report rumah tinggal 4 nov
TRANSCRIPT
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LAPORAN
PERHITUNGAN STRUKTUR
RUMAH TINGGAL
JALAN JAMBU, JAKARTA
OKTOBER 2013
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DAFTAR ISI
Cover 0
Daftar Isi 1
1. Umum 2
2. Deskripsi Bangunan dan Sistem Struktur……………………………………………… 2
3. Metodologi Perencanaan ………………………………………………………... 2
4. Peraturan yang digunakan ……………………………………………………….. 4
5. Spesifikasi Pembebanan ………………………………………………………............... 4
6. Spesifikasi bahan dan penampang ………………………………………. 5
7. Analisis Struktur ………………………………………………………………… 67.1. Metode Analisis ……………………………………………….. 6
7.2. Model Stuktur …...………………………………….. 6
7.3. Perhitungan Massa ……………………………………….. 6
8. Hasil – hasil perencanaan
8.1. Perencanaan Struktur Pelat ……………………………………………….. 7
8.2. Perencanaan Struktur Kolom …...………………………………….. 7
8.3. Perencanaan Struktur balok ……………………………………….. 7
8.4. Pengecekan kapasitas Joint balok kolom………………………………… 8
8.5. Kinerja Struktur ………………………………………………………... 8
Penutup …………………………………………………………………………................ 9
LAMPIRAN I ....……………...............................................…...................………………. 11
LAMPIRAN II ....……………...............................................…...................………………. 15
LAMPIRAN III ....……………...............................................…...................………………. 162
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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.
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Denah lt.dasar
Denah Lt. Dua
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Denah Lt. Tiga
Denah Lt. Dak
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Pemodelan Struktur 3 Dimensi
4. Peraturan yang Digunakan
Peraturan yang digunakan dalam proses perencanaan ini adalah :
1. PUBI-1982, Peraturan Umum Bahan Bangunan di Indonesia2. 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.
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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/m2Total : 129 kg/m2 : 1.29 kN/m2
5. Beban hidup atap wllr = 1.8 kN/m2 6. Beban gempa zona 1 tanah lunak7. Struktur rangka sistem ganda SRPMM(R) = 8.58. Faktor Keutamanan (I) = 1
6. Spesifikasi Bahan dan Penampang
Bahan yang digunakan adalah :
1. Beton untuk kolom : fc’ 25 Mpa (K300)2. Beton untuk balok, pelat : fc’ 25 Mpa (K300)3. Beton untuk sloof dan pile cap : fc’ 25 Mpa (K300)4. Beton untuk tiang bor : fc’ 25Mpa (K300)5. Baja tulangan utama : fy 400Mpa (BJTD40)6. Baja tulangan sekunder : fy 240 Mpa (BJTD24)
Modulus Elastisitas Beton
Ec = 4700 x √fc’ Pasal 10.5.1 SNI-03-2847-2002
Modulus Elastisitas Baja
Es = 200.000 Mpa Pasal 10.5 .2 SNI-03-2847-2002
Modulus geser (G) = 80.000 Mpa
Nisbah Poisson (µ) = 0.3 Mpa
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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 0.802. Aksial tarik dan aksial tarik dengan lentur 0,803. Komponen struktur dengan tulangan spiral 0,704. Komponen struktur lainnya 0,655. 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
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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)
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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 baloklemah”, 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.
