0.00 KNS Tu= 2.59 KN-MET Tc= 1.7 KN-MET Ts= 3.5 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.25 SQ.CM. ___ 218J____________________ 2000X 200X 400_____________________ 148J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2000| | | | | | | | | | | | 8*10c/c105 | | | | | | | | | 8*10c/c105 | | | 3No12 H |56.| 0.TO 2000| | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

3000. MM

371 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

371 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.14 KNS Vc= 57.04 KNS Vs= 0.00 KNS Tu= 0.16 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.60 KNS Vc= 57.04 KNS Vs= 0.00 KNS Tu= 0.16 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 222J____________________ 3000X 200X 400_____________________ 223J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 3000 | | | | 3No12 H 56. 0.TO 3000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 |

115

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

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

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

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

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

===================================================================== BEAM LEN -

NO.

2000. MM

375 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

173. 0. 1132.

375 D E S I G N

1743. 784. 2000.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.80 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 2.94 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 224J____________________ 2000X 200X 400_____________________ 108J____ | | ||============================ ================================|| | 3No12 H 344. 0.TO 784 3No12 H 344.1132.TO 2000 | | | | 3No12 H 56. 173.TO 1743 | | ============================================================= | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2150. MM

379 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 344. 344.

B E A M

3 - 12MM 3 - 12MM 3 - 12MM

N O.

205. 0. 1251.

379 D E S I G N

1856. 809. 2150.

NO YES NO

NO NO YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.56 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.92 KNS Vc= 58.37 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 228J____________________ 2150X 200X 400_____________________ 119J____ | | ||=========================== ===============================|| | 3No12 H 344. 0.TO 809 3No12 H 344.1251.TO 2150 |

116

| | | 3No12 H 56. 205.TO 1856 | | =========================================================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | | | ooo | | ooo | | 3#12 | | 3#12 | | | | 3#12 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2850. MM

381 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

381 D E S I G N

2850. 2850.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.40 KNS Vc= 56.94 KNS Vs= 0.00 KNS Tu= 2.38 KN-MET Tc= 1.7 KN-MET Ts= 3.2 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1085. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.15 SQ.CM. AT END SUPPORT - Vu= 0.60 KNS Vc= 56.94 KNS Vs= 0.00 KNS Tu= 2.38 KN-MET Tc= 1.7 KN-MET Ts= 3.2 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1085. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.15 SQ.CM. ___ 136J____________________ 2850X 200X 400_____________________ 132J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 2850| | | | | | | | | | | | | | | | | | 12*10c/c105 | | | | | | | | | | | | | | | 12*10c/c105 | | | 3No12 H 56.| 0.TO 2850| | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1425. MM

384 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

3 - 12MM 3 - 12MM

0. 0.

1425. 1425.

YES YES

YES YES

117

B E A M

N O.

384 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 9.39 KNS Vc= 56.21 KNS Vs= 0.00 KNS Tu= 1.76 KN-MET Tc= 1.6 KN-MET Ts= 2.3 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 372. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.85 SQ.CM. AT END SUPPORT - Vu= 5.02 KNS Vc= 56.21 KNS Vs= 0.00 KNS Tu= 1.76 KN-MET Tc= 1.6 KN-MET Ts= 2.3 KN-MET LOAD 18 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 372. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.85 SQ.CM. ___ 230J____________________ 1425X 200X 400_____________________ 232J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 1425| | | | | | | | 5*10c/c105 | | | | | 5*10c/c105 | | | 3No12 H 56.| 0.TO 1425| | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1425. MM

385 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

2 - 12MM 2 - 12MM

N O.

0. 0.

385 D E S I G N

1425. 1425.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.05 KNS Vc= 40.74 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.0 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 2.42 KNS Vc= 44.15 KNS Vs= 0.00 KNS Tu= 0.05 KN-MET Tc= 1.0 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 231J____________________ 1425X 150X 400_____________________ 233J____ | | ||=========================================================================|| | 2No12 H 344. 0.TO 1425 | | | | 2No12 H 56. 0.TO 1425 | ||=========================================================================|| | | |___________________________________________________________________________| _____ _____ _____ _____ _____ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12| | 2#12| | 2#12| | 2#12| | 2#12| | | | | | | | | | | | 2#12| | 2#12| | 2#12| | 2#12| | 2#12| | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_____| |_____| |_____| |_____| |_____| =====================================================================

118

BEAM LEN -

NO.

1000. MM

386 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

386 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.66 KNS Vc= 61.27 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 3.59 KNS Vc= 56.51 KNS Vs= 0.00 KNS Tu= 0.28 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 233J____________________ 999X 200X 400_____________________ 234J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 1000 | | | | 3No12 H 56. 0.TO 1000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

387 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

387 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.45 KNS Vc= 54.45 KNS Vs= Tu= 0.28 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.20 KNS Vc= 77.28 KNS Vs= Tu= 0.28 KN-MET Tc= 1.7 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1 0.00 KNS LOAD 1

___ 234J____________________ 2000X 200X 400_____________________ 232J____ | | ||=========================================================================|| | 3No12 H 344. 0.TO 2000 | | | | 3No12 H 56. 0.TO 2000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo |

119

| 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2300. MM

395 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

395 D E S I G N

2300. 2300.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 25.01 KNS Vc= 88.86 KNS Vs= 0.00 KNS Tu= 3.39 KN-MET Tc= 3.3 KN-MET Ts= 4.5 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 710. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.15 SQ.CM. AT END SUPPORT - Vu= 19.90 KNS Vc= 92.45 KNS Vs= 0.00 KNS Tu= 3.39 KN-MET Tc= 3.3 KN-MET Ts= 4.5 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 710. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.15 SQ.CM. ___ 235J____________________ 2300X 250X 500_____________________ 248J____ | | ||=========================================================================|| | 2No16|H 442. 0.TO 2300 | | | | | | | | | 6*10c/c143 | | | | | | 6*10c/c143 | | | 2No16|H 58. 0.TO 2300 | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

800. MM

396 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

396 D E S I G N

800. 800.

YES YES

YES YES

R E S U L T S - SHEAR

___ 247J____________________ 800X 250X 500_____________________ 236J____ | | ||=========================================================================|| | 2No16 H 442. 0.TO 800 | | | | 2No16 H 58. 0.TO 800 |

120

||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

397 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

3 - 16MM 2 - 16MM

N O.

0. 0.

397 D E S I G N

2000. 1601.

YES YES

YES NO

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 37.81 KNS Vc= 90.51 KNS Vs= 0.00 KNS Tu= 8.05 KN-MET Tc= 3.2 KN-MET Ts= 10.7 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.74 SQ.CM. AT END SUPPORT - Vu= 26.34 KNS Vc= 90.51 KNS Vs= 0.00 KNS Tu= 8.05 KN-MET Tc= 3.2 KN-MET Ts= 10.7 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.74 SQ.CM. ___ 237J____________________ 2000X 250X 500_____________________ 238J____ | | ||=========================================================== | | 2No16 H 442.| 0.TO 1601| | | | | 5*10c/c143 | | | | | 5*10c/c143 | | 3No16 H 58.| 0.TO 2000| | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

3000. MM

398 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

4 - 16MM 4 - 16MM

0. 0.

3000. 3000.

YES YES

YES YES

121

B E A M

N O.

398 D E S I G N

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 74.96 KNS Vc= 86.60 KNS Vs= 13.35 KNS Tu= 6.89 KN-MET Tc= 3.0 KN-MET Ts= 9.2 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1060. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.35 SQ.CM. AT END SUPPORT - Vu= 39.40 KNS Vc= 89.47 KNS Vs= 0.00 KNS Tu= 7.23 KN-MET Tc= 3.2 KN-MET Ts= 9.6 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1060. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.46 SQ.CM. ___ 240J____________________ 2999X 250X 500_____________________ 239J____ | | ||=========================================================================|| | 4No16 H 442.| 0.TO 3000| | | | | | | | | | | | | | 9*10c/c143 | | | | | | | | | | | 9*10c/c143 | | | 4No16 H |58.| 0.TO 3000| | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oooo | | oooo | | oooo | | oooo | | oooo | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | | | | | | | | | | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | oooo | | oooo | | oooo | | oooo | | oooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

2000. MM

399 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

3 - 16MM 3 - 16MM

N O.

0. 0.

399 D E S I G N

2000. 1768.

YES YES

YES NO

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 52.27 KNS Vc= 91.66 KNS Vs= 0.00 KNS Tu= 9.16 KN-MET Tc= 3.2 KN-MET Ts= 12.2 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.12 SQ.CM. AT END SUPPORT - Vu= 35.76 KNS Vc= 91.66 KNS Vs= 0.00 KNS Tu= 9.16 KN-MET Tc= 3.2 KN-MET Ts= 12.2 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.12 SQ.CM.

