Laporan an Struktur Gedung_Gabungan

LAPORAN

PERENCANAAN STRUKTUR GEDUNG

Laporan ini disusun untuk memenuhi tugas mata kuliah

Perencanaan Struktur Gedung sebagai salah satu syarat kelulusan

menempuh semester 2 pada Jurusan Teknik Sipil dan Perencanaan

Dosen Pembimbing :

Ir. Ari Mulyo Dyah Utami M.Sc

Disusun oleh :

Dian Hernanto ( NIM : 08114737 )

G. Ginanjar ( NIM : 08114723 )

FAKULTAS TEKNIK SIPIL DAN PERENCANAAN

INSTITUT SAINS DAN TEKNOLOGI NASIONAL

JAKARTA

2009

Sujud syukurku di Hadirat‐Mu Yang Maha Agung Robbul Arbab Allah ‘Ajja Wajalla

Atas segala cahaya ilmu yang Engkau anugerahkan kepadaku.

Kupersembahkan tugas ini untuk Ibunda tercinta,

Do’a tulus sucinya yang tiada henti yang senantiasa mengiringi setiap hela nafasku hingga membuat semangat belajarku selalu hadir layaknya gelombang laut yang tak pernah berhenti.

Kupersembahkan tugas ini untuk Almarhum Ayahanda tercinta,

Nasihatnya untuk selalu bersabar, bertanggung jawab dan senantiasa menjunjung tinggi kejujuran hingga akhir hayat. Untukmu aku selalu bangga.

Tugas Perencanaan Struktur Gedung


KATA PENGANTAR

Puji syukur penyusun panjatkan ke Hadirat Illahi Robbi yang telah melimpahkan Rahmat

dan HidayahNya, sehingga penyusun mampu menyelesaikan tugas perencanaan struktur gedung

ini hingga tuntas dengan lancar.

Tugas ini menjelaskan tentang tahapan‐tahapan perancangan struktur gedung 7 lantai dari

mulai pondasi hingga struktur gedungnya. Metoda perancangannya berdasarkan desain

kapasitas ( strong column weak beam ) sedangkan perhitungan gempanya dengan metoda statik

ekuivalen. Perhitungan dilakukan secara manual dan dengan bantuan software STAAD Pro 2007,

SAP 2000, GS AFES dan PCA Col.

Besar harapan penyusun semoga tugas ini bisa memberikan sumbangsih ilmu pengetahuan

bagi para pembaca yang budiman, kritik dan saran sangat penyusun harapkan demi

kesempurnaan isi dan penyajian tugas ini.

Tidak lupa penyusun ucapkan terima kasih kepada Dosen Mata Kuliah Perencanaan

Struktur Gedung, Ibu Ir. Ari Mulyo Dyah Utami, M.Sc, yang telah memberikan bimbingan dan

arahan dalam pengerjaan tugas ini. Ucapan terima kasih juga penyusun haturkan untuk rekan

setia Dian Hernanto yang turut bekerja keras mengerjakan laporan ini dengan penuh dedikasi.

Kepada rekan sekantor Mas Bachtiar Anwari yang ikut membantu mengetik laporan ini dengan

penuh kesabaran. Tidak lupa untuk sahabat setia Nastitisari Dewi yang sudah menemani

penyusun dalam mengerjakan laporan ini hingga larut malam dengan penuh keceriaan. Kepada

rekan – rekan Program Perkuliahan Kelas Karyawan – ISTN yang telah memberikan inspirasi dan

kerja‐sama yang baik. Dan kepada semua pihak yang turut membantu yang tidak dapat penyusun

sebutkan namanya satu per satu.

Jakarta, 22 November 2009

Penyusun,


INSTITUT SAINS DAN TEKNOLOGI NASIONAL ii

DAFTAR ISI

LEMBAR ASISTENSI

KATA PENGANTAR

DAFTAR ISI …………………………………………………………………………………………………………………

DAFTAR GAMBAR ………………………………………………………………………………………………………

DAFTAR TABEL …………………………………………………………………………………………………………..