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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
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LAMPIRAN I
PEMODELAN STRUKTUR
Denah Rumah Tinggal
Penomoran Nodal
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Penomoran Batang
Penomoran Batang Arah X
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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
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LAMPIRAN II
PEMBEBANAN
1. Beban Mati (DL)
Lantai tipikal
a. Pelat tebal 120 mm = 0.12 m x 24 kN/m3 = 2.88 kN/m2 Adukan 40 mm = 0.04 m x 21 kN/m3 = 0.84 kN/m2
Keramik = 0.1 kN/m2
Total = 3.82 kN/m2
b. Pelat tebal 100 mm = 0.10 m x 24 kN/m3 = 2.4 kN/m2Adukan 40 mm = 0.04 m x 21 kN/m3 = 0.84 kN/m2
Total = 3.24 kN/m
2
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 Total : 121 kg/m
2 : 1.21kN/m
2
3. Beban Hidup (LL)
a. Lantai hunian = 2.5 kN/m2 b. Lantai dak = 1 kN/m2
4. Beban dinding/partisi
a. Dinding bata = 6.56 kN/m2 b. Partisi / kaca = 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
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16o
14o
12o
10o
8o
6o
4o
2o
0o
2o
4o
6o
8o
10o
16o
14o
12o
10o
8o
6o
4o
2o
0o
2o
4o
6o
8o
10o
94o 96o 98o 100o 102o 104o 106o 108o 110o 112o 114o 116o 118o 120o 122o 124o 126o 128o 130o 132o 134o 136o 138o 140o
94o
96o
98o
100o
102o
104o
106o
108o
110o
112o
114o
116o
118o
120o
122o
124o
126o
128o
130o
132o
134o
136o
138o
140o
Banda Aceh
Medan
Padang
Bengkulu
Jambi
Palangkaraya
Samarinda
BanjarmasinPalembang
Bandarlampung
Jakarta
Sukabumi
Bandung
Garut Semarang
Tasikmalaya Solo
Blitar Malang
BanyuwangiDenpasar Mataram
Kupang
Surabaya
Jogjakarta
Cilacap
Makasar
Kendari
Palu
Tual
Sorong
Ambon
Manokwari
Merauke
Biak
Jayapura
Ternate
Manado
Gambar 2.1. Wilayah Gempa Indonesia dengan percepatan puncak batuan dasar dengan perioda ulang 500 tahun
Pekanbaru
: 0,03 g
: 0,10 g
: 0,15 g
: 0,20 g
: 0,25 g
: 0,30 g
Wilayah
Wilayah
Wilayah
Wilayah
Wilayah
Wilayah
1
1
1
2
2
3
3
4
4
56
5
1
1
1
1
1
1
2
2
2
22
2
3
3
3
33
3
4
4
4
44
4
5
5
5
55
5
6
6
6
4
2
5
3
6
0 80
Kilometer
2 00 4 00
(ref : SNI 03-1726-2002 Gambar 2 Respons
Spektrum Gempa Rencana)
- Faktor Keutamaan Struktur (I) : 1 (Gedung umum untuk hunian, perniagaan,kantor)
(ref : SNI 03-1726-2002 Tabel 1 Faktor
Keutamaan untuk berbagai kategori gedung
dan bangunan )
Tabel 1 Faktor Keutamaan I untuk berbagai kategori gedung dan bangunan
Kategori gedung
Faktor Keutamaan
I1 I2 I3
Gedung umum seperti untuk penghunian, perniagaan
dan perkantoran1,0 1,0 1,0
Monumen dan bangunan monumental 1,0 1,6 1,6
Gedung penting pasca gempa seperti rumah sakit,
instalasi air bersih, pembangkit tenaga listrik, pusat
penyelamatan dalam keadaan darurat, fasilitas radio
dan televisi
1,4 1,0 1,4
Gedung untuk menyimpan bahan berbahaya seperti
gas, produk minyak bumi, asam, bahan beracun1,6 1,0 1,6
Cerobong, tangki diatas menara 1,5 1,0 1,5Catatan :
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
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7. Kombinasi Pembebanan
(ref : RSNI 2002 pasal 11.2)
Pada program StaadPro dilakukan kombinasi pembebanan untuk gaya-gaya dalam
sebagai berikut :
a.
