Laporan Struktur Rumah Tinggal Kemakmuran

LAPORAN PERHITUNGAN STRUKTUR
Rumah Tinggal
Jl. Kemakmuran Komplek Pelita 1 B No. 20, Kota Samarinda
Pemilik:
JONNY SETIA WIBOWO
2022
DAFTAR ISI
KATA PENGANTAR
1. DESKRIPSI UMUM
2. PEMBEBANAN
3. PEMODELAN STRUKTUR
4. HASIL ANALISIS STRUKTUR
5. DESAIN BETON BERTULANG
LAMPIRAN
KATA PENGANTAR
Laporan ini merupakan hasil desain yang disusun sebagai Laporan Detailed Engineering
Design Struktur untuk proyek Rumah Tinggal milik Bapak Jonny Setia Wibowo yang
berlokasi di Jl. Kemakmuran Komplek Pelita 1 B No. 20, Kota Samarinda.
Secara umum desain struktur yang didesain dalam laporan ini merupakan bangunan yang
terdiri dari 3 lantai dan memiliki fungsi bangunan sebagai rumah tinggal.
Data desain struktur dilakukan berdasarkan dari pengukuran berupa data gambar
arsitektur dan data penyelidikkan tanah. Untuk informasi data penyelidikan tanah di lokasi
berdasarkan laporan penyelidikkan tanah oleh Politeknik Negeri Samarinda.
Sistematika laporan terdiri dari bagian Ketentuan Umum, Perhitungan Beban, Pemodelan,
Analisis Persyaratan Gempa, Desain Struktur Beton, dan Desain Pondasi. Peraturan yang
digunakan untuk analisis mengacu SNI 1727:2020, SNI 2847:2019, dan SNI 1726:2019.
Kami mengucapkan terima kasih kepada semua pihak yang telah membantu dalam
penyusunan laporan desain struktur ini.
Hormat kami,
Perencana Struktur
LAPORAN PERHITUNGAN STRUKTUR
RUMAH TINGGAL
JL. KEMAKMURAN KOMPLEK PELITA 1 B NO. 20, SAMARINDA
1 DESKRIPSI UMUM
1.1. Deskripsi Umum Bangunan
Denah Rumah
Potongan Rumah
Bangunan : Rumah Tinggal
Jumlah Lantai : 3 Lantai
Panjang Gedung : 16.78 m
Lebar Gedung : 8.75 m
Tinggi Gedung : 10.75 m
Sistem Struktur : Rangka Beton Bertulang Pemikul Momen Menengah
Fungsi Gedung (Ie) :1
Lokasi Bangunan : Samarinda
Jenis Tanah : Tanah Keras (SD)
1.2. Mutu Bahan

Mutu Beton
Mutu Beton Kolom : K-250
Mutu Beton Balok : K-250
Mutu Beton Pelat : K-250
Mutu Beton Pondasi : K-250
Mutu Baja Tulangan

Diameter > 13 mm : BJTS 420A
Diameter < 13 mm : BJTP 280
Mutu Material Beton

Mutu Material Baja Tulangan
1.3. Peraturan Yang Digunakan

Dasar-dasar analisis struktur eksisiting dari gedung mengikuti peraturan-peraturan struktur yang sudah ada dan
berlaku di Indonesia, antara lain
- SNI 1726:2019 Tata Cara Perencanaan Ketahanan Gempa Untuk Struktur Bangunan Gedung dan
Non Gedung
- SNI 2847:2019 Peraturan Struktur Beton Bertulang Indonesia
- SNI 1727:2020 Peraturan Pembebanan Bangunan Gedung Indonesia
1.4. Alat Bantu Perhitungan
a.
SANSPRO V.5.20 +Drawing Module (Integrated Structural Analysis and Design System for Building and General
Structures)
1.5. Satuan Dalam Perhitungan

Satuan yang digunakan pada perhitungan ini adalah :
- Satuan pada program Sanspro 5.20 adalah kgcm
2 PEMBEBANAN
2.1. Beban Gravitasi
Pembebanan-pembebanan gravitasi berikut ini merupakan pembebanan minimum yang dipakai sesuai dengan
yang terdapat dalam Pedoman Perencanaan Pembebanan Minimum Indonesia SNI-1727-2013
a.Beban Mati (DL)

Dihitung dengan bantuan program SANSPRO
- Beban dinding 1/2 bata merah : 2.5 kN/m2
- Beban mati tambahan (ADL) : 1.5 kN/m2
b.Beban Hidup (LL)
Beban Hidup yang digunakan adalah sebagai berikut :
- Beban Hidup : 1.92 kN/m2
- Beban Dak Atap :1 kN/m2
2.2. Beban Gempa
Pembebanan gempa berikut ini merupakan pembebanan minimum yang dipakai sesuai dengan yang terdapat
dalam Tata Cara Perencanaan Ketahanan Gempa untuk Struktur Bangunan Gedung dan non-Gedung SNI-1726-
2019.
2.2.1. Klasifikasi Situs

Penyelidikkan tanah telah dilakukan oleh Politeknik Negeri Samarinda dengan 2 titik sondir. Lokasi berada di
Jl. Kemakmuran Komplek Pelita 1 B, Samarinda.
Gambar 2.1. Denah Pengujian tanah dengan Sondir
Klasifikasi situs ditetapkan pada SNI 1726:2019 pasal 5.3 berdasakan kecepatan rata-rata gelombang geser,
tahanan penetrasi standar lapangan rata- rata, dan kuat geser rata-rata dari tanah lokasi. Klasifikasi tanah
berdasarkan nilai hasil NSPT dari permukaan tanah sampai kedalaman 30m tersebut dibedakan atas tanah
keras, sedang, lunak maupun tanah khusus. Klasifikasi dan syarat dapat dilihat pada Tabel 2.1
Tabel 2.1
Klasifikasi Situs
Sumber: SNI 1726:2019, halaman 25, BSN
Dimana :
𝑉𝑠 = Kecepatan rata-rata gelombang geser
𝑁 = Tahanan Penetrasi Standart Lapangan rata-rata
𝑆𝑢 = Kuat Geser Rata-Rata
Perhitungan nilai rata-rata untuk harga N dilakukan dengan Persamaan berikut sesuai SNI 1726:2019 sebagai
berikut: :
𝑛
𝑖=1 𝑑𝑖
𝑁=
𝑛 𝑑
𝑖=1 𝑁
𝑖
Dimana :
𝑛 : ketebalan lapisan 30 meter pertama diukur dari muka tanah, di adalah tebal lapisan
𝑑𝑖 tiap antara 0-22 m, dan Ni nilai tiap lapisan tanah antara 0-30 m. Berikut hasil
𝑖=1 perhitungan klasifikasi tanah
Jenis klasifikasi situs disekitar lokasi adalah : Tanah Keras (SD)

2.2.2. Kategori Resiko Situs
Kategori resiko gedung ditetapkan pada SNI 1726:2019 pasal 4.1.2. berdasarkan fungsi bangunan. Berikut
Tabel 2.3 dalam menentukan kategori resiko Gedung.
Tabel 2.3
Kategori Risiko Bangunan Gedung dan Non-gedung Untuk Beban Gempa
Dari Tabel 2.3, ditentukan untuk Bangunan ini memiliki kategori resiko bangunan : II
2.2.3. Faktor Keutamaan Gempa (Ie)

Faktor keutamaan ditetapkan pada SNI 1726:2019 pasal 4.1.2. berdasarkan fungsi bangunan. Berikut Tabel 2.4
dalam menentukan faktor keutamaan gedung.
Tabel 2.4
Faktor Keutamaan Gempa (Ie)
Dari Tabel 2.4, ditentukan untuk Bangunan ini memiliki Faktor Keutamaan Gempa (Ie) = 1
2.2.4. Parameter Percepatan Respons Spektral MCE dari peta gempa (Ss & S1)
Parameter percepatan respons spektral MCE dari peta gempa ditetapkan pada SNI 1726:2019 pasal 6.
Parameter percepatan respons spektral MCE dari peta gempa terdiri dari Ss (parameter percepatan respons
spektral MCE dari peta gempa pada perioda pendek) dan S1 (parameter percepatan respons spektral MCE dari
peta gempa pada 1 detik). Nilai dari kedua parameter bergantung pada kondisi tanah dan lokasi bangunan, tiap
lokasi memiliki nilai parameter yang bervariasi. Nilai parameter ini dapat diambil dari Peta Sumber dan Bahaya
Gempa Indonesia 2017. Berikut peta SS dan S1 pada Gambar 2.2 dan Gambar 2.3.
Gambar 2.2. Peta nilai Ss pada Peta Sumber dan Bahaya Gempa Indonesia 2017
Gambar 2.3. Peta nilai Ss pada Peta Sumber dan Bahaya Gempa Indonesia 2017
Dari hasil pengamatan untuk Gedung dengan lokasi di : Balikpapan
Nilai Ss = parameter percepatan respons spektral MCE dari peta gempa pada 0.1
perioda pendek
Nilai S1 = parameter percepatan respons spektral MCE dari peta gempa pada 1 0.1
detik
2.2.5. Kefisien Situs (Fa dan Fv)

Koefisien situs ditetapkan pada SNI 1726:2019 pasal 6.2 yang ditetapkan berdasakan nilai SS, S1, dan kelas
situs. Koefisien Situs terdiri dari Fa (koefisien situs pada periode 0,2 detik) dan Fv (koefisien situs pada periode 1
detik). Berikut Tabel 2.5 dan Tabel 2.6 dalam menentukan koefisien situs.
Tabel 2.5
Koefisien Situs Fa
Tabel 2.6
Koefisien Situs Fv

Dari tabel di atas didapatkan nilai masing masing
Fa = koefisien situs pada periode 0,2 detik 1.60
Fv = koefisien situs pada periode 1 detik 2.40
2.2.6. Parameter Percepatan Respons Spektral MCE (SMS& SM1)
Parameter percepatan respons spektral MCE ditetapkan pada SNI 1726:2019 pasal 6.2 yang ditetapkan
berdasakan nilai Fa, Fv, SS, dan S1. Parameter percepatan respons spektral MCE terdiri dari SMS (Parameter
percepatan respons spektral MCE pada periode 0,2 detik) dan SM1 (Parameter percepatan respons spektral
MCE pada periode 1 detik). Berikut Persamaan dalam menentukan Parameter percepatan respons spektral
MCE
SMS = Fa * SS = 1.6 * 0.1 0.160

SM1 = Fv * S1 = 2.4 * 0.1 0.240
2.2.7. Parameter percepatan respons spektral (SDS & SD1)
Parameter percepatan respons spektral ditetapkan pada SNI 1726:2019 pasal 6.3 yang ditetapkan berdasakan
nilai SMS, dan SM1. Parameter percepatan respons spektral terdiri dari SDS (Parameter percepatan respons
spektral pada periode 0,2 detik) dan SD1 (Parameter percepatan respons spektral pada periode 1 detik). Berikut
Persamaan dalam menentukan Parameter percepatan respons spektral
SDS = 2/3 * SMS = 2/3 * 0.16 0.10g

SD1 = 2/3 * SM1 = 2/3 * 0.24 0.16g
2.2.8. Ketegori Desain Seismim (KDS)
Kategori Desain Seismik ditetapkan pada SNI 1726:2019 pasal 6.5 yang ditetapkan berdasakan nilai SDS, dan
SD1 dan kategori resiko. Berikut Tabel 2.7 dan Tabel 2.8 dalam menentukan Kategori Desain Seismik. Kategori
Desain Seismik diambil yang terbesar kategorinya dari KDS yang berdasarkan SD1 dan KDS yang berdasarkan
SDS.
Tabel 2.7
Kategori Desain Seismik Berdasarkan SDS
Tabel 2.8
Kategori Desain Seismik Berdasarkan SD1
Menurut Tabel 2.7. dan 2.8. disimpulkan bahwa KDS pada bangunan ini berdasarkan
KDS berdasarkan SDS A
KDS berdasarkan SD1 C
Untuk perhitungan digunakan KDS terbesar yaitu KDS C
2.2.9. Sistem Penahan Gempa

Pada bangunan ini, bangunan terdiri dari sistem rangka atap beton bertulang dan sistem portal beton daktail
dan memiliki kategori desain seismik C
Untuk menentukan pemilihan Sistem Rangka digunakan tabel 2.9
Tabel 2.9
Faktor R, Cd, dan Ω0 untuk sistem penahan gaya gempa
Dari tabel didapat Sistem struktur = Rangka Beton Bertulang Pemikul Momen Menengah
dengan nilai, R = 5
Cd = 4.5
Ω0 = 3
2.2.10. Faktor Redudansi
Untuk struktur yang dirancang untuk kategori desain seismik D, E, atau F, faktor redundansi (ρ) harus sama
dengan 1,3 kecuali jika satu dari dua kondisi berikut (SNI 1726:2019 pasal 7.3.4.2) dipenuhi, di mana faktor
redundansi (ρ) dijinkan diambil sebesar 1,0
a. Masing-masing tingkat yang menghambat lebih dari 35 persen dalam Arah yang ditinjau harus
sesuai dengan Tabel 12
b.
Struktur dengan denah beraturan di semua tingkat dengan sistem penahan gaya gempa terdiri dari
paling sedikit dua bentang perimeter penahan gaya gempa yang merangka pada masing-masing
sisi sisi struktur dalam masing-masing arah ortogonal di setiap tingkat yang menghambat lebih dari
35 persen. Dinding geser harus dihitung sebagai dinding Panjang dengan tingkat tinggi, h, untuk
konstruksi ringan (ref. SNI 1726:2019 pasal 7.3.4.2)
Maka dengan sistem struktur penahan gaya gempa pada bangunan ini, digunakan secara konservatif ρ=1
karena KDS struktur adalah C
2.2.11. Perhitungan Gaya Geser Dasar (Statik Ekivalen)

Berikut data parameter-parameter seismik pada bangunan ini hasil perhitungan pada langkah sebelumnya yang
ditunjukkan pada Tabel 2.10
Tabel 2.10
Data Parameter Seismik
Data Bangunan
Fungsi Bangunan : Rumah Tinggal