BAB I PENDAHULUAN ……………………………………………………………………………………………

1.1 Nama dan Lokasi Proyek …………………………………………………………………………..

1.2 Peraturan yang Digunakan ……………………………………………………………………….

1.3 Spesifikasi Bahan ………………………………………………………………………………………

1.4 Konsep dan Asumsi Perencanaan ……………………………………………………………..

1.4.1 Konsep Desain Kapasitas …………………………………………………………………

1.4.2 Lantai Sebagai Diafragma ……………………………………………………………….

1.4.3 Load Factor dan Perhitungan Beban ...................................................

1.5 Beban yang Diperhitungkan ……………………………………………………………………..

1.6 Preliminary Design ……………………………………………………………………………………

1.6.1 Pelat Lantai ……………………………………………………………………………………..

1.6.2 Pelat Atap ………………………………………………………………………………………..

1.6.3 Balok ……………………………………………………………………………………………….

1.6.3.1 Balok Induk Pelat Atap ………………………………………………………..

1.6.3.2 Balok Induk Pelat Lantai ………………………………………………………

1.6.3.3 Balok Anak Pelat Atap …………………………………………………………

1.6.3.4 Balok Anak Pelat Lantai ………………………………………………………

1.6.4 Kolom ………………………………………………………………………………………………

ii

v

viii

I‐1

I‐1

I‐1

I‐1

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I‐2

I‐3

I‐3

I‐5

I‐5

I‐8

I‐10

I‐10

I‐12

I‐14

I‐16

I‐18


INSTITUT SAINS DAN TEKNOLOGI NASIONAL iii

BAB II DENAH DAN POTONGAN STRUKTUR GEDUNG………………………………………………

2.1 Denah Struktur Gedung ……………………………………………………………………………

2.2 Potongan Struktur Gedung ……………………………………………………………………….

BAB III PEMERIKSAAN TATA LETAK STRUKTUR GEDUNG …………………………………………

3.1 Tata Letak Struktur Gedung ………………………………………………………………………

3.2 Pusat Massa dan Pusat Kekakuan ……………………………………………………………..

3.2.1 Pusat Massa ……………………………………………………………………………………

3.2.2 Pusat Kekakuan ………………………………………………………………………………

BAB IV PERHITUNGAN PEMBEBANAN ……………………………………………………………………..

4.1 Perhitungan Beban Gravitasi ( w ) ……………………………………………………………..

4.2 Perhitungan Beban Gempa ………………………………………………………………………

BAB V PERHITUNGAN MEKANIKA STRUKTUR ………………………………………………………….

5.1 Mekanika Pelat ………………………………………………………………………………………..

5.1.1 Beban Pelat Lantai …………………………………………………………………………

5.1.2 Beban Pelat Atap ……………………………………………………………………………

5.2 Mekanika Portal ……………………………………………………………………………………….

5.2.1 Mekanika Portal Melintang Beban Gravitasi ……………………………………

5.2.2 Mekanika Portal Melintang Beban Gravitasi + Gempa ……………………

5.2.3 Mekanika Portal Memanjang Beban Gravitasi ………………………………….

5.2.4 Mekanika Portal Memanjang Beban Gravitasi + Gempa …………………

BAB VI PERHITUNGAN PENULANGAN STRUKTUR …………………………………………………….

6.1 Perhitungan Penulangan Pelat …………………………………………………………………

6.1.1 Penulangan Lentur Pelat Lantai ……………………………………………………….

6.1.2 Penulangan Lentur Pelat Atap …………………………………………………………

6.2 Perhitungan Penulangan Balok …………………………………………………………………

6.2.1 Penulangan Balok Akibat Momen Lentur ………………………………………..

II‐1

II‐1

II‐3

III‐1

III‐1

III‐4

III‐4

III‐6

IV‐1

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IV‐7

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V‐4

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V‐4

V‐5

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INSTITUT SAINS DAN TEKNOLOGI NASIONAL iv