___ 241J____________________ 2000X 250X 500_____________________ 242J____ | | ||================================================================== | | 3No16 H 442.| 0.TO 1768| | | | | | 5*10c/c143 | | | | | 5*10c/c143 | | 3No16 H 58.| 0.TO 2000| | | | | ||=========================================================================|| | | |___________________________________________________________________________|

122

_______ | | | ooo | | 3#16 | | | | 3#16 | | ooo | | | |_______|

_______ | | | ooo | | 3#16 | | | | 3#16 | | ooo | | | |_______|

_______ | | | ooo | | 3#16 | | | | 3#16 | | ooo | | | |_______|

_______ | | | ooo | | 3#16 | | | | 3#16 | | ooo | | | |_______|

_______ | | | | | | | | | 3#16 | | ooo | | | |_______|

===================================================================== BEAM LEN -

NO.

2000. MM

400 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

4 - 16MM 2 - 16MM

N O.

0. 1149.

400 D E S I G N

2000. 2000.

YES NO

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 19.62 KNS Vc= 91.66 KNS Vs= 0.00 KNS Tu= 9.16 KN-MET Tc= 3.2 KN-MET Ts= 12.2 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.12 SQ.CM. AT END SUPPORT - Vu= 3.11 KNS Vc= 91.66 KNS Vs= 0.00 KNS Tu= 9.16 KN-MET Tc= 3.2 KN-MET Ts= 12.2 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.12 SQ.CM. ___ 242J____________________ 2000X 250X 500_____________________ 243J____ | | | ================================|| | 2No16 H 442.1149.TO 2000| | | | 5*10c/c143 | | 5*10c/c143 | | | 4No16 H 58. 0.TO 2000 | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | | | | | | | oo | | oo | | | | | | | | 2#16 | | 2#16 | | | | | | | | | | | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | oooo | | oooo | | oooo | | oooo | | oooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

401 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

3 - 16MM 2 - 16MM

N O.

0. 0.

401 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

123

AT START SUPPORT - Vu= 18.49 KNS Vc= 88.18 KNS Vs= 0.00 KNS Tu= 10.94 KN-MET Tc= 3.3 KN-MET Ts= 14.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1060. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.73 SQ.CM. AT END SUPPORT - Vu= 52.33 KNS Vc= 117.49 KNS Vs= 0.00 KNS Tu= 10.94 KN-MET Tc= 3.3 KN-MET Ts= 14.6 KN-MET LOAD 11 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1060. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.73 SQ.CM. ___ 243J____________________ 2999X 250X 500_____________________ 244J____ | | ||=========================================================================|| | 2No16 H 442.| 0.TO 3000| | | | | | | | | | | | | | 9*10c/c143 | | | | | | | | | | | 9*10c/c143 | | | 3No16 H |58.| 0.TO 3000| | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

===================================================================== BEAM LEN -

NO.

3000. MM

402 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

3 - 16MM 4 - 16MM

N O.

0. 0.

402 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 5.04 KNS Vc= 88.06 KNS Vs= 0.00 KNS Tu= 7.52 KN-MET Tc= 3.3 KN-MET Ts= 10.0 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1060. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.56 SQ.CM. AT END SUPPORT - Vu= 75.67 KNS Vc= 91.11 KNS Vs= 9.78 KNS Tu= 6.92 KN-MET Tc= 3.3 KN-MET Ts= 9.2 KN-MET LOAD 16 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1060. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.36 SQ.CM. ___ 237J____________________ 2999X 250X 500_____________________ 241J____ | | ||=========================================================================|| | 4No16 H 442.| 0.TO 3000| | | | | | | | | | | | | | 9*10c/c143 | | | | | | | | | | | 9*10c/c143 | | | 3No16 H |58.| 0.TO 3000| | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oooo | | oooo | | oooo | | oooo | | oooo | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | | | | | | | | | |

124

| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

403 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

403 D E S I G N

1000. 1000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.42 KNS Vc= 90.66 KNS Vs= 0.00 KNS Tu= 11.78 KN-MET Tc= 3.2 KN-MET Ts= 15.7 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 4.01 SQ.CM. AT END SUPPORT - Vu= 0.99 KNS Vc= 89.94 KNS Vs= 0.00 KNS Tu= 11.78 KN-MET Tc= 3.2 KN-MET Ts= 15.7 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 4.01 SQ.CM. ___ 241J____________________ 1000X 250X 500_____________________ 245J____ | | ||=========================================================================|| | 2No16 H 442. 0.TO 1000 | | | | 2*10c/c143| 2*10c/c143 | | | 2No16 H 58. 0.TO 1000 | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

404 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

404 D E S I G N

4000. 4000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.84 KNS Vc= 94.26 KNS Vs= Tu= 1.09 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 4.52 KNS Vc= 96.03 KNS Vs= Tu= 1.09 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1 0.00 KNS LOAD 1

125

___ 236J____________________ 4000X 250X 500_____________________ 239J____ | | ||=========================================================================|| | 2No16 H 442. 0.TO 4000 | | | | 2No16 H 58. 0.TO 4000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

405 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

405 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 28.94 KNS Vc= 90.85 KNS Vs= 0.00 KNS Tu= 6.57 KN-MET Tc= 3.3 KN-MET Ts= 8.8 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1060. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.24 SQ.CM. AT END SUPPORT - Vu= 6.04 KNS Vc= 161.28 KNS Vs= 0.00 KNS Tu= 6.57 KN-MET Tc= 3.3 KN-MET Ts= 8.8 KN-MET LOAD 12 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1060. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.24 SQ.CM. ___ 239J____________________ 2999X 250X 500_____________________ 243J____ | | ||=========================================================================|| | 2No16 H 442.| 0.TO 3000| | | | | | | | | | | | | | 9*10c/c143 | | | | | | | | | | | 9*10c/c143 | | | 2No16 H |58.| 0.TO 3000| | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

406 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

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

126

1 2

58. 444.

B E A M

2 - 16MM 4 - 12MM

N O.

0. 0.

406 D E S I G N

4000. 4000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.02 KNS Vc= 87.77 KNS Vs= 0.00 KNS Tu= 9.48 KN-MET Tc= 3.3 KN-MET Ts= 12.6 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.23 SQ.CM. AT END SUPPORT - Vu= 29.30 KNS Vc= 90.16 KNS Vs= 0.00 KNS Tu= 9.48 KN-MET Tc= 3.3 KN-MET Ts= 12.6 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.23 SQ.CM. ___ 249J____________________ 4000X 250X 500_____________________ 240J____ | | ||=========================================================================|| | 4No12 H 444.| 0.TO 4000| | | | | | | | | | | | | | | | | | 12*10c/c143 | | | | | | | | | | | | | | | 12*10c/c143 | | | 2No16 H 58.| 0.TO 4000| | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1000. MM

407 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3 4

58. 58. 444. 420.

B E A M

2 2 4 4

N O.

-

16MM 16MM 12MM 12MM

0. 354. 0. 0.

407 D E S I G N

938. 1000. 1000. 1000.

YES NO YES YES

NO YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.64 KNS Tu= 30.8 KN-MET Vc= 88.8 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 6 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 3.64 KNS Tu= 30.8 KN-MET Vc= 88.8 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 6 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 240J____________________ 1000X 250X 500_____________________ 246J____ | | ||=========================================================================|| | 4No12 H 444. 0.TO 1000 | | | | 2No16 H 58. 0.TO 938 2No16 H 58. 354.TO 1000 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oooo | | oooo | | oooo | | oooo | | oooo | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | 4#12 | | | | | | | | | | |

127

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

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

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

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

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

===================================================================== BEAM LEN -

NO.

2000. MM

408 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

58. 442. 410.

B E A M

2 - 16MM 4 - 16MM 1 - 16MM

N O.

312. 0. 0.

408 D E S I G N

2000. 2000. 2000.

NO YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 6.02 KNS Tu= 22.2 KN-MET Vc= 90.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 6 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 6.02 KNS Tu= 22.2 KN-MET Vc= 90.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 6 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 246J____________________ 1999X 250X 500_____________________ 244J____ | | ||=========================================================================|| | 4No16 H 442. 0.TO 2000 | | | | 2No16 H 58. 312.TO 2000 | | ================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oooo | | oooo | | oooo | | oooo | | oooo | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2000. MM

409 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

3 - 16MM 2 - 16MM

N O.

0. 0.

