report rumah tinggal 4 nov

8/13/2019 Report Rumah Tinggal 4 Nov

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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 | | || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================




_____________________________________________________________________

1 58. 2 - 16MM 0. 1938. YES NO2 442. 2 - 16MM 0. 935. YES NO3 442. 2 - 16MM 982. 2000. NO YES


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 | | || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================



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


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


___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________

1 58. 2 - 16MM 0. 2188. YES NO2 442. 2 - 16MM 1274. 3000. NO YES


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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 | | | | || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================




_____________________________________________________________________

1 58. 2 - 16MM 395. 3438. NO NO2 442. 2 - 16MM 0. 1268. YES NO3 442. 2 - 16MM 2565. 4000. NO YES



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 | | || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________

1 58. 3 - 16MM 170. 1000. NO YES2 444. 4 - 12MM 0. 1000. YES YES3 420. 4 - 12MM 0. 1000. YES YES


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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================





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_____________________________________________________________________

1 58. 3 - 16MM 0. 1546. YES NO2 444. 4 - 12MM 632. 2000. NO YES


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 | | | | || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________

1 58. 2 - 16MM 0. 2300. YES YES2 442. 2 - 16MM 0. 2300. YES YES



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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================




_____________________________________________________________________

1 58. 2 - 16MM 62. 800. NO YES2 442. 2 - 16MM 0. 800. YES YES


___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________




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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_____________________________________________________________________




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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================




_____________________________________________________________________




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.


___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================




_____________________________________________________________________





___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________




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___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________






| | | | | | | | | | | | | || 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________



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.


___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________




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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________

1 58. 2 - 16MM 0. 2688. YES NO2 442. 2 - 16MM 0. 3000. YES YES



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


___ 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 | | || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________

1 58. 2 - 16MM 354. 1000. NO YES2 442. 2 - 16MM 0. 1000. YES YES


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___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________

1 58. 2 - 16MM 0. 1000. YES YES2 58. 2 - 16MM 354. 1000. NO YES3 442. 3 - 16MM 0. 1000. YES YES


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



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=====================================================================




_____________________________________________________________________

1 58. 2 - 16MM 0. 1105. YES NO2 58. 2 - 16MM 979. 2000. NO YES3 442. 3 - 16MM 0. 2000. YES YES




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


=====================================================================




_____________________________________________________________________






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| | | | | | | | | | | | | || 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================




_____________________________________________________________________





___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================



LEVEL HEIGHT BAR INFO FROM TO ANCHOR


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(MM) (MM) (MM) STA END_____________________________________________________________________




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





_____________________________________________________________________





___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================




_____________________________________________________________________

1 58. 3 - 16MM 0. 2000. YES YES2 90. 2 - 16MM 0. 2000. YES YES3 342. 3 - 16MM 0. 2000. YES YES


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.


| | | | | | | | | | | | | || 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________



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___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________



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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================




_____________________________________________________________________

1 56. 3 - 12MM 0. 910. YES NO2 56. 3 - 12MM 1007. 2000. NO YES3 342. 3 - 16MM 0. 2000. YES YES


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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________





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

|_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________



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


=====================================================================


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_____________________________________________________________________





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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________

1 56. 3 - 12MM 0. 3910. YES NO2 342. 3 - 16MM 0. 4000. YES YES




___ 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 | | || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________

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


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


=====================================================================




_____________________________________________________________________




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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|=====================================================================




_____________________________________________________________________





___ 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 || | | | | | | | | | | | | ||_______| |_______| |_______| |_______| |_______| |_______| |_______|

=====================================================================




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_____________________________________________________________________




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





_____________________________________________________________________





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 |||======

report rumah tinggal 4 nov

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