6.2.2 Penulangan Geser Balok ………………………………………………………………….

6.2.3 Pemutusan Tulangan Balok ……………………………………………………………..

6.3 Perhitungan Penulangan Kolom ……………………………………………………………….

6.3.1 Pengaruh Beban Gempa Orthogonal ……………………………………………….

6.3.2 Penulangan Memanjang Kolom ………………………………………………………

6.3.3 Pengekangan Kolom ……………………………………………………………………….

6.3.4 Penulangan Transversal untuk Beban Geser ……………………………………

6.3.5 Sambungan Lewatan Tulangan Vertikal Kolom ……………………………….

6.4 Desain Hubungan Balok – Kolom ………………………………………………………………

6.4.1 Hubungan Balok – Kolom Tengah ……………………………………………………

6.4.2 Hubungan Balok – Kolom Tepi …………………………………………………………

BAB VII PERHITUNGAN FONDASI ………………………………………………………………………………

7.1 Data Hasil Uji Tanah ………………………………………………………………………………….

7.1.1 Hasil Uji Tanah di Lapangan …………………………………………………………….

7.1.2 Hasil Uji Laboratorium …………………………………………………………………….

7.2 Perhitungan Fondasi …………………………………………………………………………………

7.2.1 Preliminary Design Fondasi ……………………………………………………………..

7.2.2 Daya Dukung Fondasi ………………………………………………………………………

7.2.2.1 Daya Dukung Fondasi Terhadap Gaya Tarik ( Uplift ) …………..

7.2.2.2 Daya Dukung Fondasi Terhadap Gaya Tekan ( Compressive )

7.2.2.3 Daya Dukung Fondasi Terhadap Gaya Geser ( Shear ) …………

7.2.3 Punching Shear pada Pile Cap ………………………………………………………....

7.2.4 Perhitungan Tulangan Fondasi ………………………………………………………..

7.2.4.1 Perhitungan Tulangan Pile Cap ……………………………………………

7.2.4.2 Perhitungan Tulangan Pedestal …………………………………………..

7.2.4.3 Perhitungan Tulangan Bored Pile ………………………………………..

7.2.4.4 Perhitungan Tulangan Tie Beam ………………………………………….

VI‐12

VI‐17

VI‐22

VI‐22

VI‐22

VI‐26

VI‐27

VI‐28

VI‐30

VI‐30

VI‐33

VII‐1

VII‐1

VII‐1

VII‐2

VII‐3

VII‐3

VII‐2

VII‐9

VII‐11

VII‐13

VII‐14

VII‐19

VII‐19

VII‐22

VII‐25

VII‐26


INSTITUT SAINS DAN TEKNOLOGI NASIONAL v

BAB VIII PERHITUNGAN TANGGA ……………………………………………………………………………..

8.1 Perencanaan Geometri Tangga …………………………………………………………………

8.2 Pembebanan Tangga …………………………………………………………………………………

8.3 Penulangan Tangga …………………………………………………………………………………..

LAMPIRAN

Lampiran 1 Print out Analisa Struktur Gedung dengan Software STAAD Pro 2007

Lampiran 2 Print out Analisa Fondasi dengan Software GS AFES

Lampiran 3 Print out Analisa Struktur Tangga dengan Software SAP 2000

Lampiran 4 Tabel – Tabel Koefisien untuk Perhitungan Beton

Lampiran 5 Data Soil Test

DAFTAR PUSTAKA

VIII‐1

VIII‐1

VIII‐3

VIII‐4


INSTITUT SAINS DAN TEKNOLOGI NASIONAL v

DAFTAR GAMBAR

Gambar 1.a Sketsa pelat lantai yang ditinjau ………………………………………………………………..

Gambar 1.b Sketsa pelat atap yang ditinjau ………………………………………………………………….

Gambar 1.c Sketsa tributary pembebanan pada balok induk pelat atap ……………………….

Gambar 1.d Sketsa tributary pembebanan pada balok induk pelat atap tampak

samping ……………………………………………………………………………………………………

Gambar 1.e Sketsa tributary pembebanan pada balok induk pelat lantai …………………….

Gambar 1.f Sketsa tributary pembebanan pada balok induk pelat lantai tampak

samping ……………………………………………………………………………………………………

Gambar 1.g Sketsa tributary pembebanan pada balok anak pelat atap ………………………..

Gambar 1.h Sketsa tributary pembebanan pada balok anak pelat atap tampak samping

Gambar 1.i Sketsa tributary pembebanan pada balok anak pelat lantai ……………………….

Gambar 1.j Sketsa tributary pembebanan pada balok anak pelat lantai tampak samping

Gambar 1.k Sketsa distribusi pembebanan terhadap kolom …………………………………………

Gambar 2.a Sketsa denah lantai atap ……………………………………………………………………………

Gambar 2.b Sketsa denah lantai 1 – 6 …………………………………………………………………………..

Gambar 2.c Denah lantai atap pada pemodelan STAAD Pro …………………………………………

Gambar 2.d Potongan memanjang ……………………………………………………………………………….

Gambar 2.e Potongan melintang ………………………………………………………………………………….

Gambar 2.f Perspektif memanjang pada pemodelan STAAD Pro ………………………………….

Gambar 2.g Perspektif melintang pada pemodelan STAAD Pro …………………………………….

Gambar 2.h Tampak 3 dimensi pada pemodelan STAAD Pro ………………………………………..

Gambar 3.a Penomoran kolom pada denah kolom lantai 1 – atap ..................................

Gambar 3.b Koordinat pusat massa dan pusat kekakuan ................................................

Gambar 3.c Letak Pusat massa dan pusat kekakuan pada tiap lantai ……………………………

Gambar 3.d Letak Pusat massa dan pusat kekakuan pada tiap lantai …………………………..

Gambar 4.a Penempatan beban gempa arah X ( ELx ) pada struktur gedung ………………..

Gambar 4.b Penempatan beban gempa arah Y ( ELy ) pada struktur gedung ……………….

I‐6

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INSTITUT SAINS DAN TEKNOLOGI NASIONAL vi

Gambar 5.a Model pelat ...................................................................................................

Gambar 6.a Penentuan jarak d pada pelat lantai .............................................................

Gambar 6.b Penulangan tipikal pelat lantai ………………………………………………………………….

Gambar 6.c Penentuan jarak d pada pelat atap ...............................................................