Jumlah Lantai : 3 Lantai
Lokasi : Samarinda
Kondisi Tanah : Tanah Keras (SD)
Parameter
Kategori Resiko : II
Faktor Keutamaan Bangunan, Ie :1
Kelas Situs : Tanah Keras (SD)
Percepatan Respon Spectral (MCE) terpetakan
SS : 0.100
S1 : 0.100
Koefisien Situs
Fa : 1.6
Fv : 2.4
Percepatan Respon Spectral (MCE) terpetakan
SMS : 0.160
SM1 : 0.240
Percepatan Respon Spectral
SDS : 0.10g
SD1 : 0.16g
Kategori Desain Seismik :C
Sistem Struktur Penahan Gempa : Rangka Beton Bertulang Pemikul
Momen Menengah
Koefisien Modifikasi Respons, R : 5
Faktor Perbesaran Defleksi, Cd : 4.5
Faktor Kuat Lebih, Ω0 : 3
Faktor Redudansi, ρ : 1
Parameter Gempa
2.3. Kombinasi Beban
3. PEMODELAN STRUKTUR
Reduksi masa gempa yang dignakan adalah sebagai berikut :
Faktor Reduksi Berat sendiri / Self-Weight (DL) 1
Faktor Reduksi Beban mati tambahan / Super impose Dead Load (SDL) 1
Faktor Reduksi Beban Hidup (LL) 0.25
Faktor reduksi kekuatan yang digunakan pada perhitungan desain struktur beton bertulang mengacu pada SNI
2847 : 2013 “Persyaratan Beton Struktural Untuk Bangunan Gedung” yang ditunjukkan pada Tabel 3.1
Tabel 3.1.
Faktor Reduksi Kekuatan
Kuat Rencana Fakor Reduksi Kekuatan
Penampang terkendali tarik 0.9
Penampang terkendali tekan
- Komponen struktur dengan tulangan spiral 0.75
- Kompenen struktru lainnya 0.65
Geser dan torsi 0.75
Tumpuan pada beton 0.65
Beton polos Struktural 0.55
3.1 Pemodelan Struktur Gedung Serbaguna
3.1.1 Visualisasi 3 dimensi
Visualisasi 3 Dimensi Visualisasi 3 Dimensi
Visualisasi 3 Dimensi Visualisasi 3 Dimensi

3.2.2 Rencana Balok dan Kolom
Pemodelan dilakukan dengan pemodelan berdasarkan denah arsitektur dan denah struktur. Berikut pemodelan
struktur Gedung Serbaguna.
Denah Balok-Kolom Elv. 0 m

Denah Balok-Kolom Elv. +7 m
Denah Balok-Kolom Elv. +10.5 m
3.2.3 Input Parameter Beban Pelat Lantai

Penempatan Beban Pada Pelat Lantai
Beban Pelat Lantai Elv. +3.5 m
Beban Pelat Lantai Elv. +7 m

Beban Pelat Lantai Elv. +10.5 m
3.2.4 Input Parameter Beban Dinding Pada Balok Lantai
Penempatan Beban Dinding Lantai Elv. +3.5 m
Penempatan Beban Dinding Lantai Elv. +7 m

4. HASIL ANALISIS STRUKTUR
4.1 Displacement
Kontrol displacement Ijin dengan 240/L - 360/L > Defleksi Rencana bentang terpanjang balok di struktur ini
adalah 445 cm , Maka (445/360 = 1.24 cm) Harus <defleksi rencana
Displacement pada kolom Elv. +4.5 m

Displacement pada kolom Elv. +7 m
Displacement pada kolom Elv. +10.5 m
Displacement < 1.24 cm = OK

4.2 Gaya Dalam Momen
Gaya Dalam Momen pada Balok Elv. +3.5 m
Gaya Dalam Momen pada Balok Elv. +7 m

Gaya Dalam Momen pada Balok Elv. +10.5 m
Gaya Dalam Momen pada Bangunan

4.3 Reaksi Perletakan dan Pondasi Gedung Serbaguna
Reaksi Perletakan Bangunan

Pondasi
Pondasi yang akan diterapkan adalah pondasi minipile s = 20 cm. Berikut hasil yang didapat dari SANSPRO
Data Desain Pondasi Bangunan

Hasil Pondasi pada Bangunan
5. DESAIN BETON BERTULANG
Analisis perhitungan struktur beton bertulang yang meliputi elemen, balok, dan kolom dilakukan dengan hasil
luaran software dan diverifikasi analisis sesuai SNI 2847:2019. Berikut review pada elemen struktur berdasarkan
SNI 2847:2019 dengan software Sanspro 5.20
5.1 Kolom dan Balok dari Program Sanspro
Tulangan Kolom Elv. +3.5 m

Tulangan Kolom Elv. +7 m
Tulangan Kolom Elv. +10.5 m
Tulangan Balok Elv. +3.5 m
Tulangan Balok Elv. +7 m
Tulangan Balok Elv. +10.5 m
5.2 Hasil Desain
Lokasi Komponen Profil Desain

Balok Induk B20/40 Memenuhi syarat
Lantai 1 Balok Anak B15/25 Memenuhi syarat
Kolom K25/45 Memenuhi syarat
HASIL PERHITUNGAN BALOK
SANSPRO V.5.20 - Steel Capacity Design
Design Code : ACI-89, PBI-91, ACI-2002, PBI-2003, PBI-2012, PBBI-2013
Unit system : kg.cm, lbs.in, N.cm
(C) Nathan Madutujuh, 1992-2017
Engineering Software Research Center
Revised for Material Schedule, 2017
LICENSEE : Moro Sukirno, JL.Delima RT.051, Sidodadi, Samarinda Ulu, SAMARINDA

Design Code : PBI-2003, ACI-2002 (Using 1.25 fy and 1.4 fps)
Unit System : kg,cm, kg.cm
Project : Residential Pelita 20

Notes :
-------------------------------------------------------------------------------------------------
Flr Beam Id | L | Left | Mid | Right | Bar | Bw / Ht | s-lft s-rgt Bar | Atl Atr
-------------------------------------------------------------------------------------------------
1 1 55 | 222.5 | 4/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.1 0.0
1 2 56 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 3 57 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 4.4 7.2
1 4 58 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 5 59 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 6 60 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 7 61 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 8 62 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 9 63 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.9 0.0
1 10 64 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.4 3.6
1 11 65 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 12 66 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 13 67 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 14 68 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 15 69 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 16 70 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 17 71 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 18 72 | 173.0 | 2/ 2 | 2/ 2 | 4/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.8 3.4
1 19 73 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 20 74 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 21 75 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 22 76 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.5 0.0
1 23 77 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
1 24 78 | 107.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.9 2.3
1 25 79 | 222.5 | 3/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.0 0.0
1 26 80 | 222.5 | 2/ 2 | 2/ 2 | 4/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.0 1.7
1 27 81 | 215.0 | 4/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.2 3.2
1 28 82 | 215.0 | 2/ 3 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.8 2.6
1 29 83 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.7 0.0
1 30 84 | 222.5 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.0 2.1
1 31 85 | 215.0 | 3/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.6 3.4
1 32 86 | 215.0 | 2/ 3 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.5 2.7
1 33 87 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.1 0.0
1 34 88 | 222.5 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 1.1
1 35 89 | 215.0 | 3/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.2 2.5
1 36 90 | 215.0 | 2/ 3 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.9 2.0
1 37 91 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.0 0.0
1 38 92 | 222.5 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.0 0.9
1 39 93 | 215.0 | 3/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.9 3.8
1 40 94 | 215.0 | 2/ 3 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.8 3.3
1 41 95 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.4 0.6
1 42 96 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.2
1 43 97 | 350.0 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
1 44 98 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
1 45 99 | 400.0 | 3/ 2 | 2/ 2 | 3/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
1 46 100 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
1 47 101 | 127.7 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.3 0.0
1 48 102 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.1
1 49 103 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
1 50 104 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
1 51 105 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
1 52 106 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.8 0.0
1 53 107 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
1 54 108 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.4
1 55 109 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.8 1.4
1 56 110 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
1 57 111 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
1 58 112 | 229.2 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.3 4.8
1 59 113 | 228.6 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 3.0 2.7
1 60 114 | 443.2 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 1 115 | 222.5 | 4/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.1 0.0
2 2 116 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 3 117 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 4.4 7.2
2 4 118 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 5 119 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 6 120 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 7 121 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 8 122 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 9 123 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.9 0.0
2 10 124 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.2 3.4
2 11 125 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 12 126 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 13 127 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 14 128 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 15 129 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 16 130 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 17 131 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 18 132 | 173.0 | 2/ 2 | 2/ 2 | 4/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.7 3.2
2 19 133 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 20 134 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 21 135 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 22 136 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.4 0.0
2 23 137 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
2 24 138 | 107.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 2.1
2 25 139 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.0 0.0
2 26 140 | 222.5 | 2/ 2 | 2/ 2 | 4/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.1 1.7
2 27 141 | 215.0 | 4/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.2 3.4
2 28 142 | 215.0 | 2/ 3 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 3.0 2.6
2 29 143 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.8 0.0
2 30 144 | 222.5 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.2 2.3
2 31 145 | 215.0 | 3/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.7 3.6
2 32 146 | 215.0 | 2/ 3 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.7 2.9
2 33 147 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.2 0.0
2 34 148 | 222.5 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 1.3
2 35 149 | 215.0 | 3/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.3 2.7
2 36 150 | 215.0 | 2/ 3 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.0 2.1
2 37 151 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 1.1 0.0
2 38 152 | 222.5 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 1.0
2 39 153 | 215.0 | 3/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.0 4.0
2 40 154 | 215.0 | 2/ 3 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 3.0 3.5
2 41 155 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.3 0.4
2 42 156 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.2
2 43 157 | 350.0 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
2 44 158 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
2 45 159 | 400.0 | 3/ 2 | 2/ 2 | 3/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
2 46 160 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
2 47 161 | 127.7 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.3 0.0
2 48 162 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.1
2 49 163 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
2 50 164 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
2 51 165 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
2 52 166 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.8 0.0
2 53 167 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
2 54 168 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.4
2 55 169 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.8 1.5
2 56 170 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
2 57 171 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
2 58 172 | 229.2 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 2.4 5.1
2 59 173 | 228.6 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 2.8
2 60 174 | 443.2 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 40 | 8.8 8.8 d10 | 0.0 0.0
3 1 175 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 2 176 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 3 177 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 4 178 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 5 179 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 6 180 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 7 181 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 8 182 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 9 183 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 10 184 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 11 185 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 12 186 | 107.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 13 187 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 14 188 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 15 189 | 173.0 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 16 190 | 222.5 | 2/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 35 | 7.7 7.7 d10 | 2.1 0.0
3 17 191 | 222.5 | 2/ 3 | 2/ 2 | 3/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 3.0 3.2
3 18 192 | 215.0 | 3/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 2.1 4.4
3 19 193 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 2.9
3 20 194 | 222.5 | 2/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 35 | 7.7 7.7 d10 | 1.6 0.0
3 21 195 | 222.5 | 2/ 3 | 2/ 2 | 4/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 1.8
3 22 196 | 215.0 | 4/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 35 | 7.7 7.7 d10 | 1.2 0.0
3 23 197 | 215.0 | 2/ 3 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 2.6
3 24 198 | 222.5 | 2/ 2 | 2/ 2 | 2/ 3 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 25 199 | 222.5 | 2/ 3 | 2/ 2 | 3/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.9
3 26 200 | 215.0 | 3/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.8 0.0
3 27 201 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 28 202 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 29 203 | 222.5 | 2/ 2 | 2/ 2 | 3/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 2.8
3 30 204 | 215.0 | 3/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 1.7 0.0
3 31 205 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 3.2
3 32 206 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 33 207 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 34 208 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 35 209 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 36 210 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 37 211 | 173.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 38 212 | 400.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 39 213 | 300.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 40 214 | 350.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 41 215 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 42 216 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 43 217 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 44 218 | 0.1 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 45 219 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 46 220 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 47 221 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 48 222 | 222.5 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 5.7
3 49 223 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 3.8 0.0
3 50 224 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 51 225 | 229.2 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 52 226 | 228.6 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 53 227 | 443.2 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 54 228 | 167.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 55 229 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 56 230 | 215.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 57 231 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 3.8 5.5
3 58 232 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 20/ 35 | 7.7 7.7 d10 | 0.0 0.0
3 59 233 | 127.7 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 60 234 | 222.4 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.0 0.0
3 61 235 | 73.0 | 2/ 2 | 2/ 2 | 2/ 2 | d13 | 15/ 25 | 5.1 5.1 d10 | 0.6 0.8
------------------------------------------------------------------------------------------------