409 D E S I G N

2000. 2000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 14.16 KNS Vc= 90.51 KNS Vs= 0.00 KNS Tu= 8.05 KN-MET Tc= 3.2 KN-MET Ts= 10.7 KN-MET LOAD 17 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.74 SQ.CM. AT END SUPPORT - Vu= 2.69 KNS Vc= 90.51 KNS Vs= Tu= 8.05 KN-MET Tc= 3.2 KN-MET Ts= 10.7 KN-MET STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

0.00 KNS LOAD 17

128

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

2.74 SQ.CM.

___ 238J____________________ 2000X 250X 500_____________________ 239J____ | | ||=========================================================================|| | 2No16 H 442.| 0.TO 2000| | | | | | | | 5*10c/c143 | | | | | 5*10c/c143 | | | 3No16 H 58.| 0.TO 2000| | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

2200. MM

410 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

410 D E S I G N

2200. 2200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 7.57 KNS Vc= 88.75 KNS Vs= 0.00 KNS Tu= 7.62 KN-MET Tc= 3.3 KN-MET Ts= 10.2 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.60 SQ.CM. AT END SUPPORT - Vu= 12.32 KNS Vc= 134.74 KNS Vs= 0.00 KNS Tu= 7.62 KN-MET Tc= 3.3 KN-MET Ts= 10.2 KN-MET LOAD 19 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 660. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.60 SQ.CM. ___ 247J____________________ 2199X 250X 500_____________________ 249J____ | | ||=========================================================================|| | 2No16|H 442. 0.TO 2200 | | | | | | | | | 6*10c/c143 | | | | | | 6*10c/c143 | | | 2No16|H 58. 0.TO 2200 | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1700. MM

411 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

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

129

1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

411 D E S I G N

1700. 1700.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 13.78 KNS Vc= 89.57 KNS Vs= 0.00 KNS Tu= 3.39 KN-MET Tc= 3.3 KN-MET Ts= 4.5 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 410. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.15 SQ.CM. AT END SUPPORT - Vu= 16.73 KNS Vc= 98.89 KNS Vs= 0.00 KNS Tu= 3.39 KN-MET Tc= 3.3 KN-MET Ts= 4.5 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 410. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.15 SQ.CM. ___ 236J____________________ 1700X 250X 500_____________________ 248J____ | | ||=========================================================================|| | 2No16 H|442. |0.TO 1700 | | | | | | 4*10c/c143 | | | | 4*10c/c143 | | | 2No16 H| 58. |0.TO 1700 | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

4000. MM

412 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

250. X

500. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

58. 442.

B E A M

2 - 16MM 2 - 16MM

N O.

0. 0.

412 D E S I G N

4000. 4000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 18.80 KNS Vc= 91.38 KNS Vs= 0.00 KNS Tu= 8.82 KN-MET Tc= 3.2 KN-MET Ts= 11.8 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.00 SQ.CM. AT END SUPPORT - Vu= 16.77 KNS Vc= 91.38 KNS Vs= 0.00 KNS Tu= 8.82 KN-MET Tc= 3.2 KN-MET Ts= 11.8 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 1560. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.00 SQ.CM. ___ 235J____________________ 4000X 250X 500_____________________ 237J____ | | ||=========================================================================|| | 2No16 H 442.| 0.TO 4000| | | | | | | | | | | | | | | | | | 12*10c/c143 | | | | | | | | | | | | | | | 12*10c/c143 | | | 2No16 H 58.| 0.TO 4000| | | | | | | | | | | | | | | | |

130

||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

3000. MM

413 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

200. X

400. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 344.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

413 D E S I G N

3000. 3000.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 11.86 KNS Vc= 58.73 KNS Vs= 0.00 KNS Tu= 1.78 KN-MET Tc= 1.7 KN-MET Ts= 2.4 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.86 SQ.CM. AT END SUPPORT - Vu= 3.60 KNS Vc= 55.30 KNS Vs= 0.00 KNS Tu= 1.78 KN-MET Tc= 1.7 KN-MET Ts= 2.4 KN-MET LOAD 15 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.86 SQ.CM. ___ 231J____________________ 3000X 200X 400_____________________ 230J____ | | ||=========================================================================|| | 3No12 H 344.| 0.TO 3000| | | | | | | | | | | | | | | | | | | 13*10c/c105 | | | | | | | | | | | | | | | | 13*10c/c105 | | | 3No12 H 56.| 0.TO 3000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | 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 | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1200. MM

414 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245. B E A M

2 - 10MM 2 - 10MM N O.

0. 0.

414 D E S I G N

AT START SUPPORT - Vu=

2.59 KNS

1200. 1200.

YES YES

YES YE

R E S U L T S - SHEAR

Vc=

30.26 KNS

Vs=

0.00 KNS

131

Tu= 0.94 KN-MET Tc= 0.7 KN-MET Ts= 1.3 KN-MET LOAD STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 360. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE =

4

0.79 SQ.CM.

AT END SUPPORT - Vu= 2.59 KNS Vc= 30.26 KNS Vs= 0.00 KNS Tu= 0.94 KN-MET Tc= 0.7 KN-MET Ts= 1.3 KN-MET LOAD 4 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 360. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.79 SQ.CM. ___ 250J____________________ 1200X 150X 300_____________________ 253J____ | | ||=========================================================================|| | 2No10|H 245. 0.TO 1200 | | | | | | | | | | | 7*10c/c 68 | | | | | | | | 7*10c/c 68 | | | 2No10|H 55. 0.TO 1200 | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1200. MM

415 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 145.

B E A M

2 - 12MM 2 - 10MM

N O.

0. 0.

415 D E S I G N

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.66 KNS Tu= 0.8 KN-MET Vc= 17.1 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 2.46 KNS Tu= 0.8 KN-MET Vc= 17.2 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 12 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 251J____________________ 1199X 150X 200_____________________ 102J____ | | | | ||=========================================================================|| | 2No12 H 156. 0.TO 1200 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM

NO.

LEN -

100. MM

LEVEL

HEIGHT

418 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

BAR INFO

FC -

25. FROM

MPA, SIZE TO

150. X

300. MMS ANCHOR

132

(MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

418 D E S I G N

100. 100.

YES YES

YES YES

R E S U L T S - SHEAR

___ 253J____________________ 100X 150X 300_____________________ 95J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 100 | | | | 2No10 H 55. 0.TO 100 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1200. MM

419 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

56. 145.

B E A M

2 - 12MM 2 - 10MM

N O.

0. 0.

419 D E S I G N

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 8.05 KNS Tu= 1.4 KN-MET Vc= 27.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 7.26 KNS Tu= 1.4 KN-MET Vc= 17.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 254J____________________ 1200X 150X 200_____________________ 251J____ | | | | ||=========================================================================|| | 2No12 H 156. 0.TO 1200 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM

NO.

LEN -

1100. MM

LEVEL

HEIGHT

422 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

BAR INFO

FC -

25. FROM

MPA, SIZE TO

150. X

300. MMS ANCHOR

133

(MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

422 D E S I G N

1100. 1100.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.35 KNS Vc= 29.18 KNS Vs= 0.00 KNS Tu= 1.29 KN-MET Tc= 0.7 KN-MET Ts= 1.7 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 310. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.08 SQ.CM. AT END SUPPORT - Vu= 1.75 KNS Vc= 29.18 KNS Vs= 0.00 KNS Tu= 1.29 KN-MET Tc= 0.7 KN-MET Ts= 1.7 KN-MET LOAD 14 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 310. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.08 SQ.CM. ___ 256J____________________ 1099X 150X 300_____________________ 95J____ | | ||=========================================================================|| | 2No10|H 245. 0.TO 1100 | | | | | | | | | 6*10c/c 68 | | | | | | 6*10c/c 68 | | | 2No10|H 55. 0.TO 1100 | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

600. MM

423 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 145.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

423 D E S I G N

600. 600.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 5.73 KNS Tu= 1.0 KN-MET Vc= 18.0 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 5.73 KNS Tu= 1.0 KN-MET Vc= 18.0 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 257J____________________ 600X 150X 200_____________________

85J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 600 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo |

134

| 2#10 | | oo | | | | | |___________|

| 2#10 | | oo | | | | | |___________|

| 2#10 | | oo | | | | | |___________|

| 2#10 | | oo | | | | | |___________|

| 2#10 | | oo | | | | | |___________|

===================================================================== BEAM LEN -

NO.

800. MM

426 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 245. 225.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

0. 0. 0.

426 D E S I G N

233. 800. 800.

YES YES YES

NO YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 8.71 KNS Tu= 1.7 KN-MET Vc= 31.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 8.71 KNS Tu= 1.7 KN-MET Vc= 30.0 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 259J____________________ 800X 150X 300_____________________

71J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 800 | | | | 2No10 H 55. 0.TO 233 | ||===================== | | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | | | | | | | oo | | oo | | | | | | | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

800. MM

427 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 145. 125.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

0. 0. 0.

427 D E S I G N

800. 800. 800.

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 7.95 KNS Tu= 1.1 KN-MET Vc= 20.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 7.95 KNS Tu= 1.1 KN-MET Vc= 17.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 260J____________________ 800X 150X 200_____________________ | |

YES YES YES

74J____ | |

135

||=========================================================================|| | 2No10 H 155. 0.TO 800 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

1200. MM

430 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

430 D E S I G N

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.77 KNS Vc= 29.35 KNS Vs= 0.00 KNS Tu= 0.23 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 13.35 KNS Vc= 32.37 KNS Vs= 0.00 KNS Tu= 0.47 KN-MET Tc= 0.7 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 123. MM C/C FOR 360. MM ___ 262J____________________ 1200X 150X 300_____________________ 259J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 1200 | | | | | | | | 4*10c/c123 | | | 2No10 H 55. 0.TO 1200 | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1200. MM

431 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 145.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

431 D E S I G N

AT START SUPPORT - Vu= Vc=

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

4.97 KNS Tu= 0.7 KN-MET 17.4 KNS, ACI 318:CLAUSE 11.6.3.1

136

LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 5.76 KNS Tu= 0.7 KN-MET Vc= 18.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 263J____________________ 1200X 150X 200_____________________ 260J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 1200 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|

===================================================================== BEAM LEN -

NO.