Tinjauan Garavitasi1. q = 1.4DL + 1.4SDL2. q = 1.2DL + 1.2DL + 1.6LL
b. Tinjauan Dinamis- Untuk struktur Atas1. q = 1.2DL + 1.2SDL + 1 LLr ± 1 E2. q = 0.9DL +0.9SDL ± 1 E- Untuk struktur bawah1. q = 1.2DL + 1.2SDL + 1 LLr ± 1 E + 1 F bx + 0.3F by 2. q = 1.2DL + 1.2SDL + 1 LLr ± 1 E + 0.3 F bx + F by 3. q = 0.9DL + 0.9SDL + 1 LLr ± 1 E + 1 F bx + 0.3 F by 4. q = 0.9DL + 0.9SDL + 1 LLr ± 1 E + 0.3 F bx + 1 F by
Dimana : DL = Beban mati
SDL = Beban mati tambahan
LL = Beban hidup
LLr = Beban hidup (yang direduksi menjadi 0.5 LL untuk semua
beban hidup yang kurang dari 500 kg/m2
E = Beban gempa arah α dan 30% arah (α+90) atau sebaliknya,
diambil hasil kombinasi beban terbesar
F bx =Beban gempa horizontal nominal statik ekivalen akibat gayainersia sendiri arah X
F by = Beban gempa horizontal nominal statik ekivalen akibat
gaya inersia sendiri arah Y
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Berat Sendiri (DL)
Beban Mati Lantai (DL)
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Beban Mati Atap (DL)
Beban Mati pada Balok (DL)
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Beban Hidup Lantai (LL)
Beban Hidup Atap (LL)
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UTPUT StaadPro
Gaya Aksial (DL)
Gaya Geser (DL)
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Momen (DL)
Gaya Aksial (LL)
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Gaya Geser (LL)
Momen (LL)
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Gaya Aksial (COMB 11)
Gaya Geser (COMB 11)
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Momen (COMB 11)
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A. ANALISIS STRUKTUR
BEAM NO. 1 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 4800. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 562. 4038. NO NO2 442. 2 - 16MM 0. 1401. YES NO3 444. 4 - 12MM 3349. 4800. NO YES
B E A M N O. 1 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 50.74 KNS Vc= 91.91 KNS Vs= 0.00 KNSTu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 11NO 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 KNSTu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 11NO 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 NO. 7 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 0. 1938. YES NO2 442. 2 - 16MM 0. 935. YES NO3 442. 2 - 16MM 982. 2000. NO YES
B E A M N O. 7 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 3.32 KNS Vc= 93.73 KNS Vs= 0.00 KNSTu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.AT END SUPPORT - Vu= 3.86 KNS Vc= 93.73 KNS Vs= 0.00 KNSTu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
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___ 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 NO. 8 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
(MM) (MM) (MM) STA END_____________________________________________________________________
1 58. 2 - 16MM 645. 2000. NO YES2 444. 4 - 12MM 0. 1451. YES NO
B E A M N O. 8 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 64.18 KNS Vc= 92.88 KNS Vs= 0.00 KNSTu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 11NO 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= 0.00 KNSTu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 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 NO. 9 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 3000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 0. 2188. YES NO2 442. 2 - 16MM 1274. 3000. NO YES
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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 KNSTu= 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 KNSTu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 11NO 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 NO. 16 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 4000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 395. 3438. NO NO2 442. 2 - 16MM 0. 1268. YES NO3 442. 2 - 16MM 2565. 4000. NO YES
B E A M N O. 16 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 37.76 KNS Vc= 93.73 KNS Vs= 0.00 KNSTu= 0.00 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 11NO 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 11NO 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 || | | | | | | | | | | | | |
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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 NO. 23 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 1000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 3 - 16MM 170. 1000. NO YES2 444. 4 - 12MM 0. 1000. YES YES3 420. 4 - 12MM 0. 1000. YES YES
B E A M N O. 23 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 185.41 KNS Vc= 91.66 KNS Vs= 155.56 KNSTu= 15.16 KN-MET Tc= 3.2 KN-MET Ts= 20.2 KN-MET LOAD 12STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.PROVIDE 16 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.17 SQ.CM.