Notes :
BEAM MOMENT AND SHEAR CAPACITY
---------------------------------------------------------------------------------------------------------------
Id | Ml-top Ml-bot | Mr-top Mr-bot | Vl Vr | Tl Tr
---------------------------------------------------------------------------------------------------------------
55 | 824099.19 438488.16 | 418625.45 418625.45 | 8642.0 1474.9 | 31499.48 31499.48
56 | 418625.45 418625.45 | 418625.45 418625.45 | 965.9 2270.1 | 25819.57 25819.57
57 | 418625.45 418625.45 | 418625.45 418625.45 | 980.5 444.1 | 48834.81 48834.81
58 | 418625.45 418625.45 | 418625.45 418625.45 | 1020.4 2067.9 | 12943.27 12943.27
59 | 418625.45 418625.45 | 418625.45 418625.45 | 2118.0 1696.4 | 14146.57 14146.57
60 | 418625.45 418625.45 | 418625.45 418625.45 | 3630.3 3455.6 | 4412.31 4412.31
61 | 418625.45 418625.45 | 418625.45 418625.45 | 2791.0 2295.9 | 1634.97 1634.97
62 | 418625.45 418625.45 | 418625.45 418625.45 | 3187.3 2899.1 | 3025.05 3025.05
63 | 418625.45 418625.45 | 418625.45 418625.45 | 2803.8 790.8 | 33923.50 33923.50
64 | 418625.45 418625.45 | 418625.45 418625.45 | 3272.3 4134.4 | 83429.46 83429.46
65 | 418625.45 418625.45 | 418625.45 418625.45 | 2772.1 353.5 | 5722.71 5722.71
66 | 418625.45 418625.45 | 418625.45 418625.45 | 189.9 731.5 | 5722.71 5722.71
67 | 418625.45 418625.45 | 418625.45 418625.45 | 988.3 3473.2 | 14885.05 14885.05
68 | 418625.45 418625.45 | 418625.45 418625.45 | 3056.5 2993.6 | 1626.70 1626.70
69 | 418625.45 418625.45 | 418625.45 418625.45 | 2446.0 2618.5 | 1331.16 1331.16
70 | 418625.45 418625.45 | 418625.45 418625.45 | 3534.5 3501.3 | 1022.75 1022.75
71 | 418625.45 418625.45 | 418625.45 418625.45 | 1582.1 1749.0 | 18658.53 18658.53
72 | 418625.45 418625.45 | 824099.19 438488.16 | 3349.6 4855.5 | 37325.46 37325.46
73 | 418625.45 418625.45 | 418625.45 418625.45 | 4931.7 4465.9 | 2557.70 2557.70
74 | 418625.45 418625.45 | 418625.45 418625.45 | 3471.7 3136.6 | 755.53 755.53
75 | 418625.45 418625.45 | 418625.45 418625.45 | 4005.6 3997.4 | 3622.55 3622.55
76 | 418625.45 418625.45 | 418625.45 418625.45 | 4362.1 2945.3 | 20337.85 20337.85
77 | 418625.45 418625.45 | 418625.45 418625.45 | 945.7 1255.0 | 12520.88 12520.88
78 | 418625.45 418625.45 | 418625.45 418625.45 | 2465.2 6463.6 | 31001.99 31001.99
79 | 611698.77 418625.79 | 418625.45 418625.45 | 6033.7 2503.7 | 19298.58 19298.58
80 | 418625.45 418625.45 | 824099.19 438488.16 | 3859.4 7389.4 | 25445.07 25445.07
81 | 824099.19 438488.16 | 418625.79 611698.77 | 7804.5 4346.1 | 70851.98 70851.98
82 | 418625.79 611698.77 | 611698.77 418625.79 | 3332.6 6706.2 | 62078.45 62078.45
83 | 418625.45 418625.45 | 418625.45 418625.45 | 4523.6 2772.9 | 24200.66 24200.66
84 | 418625.45 418625.45 | 611698.77 418625.79 | 3667.4 5508.0 | 24188.33 24188.33
85 | 611698.77 418625.79 | 418625.79 611698.77 | 6761.8 5029.3 | 40205.95 40205.95
86 | 418625.79 611698.77 | 611698.77 418625.79 | 4434.4 6166.9 | 41700.61 41700.61
87 | 418625.45 418625.45 | 418625.45 418625.45 | 4287.7 2450.1 | 14376.75 14376.75
88 | 418625.45 418625.45 | 611698.77 418625.79 | 3276.6 5117.2 | 13038.08 13038.08
89 | 611698.77 418625.79 | 418625.79 611698.77 | 6301.7 4569.2 | 23798.71 23798.71
90 | 418625.79 611698.77 | 611698.77 418625.79 | 3959.2 5691.8 | 23482.70 23482.70
91 | 418625.45 418625.45 | 418625.45 418625.45 | 4827.8 3031.1 | 14710.00 14710.00
92 | 418625.45 418625.45 | 611698.77 418625.79 | 3874.0 5670.7 | 12533.69 12533.69
93 | 611698.77 418625.79 | 418625.79 611698.77 | 5912.3 4209.7 | 39014.21 39014.21
94 | 418625.79 611698.77 | 418625.45 418625.45 | 3509.3 5208.9 | 39431.53 39431.53
95 | 222643.55 222643.55 | 222643.55 222643.55 | 3268.4 3090.2 | 8209.97 8209.97
96 | 222643.55 222643.55 | 222643.55 222643.55 | 390.1 2399.3 | 3509.55 3509.55
97 | 222643.55 222643.55 | 271446.47 234419.53 | 3696.6 3834.2 | 166.73 166.73
98 | 222643.55 222643.55 | 222643.55 222643.55 | 2965.7 3246.6 | 56.40 56.40
99 | 271446.47 234419.53 | 271446.47 234419.53 | 4524.8 4324.6 | 42.62 42.62
100 | 222643.55 222643.55 | 222643.55 222643.55 | 1214.3 126.7 | 8232.57 8232.57
101 | 222643.55 222643.55 | 222643.55 222643.55 | 2329.4 621.6 | 4926.73 4926.73
102 | 222643.55 222643.55 | 222643.55 222643.55 | 286.7 3076.1 | 1014.88 1014.88
103 | 222643.55 222643.55 | 222643.55 222643.55 | 2210.8 2079.6 | 97.35 97.35
104 | 222643.55 222643.55 | 222643.55 222643.55 | 1603.1 1814.4 | 138.75 138.75
105 | 222643.55 222643.55 | 222643.55 222643.55 | 2588.0 2575.3 | 48.56 48.56
106 | 222643.55 222643.55 | 222643.55 222643.55 | 1488.9 263.6 | 7413.05 7413.05
107 | 222643.55 222643.55 | 222643.55 222643.55 | 2382.3 821.6 | 1462.09 1462.09
108 | 222643.55 222643.55 | 222643.55 222643.55 | 127.9 1838.1 | 3464.39 3464.39
109 | 222643.55 222643.55 | 222643.55 222643.55 | 2056.0 1501.7 | 10123.58 10123.58
110 | 222643.55 222643.55 | 222643.55 222643.55 | 741.5 302.1 | 10972.94 10972.94
111 | 222643.55 222643.55 | 222643.55 222643.55 | 942.4 1265.5 | 641.98 641.98
112 | 418625.45 418625.45 | 418625.45 418625.45 | 4487.5 2428.2 | 36309.16 36309.16
113 | 418625.45 418625.45 | 611698.77 418625.79 | 2376.9 5225.1 | 30363.73 30363.73
114 | 418625.45 418625.45 | 418625.45 418625.45 | 3765.0 3335.4 | 6262.15 6262.15
115 | 824099.19 438488.16 | 418625.45 418625.45 | 8595.0 1353.4 | 32902.44 32902.44
116 | 418625.45 418625.45 | 418625.45 418625.45 | 1004.8 2333.2 | 25487.62 25487.62
117 | 418625.45 418625.45 | 418625.45 418625.45 | 978.2 407.1 | 50810.80 50810.80
118 | 418625.45 418625.45 | 418625.45 418625.45 | 896.3 1943.8 | 12644.63 12644.63
119 | 418625.45 418625.45 | 418625.45 418625.45 | 1952.8 1395.7 | 19341.27 19341.27
120 | 418625.45 418625.45 | 418625.45 418625.45 | 3638.8 3447.0 | 6462.17 6462.17
121 | 418625.45 418625.45 | 418625.45 418625.45 | 2810.2 2276.7 | 1714.55 1714.55
122 | 418625.45 418625.45 | 418625.45 418625.45 | 3198.8 2887.5 | 4878.30 4878.30
123 | 418625.45 418625.45 | 418625.45 418625.45 | 2768.1 670.9 | 34829.11 34829.11
124 | 418625.45 418625.45 | 418625.45 418625.45 | 3535.6 4397.7 | 80227.09 80227.09
125 | 418625.45 418625.45 | 418625.45 418625.45 | 2770.8 318.6 | 4940.17 4940.17
126 | 418625.45 418625.45 | 418625.45 418625.45 | 169.5 744.0 | 4940.17 4940.17
127 | 418625.45 418625.45 | 418625.45 418625.45 | 989.5 3474.4 | 15070.19 15070.19
128 | 418625.45 418625.45 | 418625.45 418625.45 | 3055.4 2994.8 | 1975.20 1975.20
129 | 418625.45 418625.45 | 418625.45 418625.45 | 2431.6 2632.9 | 1570.56 1570.56
130 | 418625.45 418625.45 | 418625.45 418625.45 | 3537.8 3498.0 | 1086.87 1086.87
131 | 418625.45 418625.45 | 418625.45 418625.45 | 1255.2 1732.9 | 21914.81 21914.81
132 | 418625.45 418625.45 | 824099.19 438488.16 | 3419.8 4925.7 | 35296.19 35296.19
133 | 418625.45 418625.45 | 418625.45 418625.45 | 4942.9 4454.8 | 3587.43 3587.43
134 | 418625.45 418625.45 | 418625.45 418625.45 | 3488.4 3120.0 | 813.00 813.00
135 | 418625.45 418625.45 | 418625.45 418625.45 | 4001.3 4001.7 | 4661.47 4661.47
136 | 418625.45 418625.45 | 418625.45 418625.45 | 4430.7 3013.9 | 19547.67 19547.67
137 | 418625.45 418625.45 | 418625.45 418625.45 | 886.6 1195.9 | 11520.13 11520.13
138 | 418625.45 418625.45 | 418625.45 418625.45 | 2350.3 6548.7 | 27801.98 27801.98
139 | 418625.45 418625.45 | 418625.45 418625.45 | 5899.3 2156.1 | 17848.05 17848.05
140 | 418625.45 418625.45 | 824099.19 438488.16 | 3475.8 7144.5 | 24684.90 24684.90
141 | 824099.19 438488.16 | 418625.79 611698.77 | 7514.6 4008.7 | 72210.25 72210.25
142 | 418625.79 611698.77 | 611698.77 418625.79 | 2941.4 6586.1 | 62172.38 62172.38
143 | 418625.45 418625.45 | 418625.45 418625.45 | 4230.7 2390.1 | 24241.64 24241.64
144 | 418625.45 418625.45 | 611698.77 418625.79 | 3306.0 5146.6 | 24142.44 24142.44
145 | 611698.77 418625.79 | 418625.79 611698.77 | 6572.8 4668.4 | 39965.65 39965.65
146 | 418625.79 611698.77 | 611698.77 418625.79 | 4041.4 5826.0 | 41535.18 41535.18
147 | 418625.45 418625.45 | 418625.45 418625.45 | 3930.9 2090.3 | 14732.02 14732.02
148 | 418625.45 418625.45 | 611698.77 418625.79 | 2924.9 4765.5 | 13379.37 13379.37
149 | 611698.77 418625.79 | 418625.79 611698.77 | 6055.0 4213.1 | 23690.08 23690.08
150 | 418625.79 611698.77 | 611698.77 418625.79 | 3588.3 5352.5 | 23296.53 23296.53
151 | 418625.45 418625.45 | 418625.45 418625.45 | 4519.6 2696.4 | 15399.81 15399.81
152 | 418625.45 418625.45 | 611698.77 418625.79 | 3558.9 5472.3 | 13007.06 13007.06
153 | 611698.77 418625.79 | 418625.79 611698.77 | 5739.7 3896.7 | 39688.64 39688.64
154 | 418625.79 611698.77 | 418625.45 418625.45 | 3142.8 4842.4 | 39782.00 39782.00
155 | 222643.55 222643.55 | 222643.55 222643.55 | 3398.8 3220.6 | 6071.49 6071.49
156 | 222643.55 222643.55 | 222643.55 222643.55 | 376.8 2412.7 | 3305.53 3305.53
157 | 222643.55 222643.55 | 271446.47 234419.53 | 3697.9 3832.9 | 182.60 182.60
158 | 222643.55 222643.55 | 222643.55 222643.55 | 2965.7 3246.6 | 51.42 51.42
159 | 271446.47 234419.53 | 271446.47 234419.53 | 4525.1 4324.3 | 65.37 65.37
160 | 222643.55 222643.55 | 222643.55 222643.55 | 1190.0 130.2 | 8740.21 8740.21
161 | 222643.55 222643.55 | 222643.55 222643.55 | 2321.6 613.8 | 4717.89 4717.89
162 | 222643.55 222643.55 | 222643.55 222643.55 | 294.3 3083.7 | 886.69 886.69
163 | 222643.55 222643.55 | 222643.55 222643.55 | 2205.7 2084.7 | 60.14 60.14
164 | 222643.55 222643.55 | 222643.55 222643.55 | 1602.9 1814.6 | 133.48 133.48
165 | 222643.55 222643.55 | 222643.55 222643.55 | 2588.6 2574.8 | 57.07 57.07
166 | 222643.55 222643.55 | 222643.55 222643.55 | 1512.5 270.5 | 7498.19 7498.19
167 | 222643.55 222643.55 | 222643.55 222643.55 | 2378.0 825.9 | 1351.37 1351.37
168 | 222643.55 222643.55 | 222643.55 222643.55 | 126.6 1842.6 | 3437.55 3437.55
169 | 222643.55 222643.55 | 222643.55 222643.55 | 2052.0 1505.6 | 10675.57 10675.57
170 | 222643.55 222643.55 | 222643.55 222643.55 | 756.7 286.9 | 11546.05 11546.05
171 | 222643.55 222643.55 | 222643.55 222643.55 | 720.8 1077.9 | 1356.71 1356.71
172 | 418625.45 418625.45 | 418625.45 418625.45 | 4248.8 2032.3 | 35733.96 35733.96
173 | 418625.45 418625.45 | 611698.77 418625.79 | 2096.6 4944.9 | 28859.49 28859.49
174 | 418625.45 418625.45 | 418625.45 418625.45 | 3666.4 3164.4 | 7409.72 7409.72
175 | 361939.58 361939.58 | 361939.58 361939.58 | 1398.4 1338.8 | 3100.93 3100.93
176 | 361939.58 361939.58 | 361939.58 361939.58 | 1046.9 821.4 | 2089.87 2089.87
177 | 361939.58 361939.58 | 361939.58 361939.58 | 1238.5 1064.3 | 5327.00 5327.00
178 | 361939.58 361939.58 | 361939.58 361939.58 | 896.3 285.9 | 9201.91 9201.91
179 | 361939.58 361939.58 | 361939.58 361939.58 | 1334.6 1362.1 | 1429.37 1429.37
180 | 361939.58 361939.58 | 361939.58 361939.58 | 979.8 870.4 | 1144.80 1144.80
181 | 361939.58 361939.58 | 361939.58 361939.58 | 1151.5 1122.0 | 1828.06 1828.06
182 | 361939.58 361939.58 | 361939.58 361939.58 | 2536.6 2076.6 | 865.71 865.71
183 | 361939.58 361939.58 | 361939.58 361939.58 | 1628.0 1474.9 | 258.96 258.96
184 | 361939.58 361939.58 | 361939.58 361939.58 | 1937.3 1920.8 | 1647.60 1647.60
185 | 361939.58 361939.58 | 361939.58 361939.58 | 2245.6 1071.0 | 4401.19 4401.19
186 | 361939.58 361939.58 | 361939.58 361939.58 | 1203.8 1459.5 | 9618.10 9618.10
187 | 361939.58 361939.58 | 361939.58 361939.58 | 602.2 509.4 | 13215.65 13215.65
188 | 361939.58 361939.58 | 361939.58 361939.58 | 674.5 313.8 | 5931.60 5931.60
189 | 361939.58 361939.58 | 529020.45 361878.87 | 2004.9 3252.7 | 4322.56 4322.56
190 | 361939.58 361939.58 | 361878.87 529020.45 | 2990.5 1186.6 | 23064.43 23064.43
191 | 361878.87 529020.45 | 529020.45 361878.87 | 2109.0 3995.5 | 32661.38 32661.38
192 | 529020.45 361878.87 | 361939.58 361939.58 | 3870.2 2110.5 | 31274.83 31274.83
193 | 361939.58 361939.58 | 361939.58 361939.58 | 1197.2 2878.0 | 20004.00 20004.00
194 | 361939.58 361939.58 | 361878.87 529020.45 | 3242.3 1397.0 | 17510.16 17510.16
195 | 361878.87 529020.45 | 691382.69 361837.35 | 2465.0 4398.3 | 17014.00 17014.00
196 | 691382.69 361837.35 | 361878.87 529020.45 | 4240.5 2420.5 | 16783.35 16783.35
197 | 361878.87 529020.45 | 361939.58 361939.58 | 1367.8 3070.7 | 18128.20 18128.20
198 | 361939.58 361939.58 | 361878.87 529020.45 | 3050.7 1217.5 | 10712.33 10712.33
199 | 361878.87 529020.45 | 529020.45 361878.87 | 2189.5 4122.8 | 9636.50 9636.50
200 | 529020.45 361878.87 | 361939.58 361939.58 | 3997.2 2177.2 | 10914.13 10914.13
201 | 361939.58 361939.58 | 361939.58 361939.58 | 1200.5 2895.2 | 11486.02 11486.02
202 | 361939.58 361939.58 | 361939.58 361939.58 | 2629.1 891.1 | 20829.92 20829.92
203 | 361939.58 361939.58 | 529020.45 361878.87 | 1612.6 3500.0 | 22497.34 22497.34
204 | 529020.45 361878.87 | 361939.58 361939.58 | 3597.9 1812.2 | 21071.98 21071.98
205 | 361939.58 361939.58 | 361939.58 361939.58 | 1047.6 2699.0 | 21273.02 21273.02
206 | 222643.55 222643.55 | 222643.55 222643.55 | 141.5 941.4 | 8744.01 8744.01
207 | 222643.55 222643.55 | 222643.55 222643.55 | 2130.2 2142.5 | 417.72 417.72
208 | 222643.55 222643.55 | 222643.55 222643.55 | 1486.0 1349.3 | 110.67 110.67
209 | 222643.55 222643.55 | 222643.55 222643.55 | 1823.1 1730.9 | 326.86 326.86
210 | 222643.55 222643.55 | 222643.55 222643.55 | 526.9 343.3 | 2464.28 2464.28
211 | 222643.55 222643.55 | 222643.55 222643.55 | 110.4 972.5 | 8922.92 8922.92
212 | 222643.55 222643.55 | 222643.55 222643.55 | 2087.0 2104.6 | 457.50 457.50
213 | 222643.55 222643.55 | 222643.55 222643.55 | 1461.4 1337.6 | 80.43 80.43
214 | 222643.55 222643.55 | 222643.55 222643.55 | 1814.3 1681.0 | 302.89 302.89
215 | 222643.55 222643.55 | 222643.55 222643.55 | 945.0 70.9 | 2202.70 2202.70
216 | 222643.55 222643.55 | 222643.55 222643.55 | 402.2 590.0 | 4153.34 4153.34
217 | 222643.55 222643.55 | 222643.55 222643.55 | 627.7 309.3 | 2038.30 2038.30
218 | 222643.55 222643.55 | 222643.55 222643.55 | 309.3 309.3 | 2038.30 2038.30
219 | 222643.55 222643.55 | 222643.55 222643.55 | 763.8 516.3 | 7728.17 7728.17
220 | 222643.55 222643.55 | 222643.55 222643.55 | 551.5 340.0 | 8012.89 8012.89
221 | 361939.58 361939.58 | 361939.58 361939.58 | 1559.2 520.5 | 10186.80 10186.80
222 | 361939.58 361939.58 | 361939.58 361939.58 | 202.5 978.7 | 31820.79 31820.79
223 | 361939.58 361939.58 | 361939.58 361939.58 | 921.7 205.5 | 31576.69 31576.69
224 | 361939.58 361939.58 | 361939.58 361939.58 | 510.6 1487.0 | 13767.95 13767.95
225 | 361939.58 361939.58 | 361939.58 361939.58 | 992.3 607.2 | 8284.19 8284.19
226 | 361939.58 361939.58 | 361939.58 361939.58 | 472.5 1384.9 | 3903.89 3903.89
227 | 361939.58 361939.58 | 361939.58 361939.58 | 883.5 763.8 | 3983.91 3983.91
228 | 361939.58 361939.58 | 361939.58 361939.58 | 1112.3 353.7 | 14125.73 14125.73
229 | 361939.58 361939.58 | 361939.58 361939.58 | 54.4 115.7 | 9738.48 9738.48
230 | 361939.58 361939.58 | 361939.58 361939.58 | 166.3 574.4 | 9738.48 9738.48
231 | 361939.58 361939.58 | 361939.58 361939.58 | 988.0 1112.1 | 32354.20 32354.20
232 | 361939.58 361939.58 | 361939.58 361939.58 | 433.1 682.5 | 1904.78 1904.78
233 | 222643.55 222643.55 | 222643.55 222643.55 | 210.5 350.8 | 1102.00 1102.00
234 | 222643.55 222643.55 | 222643.55 222643.55 | 244.4 763.9 | 2707.38 2707.38
235 | 222643.55 222643.55 | 222643.55 222643.55 | 1746.0 1905.7 | 6397.47 6397.47
---------------------------------------------------------------------------------------------------------------
HASIL PERHITUNGAN KOLOM