1200. MM

434 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

434 D E S I G N

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 3.92 KNS Vc= 30.48 KNS Vs= Tu= 0.49 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 0.81 KNS Vc= 29.14 KNS Vs= Tu= 0.49 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1 0.00 KNS LOAD 1

___ 265J____________________ 1200X 150X 300_____________________ 262J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 1200 | | | | 2No10 H 55. 0.TO 1200 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1200. MM

435 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1

55.

2 - 10MM

0.

1200.

YES

YES

137

2

145.

B E A M

2 - 10MM

N O.

0.

435 D E S I G N

1200.

YES

YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 5.22 KNS Tu= 0.9 KN-MET Vc= 18.1 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 4.42 KNS Tu= 0.9 KN-MET Vc= 17.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 266J____________________ 1200X 150X 200_____________________ 263J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 1200 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

400. MM

438 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

438 D E S I G N

400. 400.

YES YES

YES YES

R E S U L T S - SHEAR

___ 268J____________________ 400X 150X 300_____________________ 67J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 400 | | | | 2No10 H 55. 0.TO 400 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

400. MM

439 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1

55.

2 - 10MM

0.

400.

YES

YES

138

2

144.

B E A M

2 - 12MM

N O.

0.

439 D E S I G N

400.

YES

YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 8.25 KNS Tu= 1.2 KN-MET Vc= 17.8 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 8.25 KNS Tu= 1.2 KN-MET Vc= 17.6 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 269J____________________ 400X 150X 200_____________________

70J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 400 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

1200. MM

442 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 245.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

442 D E S I G N

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.33 KNS Vc= 32.24 KNS Vs= Tu= 0.44 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 2.54 KNS Vc= 30.48 KNS Vs= Tu= 0.44 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1 0.00 KNS LOAD 1

___ 271J____________________ 1200X 150X 300_____________________ 268J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 1200 | | | | 2No10 H 55. 0.TO 1200 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1200. MM

443 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

139

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 145.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

443 D E S I G N

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 5.17 KNS Vc= 17.51 KNS Vs= 0.00 KNS Tu= 0.47 KN-MET Tc= 0.4 KN-MET Ts= 0.6 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 43. MM C/C FOR 460. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.48 SQ.CM. AT END SUPPORT - Vu= 5.97 KNS Vc= 17.81 KNS Vs= 0.00 KNS Tu= 0.47 KN-MET Tc= 0.4 KN-MET Ts= 0.6 KN-MET LOAD 13 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 43. MM C/C FOR 460. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.48 SQ.CM. ___ 272J____________________ 1200X 150X 200_____________________ 269J____ | | | | ||=========================================================================|| | 2No10cHc155.| 0.TO 1200| | | | | | | | | | | 12*10c/c 43 | | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|

===================================================================== BEAM LEN -

NO.

1200. MM

446 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 244.

B E A M

2 - 10MM 2 - 12MM

N O.

0. 0.

446 D E S I G N

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 16.08 KNS Vc= 29.64 KNS Vs= 0.00 KNS Tu= 0.59 KN-MET Tc= 0.7 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 123. MM C/C FOR 360. MM AT END SUPPORT - Vu= 2.84 KNS Vc= 30.86 KNS Vs= 0.00 KNS Tu= 0.60 KN-MET Tc= 0.7 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. ___ 274J____________________ 1200X 150X 300_____________________ 271J____ | | ||=========================================================================|| | 2No12 H 244. 0.TO 1200| | | 4*10c/c123 | | |

140

| 2No10 H |55. 0.TO 1200| | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

1200. MM

447 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 145.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

447 D E S I G N

1200. 1200.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 4.50 KNS Tu= 1.8 KN-MET Vc= 31.7 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 3.71 KNS Tu= 1.8 KN-MET Vc= 17.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 11 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 275J____________________ 1200X 150X 200_____________________ 272J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 1200 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

1200. MM

452 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 144. 120.

B E A M

2 - 10MM 2 - 12MM 1 - 12MM

N O.

0. 0. 0.

452 D E S I G N

1200. 1200. 1200.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 2.22 KNS Tu= 1.3 KN-MET Vc= 17.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 1 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 1.55 KNS Tu= 1.3 KN-MET Vc= 17.6 KNS, ACI 318:CLAUSE 11.6.3.1

141

LOAD 1 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 278J____________________ 1200X 150X 200_____________________ 281J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 1200 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

1200. MM

453 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

55. 75. 245.

B E A M

2 - 10MM 2 - 10MM 2 - 10MM

N O.

0. 0. 0.

453 D E S I G N

1200. 1200. 1200.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 2.71 KNS Tu= 3.7 KN-MET Vc= 29.6 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 2.71 KNS Tu= 3.7 KN-MET Vc= 29.9 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 279J____________________ 1199X 150X 300_____________________ 212J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 1200 | | | | 2No10 H 55. 0.TO 1200 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM LEN -

NO.

600. MM

456 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 145.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

456 D E S I G N

600. 600.

YES YES

YES YES

R E S U L T S - SHEAR

142

AT START SUPPORT - Vu= 1.06 KNS Tu= 1.0 KN-MET Vc= 17.5 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 1 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 0.83 KNS Tu= 1.0 KN-MET Vc= 17.8 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 1 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 281J____________________ 599X 150X 200_____________________ 296J____ | | | | ||=========================================================================|| | 2No10 H 155. 0.TO 600 | ||=========================================================================|| | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|

===================================================================== BEAM LEN -

NO.

1200. MM

457 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2 3

56. 80. 245.

B E A M

2 - 12MM 1 - 12MM 2 - 10MM

N O.

0. 0. 0.

457 D E S I G N

1200. 1200. 1200.

YES YES YES

YES YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 1.14 KNS Tu= 2.8 KN-MET Vc= 29.1 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 1.14 KNS Tu= 2.8 KN-MET Vc= 29.1 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 4 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. ___ 282J____________________ 1200X 150X 300_____________________ 279J____ | | ||=========================================================================|| | 2No10 H 245. 0.TO 1200 | | 1No12 H 80. 0.TO 1200 | ||2No12=H==56.===0.TO=1200=================================================|| ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM

NO.

LEN -

400. MM

LEVEL

HEIGHT

460 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

BAR INFO

FC -

25. FROM

MPA, SIZE TO

150. X

200. MMS ANCHOR

143

(MM) (MM) (MM) STA END _____________________________________________________________________ 1

145.

B E A M

2 - 10MM

N O.

0.

460 D E S I G N

400.

YES

YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.19 KNS Vc= 17.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 0.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 73. MM C/C FOR 60. MM AT END SUPPORT - Vu= 0.10 KNS Vc= 17.16 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 0.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 73. MM C/C FOR 60. MM ___ 284J____________________ 400X 150X 200_____________________ 205J____ | | | | ||=========================================================================|| | 2No10cHc145. 0.TO 400 2*10c/c 73 | | | | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

300. MM

461 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

400.

FC -

25.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

55. 244.

B E A M

2 - 10MM 2 - 12MM

N O.

0. 0.

461 D E S I G N

300. 300.

YES YES

YES YES

R E S U L T S - SHEAR

___ 285J____________________ 299X 150X 300_____________________ 291J____ | | ||=========================================================================|| | 2No12 H 244. 0.TO 300 | | | | 2No10 H 55. 0.TO 300 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| BEAM

NO.

469 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05

144

LEN -

300. MM

FY -

414.

FC -

28.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1

147.

B E A M

2 - 10MM

N O.

0.

469 D E S I G N

300.

YES

YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 0.40 KNS Vc= 18.26 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 0.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 73. MM C/C FOR 8. MM AT END SUPPORT - Vu= 0.39 KNS Vc= 18.26 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 0.4 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 73. MM C/C FOR 8. MM ___ 290J____________________ 299X 150X 200_____________________ 284J____ | | | | ||=========================================================================|| | 2No10cHc147. 0.TO 300 2*10c/c 73 | | | | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

100. MM

470 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

414.

FC -

28.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

53. 247.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

470 D E S I G N

100. 100.

YES YES

YES YES

R E S U L T S - SHEAR

___ 291J____________________ 99X 150X 300_____________________ 294J____ | | ||=========================================================================|| | 2No10 H 247. 0.TO 100 | | | | 2No10 H 53. 0.TO 100 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | |

145

|_______|

|_______|

|_______|

|_______|

|_______|

===================================================================== BEAM LEN -

NO.

100. MM

473 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

414.

FC -

28.

MPA, SIZE -

150. X

200. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1

147.

2 - 10MM

0.

100.

YES

YES

B E A M N O. 473 D E S I G N R E S U L T S - SHEAR ___ 293J____________________ 99X 150X 200_____________________ 290J____ | | | | ||=========================================================================|| | 2No10 H 147. 0.TO 100 | | | | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

200. MM

474 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

414.