Gambar 6.d Penulangan tipikal pelat atap ……………………………………………………………………

Gambar 6.e Nilai momen desain bentang ujung yang diambil dari output STAAD Pro ….

Gambar 6.f Nilai momen desain bentang dalam yang diambil dari output STAAD Pro ….

Gambar 6.g Lebar flens efektif balok T …………………………………………………………………………

Gambar 6.h Gaya lintang rencana untuk SRPMM …………………………………………………………

Gambar 6.i Gaya lintang maksimum akibat beban gempa arah sumbu X ……………………..

Gambar 6.j Gaya lintang maksimum akibat beban mati ( DL ) ………………………………………

Gambar 6.k Gaya lintang maksimum akibat kombinasi beban mati dan gempa arah X …

Gambar 6.l Diagram momen untuk penghentian tulangan negatif pada perletakan

interior ……………………………………………………………………………………………………..

Gambar 6.m Diagram geser maksimum pada perletakan interior …………………………………

Gambar 6.n Penulangan balok rangka lantai 2 as A ………………………………………………………

Gambar 6.o Diagram interaksi kuat rencana kolom tengah pada lantai 1 ( kolom K 5‐C )

Gambar 6.p Diagram interaksi kuat rencana kolom tepi pada lantai 1 ( kolom K 2‐A ) ….

Gambar 6.q Gaya lintang rencana untuk SRPMM …………………………………………………………

Gambar 6.r Detail penulangan kolom tengah ( K 5‐C ) ………………………………………………….

Gambar 6.s Detail penulangan kolom tengah ( K 5‐C ) ………………………………………………….

Gambar 6.t Analisa geser dari HBK kolom tengah ( K 5‐C ) ……………………………………………

Gambar 6.u Luas efektif hubungan balok‐kolom ………………………………………………………….

Gambar 6.v Analisa geser dari HBK kolom tepi ( K 2‐A ) ………………………………………………..

Gambar 7.a Rencana fondasi bored pile ...........................................................................

Gambar 7.b Transfer gaya pada tiap‐tiap bored pile ( uplift terbesar ) ............................

Gambar 7.c Transfer gaya pada tiap‐tiap bored pile ( compressive terbesar ) .................

Gambar 7.d Reaksi perletakan akibat beban kolom terhadap fondasi ( uplift ) ...............

Gambar 7.e Reaksi perletakan akibat beban kolom terhadap fondasi ( compressive ) ....

Gambar 7.f Punching shear dua arah pada pile cap akibat gaya pedestal .......................

Gambar 7.g Punching shear satu arah pada pile cap akibat gaya pedestal ......................

V‐2

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VII‐4

VII‐6

VII‐7

VII‐9

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VII‐14

VII‐16


INSTITUT SAINS DAN TEKNOLOGI NASIONAL vii

Gambar 7.h Layout fondasi ...............................................................................................

Gambar 7.i Analisis momen fondasi bored pile ...............................................................

Gambar 7.j Penulangan pile cap .......................................................................................

Gambar 7.k Penulangan pedestal .....................................................................................

Gambar 7.l Penulangan tie beam .....................................................................................

Gambar 7.m Penulangan fondasi .....................................................................................

Gambar 8.a Geometri tangga ...........................................................................................

Gambar 8.b Geometri tangga pada pemodelan SAP 2000 ...............................................

Gambar 8.c Pembebanan tangga pada pemodelan SAP 2000 ..........................................

Gambar 8.d Momen maksimum pada struktur tangga ....................................................

VII‐18

VII‐19

VII‐21

VII‐24

VII‐27

VII‐28

VIII‐2

VIII‐3

VIII‐4

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INSTITUT SAINS DAN TEKNOLOGI NASIONAL viii

DAFTAR TABEL

Tabel 1.1 Summary Preliminary Design ………………………………………………………………..........

Tabel 3.1 Pemeriksaan tata letak struktur …………………………………………………………………….

Tabel 3.2 Perhitungan pusat massa pada lantai 1 …………………………………………………………

Tabel 4.1 Summary berat total tiap lantai …………………………………………………………………….

Tabel 4.2 Gaya gempa tiap lantai dengan T1 = 0,95 detik ……………………………………………

Tabel 4.3 Analisa T Rayleigh akibat gempa pada arah sumbu Y gedung ………………………..