Notes :
COLUMN DESIGN FORCES
----------------------------------------------------------------------------------------
Flr Id | Mux Nmax Nmin | Muy Nmax Nmin
----------------------------------------------------------------------------------------
3 37 | 306646.9 2498.1 1141.6 | 65635.0 2498.1 1960.3
| 245609.4 3170.1 1813.6 | 68413.4 3170.1 2632.3
3 38 | 25052.5 1740.1 358.1 | 158042.5 1744.7 -1254.1
| 30675.7 2412.1 1030.1 | 147566.5 2416.7 -582.1
3 39 | 79784.1 1177.0 337.1 | 113761.5 1282.5 -642.7
| 93823.8 1849.0 1009.1 | 98929.7 1954.5 29.3
3 40 | 25019.6 4246.5 3357.5 | 197867.6 4250.4 2320.4
| 30214.9 4918.5 4029.5 | 164608.6 4922.4 2992.4
3 41 | 44872.9 3767.8 2073.5 | 198231.9 3767.8 3100.7
| 39516.7 4439.8 2745.5 | 165381.5 4439.8 3772.7
3 42 | 82827.5 4299.4 2428.9 | 214530.5 4299.4 3456.1
| 67175.9 4971.4 3100.9 | 157716.7 4971.4 4128.1
3 43 | 56574.4 4165.4 2236.2 | 215397.7 4165.4 3301.0
| 48487.4 4837.4 2908.2 | 180396.3 4837.4 3973.0
3 44 | 61381.6 4534.1 2346.2 | 230553.9 4534.1 3605.0
| 55047.9 5206.1 3018.2 | 194912.0 5206.1 4277.0
3 45 | 105971.6 3931.4 1874.6 | 227954.5 3852.1 2939.4
| 100552.9 4603.4 2546.6 | 193393.8 4524.1 3611.4
3 46 | 84375.1 10555.5 9011.8 | 191963.3 10555.5 10076.6
| 64739.5 11227.5 9683.8 | 167839.6 11227.5 10748.6
3 47 | 43197.9 9580.5 7764.7 | 162745.3 9580.5 9023.6
| 40361.0 10252.5 8436.7 | 151283.5 10252.5 9695.6
3 48 | 51755.0 8961.0 7425.1 | 151676.9 8961.0 8489.9
| 41727.8 9633.0 8097.1 | 144307.8 9633.0 9161.9
3 49 | 15217.4 8838.9 7213.9 | 140658.6 8838.9 8278.7
| 25893.3 9510.9 7885.9 | 126150.8 9510.9 8950.7
3 50 | 55332.3 4653.6 2562.5 | 228103.2 4653.6 3776.9
| 49260.3 5325.6 3234.5 | 168823.7 5325.6 4448.9
3 51 | 118137.2 4191.7 2157.8 | 223881.1 4065.5 3185.0
| 104364.4 4863.7 2829.8 | 185570.5 4737.5 3857.0
3 52 | 56340.3 1558.7 612.7 | 44479.7 1558.7 -1118.9
| 39261.5 1894.7 948.7 | 39699.1 1894.7 -782.9
3 53 | 45575.6 1534.0 308.9 | 201269.9 1534.0 1158.5
| 35430.1 2206.0 980.9 | 150262.2 2206.0 1830.5
3 54 | 43019.0 1626.4 341.5 | 188669.0 1626.4 1191.1
| 38145.8 2298.4 1013.5 | 119148.4 2298.4 1863.1
2 19 | 203569.1 13825.0 7973.5 | 434102.6 12573.8 10450.6
| 197432.7 14770.0 8918.5 | 380949.2 13518.8 11395.6
2 20 | 79622.1 13328.2 8394.2 | 366474.6 12881.9 10810.6
| 68749.8 14273.2 9339.2 | 328720.4 13826.9 11755.6
2 21 | 132472.3 12366.5 7518.3 | 345429.6 11658.3 9747.5
| 127106.2 13311.5 8463.3 | 309460.2 12603.3 10692.5
2 22 | 100800.6 12248.0 8040.0 | 399570.7 12180.1 10269.3
| 95765.4 13193.0 8985.0 | 358316.3 13125.1 11214.3
2 23 | 61048.1 14302.7 10251.2 | 407874.5 14302.7 10460.6
| 53303.6 15247.7 11196.2 | 367652.5 15247.7 11405.6
2 24 | 81845.0 13559.4 8557.2 | 444623.3 12849.7 10868.5
| 78018.3 14504.4 9502.2 | 380949.2 13794.7 11813.5
2 25 | 104395.6 14736.8 9530.4 | 480525.5 14183.3 12035.8
| 95440.5 15681.8 10475.4 | 380949.2 15128.3 12980.8
2 26 | 175386.8 14104.5 8238.7 | 482228.7 13008.4 10807.0
| 165831.1 15049.5 9183.7 | 380949.2 13953.4 11752.0
2 27 | 74980.8 21260.7 17868.8 | 416820.6 21260.7 20180.1
| 75543.3 22205.7 18813.8 | 380949.2 22205.7 21125.1
2 28 | 70215.8 23027.6 19371.7 | 434244.6 23027.6 21877.2
| 64629.5 23972.6 20316.7 | 380949.2 23972.6 22822.2
2 29 | 87810.0 27870.9 24092.2 | 456351.5 27870.9 26660.5
| 83255.4 28815.9 25037.2 | 435656.9 28815.9 27605.5
2 30 | 51042.1 9243.8 4529.0 | 324242.7 9454.6 4083.2
| 31707.0 10188.8 5474.0 | 235904.6 10399.6 5028.2
2 31 | 199923.4 7282.1 3720.9 | 280592.9 7309.5 3693.6
| 184787.5 8227.1 4665.9 | 236671.5 8254.5 4638.6
2 32 | 583373.3 13946.8 10678.1 | 181116.6 13946.8 12449.2
| 455575.3 14891.8 11623.1 | 164203.2 14891.8 13394.2
2 33 | 65548.7 22626.0 18995.2 | 356839.2 22626.0 21306.6
| 64194.0 23571.0 19940.2 | 336713.0 23571.0 22251.6
2 34 | 108842.1 4816.8 2579.4 | 88304.6 4816.8 1386.5
| 87090.3 5341.8 3104.4 | 82622.2 5341.8 1911.5
2 35 | 81567.9 10084.8 7653.7 | 358356.3 10084.8 5777.3
| 77594.4 11029.8 8598.7 | 332661.9 11029.8 6722.3
2 36 | 60139.5 4820.0 2160.7 | 261800.7 4820.0 284.3
| 52896.2 5765.0 3105.7 | 190474.6 5765.0 1229.3
1 1 | 133834.9 24424.8 14139.5 | 348654.3 21432.3 18066.4
| 81877.2 25369.8 15084.5 | 151127.0 22377.3 19011.4
1 2 | 84766.0 22629.6 14475.4 | 310907.8 21195.4 18093.9
| 33092.1 23574.6 15420.4 | 131871.6 22140.4 19038.9
1 3 | 87464.1 21121.9 12868.0 | 292690.9 19240.4 16299.3
| 61593.3 22066.9 13813.0 | 125664.4 20185.4 17244.3
1 4 | 68421.0 21273.4 14289.1 | 314077.1 20661.5 17720.4
| 47430.8 22218.4 15234.1 | 138523.4 21606.5 18665.4
1 5 | 47404.4 25107.4 17430.2 | 318955.3 23986.4 18886.2
| 27481.5 26052.4 18375.2 | 141834.5 24931.4 19831.2
1 6 | 65335.7 23655.9 15149.6 | 340473.5 21757.2 18707.6
| 32765.5 24600.9 16094.6 | 156477.5 22702.2 19652.6
1 7 | 81270.4 25607.0 16963.3 | 364065.1 23931.3 20715.3
| 32735.6 26552.0 17908.3 | 169241.0 24876.3 21660.3
1 8 | 120058.2 25312.5 15053.2 | 367032.0 22615.3 19125.1
| 58783.7 26257.5 15998.2 | 176253.5 23560.3 20070.1
1 9 | 41826.0 33891.0 28618.8 | 353015.5 33891.0 32176.7
| 38480.9 34836.0 29563.8 | 111752.5 34836.0 33121.7
1 10 | 53983.4 36772.0 31253.3 | 369177.4 36772.0 35005.3
| 12843.0 37717.0 32198.3 | 115197.3 37717.0 35950.3
1 11 | 67088.5 45456.0 39409.1 | 388390.5 45456.0 43481.0
| 20679.0 46401.0 40354.1 | 126938.1 46401.0 44426.0
1 12 | 53303.9 17077.5 9029.9 | 235904.6 16356.8 9750.6
| 24721.0 18022.5 9974.9 | 135912.6 17301.8 10695.6
1 13 | 140745.7 13707.0 7424.6 | 236671.5 12782.0 8349.7
| 54561.1 14652.0 8369.6 | 96530.9 13727.0 9294.7
1 14 | 455575.3 25838.9 20462.6 | 128743.1 25520.7 23186.2
| 268074.4 26783.9 21407.6 | 56006.5 26465.7 24131.2
1 15 | 27271.7 36719.2 31010.4 | 313688.8 36719.2 34568.3
| 32405.3 37664.2 31955.4 | 98735.2 37664.2 35513.3
1 16 | 98078.8 8407.6 4703.2 | 51185.7 8407.6 4049.0
| 47691.1 8932.6 5228.2 | 23880.7 8932.6 4574.0
1 17 | 55384.7 18910.9 15240.9 | 221336.6 18910.9 10638.6
| 48508.6 19855.9 16185.9 | 170687.7 19855.9 11583.6
1 18 | 46310.0 8142.3 4062.6 | 190474.6 8142.3 -539.7
| 26291.7 9087.3 5007.6 | 136629.0 9087.3 405.3
----------------------------------------------------------------------------------------