AT END SUPPORT - Vu= 180.95 KNS Vc= 91.66 KNS Vs= 149.60 KNSTu= 15.16 KN-MET Tc= 3.2 KN-MET Ts= 20.2 KN-MET LOAD 12STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.PROVIDE 16 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 60. MMADDITIONAL 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. 25 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
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_____________________________________________________________________
1 58. 3 - 16MM 0. 1546. YES NO2 444. 4 - 12MM 632. 2000. NO YES
B E A M N O. 25 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 57.42 KNS Vc= 91.70 KNS Vs= 0.00 KNSTu= 7.58 KN-MET Tc= 3.2 KN-MET Ts= 10.1 KN-MET LOAD 12STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.58 SQ.CM.
AT END SUPPORT - Vu= 78.31 KNS Vc= 97.30 KNS Vs= 7.11 KNSTu= 7.58 KN-MET Tc= 3.2 KN-MET Ts= 10.1 KN-MET LOAD 12STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.PROVIDE 10 MM 2-LEGGED STIRRUPS AT 143. MM C/C FOR 560. MMADDITIONAL 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 NO. 28 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2300. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 0. 2300. YES YES2 442. 2 - 16MM 0. 2300. YES YES
B E A M N O. 28 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 26.80 KNS Vc= 88.48 KNS Vs= 0.00 KNSTu= 6.00 KN-MET Tc= 3.1 KN-MET Ts= 8.0 KN-MET LOAD 19STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.05 SQ.CM.
AT END SUPPORT - Vu= 14.22 KNS Vc= 88.48 KNS Vs= 0.00 KNSTu= 6.00 KN-MET Tc= 3.1 KN-MET Ts= 8.0 KN-MET LOAD 19STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.05 SQ.CM.
___ 27J____________________ 2300X 250X 500_____________________ 151J____| |||=========================================================================||| 2No16|H 442. 0.TO 2300 | | | | | | | |
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| 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 NO. 30 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 800. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 62. 800. NO YES2 442. 2 - 16MM 0. 800. YES YES
B E A M N O. 30 D E S I G N R E S U L T S - SHEAR
___ 140J____________________ 800X 250X 500_____________________ 29J____| |||=========================================================================||| 2No16 H 442. 0.TO 800 || || 2No16 H 58. 62.TO 800 || ======================================================================||| ||___________________________________________________________________________|_______ _______ _______ _______ _______ _______ _______
| | | | | | | | | | | | | || oo | | oo | | oo | | oo | | oo | | oo | | oo || 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 || | | | | | | | | | | | | || | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 || | | oo | | oo | | oo | | oo | | oo | | oo || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================
BEAM NO. 34 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 3 - 16MM 0. 2000. YES YES2 442. 2 - 16MM 0. 2000. YES YES
B E A M N O. 34 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 48.90 KNS Vc= 91.38 KNS Vs= 0.00 KNSTu= 0.64 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 12NO 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= 0.00 KNSTu= 0.64 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 12NO STIRRUPS ARE REQUIRED FOR TORSION.REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
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_____________________________________________________________________
1 58. 2 - 16MM 0. 3000. YES YES2 442. 3 - 16MM 0. 3000. YES YES
B E A M N O. 36 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 6.74 KNS Vc= 90.68 KNS Vs= 0.00 KNSTu= 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 KNSTu= 0.69 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 12NO 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 NO. 38 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 12MM 0. 2000. YES YES2 344. 3 - 12MM 0. 2000. YES YES
B E A M N O. 38 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 3.71 KNS Vc= 55.91 KNS Vs= 0.00 KNSTu= 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.71 SQ.CM.
AT END SUPPORT - Vu= 11.22 KNS Vc= 57.54 KNS Vs= 0.00 KNSTu= 3.55 KN-MET Tc= 1.7 KN-MET Ts= 4.7 KN-MET LOAD 16STIRRUPS 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. MMADDITIONAL 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| | | | | | | | | | |||=========================================================================||
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| ||___________________________________________________________________________|_______ _______ _______ _______ _______ _______ _______
| | | | | | | | | | | | | || 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. 39 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 0. 2000. YES YES2 344. 3 - 12MM 0. 2000. YES YES
B E A M N O. 39 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 7.39 KNS Vc= 58.66 KNS Vs= 0.00 KNSTu= 4.65 KN-MET Tc= 1.7 KN-MET Ts= 6.2 KN-MET LOAD 18STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.25 SQ.CM.