I‐24

III‐1

III‐5

IV‐6

IV‐8

IV‐9


INSTITUT SAINS DAN TEKNOLOGI NASIONAL I ‐ 1

BAB I

PENDAHULUAN

1.1 Nama dan Lokasi Proyek

Gedung yang akan dirancang adalah gedung perkantoran dengan nama Graha ISTN,

dengan tinggi gedung 30.8 m dan jumlah lantai sebanyak 7 lantai. Struktur gedung

direncanankan dengan menggunakan beton bertulang sedangkan pondasinya menggunakan

tiang pancang. Adapun data lengkap proyek perencanaan gedung ini adalah sebagai berikut :

Nama proyek : Proyek Perencanaan Gedung Graha ISTN

Lokasi proyek : Jl. Moch. Kahfi III, Srengseng Sawah, Jakarta Selatan

Tinggi gedung : 30,8 m

Jumlah lantai : 7 lantai

Tinggi tiap lantai : 4,4 m

Konsultan perencana : PT. RAJA KONSULTAN

1.2 Peraturan yang Digunakan

Peraturan‐peraturan yang digunakan dalam perencanaan gedung ini adalah sebagai

berikut :

1. Tata Cara Perhitungan Struktur Beton Bertulang untuk Bangunan Gedung SK SNI T‐15‐

1991‐03.

2. Tata Cara Perencanaan Ketahanan Gempa untuk Bangunan Gedung SNI 03‐1726‐2002.

3. Pedoman Perencanaan Pembebanan untuk Rumah dan Gedung SKBI – 1.3.53.1987.

1.3 Spesifikasi Bahan

Spesifikasi bahan‐bahan yang digunakan dalam perencanaan gedung ini adalah sebagai

berikut :



1. Mutu beton ( f’c ) : 300 kg/cm2

2. Modulus elastisitas beton ( Ec ) : 4700 cf ' = 81406,39 kg/cm2

3. Mutu baja ( fy ) : 2400 kg/cm2

4. Modulus elastisitas baja ( Es ) : 2 x 105 MPa = 2 x 106 kg/cm2

1.4 Konsep dan Asumsi Perencanaan

Konsep dan Asumsi yang dipakai dalam perencanaan ini adalah sebagai berikut :

1.4.1 Konsep Desain Kapasitas

Dalam perencanaan, prinsip yang dipakai adalah balok lemah dan kolom kuat dengan

sendi‐sendi pada setiap ujung balik. Yang dimaksud di sini adalah keruntuhan yang pertama

kali terjadi pada balok terlebih dahulu kemudian kolom, sehingga dalam perencanaan profil

kolom momen balok yang dipakai adalah momen kapasitas balok. Dapat juga dikatakan

konsep balok lemah kolom kuat ini dimaksudkan agar jika terjadi beban gempa yang sangat

besar maka struktur gedung akan tetap kokoh, karena kolomnya kuat dan jika terjadi

kerusakan atau kehancuran pada salah satu lantai maka yang menderita kerusakan hanyalah

lantai itu sendiri dan satu lantai dibawahnya saja, karena baloknya lemah. Jika ternyata balok

tersebut tidak sanggup menahan gaya‐gaya yang diatasnya dan ada kemungkinan runtuh

maka runtuhnya vertikal ke bawah, sehingga tidak mengganggu gedung‐gedung di‐

sebelahnya. Desain kapasitas dihitung sesuai dengan persyaratan SK SNI T‐15‐1991‐03.

Perhitungan ketahanan gempa berdasarkan atas respon spectra zona gempa IV dan

dibangun di atas tanah lunak. Dimana pola dari distribusi gaya gempa tersebut

menggunakan analisa statis ekuivalen.

1.4.2 Lantai sebagai Diafragma

Lantai gedung ini berfungsi sebagai diafragma artinya lantai ini sanggup meneruskan

beban / gaya yang diterimanya, dengan ketebalan 12 cm (PBI 1971) untuk masing‐masing

gedung dari lantai 1 sampai 6 dan untuk atap dengan tebal 10 cm.



1.4.3 Load Factor dan Perhitungan Beban

Beban‐beban yang diperhitungkan dalam perencanaan meliputi :

Beban mati ( DL )

Adalah beban berat sendiri dari masing‐masing komponen bangunan yang ditinjau dan

beban – beban yang bekerja pada pelat lantai dan pelat atap yang besarnya telah

ditentukan oleh Peraturan Muatan Indonesia.

Beban hidup ( LL ) Adalah beban – beban hidup yang terjadi pada masing‐masing lantai yang besarnya

telah ditentukan oleh Peraturan Muatan Indonesia.

Beban angin ( WL )

Adalah beban angin tang bekerja pada dinding bangunan yang besarnya telah

ditentukan oleh Peraturan Muatan Indonesia.

Beban gempa ( EL )

Beban gempa yang diperkirakan akan terjadi dan besarnya dihitung berdasarkan atas

analisa gempa statik ekuivalen dengan Wilayah Gempa IV.