Notes :
COLUMN REINFORCEMENT BAR
------------------------------------------------------------------------------------------------------------------
-
Flr No. Id Set | H | Nbt Nbf %As Atr ntr spc | Nx Ny | Atx Aty | spcx spcy
------------------------------------------------------------------------------------------------------------------
-
3 22 37 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 16 38 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 21 39 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 15 40 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 13 41 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 10 42 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 12 43 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 9 44 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 6 45 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 5 46 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 8 47 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 11 48 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 14 49 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 7 50 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 4 51 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 27 52 44 | 350.00 | 4 0 d16 2.0 0.00 0 5.00 | 4 4 | 0.00 0.00 | 5.00 5.00
3 1 53 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
3 3 54 105 | 350.00 | 4 0 d16 1.0 0.00 0 4.72 | 4 4 | 0.00 0.00 | 4.72 4.72
2 4 19 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 7 20 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 10 21 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 13 22 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 15 23 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 12 24 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 9 25 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 6 26 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 11 27 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 8 28 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 5 29 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 16 30 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 21 31 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 22 32 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 14 33 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 27 34 45 | 350.00 | 4 0 d16 1.3 0.00 0 6.25 | 4 4 | 0.00 0.00 | 6.25 6.25
2 1 35 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
2 3 36 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 4 1 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 7 2 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 10 3 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 13 4 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 15 5 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 12 6 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 9 7 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 6 8 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 11 9 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 8 10 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 5 11 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 16 12 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 21 13 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 22 14 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 14 15 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 27 16 45 | 350.00 | 4 0 d16 1.3 0.00 0 6.25 | 4 4 | 0.00 0.00 | 6.25 6.25
1 1 17 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
1 3 18 104 | 350.00 | 8 0 d16 1.4 0.00 0 5.38 | 8 8 | 0.00 0.00 | 5.38 5.38
------------------------------------------------------------------------------------------------------------------
-
HASIL PERHITUNGAN PLAT
"DECKSLAB.xls" Program
Version 1.4
SLAB ON METAL DECK ANALYSIS / DESIGN

For Non-Composite Inverted Steel Form Deck System with Two Layers of Reinforcing
Subjected to Either Uniform Live load or Concentrated Load
Job Name: Subject:
Job Number: Originator: Checker:
Input Data:
Form Deck Type = 1.5C18 bm=13.85
Form Deck Gage = 18
Deck Steel Yield, Fyd = 33.0 ksi P=5 kips
Thk. of Topping, t(top) = 0.0000 in. w(LL)=200 psf
Total Slab Thickness, h = 6.3000 in. d2 t(top)=0
Concrete Unit Wt., wc = 150 pcf
Concrete Strength, f'c = 3.6 ksi d4
Deck Clear Span, L = 6.0000 ft. d3 b2=4.25 rwt=4.25 d1 tc=4.8
Slab Span Condition = 2-Span h=6.3
Top Main Reinf., As2 = 0.200 in.^2/ft. hd=1.5
Depth to As2, d2 = 0.7900 in. rw=3.5
Bot. Main Reinf., As1 = 0.040 in.^2/ft. p=6 18 ga. Deck
Depth to As1, d1 = 5.5000 in.
Top Distrib. Reinf., Ast2 = 0.200 in.^2/ft. Nomenclature
Depth to Ast2, d4 = 2.2500 in.
Bot. Distrib. Reinf., Ast1 = 0.040 in.^2/ft. Include Deck in Beam Shear Capacity? Yes
Depth to Ast1, d3 = 5.0000 in.
Reinforcing Yield, fy = 71.0 ksi Note: Form deck is assumed not to add to flexural moment
Uniform Live Load, w(LL) = 200 psf capacity of slab. User has option to include or not include
Concentrated Load, P = 5.000 kips form deck shear capacity in total shear capacity of slab.
Load Area Width, b2 = 4.2500 in.
Load Area Length, b3 = 4.2500 in.
Results:
Properties and Data:
hd = 1.500 in. hd = deck rib height
p= 6.000 in. p = deck rib pitch (center to center distance between flutes)
rw = 3.500 in. rw = deck rib bearing width (from Vulcraft Table)
rw(avg) = 3.875 in. rw(avg) = average deck rib width (from Vulcraft Table)
td = 0.0474 in. td = deck thickness (inch equivalent of gage)
Idp = 0.295 in.^4 Idp = inertia of steel deck/ft. width (from Vulcraft Table)
Idn = 0.289 in. Idn = inertia of steel deck/ft. width (from Vulcraft Table)
Sp = 0.327 in.^3 Sp = positive section modulus of steel deck/ft. width (from Vulcraft Table)
Sn = 0.318 in.^3 Sn = negative section modulus of steel deck/ft. width (from Vulcraft Table)
tc = 4.800 in. tc = h-hd = thickness of slab above top of deck ribs
Wd = 2.72 psf Wd = weight of deck/ft. (from Vulcraft Table)
Wc = 72.11 psf Wc = ((t(top)+$h-hd)*12+2*(hd*(rwt+rw)/2))/144*wc (wt. of conc. for 12'' width)
w(DL) = 74.83 psf w(DL) = Wd+Wc = total dead weight of deck plus concrete
Bending in Deck as a Form Only for Construction Loads:

P= 0.150 kips P = 0.75*200 lb. man (applied over 1-foot width of deck)
W2 = 20.00 psf W2 = 20 psf construction load
Fb(allow) = 31.35 ksi Fb(allow) = 0.95*Fyd
+Mu = 0.67 ft-kips/ft. +Mu = (1.6*Wc+1.2*Wd)/1000*0.096*L^2+1.4*(0.203*P*L)
or: +Mu = 0.37 ft-kips/ft. +Mu = (1.6*Wc+1.2*Wd+1.4*W2)/1000*0.070*L^2
+fbu = 24.43 ksi +fbu = +Mu(max)*12/Sp +fbu <= Allow., O.K.
-Mu = 0.39 ft-kips/ft. -Mu = (1.6*Wc+1.2*Wd)/1000*0.063*L^2+1.4*(0.094*P*L)
or: -Mu = 0.66 ft-kips/ft. -Mu = (1.6*Wc/1000+1.2*Wd/1000+1.4*W2/1000)*0.125*L^2
-fbu = 24.90 ksi -fbu = -Mu*12/Sn -fb <= Allow., O.K.
(continued)
1 of 4 11/19/2022 12:56 AM
Version 1.4
Beam Shear in Deck as a Form Only for Construction Loads:

fVd = 4.160 kips fVd = beam shear capacity of deck alone (LRFD value from SDI Table)
Vu = 0.550 kips Vu = (1.6*Wc+1.2*Wd+1.4*W2)/1000*0.625*L
Vu <= Allow., O.K.
Shear and Negative Moment Interaction in Deck as a Form Only for Construction Loads:
S.R. = 0.648 S.R. = (Vu/fVd)^2+(Mu/(Fb(allow)*Sn/12))^2 S.R. <= 1.0, O.K.
Web Crippling (End Bearing) in Deck as a Form Only for Construction Loads:
fRd = 4.220 kips fRd = beam shear capacity of deck alone (LRFD value from SDI Table)
Rui = 0.825 kips Rui = ((1.6*Wc+1.2*Wd+1.4*W2)/1000*1.25*L)*0.75 (allowing 1/3 increase)
Ri <= Rd, O.K.
Deflection in Deck as a Form Only for Construction Loads:
D(DL) = 0.106 in. D(DL) = 0.0054*(Wc+Wd)/12000*L^4/(Es*Id) (Es=29000 ksi)
D(ratio) = L/681 D(ratio) = L*12/D(DL)
Strong Axis Positive Moment for Uniform Live Load:

+fMno = 1.16 ft-kips/ft. +fMno = (0.90*As1*Fy*(d1-a/2))/12
+Mu = 1.54 ft-kips/ft. +Mu = 1.4*(0.096*w(DL)/1000*L^2)+1.7*(0.096*w(LL)/1000*L^2)
+Mu > Allow.
Strong Axis Negative Moment for Uniform Live Load:
-fMno = 4.75 ft-kips/ft. -fMno = (0.90*As2*Fy*((h-d2-hd/2)-a/2))/12
-Mu = 2.00 ft-kips/ft. -Mu = 1.4*(0.125*w(DL)/1000*L^2)+1.7*(0.125*w(LL)/1000*L^2)
-Mu <= Allow., O.K.
Beam Shear for Uniform Live Load:
fVd = 4.16 kips fVd = Beam shear capacity of form deck is included (from SDI Catalog)
Ac = 60.83 in.^2 Ac = 2*hd*((2*rw(avg)-rw)+rw)/2+(h-hd)*(Pitch+(2*rw(avg)-rw))/2
fVc = 6.17 kips fVc = 2*0.85*SQRT(f'c*1000)*Ac/1000
fVnt = 10.33 kips fVnt = fVd + fVc <= 4*0.85*SQRT(f'c*1000)*Ac/1000
Vu = 1.67 kips Vu = 1.4*(0.625*w(DL)/1000*L)+1.7*(0.625*w(LL)/1000*L)
Vu <= Allow., O.K.
Shear and Negative Moment Interaction for Uniform Live Load:
S.R. = 0.204 S.R. = (Vu/fVnt)^2+(Mu/(+fMno))^2 S.R. <= 1.0, O.K.
Deflection for Uniform Live Load: (assume use of cracked section moment of inertia)
wa(LL) = 209.89 psf wa(LL) = allow. live load = (fMno *(1/0.070)/L^2-1.4*w(DL))/1.7
+Ma = 0.95 ft-kips/ft. +Ma = (0.096*w(DL)/1000*L^2)+(0.096*w(LL)/1000*L^2)
Ie = 110.59 in.^4 Ie = (Mcr/Ma)^3*Ig+(1-(Mcr/Ma)^3)*Icr <= Ig
D(LL) = 0.0060 in. D(LL) = 0.0054*w(LL)/12000*L^4/(Ec*Ie) (Ec=Es/n)
D(ratio) = L/11934 D(ratio) = L*12/D(LL)
Maximum Effective Slab Strip Width for Concentrated Load:

be(max) = 81.37 in. be(max) = 8.9*(tc/h)*12
Strong Axis Positive Moment for Concentrated Load:

x= 36.00 in. x = (L*12)/2 (assumed for bending)
bm = 13.85 in. bm = b2+2*t(top)+2*tc
be = 37.85 in. be = bm+4/3*(1-x/(L*12))*x <= be(max)
a= 0.078 in. a = As1*Fy/(0.85*f'c*b) where: b = 12"
+fMno = 1.16 ft-kips/ft. +fMno = (0.90*As1*Fy*(d1-a/2))/12
+Mu = 3.64 ft-kips/ft. +Mu = 1.4*(0.096*w(DL)/1000*L^2)+1.7*(0.203*P*L)*(12/be)
+Mu > Allow.
(continued)
2 of 4 11/19/2022 12:56 AM
Version 1.4
Strong Axis Negative Moment for Concentrated Load:

bm = 13.85 in. bm = b2+2*t(top)+2*tc
b= 7.75 in. b = 12/p*rw(avg) = width for negative bending
a= 0.606 in. a = As2*Fy/(0.85*f'c*b)
-fMno = 4.75 ft-kips/ft. -fMno = (0.90*As2*Fy*((h-d2-hd/2)-a/2))/12
-Mu = 1.99 ft-kips/ft. -Mu = 1.4*(0.125*w(DL)/1000*L^2)+1.7*(0.094*P*L)*(12/be)
-Mu <= Allow., O.K.
Beam Shear for Concentrated Load:
x= 6.30 in. x = h (assumed for beam shear)
bm = 13.85 in. bm = b2+2*t(top)+2*tc
be = 19.60 in. be = bm+(1-x/(L*12))*x <= be(max)
fVd = 4.16 kips fVd = 0, as beam shear capacity of form deck alone is neglected
Ac = 60.83 in.^2 Ac = 2*hd*((2*rw(avg)-rw)+rw)/2+(h-hd)*(Pitch+(2*rw(avg)-rw))/2
fVc = 6.17 kips fVc = 2*0.85*SQRT(f'c*1000)*Ac/1000
fVnt = 10.33 kips fVnt = fVd + fVc <= 4*0.85*SQRT(f'c*1000)*Ac/1000
Vu = 5.60 kips Vu = 1.4*(0.625*w(DL)/1000*L)+1.7*(P*12/be) Vu <= Allow., O.K.
Shear and Negative Moment Interaction for Concentrated Load:

S.R. = 0.470 S.R. = (Vu/fVnt)^2+(Mu/(-fMno))^2 S.R. <= 1.0, O.K.
Punching Shear for Concentrated Load:

bo = 36.20 in. bo = 2*(b2+b3+2*tc)
fVc = 17.62 kips fVc = 2*0.85*SQRT(f'c*1000)*bo*tc/1000
Vu = 8.50 kips Vu =1.7*P Vu <= Allow., O.K.
Deflection for Concentrated Load:

n= 8 n = Es/Ec = 29000/(33*wc^1.5*SQRT(f'c*1000)/1000), rounded
fr = 0.447 ksi fr = 7.5*SQRT(f'c*1000)
kd = 0.5156 in. kd = (SQRT(2*d1*(b/(n*As1))+1)-1)/(b/(n*As1))
Ig = 110.59 in. Ig = 12*tc^3/12
Mcr = 1.72 ft-kips/ft. Mcr = (fr*Ig/(tc/2))/12
Ma = 2.19 ft-kips/ft. +Ma = 0.096*w(DL)/1000*L^2+0.203*P*L*(12/be)
Icr = 8.50 in.^4 Icr = b*kd^3/3+n*As1*(d1-kd)^2
Ie = 57.86 in.^4 Ie = (Mcr/Ma)^3*Ig+(1-(Mcr/Ma)^3)*Icr <= Ig
D(P) = 0.04231 in. D(P) = 0.015*P*(12/be)*L^3/(Ec*Ie) (Ec=Es/n)
D(ratio) = L/1702 D(ratio) = L*12/D(P)
Weak Axis Moment for Concentrated Load:

A'c = 57.60 in.^2 A'c = 12*tc
Ast(min) = 0.043 in.^2/ft. Ast(min) = 0.00075*A'c Ast >=Ast(min), O.K.
bm = 13.85 in. bm = b2+2*t(top)+2*tc
w= 40.25 in. w = (L*12)/2+b3 <= L*12
a= 0.078 in. a = Ast1*Fy/(0.85*f'c*b) where: b = 12"
fMnw = 1.06 ft-kips/ft. fMnw = (0.90*As*Fy*(d2-a/2))/12
Muw = 0.53 ft-kips/ft. Muw = (1.7*(P*be*12/(15*w)))/12 Muw <=Allow., O.K.
Crack Control (Top Face Tension Reinf. Spacing Limitations) per ACI 318-99 Code:
-Ma = 1.24 ft-kips/ft. -Ma = (0.125*w(DL)/1000*L^2)+(0.125*w(LL)/1000*L^2)
fs = 17.03 ksi fs=12*Ma/(As2*d*(1-((2*As2/(b*d)*n+(As2/(b*d)*n)^2)^(1/2)-As2/(b*d)*n)/3))
fs(used) = 17.03 ksi fs(used) = minimum of: 'fs' and 0.6*fy
s2(max) = 25.36 in. s2(max) = minimum of: (540/fs(used))-2.5*(d2-0.25) and 12*36/fs(used)
(continued)
3 of 4 11/19/2022 12:56 AM
Version 1.4
Concentrated Load Distribution for Slab on Metal Deck
4 of 4 11/19/2022 12:56 AM
HASIL PERHITUNGAN PONDASI
SANSPRO V.5.10 Foundation Design Utility
Code: ACI-318-2011, PBI-91, PBI-2002, PBI-2013
Licensee: Moro Sukirno, JL.Delima RT.051, Sidodadi, Samarinda Ulu, SAMARINDA
A. ASSUMPTIONS:
1. Reactions Forces
- Reactions are taken Automatically from Load Cases and combined into design group
- User Load Factors will not be used for combinations
- Live Load Reduction Factors use user defined live load reductions:
- Live Load Reduction Factor for Storey Number LLRF1 = 0.7
- Live Load Reduction Factor for Temporer Load LLRF2 = 0.5
- Load combinations for maximum tension/uplift use 0.9*DL
- Load combinations selected = ALL
- Use Vertical Earthquake, Av = 0.02
- Earthquake Magnification, Rho = 1.000
- Forces Included: N,Vx,Vz,Mux,Muz (Axial and Biaxial Bending)

- Axial forces used : Nmin, Nmax to accomodate compression and tension
- Foundation capacity is increased by 130.0 % for temporary loading
Capacity Design of Foundation (ASD), EQ reduced by 1/3 = 0.77 :

DL + LLrg <= Pall
(1+0.77*av)*DL + LLre + rho*0.77*EQ <= Pall
(1+0.77*av)*DL + LLre + omega*0.77*EQ <= 1.2*Pall
0.6*DL <= Pall
(0.6-0.77*av)*DL + rho*0.77*EQ <= Pall
(0.6-0.77*av)*DL + omega*0.77*EQ <= 1.2*Pall
2. Spread Footing
- Three Conditions of Soil Stress Pattern (no tension allowed)

- Uplift Force is resisted by slab weight and soil weight
- Rebar Minimum uses value given by user (rho >= 0.15%)
- Slab Thickness is checked for punching shear
- Slab Rebar is calculated for compression and tension condition
3. Pile Foundation
- Pile configuration is from standard/optimum configuration

- Pile to pile/edge distance ratio are determined by user
- Pile min/max force is determined using rigid slab assumption
- Rebar Minimum uses value given by user (rho >= 0.15%)
- Tension pile rebar is determined using max tension force
- Capacity Design Method used

- OmegaFacX = 3.00
- OmegaFacZ = 3.00
- RR1FAC = 0: Pile capacity is not increased, P = 1.0 x P
- RR1FAC = 1: Pile capacity P = 1.0 * P, E already reduced by 0.77 = 1/1.3
(moderate earthquake case)
- RR1FAC > 0: Pile capacity P = 1.2 * P, E already reduced by 0.77 = 1/1.3
(strong earthquake case, capacity design)
- Pile capacity is NOT reduced by pile self-weight

- Pile axial capacity is reduced by pile group efficiency
eff = 1.0 - (D/(Pi*s*m*n)) * (m*(n-1)+n*(m-1)+(m-1)*(n-1)*sqrt(2))
- Pile lateral capacity reduction factor for 1x1 pile : 1.0
- Pile lateral capacity reduction factor for 2x2 pile : 0.75
- Pile lateral capacity reduction factor for > 3x3 pile : 0.5
4. Pilecap Design
- Pilecap size is from standard/optimum configuration

- Pilecap Thickness is checked for punching shear from column and group block
- Punching shear from column is neglected if d > 1.1*(2*dp-bcol)
- Mininum Thickness from punching shear of column is 1.1*(2*dp-bcol)
- Pilecap Thickness is checked for punching shear from pile
- Pilecap rebar is designed for nett bending (beam action)
- Pilecap rebar is designed differently for top and bottom rebar
- Minimum Pilecap rebar ratio is 0.18% to 0.25% depends on Fy or user defined
- Top and Bottom Concrete Cover can be different values
- Segment of pile embedded to pilecap is included in calculation
- Bending Moment Mx = cmbx * P1, My = cmby * P1
- Where P1 = Single Pile Compression Capacity
- Where cmbx, cmby are properties of pilecap configuration
5. Tie Beam/Sloof Design
- Longitudinal rebar is designed for tension and bending

- Tension is calculated from 10% of maximum column compression
- Bending is calculated from self-weight and uplift force (LxW area)
6. Cost Calculation
- Pile cost is unit cost per pile (for total length of pile)
- Cost includes pilecap, excludes tie beam/sloof and basement slab
- Only detail calculation for foundations with minimum cost are displayed
- Unit price of concrete = 1500000 / m3
- Unit price of rebar = 18000 / kg
B. FOUNDATION DESIGN CALCULATION:
**************************************************************************
1. SUPPORT NO. 1, Node= 1, Location: x= 0.00000, y= 0.00000
phi,m = 0.80 phi,v = 0.60

fc1 = 250.0 kg/cm2 fy = 4200.0 kg/cm2
fyv = 4200.0 kg/cm2 fys = 2800.0 kg/cm2
s,ratio = 3.00 s1,ratio = 1.50
col,bx = 25.00 cm col,bz = 45.00 cm
sloof db=1.60 cm, dbv=1.30 cm, dbs=1.20 cm
pilecap db=1.60 cm, dbv=1.30 cm, dbs=1.20 cm
foot db=1.60 cm, pile embeded=7.5 cm
Unfactored forces: all(f1*f2), static, temporary (f1*f2), temporary (f1*f2=1)

Maximum Axial, Pu = 20330.7, 19970.0, 20330.7, 20288.7 kg
Minimum Axial, Pu = 11621.3, 19502.3, 11621.3, 11663.3 kg.cm
Moment, X-Dir, Mux = 272074.1, 73961.2, 272074.1, 140734.0 kg.cm
Moment, Y-Dir, Muy = 72722.2, 24558.6, 72722.2, 40857.3 kg.cm
Horiz Force, Vux = 1549.3, 690.1, 1549.3, 983.4 kg
Horiz Force, Vuy = 296.7, 83.7, 296.7, 155.5 kg
Factored forces: all(f1*f2), static, temporary (f1*f2), temporary (f1*f2=1)

Single Axial, Pu = 0.0, 0.0 kg
Maximum Axial, Pu = 27958.0, 27958.0, 24145.2, 24085.3 kg
Minimum Axial, Pu = 17457.7, 23215.7, 17457.7, 17517.7 kg.cm
Moment, X-Dir, Mux = 368860.7, 103545.6, 368860.7, 181232.0 kg.cm
Moment, Y-Dir, Muy = 97084.0, 34382.1, 97084.0, 51562.7 kg.cm
Horiz Force, Vux = 2029.9, 966.2, 2029.9, 1221.4 kg
Horiz Force, Vuy = 399.9, 117.1, 399.9, 198.2 kg
PILE FOUNDATION DESIGN:
1. Pilecap Thickness:
a. Given Pilecap Thickness, Tp = 50.00 cm
b. From Punching of Single Pile:

Factored Punching Force, 1 pile, Pu = 45000.00 kg
Allowable Punching Stress, vc = 16.77 kg/cm2, fc1 = 250.00 kg/cm2
Perimeter Length of Punching Area, Kp1 = 160.00 cm
Tpmin from Punch Shear of One Pile = 40.00 cm
c. From Punching of Single Column:
Punching of Single Column Status = Skipped
Factored Punching Force, Column, Pu = 27958.01 kg
Allowable Punching Stress, vc = 16.77 kg/cm2
d. Minimum Thickness required by user, Tpmin = 50.00 cm
e. Selected Pilecap Thickness, Tp = 50.00 cm

Shear Stress, Punching of Pile, vc = 13.71 kg/cm2 -> OK
Shear Stress, Punching of Column, vc = 4.92 kg/cm2 Neglected
2. Pile Number Calculation:
a. First Trial (pilecap weight = 0, + for compression)
Unfactored Max Force, Static Load Pu1 = 19.97 ton, Pcap1 = 30.00 ton, np1=1
Unfactored Max Force, Temp. Load, F=f1*f2, Pu1 = 20.33 ton, Pcap1 = 30.00 ton, np1=1
Unfactored Max Force, Temp. Load, F=1.0, Pu1 = 20.29 ton, Pcap1 = 30.00 ton, np1=1
Pilecap Weight Wpcap = 0.00 ton
Weight of One Pile, Wp = 0.00 ton
Gross Capacity of One Pile, P1 = 30.00 ton
Nett Capacity of One Pile, P1 = 30.00 ton
Number of Piles needed for Compression Force, Np1 = 1 piles
Total Compression Capacity (No Earthquake), Pn = 30.00 ton -> OK
Total Compression Capacity (f1*f2=1.0), Pn = 30.00 ton -> OK
Total Compression Capacity (Use f1*f2), Pn = 30.00 ton -> OK
Unfactored Min Force, (Tension=negative), Pumin = 11.66 ton

Unfactored Tension reduced by Pilecap Wgt, Tu = 11.62 ton (compression)
No Tension Force Occured -> OK
Unfactored Max Force, Static Load Vu1 = 0.69 ton, Pcap1 = 15.00 ton, np1=1
Unfactored Max Force, Temp. Load, F=f1*f2, Vu1 = 1.55 ton, Pcap1 = 15.00 ton, np1=1
Unfactored Max Force, Temp. Load, F=1.0, Vu1 = 0.98 ton, Pcap1 = 15.00 ton, np1=1
Unfactored Lateral Force, Vu = 0.00 ton
Lateral Capacity of One Pile, P3 = 1.70 ton
Number of Piles needed for Lateral Force, Np3 = 1 piles
Total Lateral Capacity (No Earthquake), Vn = 1.70 ton -> OK
Total Lateral Capacity (f1*f2 = 1.0), Vn = 1.70 ton -> OK
Total Lateral Capacity (f1*f2 > 0), Vn = 1.70 ton -> OK
Number of Piles needed, Np = 1 piles
b. Second Trial (with Pilecap Weight)
Unfactored Force + Pilecap Weight, Pu1 = 19.97 ton
Number of Piles needed for Compression Force,Np1 = 1 piles

Number of Pile needed, Np = 1 piles
Compres: P1 = (Nmax+Wpcap-Po)/np = 20720.74 kg, dPMx = 0.00 kg, dPMy = 0.00 kg
Tension: P1 = (Nmin+Wpcap-To)/np = 12095.27 kg, dPMx = 0.00 kg, dPMy = 0.00 kg
Pcomp= 39000.00 Ptens= 19500.00, P1max = 20720.74, P1min = 12095.27
c. Third Trial (with Group Efficiency and Bending Moment)

Group Efficiency Method = Los Angeles
Group Efficiency, e = 1.000
Unfactored Max Force, (+ -> compression), Pumax = 20.33 ton
Unfactored Max Force + Pilecap Weight, Pu1 = 19.97 ton
Unfactored Min Force + Pilecap Weight, Pu2 = 12.10 ton
Gross Compression Capacity of One Pile, P1 = 30.00 ton
Nett Compression Capacity of One Pile, P1 = 30.00 ton
Tension Capacity of One Pile, P2 = 15.00 ton
Tension Capacity of One Pile + Pile weight, P22 = 15.00 ton
Maximum Compression on Pile, P1max = 20.72 ton -> OK
Minimum Compression on Pile, P1min = 12.10 ton -> OK
Optimum Foundation Selected, Index = 1
Pile, Rect, a= 20 cm
Pile Size Parameter:
a = 20.00000 cm
b = 20.00000 cm
sp = 60.00000 cm
sp1 = 30.00000 cm
spx = 60.00000 cm
spy = 60.00000 cm
Ap = 400.00000 cm2
dp = 20.00000 cm
Apw = 0.00000 cm2
Kp = 80.00000 cm
Kp1 = 160.00000 cm
PILE FOUNDATION DESIGN:
1. Pilecap Thickness:
a. Given Pilecap Thickness, Tp = 50.00 cm
b. From Punching of Single Pile:

Factored Punching Force, 1 pile, Pu = 45000.00 kg
Allowable Punching Stress, vc = 16.77 kg/cm2, fc1 = 250.00 kg/cm2
Tpmin from Punch Shear of One Pile = 40.00 cm
c. From Punching of Single Column:

Punching of Single Column Status = Skipped
Factored Punching Force, Column, Pu = 27958.01 kg
d. Minimum Thickness required by user, Tpmin = 50.00 cm
e. Selected Pilecap Thickness, Tp = 50.00 cm

Shear Stress, Punching of Pile, vc = 13.71 kg/cm2 -> OK
Shear Stress, Punching of Column, vc = 4.92 kg/cm2 Neglected
2. Pile Number Calculation:
a. First Trial (pilecap weight = 0, + for compression)
Number of Piles needed for Compression Force, Np1 = 1 piles

Unfactored Max Force, Static Load Vu1 = 0.69 ton, Pcap1 = 15.00 ton, np1=1
Unfactored Max Force, Temp. Load, F=f1*f2, Vu1 = 1.55 ton, Pcap1 = 15.00 ton, np1=1
Unfactored Max Force, Temp. Load, F=1.0, Vu1 = 0.98 ton, Pcap1 = 15.00 ton, np1=1
Unfactored Lateral Force, Vu = 0.00 ton
Lateral Capacity of One Pile, P3 = 1.70 ton
Number of Piles needed for Lateral Force, Np3 = 1 piles
Total Lateral Capacity (No Earthquake), Vn = 1.70 ton -> OK
Total Lateral Capacity (f1*f2 = 1.0), Vn = 1.70 ton -> OK
Total Lateral Capacity (f1*f2 > 0), Vn = 1.70 ton -> OK
Number of Piles needed, Np = 1 piles
b. Second Trial (with Pilecap Weight)
Unfactored Force + Pilecap Weight, Pu1 = 19.97 ton
Number of Piles needed for Compression Force,Np1 = 1 piles

Pile Configuration:
np, total = 1, npx= 1, npy= 1

Pilecap, bx= 60.0 cm, by= 60.0 cm
Column Block size, cx= 25.0 cm, cy= 45.0 cm
Furthest pile, xp,max = 0.00, yp,max= 0.00
Sigma dx^2 = 0.00, Sigma dy^2 = 0.00
Bending Moment Coefficient, cmbx = 0.00000, cmby = 0.00000
Bending Moment (Factored) : Mx = 0.00000 kg.cm, My = 0.00000 kg.cm
Compres: P1 = (Nmax+Wpcap-Po)/np = 20720.74 kg, dPMx = 0.00 kg, dPMy = 0.00 kg
Tension: P1 = (Nmin+Wpcap-To)/np = 12095.27 kg, dPMx = 0.00 kg, dPMy = 0.00 kg
Pcomp= 39000.00 Ptens= 19500.00, P1max = 20720.74, P1min = 12095.27
c. Third Trial (with Group Efficiency and Bending Moment)
Pile Configuration:
np, total = 1, npx= 1, npy= 1

Pilecap, bx= 60.0 cm, by= 60.0 cm
Column Block size, cx= 25.0 cm, cy= 45.0 cm
Furthest pile, xp,max = 0.00, yp,max= 0.00
Sigma dx^2 = 0.00, Sigma dy^2 = 0.00
Bending Moment Coefficient, cmbx = 0.00000, cmby = 0.00000
Bending Moment (Factored) : Mx = 0.00000 kg.cm, My = 0.00000 kg.cm

Group Efficiency Method = Los Angeles
Group Efficiency, e = 1.000
Unfactored Max Force, (+ -> compression), Pumax = 20.33 ton
Unfactored Max Force + Pilecap Weight, Pu1 = 19.97 ton
Unfactored Min Force + Pilecap Weight, Pu2 = 12.10 ton
Gross Compression Capacity of One Pile, P1 = 30.00 ton
Nett Compression Capacity of One Pile, P1 = 30.00 ton
Tension Capacity of One Pile, P2 = 15.00 ton
Tension Capacity of One Pile + Pile weight, P22 = 15.00 ton
Maximum Compression on Pile, P1max = 20.72 ton -> OK
Minimum Compression on Pile, P1min = 12.10 ton -> OK
3. Pilecap Rebar Design:
Rebar pct min = 0.15 %

Minimum Rebar Spacing = 10.00 cm
Bx,By,Tp = 60.00 x 60.00 x 50.00
Bending Section in X-direction, b = 60.00 cm, h = 50.00 cm
Bending Section in Y-direction, b = 60.00 cm, h = 50.00 cm
Bending Moment in X-direction, Mpx = 0.00 kg.cm
Bending Moment in Y-direction, Mpy = 0.00 kg.cm
Rebar Spacing, X-Dir, Bottom = d16- 30.0 cm ( 0.20%)
Rebar Spacing, X-Dir, Top = d16- 40.0 cm ( 0.15%)
Rebar Spacing, Y-Dir, Bottom = d16- 30.0 cm ( 0.20%)
Rebar Spacing, Y-Dir, Top = d16- 40.0 cm ( 0.15%)
TIE BEAM DESIGN:
Tie Beam / Sloof Width, B = 20.00 cm

Tie Beam / Sloof Width, H = 30.00 cm
Factored Maximum Column Axial Load, Pu = 27958.01 ton
10% of Factored Axial Load, Tu = 2795.80 ton
Required Rebar for Tension, Ast = 0.90 cm2
Nett Uplift Height, Hw = 0.00 m

Tie Beam / Sloof Length, L = 4.45 m
Tie Beam / Sloof Tributary Width, W = 4.55 m
Distributed Load on Tie Beam, qL = 0.00 kg/m
Distributed Weight on Tie Beam, qsw = 144.00 kg/m
Bending Moment, Mql = 28515.60 kg.cm
Shear Force, Vql = 320.40 kg
Req. Rebar for Bending Moment, Bottom = 4.02 cm2
Req. Rebar for Bending Moment, Top = 0.36 cm2
Longitudinal Rebar, at Support = 2 d16 / 2 d16

Longitudinal Rebar, at Midspan = 2 d16 / 2 d16
Shear Reinforcement Spacing at Support = d13 - 0.00
**************************************************************************
C. COST COMPARISON:
Foundation Type Table:

----------------------------------------------------------------------------
No. Foundation Type a=b=D Spun,Tp L,Depth Qa P,capa. Unit Price
(cm) (cm) (m) (kg/cm2 (ton) per pile
----------------------------------------------------------------------------
1 Square Pile 20.00 0.0 7.6 30.0 0.0
----------------------------------------------------------------------------
Foundation Design Summary:

Design for Axial and Bending: P,Mx,My
------------------------------------------------------------------------------------------------------
Support Found No. of Cost1 Cost2 Tot.Cost Concrete Steel Pmax Pmin
Index Type Pile (Rp) (Rp) (Rp) (m3) (kg) (kg) (kg)
------------------------------------------------------------------------------------------------------
1 1 1 0.0 451824.3 451824.3 0.2 10.1 20288.7 11663.3
2 1 1 0.0 451824.3 451824.3 0.2 10.1 8999.2 5041.9
3 1 1 0.0 451824.3 451824.3 0.2 10.1 22477.3 11668.2
4 1 2 0.0 897966.6 897966.6 0.4 19.9 48627.6 27970.1
5 1 1 0.0 451824.3 451824.3 0.2 10.1 23558.2 12355.6
6 1 1 0.0 451824.3 451824.3 0.2 10.1 22229.4 11991.6
7 1 2 0.0 897966.6 897966.6 0.4 19.9 39870.6 22941.4
8 1 1 0.0 451824.3 451824.3 0.2 10.1 24967.1 13487.5
9 1 1 0.0 451824.3 451824.3 0.2 10.1 20306.2 10781.6
10 1 2 0.0 897966.6 897966.6 0.4 19.9 36746.7 21132.0
11 1 1 0.0 451824.3 451824.3 0.2 10.1 22794.6 12196.4
12 1 1 0.0 451824.3 451824.3 0.2 10.1 21548.4 11848.0
13 1 2 0.0 897966.6 897966.6 0.4 19.9 39580.5 22645.2
14 1 1 0.0 451824.3 451824.3 0.2 10.1 23995.1 12820.3
15 1 1 0.0 451824.3 451824.3 0.2 10.1 15315.5 7441.4
16 1 1 0.0 451824.3 451824.3 0.2 10.1 12377.1 6053.2
17 1 2 0.0 897966.6 897966.6 0.4 19.9 26525.8 14882.1
18 1 1 0.0 451824.3 451824.3 0.2 10.1 8062.9 4255.6
------------------------------------------------------------------------------------------------------
Pilecap or Footing Size and Rebar Design
------------------------------------------------------------------------------------------
Support Foundation Wid,x Wid,y Thick db spx,top spx,bot spy,top spy,bot
Index Type & npile cm) (cm) (cm) (cm) (cm) (cm) (cm) (cm)
------------------------------------------------------------------------------------------
1 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
2 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
3 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
4 2 x R 20 120.00 60.00 50.00 1.60 40.00 18.63 40.00 30.00
5 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
6 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
7 2 x R 20 120.00 60.00 50.00 1.60 40.00 18.63 40.00 30.00
8 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
9 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
10 2 x R 20 120.00 60.00 50.00 1.60 40.00 18.63 40.00 30.00
11 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
12 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
13 2 x R 20 120.00 60.00 50.00 1.60 40.00 18.63 40.00 30.00
14 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
15 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
16 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
17 2 x R 20 120.00 60.00 50.00 1.60 40.00 18.63 40.00 30.00
18 1 x R 20 60.00 60.00 50.00 1.60 40.00 30.00 40.00 30.00
------------------------------------------------------------------------------------------
Total Number of Piles/Footing = 23

Total Pile Cost (Only piles) = 0.0
Total Slab or Pilecap Cost = 10363549.4
Total Cost (Piles+Slab/Pilecap) = 10363549.4
Total Slab/Pilecap Concrete Volume = 4.1 m3

Total Slab/Pilecap Rebar Weight = 230.8 kg
1. 3(Square Pile), a= 20.0 cm, Pa= 30.0 ton
Pilecap ( 0 piles) = 0 units

END OF FOUNDATION DESIGN.

1 x R 20
2 x R 20
1 x R 20 1 x R 20
1 x R 20 2 x R 20 1 x R 20
1 x R 20 2 x R 20 1 x R 20
1 x R 20 2 x R 20 1 x R 20
1 x R 20 2 x R 20 1 x R 20
1 x R 20 1 x R 20
HASIL PERHITUNGAN TANGGA
PERHITUNGAN STRUKTUR TANGGA
Proyek : Rumah Tinggal

Lokasi : Samarinda
Bagian dari tangga beton bertulang diperhitungkan terjepit pada 2 ujungnya.

Panjang datar : 5m
Tinggi tangga : 1.75 m
Tebal pelat (h) : 150 mm 5m
Mutu beton (f'c) : 24.9 MPa
Mutu baja (fy) : 420 MPa 1.75 m
Berat beton (gc) : 24 kN/m3
Beban hidup (qL) : 4.79 kN/m2
Tulangan pokok : 10 mm a
Tulangan bagi : 10 mm
Momen lapangan diperhitungkan sebesar (1/11) qL2 dan tumpuan : (1/16) qL2
Perhitungan ukuran Tanjakan dan Injakan :

Kemiringan tangga
tg a = 1.75 / 5 36 cm
= 0.35
Maka, T = 0.35 . I
15 cm
Diambil, 1 lgkh. = 61 cm 150 mm
Maka :
2.T+I = 61 cm
Sehingga, I = 35.8824 cm
Dipakai Injakan = 36 cm (bisa diganti sesuai kebutuhan)
= 360 mm
Maka Tanjakan = 12.6 cm
= 15 cm (bisa diganti sesuai kebutuhan)
= 150 mm
Perhitungan pembebanan :
Berat pelat = 0.15 x 24 = 3.6 kN/m2
Berat anak tangga = 0.075 x 24 = 1.8 kN/m2
(setengah tinggi)
Beban mati total (qD) = 5.4 kN/m2
Beban perlu (qU) = 1,2.qD + 1,6.qL

= 6.48 + 6.72
= 13.2 kN/m2
Perhitungan penulangan Lapangan:

Momen lapangan = (1/11) . qU . L2
= 0.09091 x 13.2 x 25
= 30 kN-m
= 3E+07 N-mm
Dipakai ds = 25 mm
d = h - ds
= 150 - 25
= 125 mm
K = Mu
f.b.d2
= 30000000
0.8 x 1000 x 15625
= 2.4 Mpa
< K maks
 2.K 
a = 1  1  .d
 0,85.f' c 

= 15.0845 mm
Tulangan pokok
As = 0.85 x f'c x a x b
fy
= 0.85 x 24.9 x 15.08 x 1000
420
= 760.152 mm2
As min = 2,5 . h
= 2.5 x 100
= 250 mm2
Digunakan As, u = 760.152 mm2
Jarak tul. Pokok =

s < 250 x p x 100
760.15 Dipilih terkecil :
< 103.269 mm s = 100 mm
s < 2 x 150
< 300 mm
Cek luas tulangan = 250 x p x 100

100.00
= 785 mm2
> 760.152 mm2
(OKE!!)
Tulangan bagi
As.b = 20% x As,u
= 20% x 760.15
= 152.03 mm2
As min > 0,0020 . b . H
= 300 mm2
Digunakan As.b, u = 300 mm2
Jarak tul. Bagi =

s < 250 x p x 100
< 261.667 mm s = 150 mm
s < 5 x 150
< 750 mm
150.00
= 523.333 mm2
> 300 mm2
(OKE!!)
Perhitungan penulangan Tumpuan:

Momen tumpuan = (1/16) . qU . L2
= 0.0625 x 13.2 x 25
= 20.625 kN-m
= 2.1E+07 N-mm
Dipakai ds = 25 mm
d = h - ds
= 150 - 25
= 125 mm
K = Mu
f.b.d2
= 20625000
0.8 x 1000 x 15625
= 1.65 Mpa
< K maks
 2.K 
a = 1  1  .d
 0,85.f' c 