AT END SUPPORT - Vu= 0.12 KNS Vc= 54.24 KNS Vs= 0.00 KNSTu= 4.65 KN-MET Tc= 1.7 KN-MET Ts= 6.2 KN-MET LOAD 18STIRRUPS 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. MMADDITIONAL 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 NO. 40 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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 56. 3 - 12MM 0. 3000. YES YES2 342. 3 - 16MM 0. 3000. YES YES
B E A M N O. 40 D E S I G N R E S U L T S - SHEAR
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AT START SUPPORT - Vu= 9.16 KNS Vc= 56.44 KNS Vs= 0.00 KNSTu= 1.65 KN-MET Tc= 1.6 KN-MET Ts= 2.2 KN-MET LOAD 15STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.80 SQ.CM.
AT END SUPPORT - Vu= 3.84 KNS Vc= 56.44 KNS Vs= 0.00 KNSTu= 1.65 KN-MET Tc= 1.6 KN-MET Ts= 2.2 KN-MET LOAD 15STIRRUPS 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. MMADDITIONAL 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 NO. 41 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 12MM 0. 2000. YES YES2 342. 2 - 16MM 0. 2000. YES YES
B E A M N O. 41 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 29.28 KNS Vc= 55.49 KNS Vs= 0.00 KNSTu= 5.50 KN-MET Tc= 1.7 KN-MET Ts= 7.3 KN-MET LOAD 12STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.66 SQ.CM.
AT END SUPPORT - Vu= 20.40 KNS Vc= 82.36 KNS Vs= 0.00 KNSTu= 5.50 KN-MET Tc= 1.7 KN-MET Ts= 7.3 KN-MET LOAD 12STIRRUPS 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. MMADDITIONAL 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 |
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| 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 NO. 44 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 1000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 4 - 12MM 0. 1000. YES YES2 442. 2 - 16MM 0. 1000. YES YES
B E A M N O. 44 D E S I G N 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 15STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.82 SQ.CM.
AT END SUPPORT - Vu= 30.69 KNS Vc= 97.37 KNS Vs= 0.00 KNSTu= 17.08 KN-MET Tc= 3.3 KN-MET Ts= 22.8 KN-MET LOAD 15STIRRUPS 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. MMADDITIONAL 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 NO. 45 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 4000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 0. 4000. YES YES2 442. 2 - 16MM 0. 4000. YES YES
B E A M N O. 45 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 8.36 KNS Vc= 100.37 KNS Vs= 0.00 KNSTu= 0.92 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.AT END SUPPORT - Vu= 1.00 KNS Vc= 87.47 KNS Vs= 0.00 KNS
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Tu= 0.92 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1STIRRUPS ARE NOT REQUIRED.
___ 29J____________________ 4000X 250X 500_____________________ 33J____| |||=========================================================================||| 2No16 H 442. 0.TO 4000 || || 2No16 H 58. 0.TO 4000 |||=========================================================================||| ||___________________________________________________________________________|_______ _______ _______ _______ _______ _______ _______
| | | | | | | | | | | | | || oo | | oo | | oo | | oo | | oo | | oo | | oo || 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 || | | | | | | | | | | | | || 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 || oo | | oo | | oo | | oo | | oo | | oo | | oo || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================
BEAM NO. 46 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 3000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 0. 2688. YES NO2 442. 2 - 16MM 0. 3000. YES YES
B E A M N O. 46 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 3.64 KNS Vc= 88.57 KNS Vs= 0.00 KNSTu= 0.92 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.AT END SUPPORT - Vu= 10.00 KNS Vc= 91.40 KNS Vs= 0.00 KNSTu= 0.92 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1
STIRRUPS ARE NOT REQUIRED.