Perhitungan beban menggunakan teori kekuatan batas dengan load factor sebagai

berikut :

a. 1,4 DL

b. 1,2 DL + 1,6 LL

c. 1,2 DL + 1,0 LL + 1,6 WL

d. 0,9 DL + 1,6 WL

e. 1,2 DL + 1,0 LL ± 1,0 EL ( gempa ditinjau pada arah X dan arah Y )

f. 0,9 DL ± 1,0 EL ( gempa ditinjau pada arah X dan arah Y )

1.5 Beban yang Diperhitungkan

Peraturan yang digunakan adalah PEDOMAN PERENCANAAN PEMBEBANAN UNTUK

RUMAH DAN GEDUNG ( SKBI – 1.3.53.1987 )



1. Beban mati (PPPURG Pasal 2.1.1)

Berat sendiri bahan bangunan dan komponen gedung (tabel 1 PPPURG)

Beton bertulang = 2400 kg/m3

Pasangan bata merah = 1700 kg/m3

Pasangan bata merah setengah batu = 250 kg/m2

Adukan, per cm tebal (dari semen) = 21 kg/m2

Plafon (tanpa penggantung) = 11 kg/m2

Penggantung langit‐langit = 7 kg/m2

2. Beban hidup (PPPURG pasal 2.1.2)

Beban hidup pada lantai perkantoran = 250 kg/m2

Beban air hujan = 5 kg/m2

Beban terpusat dari pekerja = 100 kg/m2

Beban hidup pada tangga perkantoran = 300 kg/m2

3. Beban angin (PPPURG pasal 2.1.3)

Beban angin dihitung dengan rumus :

) kg/m ( 16V

) P ( tiup Tekanan 22

=

Dimana V adalah kecepatan angin dalam m/det., dalam perencanaan gedung ini

diasumsikan nilai V = 79 km/jam = 79 m/det.

Maka :

) kg/m ( 30 1697

) P ( tiup Tekanan 22

==

Jadi nilai tekanan tiup ( P ) tersebut memenuhi persyaratan batas minimum tekanan tiup (

P ) dalam ( PPPURG pasal 2.1.3 ) yakni minimum 25 kg/m2.



Tekanan tiup ( P ) terhadap bangunan dipengaruhi oleh ketinggian bangunan tersebut,

karena semakin tinggi elevasinya dari muka tanah maka semakin besar pula nilai P nya.

Oleh karena itu nilai P tersebut harus dikalikan dengan koefisien tekanan tiup ( Kz ), yang

dinyatakan dalam rumus :

Kz = ( z/10 )2/7 ===> sesuai dengan ketentuan dalam ASCE dan Design Manual Structural

Engineering ( NAVFAC DM‐2 )

Dimana :

z = elevasi bangunan dari muka tanah ( m )

1.6 Preliminary Design

1.6.1 Pelat Lantai

Pembebanan pada pelat lantai adalah sebagai berikut :

A. Beban Mati ( Dead Load )

Berat sendiri pelat lantai ( asumsi t = 12 cm ) = 0,12 m x 2400 kg/m3 = 288 kg/m2

Adukan ( asumsi t = 2 cm ) = 2 x 21 kg/m2 = 42 kg/m2

Keramik ( asumsi t = 0,5 cm ) = 0.005 m x 2200 kg/m3 = 11 kg/m2

Plafond dan rangka plafond = ( 11 + 7 ) kg/m2 = 18 kg/m2

Mechanical & Electrical = 25 kg/m2

q DL = 384 kg/m2

B. Beban Hidup ( Live Load )

Beban hidup lantai gedung perkantoran = 250 kg/m2

q LL = 250 kg/m2

Untuk analisa awal / preliminary design pelat lantai ini maka digunakan bentang yang

paling besar, baik pelat lantai maupun pelat atap. Cara perhitungan keduanya adalah sama.



( )( )EI 384Ln qu 5

Δ

:adalahmeratabebanakibatsederhana tumpuan atas balok Lendutan

4

=

) 3 ( ......................... qx 1,038 qu

qx ‐ qu qx 0,038 ) 2 ( & ) 1 ( Pers.

) 2 ( ......................... qx qu qy

qu qy + qx

=

====>

=

=

-

( )( ) ( )( )

( ) ( )

( ) ( )) 1 ( ......................... qx 0,038

6,83 qx

LyLx qx

qy

Ly qyLx qx

ΔyΔx

EI 384Ly qy 5

Δy dan EI 384Lx qx 5

Δx

4

4

4

4

44

44

===

=

=

==

Gambar 1.a Sketsa pelat lantai yang ditinjau

Akibat pelat lantai yang ditinjau melendut pada kedua arah ( arah x dan arah y ), maka

perhitungan lendutannya pun pada kedua arah tersebut.