FC -

28.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

53. 247.

B E A M

2 - 10MM 2 - 10MM

N O.

0. 0.

474 D E S I G N

200. 200.

YES YES

YES YES

R E S U L T S - SHEAR

___ 294J____________________ 200X 150X 300_____________________ 297J____ | | ||=========================================================================|| | 2No10 H 247. 0.TO 200 | | | | 2No10 H 53. 0.TO 200 | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______| ===================================================================== BEAM

NO.

LEN -

200. MM

LEVEL

HEIGHT (MM)

477 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

414.

BAR INFO

FC -

28. FROM (MM)

MPA, SIZE TO (MM)

150. X

200. MMS ANCHOR STA END

146

_____________________________________________________________________ 1

147.

B E A M

2 - 10MM

N O.

0.

477 D E S I G N

200.

YES

YES

R E S U L T S - SHEAR

___ 296J____________________ 200X 150X 200_____________________ 293J____ | | | | ||=========================================================================|| | 2No10 H 147. 0.TO 200 | | | | | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________| ===================================================================== BEAM LEN -

NO.

600. MM

478 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -

414.

FC -

28.

MPA, SIZE -

150. X

300. MMS

LEVEL

HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 2

54. 247.

B E A M

2 - 12MM 2 - 10MM

N O.

0. 0.

478 D E S I G N

600. 600.

YES YES

YES YES

R E S U L T S - SHEAR

AT START SUPPORT - Vu= 5.93 KNS Vc= 31.97 KNS Vs= 0.00 KNS Tu= 1.54 KN-MET Tc= 0.7 KN-MET Ts= 2.1 KN-MET LOAD 4 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 58. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.25 SQ.CM. AT END SUPPORT - Vu= 5.93 KNS Vc= 31.74 KNS Vs= 0.00 KNS Tu= 1.54 KN-MET Tc= 0.7 KN-MET Ts= 2.1 KN-MET LOAD 4 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 68. MM C/C FOR 58. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.25 SQ.CM. ___ 297J____________________ 599X 150X 300_____________________ 282J____ | | ||=========================================================================|| | 2No10 H 247. 0.TO 600 | | | | 2*10c/c 68 2*10c/c 68 | | | 2No12 H 54. 0.TO 600 | | | ||=========================================================================|| | | |___________________________________________________________________________| _______ _______ _______ _______ _______ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | 2#10 | | | | | | | | | | | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | 2#12 | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | |_______| |_______| |_______| |_______| |_______|

147

==================================================================== COLUMN

NO.

54

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 600.0 X 250.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1500.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.072 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 250.00 MM

END

0.650

==================================================================== COLUMN

NO.

55

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

56

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

1815.0

SQ. MM

==================================================================== COLUMN

NO.

57

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED AREA OF STEEL REQUIRED = 303.8 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 15 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

STA

0.650

==================================================================== COLUMN

NO.

59

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 225.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

61

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

62

DESIGN PER ACI 318-05 - AXIAL + BENDING

148

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 600.0 X 250.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 1500.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 16 MM 1.072 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 250.00 MM

END

0.650

==================================================================== COLUMN FY - 400.0

NO. FC -

63

DESIGN PER ACI 318-05 - AXIAL + BENDING

25.0 MPA,

SQRE SIZE - 150.0 X 150.0 MMS, TIED

ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 225.0

SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

64

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

65

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

66

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

1710.0

SQ. MM

==================================================================== COLUMN

NO.

93

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

492.7

SQ. MM

==================================================================== COLUMN

NO.

94

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

95

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

96

DESIGN PER ACI 318-05 - AXIAL + BENDING

149

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

97

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

98

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

99

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

101

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

102

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

138

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

139

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

859.5

SQ. MM

==================================================================== COLUMN

NO.

140

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

607.5

SQ. MM

==================================================================== COLUMN

NO.

141

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

142

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

513.0

SQ. MM

====================================================================

150

COLUMN

NO.

150

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

481.5

SQ. MM

==================================================================== COLUMN

NO.

151

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

152

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

481.5

SQ. MM

==================================================================== COLUMN

NO.

153

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

159

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.900

==================================================================== COLUMN

NO.

160

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER

END

0.650

10 SPACING 150.00 MM

151

==================================================================== COLUMN

NO.

161

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 225.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

163

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

702.0

SQ. MM

==================================================================== COLUMN

NO.

222

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

223

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

513.0

SQ. MM

==================================================================== COLUMN

NO.

224

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

225

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

226

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 225.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

152

==================================================================== COLUMN

NO.

227

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 225.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM ==================================================================== COLUMN

NO.

229

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 225.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

230

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 225.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

231

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 225.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

232

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

233

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

153

==================================================================== COLUMN

NO.

251

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

283

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

284

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

299

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

639.0

SQ. MM

==================================================================== COLUMN

NO.

320

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

321

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.900

==================================================================== COLUMN

NO.

342

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

576.0

SQ. MM

==================================================================== COLUMN

NO.

343

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED.

154

AREA OF STEEL REQUIRED =

450.0

SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

344

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

345

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

1017.0

SQ. MM

==================================================================== COLUMN

NO.

346

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

1143.0

SQ. MM

==================================================================== COLUMN

NO.

347

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

670.5

SQ. MM

==================================================================== COLUMN

NO.

348

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

733.5

SQ. MM

==================================================================== COLUMN

NO.

358

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

362

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. M

==================================================================== COLUMN

NO.

372

DESIGN PER ACI 318-05 - AXIAL + BENDING

155

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

373

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

377

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

378

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

380

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 225.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 10 MM 1.396 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

====================================================================

156

COLUMN

NO.

382

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

383

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

388

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

389

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

390

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

391

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

392

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

461.2

SQ. MM

==================================================================== COLUMN

NO.

393

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

600.0

SQ. MM

==================================================================== COLUMN

NO.

394

DESIGN PER ACI 318-05 - AXIAL + BENDING

AREA OF STEEL REQUIRED =

750.0

SQ. MM

==================================================================== COLUMN

NO.

465

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------

157

4 - 12 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

==================================================================== COLUMN

NO.

466

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, RECT SIZE - 150.0 X 300.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 450.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 12 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM ==================================================================== COLUMN

NO.

467

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED AREA OF STEEL REQUIRED = 272.2 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 14 END 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM ==================================================================== COLUMN

NO.

468

DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 400.0 FC - 25.0 MPA, SQRE SIZE - 150.0 X 150.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 225.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------4 - 10 MM 1.396 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 150.00 MM

END

0.650

STAAD.Pro CODE CHECKING - (LRFD 3RD EDITION) ***********************

ALL UNITS ARE - KN MEMBER

METE (UNLESS OTHERWISE NOTED)

RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 170

TABLE

ST

H150X75X5 PASS 8.96 C

171

ST

H150X75X5 PASS 8.99 C

367

ST

H150X75X5 PASS 6.16 C

370

ST

H150X75X5 PASS 7.87 C

416

ST

H150X75X5 PASS 9.19 C

417

ST

H150X75X5 PASS

(JAPANESE LRFD-H1-1B-C -0.18 (JAPANESE LRFD-H1-1B-C 0.20 (JAPANESE LRFD-H1-1B-C 0.55 (JAPANESE LRFD-H1-1B-C -0.60 (JAPANESE LRFD-H1-1B-C -0.11 (JAPANESE LRFD-H1-1B-C

SECTIONS) 0.226 3.09 SECTIONS) 0.169 1.97 SECTIONS) 0.263 -2.31 SECTIONS) 0.323 3.16 SECTIONS) 0.178 2.53 SECTIONS) 0.138

16 0.00 12 4.68 11 0.28 11 3.34 12 0.00 12

158

9.05 C 420

ST

H150X75X5 PASS 5.69 C

421

ST

H150X75X5 PASS 9.26 C

424

ST

H150X75X5 PASS 3.93 C

425

ST

H150X75X5 PASS 9.65 C

428

ST

H150X75X5 PASS 4.19 C

429

ST

H150X75X5 PASS 4.52 C

432

ST

H150X75X5 PASS 7.00 C

433

ST

H150X75X5 PASS 4.31 C

436

ST

H150X75X5 PASS 4.13 C

437

ST

H150X75X5 PASS 4.55 C

ALL UNITS ARE - KN MEMBER

0.11 (JAPANESE LRFD-H1-1B-C 0.06 (JAPANESE LRFD-H1-1B-C -0.16 (JAPANESE LRFD-H1-1B-C 0.00 (JAPANESE LRFD-H1-1B-C -0.02 (JAPANESE LRFD-H1-1B-C 0.00 (JAPANESE LRFD-H1-1B-C 0.00 (JAPANESE LRFD-H1-1B-C 0.11 (JAPANESE LRFD-H1-1B-C 0.00 (JAPANESE LRFD-H1-1B-C 0.00 (JAPANESE LRFD-H1-1B-C 0.00