___ 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 NO. 47 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 1000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 354. 1000. NO YES2 442. 2 - 16MM 0. 1000. YES YES
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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 KNSTu= 9.12 KN-MET Tc= 3.2 KN-MET Ts= 12.2 KN-MET LOAD 13STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.11 SQ.CM.
AT END SUPPORT - Vu= 21.53 KNS Vc= 91.53 KNS Vs= 0.00 KNSTu= 9.12 KN-MET Tc= 3.2 KN-MET Ts= 12.2 KN-MET LOAD 13STIRRUPS 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. MMADDITIONAL 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 NO. 50 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 1000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 0. 1000. YES YES2 58. 2 - 16MM 354. 1000. NO YES3 442. 3 - 16MM 0. 1000. YES YES
B E A M N O. 50 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 90.82 KNS Tu= 22.3 KN-METVc= 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|
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=====================================================================
BEAM NO. 51 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 0. 1105. YES NO2 58. 2 - 16MM 979. 2000. NO YES3 442. 3 - 16MM 0. 2000. YES YES
B E A M N O. 51 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 26.78 KNS Tu= 21.0 KN-METVc= 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 11.6.3.1LOAD 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 NO. 52 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 12MM 0. 2000. YES YES2 342. 2 - 16MM 0. 2000. YES YES
B E A M N O. 52 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 25.39 KNS Vc= 56.70 KNS Vs= 0.00 KNSTu= 3.47 KN-MET Tc= 1.7 KN-MET Ts= 4.6 KN-MET LOAD 14STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.67 SQ.CM.
AT END SUPPORT - Vu= 16.51 KNS Vc= 56.58 KNS Vs= 0.00 KNSTu= 3.47 KN-MET Tc= 1.7 KN-MET Ts= 4.6 KN-MET LOAD 14STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.67 SQ.CM.
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___ 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 NO. 53 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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 56. 3 - 12MM 0. 3000. YES YES2 344. 3 - 12MM 0. 3000. YES YES
B E A M N O. 53 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 4.89 KNS Vc= 56.18 KNS Vs= 0.00 KNSTu= 2.69 KN-MET Tc= 1.7 KN-MET Ts= 3.6 KN-MET LOAD 12STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.30 SQ.CM.
AT END SUPPORT - Vu= 13.23 KNS Vc= 57.69 KNS Vs= 0.00 KNSTu= 2.69 KN-MET Tc= 1.7 KN-MET Ts= 3.6 KN-MET LOAD 12STIRRUPS 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. MMADDITIONAL 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. 67 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR
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(MM) (MM) (MM) STA END_____________________________________________________________________
1 58. 3 - 16MM 0. 2000. YES YES2 442. 3 - 16MM 0. 2000. YES YES
B E A M N O. 67 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 39.29 KNS Vc= 91.49 KNS Vs= 0.00 KNSTu= 2.20 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 1NO 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 KNSTu= 2.51 KN-MET Tc= 3.2 KN-MET Ts= 0.0 KN-MET LOAD 11NO 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 NO. 69 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 3000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 4 - 16MM 0. 3000. YES YES2 444. 4 - 12MM 0. 3000. YES YES
B E A M N O. 69 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 30.25 KNS Vc= 90.97 KNS Vs= 0.00 KNSTu= 9.40 KN-MET Tc= 3.2 KN-MET Ts= 12.5 KN-MET LOAD 18STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.20 SQ.CM.
AT END SUPPORT - Vu= 51.55 KNS Vc= 90.97 KNS Vs= 0.00 KNSTu= 9.40 KN-MET Tc= 3.2 KN-MET Ts= 12.5 KN-MET LOAD 18STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.20 SQ.CM.