PelatLantai

Balok Anak

Balok Induk Ly = 6,8 m

Lx = 3 m

Kolom



m t 166,10,800,933

0,80

xMM

: maka , 0.80 diambil Φ nilai 2, ayat 2.2.3 pasal 03‐1991‐15‐T SNI SK nBerdasarka

Φ

MM M Φ M

Rnx

RnnR

===

====>=

m t 166,10,800,933

0,80

xMM

: maka , 0.80 diambil Φ nilai 2, ayat 2.2.3 pasal 03‐1991‐15‐T SNI SK nBerdasarka

Φ

MM M Φ M

/tm 0,00113 /kgcm 0,01130,77 x 0,45 x 300 x 0,85

1K x K x fc' x 0,85

1Kd

0,77(0,45) 0,51K 0,51K

0,45(0,53) 0,85βKK

0,53(0,71) 0,75K 0,75K

: maksimum tulangan anperbanding Harga

0,710,00120,003 0,003

ε0,003

0,003K

: memberikan regangan ankeseimbang Keadaan

0,00122x102400

Efy

ε εfy

E

: Hooke hukum nberdasarka ditentukan )(ε baja leleh Regangan

m t0,182m kg 182,1 =(6,8) (31,5) 81 = (Ly) (qy) 8

1 = M

m t 0,933 m kg 932,9 = (3) (829,3) 81 = (Lx) (qx) 8

1 = M

kg/m 31,5 qy ) 2 ( Pers. Dari

kg/m 829,3 qx

kg/m 860,8 qx 1,038 ) 4 ( & ) 3 ( Pers.

) 4 ( ......................... kg/m 860,8 1m x kg/m 860,8

kg/m 860,8 ) 250 ( 1,6 + ) 384 ( 1,2

) LL q ( 1,6 + ) DL q ( 1,2 qu

Rnx

RnnR

22

za

2

az

ca

cbc

yb

5s

yy

s

y

22Ry

22Rx

2

2

===

====>=

====

=−=−=

===

===

=+

=+

=

======>=

=

=

====>

=

====>

==

==

=

Kapasitas momen MR adalah kuat momen ideal Mn dikalikan dengan faktor Φ, maka :



cm 12 diambil maka cm 3,6 m 0,036 = d

0,00113

d x 1166,1

terbesar M digunakan ;Kdd x b

MKdd x b

M

mt7220,0,800,182

0,80

yMM

2

2

2

ox2

2

o

Rny

===>=

=

====>=

===

Sesuai dengan standar PBI 71 pasal 9.1 ayat 1 yang menyatakan :

Tebal pelat lantai yang dipergunakan 12 cm

1.6.2 Pelat Atap

Pembebanan pada pelat atap adalah sebagai berikut :



Genangan air hujan ( 5 mm ) = 0,005 m x 1000 kg/m3 = 5 kg/m2



q DL = 303 kg/m2



q LL = 100 kg/m2



Gambar 1.b Sketsa pelat atap yang ditinjau

Dengan cara yang sama seperti pada perhitungan pelat lantai pada sub bab 1.5.1, maka

diperoleh :

MRx = 582,3 t m

MRy = 109,8 t m

Kemudian diperoleh :

Mnx = 0,727 t m

Mny = 0,137 t m

Maka diperoleh :

d = 0,028 m = 2,8 cm ===> maka diambil 10 cm

Sesuai dengan standar PBI 71 pasal 9.1 ayat 1 yang menyatakan :

Tebal pelat atap yang dipergunakan 10 cm

PelatA

tap

Balok Anak

Balok Induk

Ly = 6,8 m

Lx = 3 m

Kolom



1.6.3 Balok

1.6.3.1 Balok Induk Pelat Atap

Pembebanan pada balok induk merupakan beban beban pelat atap yang menumpu di‐

atasnya, yaitu :






q DL = 303 kg/m2



q LL = 100 kg/m2

Gambar 1.c Sketsa tributary pembebanan pada balok induk pelat atap

Balok Anak

Balok Induk

Ly = 6,8 m

Kolom

Lx = 3 m Lx = 3 m

Pelat Atap

Pelat Atap

Balok Induk yang Ditinjau



cm 30 m24,0d0,00113

dx0,20 10,61

cm20bambil ; Kd

dxbM

m t 10,610,808,49

0,80

MM

m t 8,49

m kg 8490,2

))) 1,5 ( 4 ‐ ) 6,8 ( 3 ()241570,8 (

)4h ‐ 3L (24qu M

2

2

2

n

maksn

22

22maks

≈====>=

==

===

=

=

=

=

Selanjutnya adalah menentukan dimensi balok induk tersebut dengan analisa sebagai

berikut :

Gambar 1.d Sketsa tributary pembebanan pada balok induk pelat atap tampak samping

Dari gambar 1.d tersebut maka selanjutnya diperoleh beban ekivalen sebagai berikut :

qDL = ( 303 kg/m2 x 1,5 m ) x 2 = 909 kg/m

qLL = ( 100 kg/m2 x 1,5 m ) x 2 = 300 kg/m

qu = 1,2 qDL + 1,6 qLL = 1,2 ( 909 ) + 1,6 ( 300 ) = 1570,8 kg/m

Maka :

Maka digunakan dimensi balok induk pelat atap 20 cm x 30 cm.