1.78 SECTIONS) 0.138 2.11 SECTIONS) 0.203 2.75 SECTIONS) 0.175 3.14 SECTIONS) 0.187 3.05 SECTIONS) 0.177 3.18 SECTIONS) 0.178 3.18 SECTIONS) 0.158 -2.24 SECTIONS) 0.153 2.71 SECTIONS) 0.176 3.15 SECTIONS) 0.176 3.15

4.68 4 0.00 15 4.68 11 4.68 15 4.68 11 4.68 11 0.00 13 1.95 11 0.00 11 4.68 11 0.00

METE (UNLESS OTHERWISE NOTED)

RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 440

TABLE

ST

H150X75X5 PASS 4.14 C

441

ST

H150X75X5 PASS 4.74 C

444

ST

H150X75X5 PASS 4.16 C

445

ST

H150X75X5 PASS 4.65 C

450

ST

H150X75X5 PASS 7.66 C

451

ST

H150X75X5 PASS 10.06 C

454

ST

H150X75X5 PASS 6.90 C

455

ST

H150X75X5 PASS 7.11 C

458

ST

H150X75X5 PASS 7.01 C

459

ST

H150X75X5 PASS 4.86 C

479

ST

H150X75X5 PASS 7.31 C

480

ST

H150X75X5 PASS 2.96 C

(JAPANESE LRFD-H1-1B-C 0.00 (JAPANESE LRFD-H1-1B-C 0.00 (JAPANESE LRFD-H1-1B-C 0.00 (JAPANESE LRFD-H1-1B-C 0.00 (JAPANESE LRFD-H1-1B-C 0.05 (JAPANESE LRFD-H1-1B-C -0.10 (JAPANESE LRFD-H1-1B-C 1.25 (JAPANESE LRFD-H1-1B-C -1.25 (JAPANESE LRFD-H1-1B-C 1.51 (JAPANESE LRFD-H1-1B-C -1.51 (JAPANESE LRFD-H1-1B-C 1.53 (JAPANESE LRFD-H1-1B-C -1.53

SECTIONS) 0.194 3.49 SECTIONS) 0.195 3.49 SECTIONS) 0.187 3.36 SECTIONS) 0.188 3.36 SECTIONS) 0.193 -3.11 SECTIONS) 0.260 4.05 SECTIONS) 0.331 0.49 SECTIONS) 0.374 1.29 SECTIONS) 0.728 6.84 SECTIONS) 0.428 -1.25 SECTIONS) 1.037 12.57 SECTIONS) 0.565 -3.81

11 4.68 11 0.00 11 4.68 11 0.00 11 1.56 12 4.68 11 0.00 11 3.34 11 0.00 11 3.34 11 0.00 11 3.34

159

B. ANALISIS KOLOM DENGAN PC-ACOL 1. K1 (250 x 600 mm )

Dengan dimensi kolom tersebut mampu menahan momen 12,32 kNm dan Beban aksial 322 kN.

2. K2 (150 x 500 mm )

Dengan dimensi kolom tersebut mampu menahan momen 65 kNm dan Beban aksial 269 kN.

160

3. K3 (150 x 400 mm )

Dengan dimensi kolom tersebut mampu menahan momen 3 kNm dan Beban aksial 131 kN.

4. K4 (150 x 300 mm )

Dengan dimensi kolom tersebut mampu menahan momen 6,95 kNm dan Beban aksial 69,9 kN.

161

LAMPIRAN III INPUT DATA :RUMAH TINGGAL **************************************************** * * * STAAD.Pro * * Version 2007 Build 04 * * Proprietary Program of * * Research Engineers, Intl. * * Date= NOV 2, 2013 * * Time= 10:36:35 * * * * USER ID: BTU * ****************************************************

1. STAAD SPACE INPUT FILE: RUMAH TINGGAL JALAN JAMBU R2.STD 2. START JOB INFORMATION 3. ENGINEER DATE 25-OCT-13 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KN 7. JOINT COORDINATES 8. 1 0 0 0; 4 7 0 0; 7 0 0 4; 10 7 0 4; 13 0 0 7; 14 2 0 7; 15 4 0 7; 16 7 0 7 9. 19 0 0 8; 20 2 0 8; 22 7 0 8; 25 7 0 5; 27 0 3 0; 29 4 3 0; 31 0 3 4; 33 4 3 4 10. 34 7 3 4; 35 0 3 7; 36 2 3 7; 37 4 3 7; 38 7 3 7; 40 0 3 8; 41 2 3 8; 42 4 3 8 11. 43 7 3 8; 44 9 3 8; 45 7 3 5; 46 9 3 5; 47 0 7.2 0; 48 2 7.2 0; 51 0 7.2 4 12. 52 2 7.2 4; 53 4 7.2 4; 54 7 7.2 4; 55 0 7.2 7; 60 0 7.2 8; 61 2 7.2 8 13. 62 4 7.2 8; 63 7 7.2 8; 64 9 7.2 8; 65 7 7.2 5; 66 9 7.2 5; 67 0 10.4 0 14. 68 2 10.4 0; 70 7 10.4 0; 71 0 10.4 4; 72 2 10.4 4; 74 7 10.4 4; 80 0 10.4 8 15. 81 2 10.4 8; 85 7 10.4 5; 87 0 7.2 5.5; 88 2 7.2 5.5; 89 2 7.2 9; 90 4 7.2 9 16. 91 7 7.2 9; 92 2 10.4 9; 94 7 10.4 9; 95 0 10.4 5.5; 96 2 10.4 5.5 17. 102 7 10.4 8; 103 3.5 13.5 8; 105 0 0 -3; 106 4 0 -3; 107 7 0 -3; 108 0 0 -6 18. 111 0 0 -11; 115 6 0 -6; 116 1.425 0 -3; 117 1.425 0 -6; 118 6 0 -3 19. 119 3.15 0 -6; 120 3.15 0 -11; 122 7 0 -2; 123 4.8 0 -2; 124 4.8 0 0 20. 125 5.3 0 -2; 126 5.3 0 -3; 127 0 3 -3; 129 7 3 -3; 130 0 3 -6; 131 0 3 -11 21. 132 6 3 -6; 133 1.425 3 -3; 134 1.425 3 -6; 135 6 3 -3; 136 3.15 3 -6 22. 137 3.15 3 -11; 139 4.8 3 -2; 140 4.8 3 0; 142 5.3 3 -3; 143 0 3 -9.4 23. 144 3.15 3 -9.4; 145 8 3 0; 146 8 3 -3; 148 4.8 3 -3; 151 2.3 3 0 24. 152 2.3 3 -3; 153 0 7.2 -3; 155 0 7.2 -6; 176 7 3 0; 177 7 7.2 0; 178 7 7.2 -3 25. 181 0 7.2 -7; 184 2 7.2 -7; 185 2 7.2 -3; 186 5 7.2 -7; 187 5 7.2 -3 26. 188 0 7.2 -8; 189 2 7.2 -8; 190 4 7.2 -3; 191 4 7.2 0; 192 0 3 -8; 193 2 3 -8 27. 194 0 10.4 -3; 200 7 10.4 -3; 202 2 10.4 -7; 203 2 10.4 -3; 204 5 10.4 -7 28. 205 5 10.4 -3; 206 0 10.4 -8; 207 2 10.4 -8; 212 0 10.4 -7; 215 3.15 0 -3 29. 216 3.15 3 -3; 217 1.425 3 -5; 218 4.8 3 -5; 221 2.5 12.6143 -7; 222 2 3 -7 30. 223 5 3 -7; 224 0 0 -8; 225 2 0 -8; 226 1.425 6 -5; 227 4.8 6 -5; 228 5.3 0 -6 31. 229 5.3 3 -6; 230 0 4 -3; 231 0 4 -6; 232 1.425 4 -3; 233 1.425 4 -6 32. 234 1.425 4 -5; 235 0 4 0; 236 4 4 0; 237 0 4 4; 238 2 4 4; 239 4 4 4 33. 240 7 4 4; 241 0 4 7; 242 2 4 7; 243 4 4 7; 244 7 4 7; 245 0 4 8; 246 7 4 5 34. 247 4.8 4 0; 248 2.3 4 0; 249 7 4 0; 250 0 10.4 6.8; 251 7 10.4 6.8 35. 252 3.5 13.5 6.8; 253 0 10.4 5.6; 254 7 10.4 5.6; 255 3.5 13.5 5.6 36. 256 0 10.4 4.4; 257 7 10.4 4.4; 258 3.5 13.5 4.4; 259 0 10.4 3.2 37. 260 7 10.4 3.2; 261 3.5 13.5 3.2; 262 0 10.4 2; 263 7 10.4 2; 264 3.5 13.5 2 38. 265 0 10.4 0.8; 266 7 10.4 0.8; 267 3.5 13.5 0.8; 268 0 10.4 -0.4 39. 269 7 10.4 -0.4; 270 3.5 13.5 -0.4; 271 0 10.4 -1.6; 272 7 10.4 -1.6 40. 273 3.5 13.5 -1.6; 274 0 10.4 -2.8; 275 7 10.4 -2.8; 277 3.5 13.5 -3 41. 278 5 10.4 -5.8; 279 0 10.4 -5.8; 280 2.5 12.6143 -5.8; 281 5 10.4 -4.6 42. 282 0 10.4 -4.6; 283 2.5 12.6143 -4.6; 284 5 10.4 -3.4; 285 0 10.4 -3.4 43. 288 5 0 -7; 289 2 0 -7; 290 5 10.4 -3.7; 291 0 10.4 -3.7; 293 5 10.4 -3.8 44. 294 0 10.4 -3.8; 296 5 10.4 -4; 297 0 10.4 -4; 298 2.5 12.6143 -4 45. MEMBER INCIDENCES 46. 1 1 124; 7 13 14; 8 14 15; 9 15 16; 16 1 7; 17 7 13; 22 4 10; 23 10 25 47. 25 25 16; 28 27 151; 30 140 29; 34 35 36; 35 36 37; 36 37 38; 38 40 41 48. 39 41 42; 40 42 43; 41 43 44; 44 35 40; 45 29 33; 46 33 37; 47 37 42; 50 38 43 49. 51 45 38; 52 45 46; 53 46 44; 54 27 1; 55 31 7; 56 35 13; 57 40 19; 59 43 22 50. 61 45 25; 62 176 4; 63 41 20; 64 34 10; 65 36 14; 66 38 16; 67 47 48 51. 69 191 177; 70 51 52; 71 52 53; 72 54 53; 77 60 61; 78 61 62; 79 62 63 52. 80 63 64; 81 47 51; 82 51 87; 83 60 55; 85 53 62; 87 177 54; 88 54 65 53. 89 65 63; 91 65 66; 92 66 64; 93 60 245; 94 55 241; 95 61 41; 96 63 43 54. 97 64 44; 98 65 246; 99 54 240; 101 47 235; 102 51 237; 103 67 68; 104 68 70 55. 106 71 72; 107 72 74; 113 80 81; 117 67 265; 118 71 256; 119 80 250 56. 123 70 266; 129 48 52; 130 52 88; 132 88 61; 133 87 88; 134 89 90; 135 90 91 57. 136 61 89; 137 62 90; 138 71 51; 139 67 47; 140 70 177; 141 74 54; 142 85 65 58. 144 74 257; 145 85 254; 146 92 94; 148 81 92; 150 94 91; 151 92 89; 152 81 61 59. 153 80 60; 156 72 96; 157 96 81; 158 95 96; 159 96 88; 160 95 87; 161 72 52 60. 162 68 72; 163 66 46; 165 55 87; 166 63 91; 169 102 94; 170 80 103 61. 171 103 102; 174 105 116; 175 106 126; 176 108 117; 178 111 120; 180 108 105 62. 181 105 1; 182 120 119; 185 111 224; 186 115 228; 187 116 215; 188 117 119