= 10.16 mm
Tulangan pokok
As = 0.85 x f'c x a x b
fy
= 0.85 x 24.9 x 10.16 x 1000
420
= 511.869 mm2
As min = 2,5 . h
= 2.5 x 100
= 250 mm2
Digunakan As, u = 511.869 mm2
Jarak tul. Pokok =

s < 250 x p x 100
< 153.36 mm s = 150 mm
s < 2 x 150 (biasanya disamakan
< 300 mm dengan tul. lapangan)

150.00
= 523.333 mm2
> 511.869 mm2
(OKE!!)
Tulangan bagi
As.b = 20% x As,u
= 20% x 511.87
= 102.374 mm2
As min > 0,0020 . b . H
= 300 mm2
Digunakan As.b, u = 300 mm2
Jarak tul. Bagi =

s < 250 x p x 100
< 261.667 mm s = 150 mm
s < 5 x 150 (jarak tul. bagi tumpuan
< 750 mm tdk perlu sama lapangan)

150.00
= 523.333 mm2
> 300 mm2
(OKE!!)
Kesimpulan :
Tul. Lapangan
Tul. Pokok : D 10 - 100
Tul. Bagi : f 10 - 150
Tul. Tumpuan
Tul. Pokok : D 10 - 150
Tul. Bagi : f 10 - 150
Gambar sketsa penulangan tangga :
Tulangan tumpuan :
D 10 - 150
f 10 - 150
Tulangan lapangan :
D 10 - 100
f 10 - 150
LAMPIRAN
SANSPRO V.5.20
Standard Ver + DM
Floor View, Above

Element Id
1 2 316 Support (x 1 )
G G Column Element
Beam Element
Col/Wall Below Floor
17
2150
Loading Comb = ALL
15 18
F F
2400
12 13 14
E E LICENSEE
Moro Sukirno, JL.Delima
RT.051, Sidodadi,
Samarinda Ulu,
3500
SAMARINDA
PROJECT
9 10 11
D D
FILENAME
3000
pelita_20.mdl
VIEW
FL-0, Flr-0, 0.00 m
6 7 8
C C
ENGINEER
APPROVED
4000
PRT DATE
19\11\2022
3 4 5
B B
1730
1 2
A A
4450 4300
1 2 3
SANSPRO V.5.20
S1
TP=200 mm
S2
TP=180 mm
S3
TP=150 mm
S4
TP=140 mm
S5
TP=130 mm TP=120 mm
S6 S7
TP=100 mm
S8
TP=120 mm
Standard Ver + DM
QDL=-125 kg/m2 QDL=-125 kg/m2 QDL=-125 kg/m2 QDL=-125 kg/m2 QDL=-125 kg/m2 QDL=-183 kg/m2 QDL=-183 kg/m2 QDL=-183 kg/m2
QLL=-2000 kg/m2 QLL=-1000 kg/m2 QLL=-600 kg/m2 QLL=-500 kg/m2 QLL=-400 kg/m2 QLL=-200 kg/m2 QLL=-100 kg/m2 QLL= 200 kg/m2 Floor View, Above
Id=13 Element Id
1 2 3 Support (x 1 )
G 11 4 G Column Element
Beam Element
Id=14
Floor Slab
2150
113
65
112 Loading Comb = ALL
111
78
Id=12 Id=16
F 22 F
101
107 108 109 110
95
66
13
64
77
2400
102
96
67
4 8 12 17
63
76
Id=4 91 92 Id=15 93 94 Id=5
E E LICENSEE
RT.051, Sidodadi,
Samarinda Ulu,
3500
103
97
68
3 7 11 16
62
75
SAMARINDA
PROJECT
Id=3 87 88 Id=9 89 90 Id=6
D D
FILENAME
3000
pelita_20.mdl
104
98
69
2 6 10 15
61
74
VIEW
Id=2 83 84 Id=10 85 86 Id=7
FL-1, lt_1, 3.50 m
C C
ENGINEER
APPROVED
4000
105
99
70
1 5 9 14
60
73
PRT DATE
18\11\2022
Id=1 79 80 Id=11 81 82 Id=8
B B
1730
106
100
71
18 19 20 21
59
72
Id=17 55 56 57 58 Id=18
A A
4450 4300
1 2 3
SANSPRO V.5.20
S1
TP=200 mm
S2
TP=180 mm
S3
TP=150 mm
S4
TP=140 mm
S5
TP=130 mm TP=120 mm
S6 S7
TP=100 mm
S8
TP=120 mm
Standard Ver + DM
Id=31 Element Id
Beam Element
Id=32
Floor Slab
2150
173
125
171
138
Id=30 Id=34
F 22 F
161
167 168 169 170
155
126
124
137
13
2400
162
156
127
123
136
4 8 12 17
Id=22 151 152 Id=33 153 154 Id=23
E E LICENSEE
RT.051, Sidodadi,
Samarinda Ulu,
3500
163
157
128
122
135
3 7 11 16
SAMARINDA
PROJECT
Id=21 147 148 Id=27 149 150 Id=24
D D
FILENAME
3000
pelita_20.mdl
164
158
129
121
134
2 6 10 15
VIEW
Id=20 143 144 Id=28 145 146 Id=25
FL-2, lt_2, 7.00 m
C C
ENGINEER
APPROVED
4000
165
159
130
120
133
1 5 9 14
PRT DATE
18\11\2022
Id=19 139 140 Id=29 141 142 Id=26
B B
1730
166
160
131
119
132
18 19 20 21
Id=35 115 116 117 118 Id=36
A A
4450 4300
1 2 3
SANSPRO V.5.20
S1
TP=200 mm
S2
TP=180 mm
S3
TP=150 mm
S4
TP=140 mm
S5
TP=130 mm TP=120 mm
S6 S7
TP=100 mm
S8
TP=120 mm
Standard Ver + DM
Id=39 Element Id
Beam Element
Id=37
Floor Slab
2150
226
230
216
186
Id=38 Id=52
F 43 F
233
217 218 234 219 220
229
231
232
235
44
2400
210
228
178
185
215
26 30 34 38
202 203 204 205
Id=41 Id=49 Id=40
E E LICENSEE
RT.051, Sidodadi,
Samarinda Ulu,
3500
177
209
184
214
181
25 29 33 37
SAMARINDA
PROJECT
198 199 200 201
Id=42 Id=48 Id=43
D D
FILENAME
3000
pelita_20.mdl
176
208
183
213
180
24 28 32 36
VIEW
194 195 196 197
Id=50 Id=47 Id=44
FL-3, roof, 10.50 m
C C
ENGINEER
APPROVED
4000
207
179
175
182
212
23 27 31 35
PRT DATE
18\11\2022
190 191 192 193
Id=51 Id=46 Id=45
B B
1730
187
206
189
211
188
39 40 41 42
221 222 223 224
Id=53 Id=54
A A
4450 4300
1 2 3
SANSPRO V.5.20
S1
TP=200 mm
S2
TP=180 mm TP=150 mm
S3 S4
TP=140 mm
S5
TP=130 mm
S6
TP=120 mm
S7
TP=100 mm
S8
TP=120 mm
Standard Ver + DM
Set=104 Elset Id
G 14 G Column Element
Beam Element
Set=104
Floor Slab
2150
14
14
10 Set=45
14
Set=104
F 8 F
10
10 10 10 10
10
14
8
14
14
2400
10
10
14
8 8 8 8
14
14
Set=104 14 14 Set=104 14 14Set=104
E E LICENSEE
RT.051, Sidodadi,
Samarinda Ulu,
3500
10
10
14
8 8 8 8
14
14
SAMARINDA
PROJECT
Set=104 14 14 Set=104 14 14Set=104
D D
FILENAME
3000
pelita_20.mdl
10
10
14
8 8 8 8
14
14
VIEW
Set=104 14 14 Set=104 14 14Set=104
FL-1, lt_1, 3.50 m
C C
ENGINEER
APPROVED
4000
10
10
14
8 8 8 8
14
14
PRT DATE
18\11\2022
Set=104 14 14 Set=104 14 14Set=104
B B
1730
10
10
14
8 8 8 8
14
14
Set=104 14 14 14 14Set=104
A A
4450 4300
1 2 3
SANSPRO V.5.20
S1
TP=200 mm
S2
TP=180 mm TP=150 mm
S3 S4
TP=140 mm
S5
TP=130 mm
S6
TP=120 mm
S7
TP=100 mm
S8
TP=120 mm
Standard Ver + DM
Set=104 Elset Id
Beam Element
Set=104
Floor Slab
2150
14
14
10 Set=45
14
Set=104
F 8 F
10
10 10 10 10
10
14
8
14
14
2400
10
10
14
8 8 8 8
14
14
Set=104 14 14 Set=104 14 14Set=104
E E LICENSEE
RT.051, Sidodadi,
Samarinda Ulu,
3500
10
10
14
8 8 8 8
14
14
SAMARINDA
PROJECT
Set=104 14 14 Set=104 14 14Set=104
D D
FILENAME
3000
pelita_20.mdl
10
10
14
8 8 8 8
14
14
VIEW
Set=104 14 14 Set=104 14 14Set=104
FL-2, lt_2, 7.00 m
C C
ENGINEER
APPROVED
4000
10
10
14
8 8 8 8
14
14
PRT DATE
18\11\2022
Set=104 14 14 Set=104 14 14Set=104
B B
1730
10
10
14
8 8 8 8
14
14
Set=104 14 14 14 14Set=104
A A
4450 4300
1 2 3
SANSPRO V.5.20
S1
TP=200 mm
S2
TP=180 mm
S3
TP=150 mm
S4
TP=140 mm
S5
TP=130 mm TP=120 mm
S6 S7
TP=100 mm
S8
TP=120 mm
Standard Ver + DM
Set=105 Elset Id
Beam Element
Set=105
Floor Slab
2150
13
13
10
13
Set=105 Set=44
F 7 F
10
10 10 10 10 10
7
13
13
10
13
2400
7 7 7 7
13
10
13
10
13
13 13 13 13
Set=105 Set=105 Set=105
E E LICENSEE
RT.051, Sidodadi,
Samarinda Ulu,
3500
7 7 7 7
13
10
13
10
13
SAMARINDA
PROJECT
13 13 13 13
Set=105 Set=105 Set=105
D D
FILENAME
3000
7 7 7 7 pelita_20.mdl
10
10
13
13
13
VIEW
13 13 13 13
Set=105 Set=105 Set=105
FL-3, roof, 10.50 m
C C
ENGINEER
APPROVED
4000
7 7 7 7
13
10
13
10
13
PRT DATE
18\11\2022
13 13 13 13
Set=105 Set=105 Set=105
B B
1730
7 7 7 7
13
10
13
10
13
13 13 13 13
Set=105 Set=105
A A
4450 4300
1 2 3

Laporan Struktur Rumah Tinggal Kemakmuran

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LAPORAN PERHITUNGAN STRUKTUR

JONNY SETIA WIBOWO

4. HASIL ANALISIS STRUKTUR

5. DESAIN BETON BERTULANG

1.2. Mutu Bahan

Mutu Baja Tulangan

Mutu Material Beton

1.3. Peraturan Yang Digunakan

1.5. Satuan Dalam Perhitungan

a.Beban Mati (DL)

2.2. Beban Gempa

2.2.1. Klasifikasi Situs

Gambar 2.1. Denah Pengujian tanah dengan Sondir

Sumber: SNI 1726:2019, halaman 25, BSN

Jenis klasifikasi situs disekitar lokasi adalah : Tanah Keras (SD)

2.2.3. Faktor Keutamaan Gempa (Ie)

Sumber: SNI 1726:2019, halaman 25, BSN

2.2.5. Kefisien Situs (Fa dan Fv)

Sumber: SNI 1726:2019, halaman 34, BSN

Sumber: SNI 1726:2019, halaman 35, BSN

2.2.6. Parameter Percepatan Respons Spektral MCE (SMS& SM1)

SMS = Fa * SS = 1.6 * 0.1 0.160

2.2.7. Parameter percepatan respons spektral (SDS & SD1)

SDS = 2/3 * SMS = 2/3 * 0.16 0.10g

2.2.8. Ketegori Desain Seismim (KDS)

Sumber: SNI 1726:2019, halaman 37, BSN

Sumber: SNI 1726:2019, halaman 37, BSN

Untuk perhitungan digunakan KDS terbesar yaitu KDS C

2.2.9. Sistem Penahan Gempa

Sumber: SNI 1726:2019, halaman 50, BSN

2.2.11. Perhitungan Gaya Geser Dasar (Statik Ekivalen)

Fungsi Bangunan : Rumah Tinggal

3.1.1 Visualisasi 3 dimensi

Visualisasi 3 Dimensi Visualisasi 3 Dimensi

Visualisasi 3 Dimensi Visualisasi 3 Dimensi

Denah Balok-Kolom Elv. 0 m

3.2.3 Input Parameter Beban Pelat Lantai

Beban Pelat Lantai Elv. +3.5 m

Beban Pelat Lantai Elv. +7 m

Penempatan Beban Dinding Lantai Elv. +3.5 m

Penempatan Beban Dinding Lantai Elv. +7 m

Displacement pada kolom Elv. +4.5 m

Displacement pada kolom Elv. +10.5 m

Displacement < 1.24 cm = OK

Gaya Dalam Momen pada Balok Elv. +3.5 m

Gaya Dalam Momen pada Balok Elv. +7 m

Gaya Dalam Momen pada Bangunan

Reaksi Perletakan Bangunan

Data Desain Pondasi Bangunan

5.1 Kolom dan Balok dari Program Sanspro

Tulangan Kolom Elv. +3.5 m

5.2 Hasil Desain

Lokasi Komponen Profil Desain

LICENSEE : Moro Sukirno, JL.Delima RT.051, Sidodadi, Samarinda Ulu, SAMARINDA

Project : Residential Pelita 20

LICENSEE : Moro Sukirno, JL.Delima RT.051, Sidodadi, Samarinda Ulu, SAMARINDA

Project : Residential Pelita 20

BEAM MOMENT AND SHEAR CAPACITY

Unfactored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)

Factored forces: all(f1f2), static, temporary (f1f2), temporary (f1*f2=1)