___ 191J____________________ 2999X 250X 500_____________________ 177J____| |||=========================================================================||| 4No12 H 444.| 0.TO 3000| | | | | | | | | | | | |
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| 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 NO. 70 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 3 - 16MM 0. 2000. YES YES2 90. 2 - 16MM 0. 2000. YES YES3 342. 3 - 16MM 0. 2000. YES YES
B E A M N O. 70 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 58.88 KNS Vc= 55.04 KNS Vs= 23.46 KNSTu= 4.64 KN-MET Tc= 1.6 KN-MET Ts= 6.2 KN-MET LOAD 16STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.24 SQ.CM.AT END SUPPORT - Vu= 44.57 KNS Vc= 55.04 KNS Vs= 4.39 KNSTu= 4.64 KN-MET Tc= 1.6 KN-MET Ts= 6.2 KN-MET LOAD 16STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 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 NO. 71 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 550. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 3 - 16MM 0. 2000. YES YES2 494. 4 - 12MM 0. 2000. YES YES
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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 KNSTu= 8.14 KN-MET Tc= 3.7 KN-MET Ts= 10.8 KN-MET LOAD 11STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.69 SQ.CM.
AT END SUPPORT - Vu= 2.67 KNS Vc= 101.64 KNS Vs= 0.00 KNSTu= 8.14 KN-MET Tc= 3.7 KN-MET Ts= 10.8 KN-MET LOAD 11STIRRUPS 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. MMADDITIONAL 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 NO. 72 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 3000. MM FY - 400. FC - 25. MPA, SIZE - 250. X 550. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 3 - 16MM 0. 3000. YES YES2 492. 3 - 16MM 0. 3000. YES YES
B E A M N O. 72 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 65.08 KNS Vc= 101.72 KNS Vs= 0.00 KNSTu= 1.18 KN-MET Tc= 3.7 KN-MET Ts= 0.0 KN-MET LOAD 11NO 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. MMAT END SUPPORT - Vu= 40.88 KNS Vc= 101.72 KNS Vs= 0.00 KNS
Tu= 1.18 KN-MET Tc= 3.7 KN-MET Ts= 0.0 KN-MET LOAD 11NO 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. 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 || | | | | | | | | | | | | |
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| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 || ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|
=====================================================================
BEAM NO. 77 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 12MM 0. 910. YES NO2 56. 3 - 12MM 1007. 2000. NO YES3 342. 3 - 16MM 0. 2000. YES YES
B E A M N O. 77 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 4.23 KNS Vc= 54.58 KNS Vs= 0.00 KNS
Tu= 5.86 KN-MET Tc= 1.6 KN-MET Ts= 7.8 KN-MET LOAD 18STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.83 SQ.CM.AT END SUPPORT - Vu= 19.05 KNS Vc= 54.58 KNS Vs= 0.00 KNSTu= 5.86 KN-MET Tc= 1.6 KN-MET Ts= 7.8 KN-MET LOAD 18STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 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 NO. 78 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 0. 2000. YES YES2 342. 3 - 16MM 0. 2000. YES YES
B E A M N O. 78 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 58.37 KNS Vc= 55.73 KNS Vs= 22.09 KNSTu= 2.20 KN-MET Tc= 1.6 KN-MET Ts= 2.9 KN-MET LOAD 14STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 660. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.06 SQ.CM.