162

63. 64. 65. 66. 67. 68. 69. 70. 71. 72. 73. 74. 75. 76. 77. 78. 79. 80. 81. 82. 83. 84. 85. 86. 87. 88. 89. 90. 91. 92. 93. 94. 95. 96. 97. 98. 99. 100. 101. 102. 103. 104. 105. 106. 107. 108. 109. 110. 111. 112. 113. 114. 115. 116. 117. 118. 119. 120. 121. 122. 123. 124. 125. 126. 127. 128. 129. 130. 131. 132. 133. 134. 135. 136. 137. 138. 139. 140. 141. 142. 143.

189 117 116; 190 118 107; 191 115 118; 193 107 122; 194 122 4; 196 123 125 197 124 4; 198 123 124; 199 125 122; 200 126 118; 201 140 176; 202 127 133 203 148 216; 204 130 134; 205 131 137; 206 130 127; 207 127 27; 208 137 144 209 131 143; 211 133 152; 212 134 136; 213 134 217; 214 135 129; 221 135 148 222 131 111; 223 137 120; 224 130 108; 225 132 115; 226 140 124; 227 139 123 229 142 126; 230 133 116; 231 134 117; 232 136 119; 233 127 105; 234 143 192 235 144 136; 236 143 144; 237 146 145; 244 148 139; 246 152 151; 250 139 140 251 129 107; 257 190 187; 260 155 153; 261 153 47; 268 178 187; 277 190 191 283 153 230; 284 155 231; 288 176 145; 290 29 151; 297 129 146; 298 178 177 299 178 129; 305 181 155; 308 153 185; 311 184 185; 313 186 187; 314 188 189 315 188 181; 316 189 184; 317 184 186; 318 190 185; 319 192 130; 320 188 192 321 189 193; 327 200 203; 328 194 285; 329 194 274; 332 200 275; 334 194 203 335 202 203; 336 204 278; 337 206 207; 339 207 202; 340 202 204; 342 206 188 343 207 189; 344 202 184; 345 204 186; 346 194 153; 347 200 178; 348 203 185 351 212 206; 356 203 68; 358 177 249; 359 48 191; 360 215 106; 361 216 152 362 216 215; 363 126 125; 364 217 133; 365 218 217; 366 218 148; 367 212 221 370 221 204; 371 222 223; 372 184 222; 373 186 223; 375 224 108; 377 192 224 378 193 225; 379 228 119; 380 229 228; 381 136 132; 382 230 127; 383 231 130 384 230 232; 385 231 233; 386 233 234; 387 234 232; 388 235 27; 389 237 31 390 240 34; 391 241 35; 392 245 40; 393 246 45; 394 249 176; 395 235 248 396 247 236; 397 237 238; 398 240 239; 399 241 242; 400 242 243; 401 243 244 402 237 241; 403 241 245; 404 236 239; 405 239 243; 406 249 240; 407 240 246 408 246 244; 409 238 239; 410 247 249; 411 236 248; 412 235 237; 413 231 230 414 250 253; 415 251 102; 416 250 252; 417 252 251; 418 253 95; 419 254 251 420 253 255; 421 255 254; 422 256 95; 423 257 85; 424 256 258; 425 258 257 426 259 71; 427 260 74; 428 259 261; 429 261 260; 430 262 259; 431 263 260 432 262 264; 433 264 263; 434 265 262; 435 266 263; 436 265 267; 437 267 266 438 268 67; 439 269 70; 440 268 270; 441 270 269; 442 271 268; 443 272 269 444 271 273; 445 273 272; 446 274 271; 447 275 272; 450 194 277; 451 277 200 452 278 281; 453 279 212; 454 279 280; 455 280 278; 456 281 296; 457 282 279 458 282 283; 459 283 281; 460 284 205; 461 285 291; 465 223 288; 466 222 289 467 232 133; 468 233 134; 469 290 284; 470 291 294; 473 293 290; 474 294 297 477 296 293; 478 297 282; 479 297 298; 480 298 296 DEFINE MATERIAL START ISOTROPIC K300 E 1.42E+007 POISSON 0.2 DENSITY 24 ALPHA 5.5E-006 DAMP 0.05 ISOTROPIC SS400 E 1.2E+008 POISSON 0.3 DENSITY 78 ALPHA 6.5E-006 DAMP 0.03 END DEFINE MATERIAL MEMBER PROPERTY AMERICAN 55 64 65 94 99 101 102 138 141 358 389 TO 391 394 PRIS YD 0.15 ZD 0.5 61 95 TO 98 101 224 225 232 233 251 283 284 362 382 383 388 393 PRIS YD 0.4 ZD 0.15 57 59 63 93 161 226 227 229 TO 231 380 392 467 468 PRIS YD 0.15 ZD 0.15 MEMBER PROPERTY AMERICAN 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 44 TO 47 50 51 67 69 197 201 288 290 359 395 TO 412 PRIS YD 0.5 ZD 0.25 80 91 92 189 196 198 199 236 363 PRIS YD 0.3 ZD 0.15 54 56 62 66 PRIS YD 0.25 ZD 0.6 38 TO 41 52 53 70 77 TO 79 81 TO 83 85 87 TO 89 129 130 132 TO 137 165 166 174 TO 176 178 180 TO 182 185 TO 188 190 191 193 194 200 202 203 205 TO 209 211 213 214 221 234 235 237 244 246 250 257 260 261 268 277 297 298 305 308 311 313 TO 319 360 361 364 TO 366 371 375 379 381 384 386 387 413 PRIS YD 0.4 ZD 0.2 71 72 PRIS YD 0.55 ZD 0.25 139 140 142 150 TO 153 159 160 163 342 TO 348 372 373 377 378 465 466 PRIS YD 0.3 ZD 0.15 103 106 113 117 TO 119 148 156 TO 158 162 222 223 299 320 321 328 329 334 335 337 339 351 356 414 418 422 426 430 434 438 442 446 453 457 461 470 474 478 PRIS YD 0.3 ZD 0.15 104 107 123 144 TO 146 169 327 332 336 340 415 419 423 427 431 435 439 443 447 452 456 460 469 473 477 PRIS YD 0.2 ZD 0.15 MEMBER PROPERTY JAPANESE 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 TABLE ST H150X75X5 MEMBER PROPERTY JAPANESE 204 212 385 PRIS YD 0.4 ZD 0.15 CONSTANTS MATERIAL K300 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 -

163

144. 145. 146. 147. 148. 149. 150. 151. 152. 153. 154. 155. 156. 157. 158. 159. 160. 161. 162. 163. 164. 165. 166. 167. 168. 169. 170. 171. 172. 173. 174. 175. 176. 177. 178. 179. 180. 181. 182. 183. 184. 185. 186. 187. 188. 189. 190. 191. 192. 193. 194. 195. 196. 197. 198. 199. 200. 201. 202. 203. 204. 205. 206. 207. 208. 209. 210. 211. 212. 213. 214. 215. 216. 217. 218. 219. 220. 221. 222. 223. 224.

277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 470 473 474 477 478 MATERIAL SS400 MEMB 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 SUPPORTS 1 4 7 10 13 14 16 19 20 22 105 107 108 111 115 TO 117 119 120 123 124 126 215 224 225 228 288 289 FIXED LOAD 1 LOADTYPE DEAD TITLE BEBAN MATI FLOOR LOAD YRANGE 0 0 FLOAD -3.24 XRANGE 0 7 ZRANGE 0 7 GY YRANGE 3 7.2 FLOAD -3.61 XRANGE 0 9 ZRANGE 4 9 GY YRANGE 0 0 FLOAD -3.24 XRANGE 0 9 ZRANGE -11 0 GY YRANGE 3 7.2 FLOAD -3.61 XRANGE 0 9 ZRANGE -11 0 GY YRANGE 10.4 10.4 FLOAD -3.24 XRANGE 0 2 ZRANGE -11 8 GY SELFWEIGHT Y -1 LIST 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 102 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 151 TO 153 156 TO 163 165 166 169 TO 171 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 TO 337 339 340 342 TO 348 351 356 358 TO 367 370 TO 373 375 377 TO 447 450 TO 461 465 TO 470 473 474 477 TO 480 FLOOR LOAD YRANGE 7.2 7.2 FLOAD -3.61 XRANGE 0 2 ZRANGE 0 4 GY LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE BEBAN HIDUP FLOOR LOAD YRANGE 0 0 FLOAD -3 XRANGE 0 7 ZRANGE 0 8 GY YRANGE 3 7.2 FLOAD -2.5 XRANGE 0 9 ZRANGE 4 9 GY YRANGE 0 0 FLOAD -3 XRANGE 0 9 ZRANGE -11 0 GY YRANGE 3 7.2 FLOAD -2.5 XRANGE 0 9 ZRANGE -11 0 GY YRANGE 10.4 10.4 FLOAD -1.5 XRANGE 0 2 ZRANGE -11 8 GY FLOOR LOAD YRANGE 7.2 7.2 FLOAD -2.5 XRANGE 0 2 ZRANGE 0 4 GY LOAD 3 LOADTYPE DEAD TITLE BEBAN DINDING MEMBER LOAD 16 17 22 23 25 81 TO 83 165 178 180 TO 182 185 186 190 191 193 194 205 TO 207 209 234 260 261 305 314 315 319 375 379 402 412 UNI GY -6.5 7 TO 9 77 TO 79 81 TO 83 87 TO 89 165 208 221 235 260 261 268 298 305 313 314 TO 317 366 399 TO 401 406 TO 408 UNI GY -3.75 * 327 UNI GY -6.56 1 0 LOAD 4 LOADTYPE DEAD TITLE BEBAN MATI ATAP MEMBER LOAD 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 UNI GY -1.14 LOAD 5 LOADTYPE LIVE REDUCIBLE TITLE BEBAN HIDUP ATAP MEMBER LOAD 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 UNI GY -0.24 LOAD 6 LOADTYPE SEISMIC TITLE GEMPA X JOINT LOAD 52 FX 178 LOAD 7 LOADTYPE SEISMIC TITLE GEMPA Z JOINT LOAD 52 FZ 178 LOAD COMB 11 COMB11 1 1.2 2 1.6 3 1.2 4 1.2 5 1.6 LOAD COMB 12 COMB12 1 1.2 2 1.0 3 1.2 4 1.2 5 1.2 6 1.0 7 0.3 LOAD COMB 13 COMB13 1 1.2 2 1.0 3 1.2 4 1.2 5 1.0 6 1.0 7 -0.3 LOAD COMB 14 COMB14 1 1.2 2 1.0 3 1.2 4 1.2 5 1.0 6 -1.0 7 0.3 LOAD COMB 15 COMB15 1 1.2 2 1.0 3 1.2 4 1.2 5 1.0 6 -1.0 7 -0.3 LOAD COMB 16 COMB16 1 1.2 2 1.0 3 1.2 4 1.2 5 1.0 6 0.3 7 1.0 LOAD COMB 17 COMB17 1 1.2 2 1.0 3 1.2 4 1.2 5 1.0 6 0.3 7 -1.0 LOAD COMB 18 COMB18 1 1.2 2 1.0 3 1.2 4 1.2 5 1.0 6 -0.3 7 1.0 LOAD COMB 19 COMB19 1 1.2 2 1.0 3 1.2 4 1.2 5 1.0 6 -0.3 7 -1.0 LOAD COMB 20 COMB20 1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 PERFORM ANALYSIS START CONCRETE DESIGN CODE ACI CLB 0.04 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 51 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 -

164

225. 226. 227. 228. 229. 230. 231. 232. 233. 234. 235. 236. 237. 238. 239. 240. 241. 242. 243. 244. 245. 246. 247. 248. 249. 250. 251. 252. 253. 254. 255. 256. 257. 258. 259. 260. 261. 262. 263. 264. 265. 266. 267. 268. 269. 270. 271. 272. 273. 274. 275. 276. 277. 278. 279. 280. 281. 282. 283. 284. 285. 286. 287. 288. 289. 290. 291. 292. 293. 294. 295. 296. 297. 298. 299. 300. 301. 302. 303. 304. 305.

107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 468 CLS 0.04 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 51 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 470 473 474 477 478 CLT 0.04 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 51 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 468 FC 25000 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 51 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 468 FYMAIN 400000 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 468 FYSEC 400000 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 470 473 474 477 478 MAXMAIN 16 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 51 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 470 473 474 477 478 MINMAIN 10 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 51 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 470 473 474 477 478 MINSEC 10 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 51 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 470 473 474 477 478 REINF 0 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 -

165

306. 307. 308. 309. 310. 311. 312. 313. 314. 315. 316. 317. 318. 319. 320. 321. 322. 323. 324. 325. 326. 327. 328. 329. 330. 331. 332. 333. 334. 335. 336. 337. 338. 339. 340. 341. 342. 343. 344. 345. 346. 347. 348. 349. 350. 351. 352. 353.

107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 470 473 474 477 478 TRACK 0 MEMB 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 TO 57 59 61 TO 67 69 TO 72 77 TO 83 85 87 TO 89 91 TO 99 101 TO 104 106 107 113 117 TO 119 123 129 130 132 TO 142 144 TO 146 148 150 TO 153 156 TO 163 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 TO 227 229 TO 237 244 246 250 251 257 260 261 268 277 283 284 288 290 297 TO 299 305 308 311 313 TO 321 327 TO 329 332 334 335 TO 337 339 340 342 TO 348 351 356 358 TO 366 371 TO 373 375 377 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 465 TO 470 473 474 477 478 DESIGN BEAM 1 7 TO 9 16 17 22 23 25 28 30 34 TO 36 38 TO 41 44 TO 47 50 TO 53 67 69 TO 72 77 TO 83 85 87 TO 89 91 92 104 106 107 113 117 TO 119 123 129 130 132 TO 137 144 TO 146 148 156 TO 158 162 165 166 169 174 TO 176 178 180 TO 182 185 TO 191 193 194 196 TO 209 211 TO 214 221 234 TO 237 244 246 250 257 260 261 268 277 288 290 297 298 305 308 311 313 TO 319 327 TO 329 332 334 TO 337 339 340 351 356 359 TO 361 364 366 371 375 379 381 384 TO 387 395 TO 415 418 419 422 423 426 427 430 431 434 435 438 439 442 443 446 447 452 453 456 457 460 461 469 470 473 474 477 478 DESIGN COLUMN 54 TO 57 59 61 TO 66 93 TO 99 101 102 138 TO 142 150 TO 153 159 TO 161 163 222 TO 227 229 TO 233 251 283 284 299 320 321 342 TO 348 358 362 372 373 377 378 380 382 383 388 TO 394 465 TO 468 END CONCRETE DESIGN PARAMETER 2 CODE LRFD FU 370000 MEMB 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 FYLD 240000 MEMB 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 KY 1.2 MEMB 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 KZ 1.2 MEMB 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 LY 1.2 MEMB 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 TRACK 0 MEMB 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 UNB 1.2 MEMB 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 UNT 1.2 MEMB 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480 CHECK CODE MEMB 170 171 367 370 416 417 420 421 424 425 428 429 432 433 436 437 440 441 444 445 450 451 454 455 458 459 479 480

166