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AT END SUPPORT - Vu= 39.13 KNS Vc= 55.73 KNS Vs= 0.00 KNSTu= 2.20 KN-MET Tc= 1.6 KN-MET Ts= 2.9 KN-MET LOAD 14STIRRUPS 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. MMADDITIONAL 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 NO. 79 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
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 58. 2 - 16MM 0. 3000. YES YES2 342. 3 - 16MM 0. 3000. YES YES3 310. 2 - 16MM 0. 3000. YES YES
B E A M N O. 79 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 11.51 KNS Vc= 56.63 KNS Vs= 0.00 KNSTu= 4.91 KN-MET Tc= 1.7 KN-MET Ts= 6.5 KN-MET LOAD 11STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.37 SQ.CM.AT END SUPPORT - Vu= 61.63 KNS Vc= 56.04 KNS Vs= 26.13 KNSTu= 4.32 KN-MET Tc= 1.7 KN-MET Ts= 5.8 KN-MET LOAD 13STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1160. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|
=====================================================================
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BEAM NO. 80 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2000. MM FY - 400. FC - 25. MPA, SIZE - 150. X 300. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 2 - 12MM 0. 2000. YES YES2 244. 2 - 12MM 0. 2000. YES YES3 220. 2 - 12MM 0. 2000. YES YES
B E A M N O. 80 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 22.54 KNS Tu= 1.6 KN-METVc= 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 11.6.3.1LOAD 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 NO. 81 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 4000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 12MM 0. 3910. YES NO2 342. 3 - 16MM 0. 4000. YES YES
B E A M N O. 81 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 41.62 KNS Vc= 49.51 KNS Vs= 5.98 KNSTu= 1.80 KN-MET Tc= 1.4 KN-MET Ts= 2.4 KN-MET LOAD 19STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 1660. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.87 SQ.CM.
AT END SUPPORT - Vu= 31.90 KNS Vc= 48.04 KNS Vs= 0.00 KNSTu= 1.93 KN-MET Tc= 1.4 KN-MET Ts= 2.6 KN-MET LOAD 15STIRRUPS 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. MMADDITIONAL 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| | | | | | | | | | | | | | | | | | | | | | |||========================================================================= |
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| ||___________________________________________________________________________|_______ _______ _______ _______ _______ _______ _______
| | | | | | | | | | | | | || 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 NO. 82 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 1500. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 16MM 0. 1500. YES YES2 344. 3 - 12MM 0. 1326. YES NO3 320. 3 - 12MM 0. 1326. YES NO4 344. 3 - 12MM 987. 1500. NO YES
B E A M N O. 82 D E S I G N R E S U L T S - SHEAR
AT END SUPPORT - Vu= 20.47 KNS Tu= 7.4 KN-METVc= 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 KNSTu= 5.56 KN-MET Tc= 1.8 KN-MET Ts= 7.4 KN-MET LOAD 17STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.PROVIDE 10 MM 2-LEGGED STIRRUPS AT 105. MM C/C FOR 410. MMADDITIONAL 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 NO. 83 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 1000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 12MM 0. 1000. YES YES2 342. 2 - 16MM 0. 1000. YES YES
B E A M N O. 83 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 8.07 KNS Tu= 9.1 KN-METVc= 102.2 KNS, ACI 318:CLAUSE 11.6.3.1
LOAD 6 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.
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AT END SUPPORT - Vu= 8.07 KNS Tu= 9.1 KN-METVc= 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 NO. 85 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 4000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 12MM 0. 4000. YES YES2 344. 3 - 12MM 0. 4000. YES YES
B E A M N O. 85 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 24.50 KNS Vc= 73.81 KNS Vs= 0.00 KNSTu= 3.09 KN-MET Tc= 1.7 KN-MET Ts= 4.1 KN-MET LOAD 14STIRRUPS 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. MMADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.49 SQ.CM.
AT END SUPPORT - Vu= 27.25 KNS Vc= 101.27 KNS Vs= 0.00 KNSTu= 3.09 KN-MET Tc= 1.7 KN-MET Ts= 4.1 KN-MET LOAD 14STIRRUPS 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. MMADDITIONAL 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 NO. 87 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 4000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
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LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 12MM 0. 4000. YES YES2 344. 3 - 12MM 0. 4000. YES YES
B E A M N O. 87 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 20.37 KNS Vc= 53.59 KNS Vs= 0.00 KNSTu= 0.41 KN-MET Tc= 1.6 KN-MET Ts= 0.0 KN-MET LOAD 17NO 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 KNSTu= 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 NO. 88 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 1000. MM FY - 400. FC - 25. MPA, SIZE - 200. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR(MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 12MM 0. 1000. YES YES2 342. 2 - 16MM 0. 1000. YES YES
B E A M N O. 88 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 13.55 KNS Tu= 12.7 KN-METVc= 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 11.6.3.1LOAD 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 |||======