Ly = 6,8 m

h = 1,5 m

h = 1,5 m



1.6.3.2 Balok Induk Pelat Lantai

Pembebanan pada balok induk merupakan beban beban pelat lantai yang menumpu di‐

atasnya, yaitu :







q DL = 384 kg/m2



q LL = 250 kg/m2

Gambar 1.e Sketsa tributary pembebanan pada balok induk pelat lantai

Balok Anak

Balok Induk

Ly = 6,8 m

Kolom

Lx = 3 m Lx = 3 m

Pelat Lantai

Pelat Lantai

Balok Induk yang Ditinjau



cm 40 m39,0d0,00113

dx0,20 26,99

cm20bambil ; Kd

dxbM

m t 26,990,8021,59

0,80

MM

m t 21,59

m kg 21587,47

m kg 7629,60 13957,87

)) 6,8 ( ) 1320 ( 81 ( ))) 1,5 ( 4 ‐ ) 6,8 ( 3 ()242582,4 ((

)) L ( ) q ( 81 ( ))4h ‐ 3L ()24qu (( M

2

2

2

n

maksn

222

2dinding

22maks

≈====>=

==

===

=

=

+=

+=

+=

Selanjutnya adalah menentukan dimensi balok induk tersebut dengan analisa sebagai

berikut :

Gambar 1.f Sketsa tributary pembebanan pada balok induk pelat lantai tampak samping


qDL = ( 384 kg/m2 x 1,5 m ) x 2 = 1152 kg/m

qLL = ( 250 kg/m2 x 1,5 m ) x 2 = 750 kg/m

qu = 1,2 qDL + 1,6 qLL = 1,2 ( 1152 ) + 1,6 ( 750 ) = 2582,4 kg/m

qdinding = 250 kg/m2 x 4,4 m = 1100 kg/m

qu dinding = ( 1,2 x 1100 ) = 1320 kg/m

Maka :

Maka digunakan dimensi balok induk pelat lantai 20 cm x 40 cm.

Ly = 6,8 m

h = 1,5 m

h = 1,5 m

h = 4,4 m



1.6.3.3 Balok Anak Pelat Atap

Pembebanan pada balok anak merupakan beban beban pelat atap yang menumpu di‐

atasnya, yaitu :






q DL = 303 kg/m2



q LL = 100 kg/m2

Gambar 1.g Sketsa tributary pembebanan pada balok anak pelat atap

Pelat Atap

Pelat Atap

Balok Anak yang Ditinjau

Balok Induk

Kolom

Ly = 6,8 m

Lx = 3 m Lx = 3 m



cm 25 m24,0d0,00113

dx0,20 10,61

cm20bambil ; Kd

dxbM

m t 10,610,808,49

0,80

MM

m t 8,49

m kg 8490,2

))) 1,5 ( 4 ‐ ) 6,8 ( 3 ()241570,8 (

)4h ‐ 3L (24qu M

2

2

2

n

maksn

22

22maks

≈====>=

==

===

=

=

=

=

Selanjutnya adalah menentukan dimensi balok anak tersebut dengan analisa sebagai

berikut :

Gambar 1.h Sketsa tributary pembebanan pada balok anak pelat atap tampak samping


qDL = ( 303 kg/m2 x 1,5 m ) x 2 = 909 kg/m

qLL = ( 100 kg/m2 x 1,5 m ) x 2 = 300 kg/m

qu = 1,2 qDL + 1,6 qLL = 1,2 ( 909 ) + 1,6 ( 300 ) = 1570,8 kg/m

Maka :

Maka digunakan dimensi balok anak pelat atap 20 cm x 25 cm.

Ly = 6,8 m

h = 1,5 m

h = 1,5 m



1.6.3.4 Balok Anak Pelat Lantai

Pembebanan pada balok anak merupakan beban beban pelat lantai yang menumpu di‐

atasnya, yaitu :







q DL = 384 kg/m2



q LL = 250 kg/m2

Gambar 1.i Sketsa tributary pembebanan pada balok anak pelat lantai

Pelat Lantai

Pelat Lantai

Balok Anak yang Ditinjau

Balok Induk

Kolom

Ly = 6,8 m

Lx = 3 m Lx = 3 m



cm 35 m31,0d0,00113

dx0,20 17,45

cm20bambil ; Kd

dxbM

m t 17,450,8013,96

0,80

MM

m t 13,96

m kg 13957,87

)) 1,5 ( 4 ‐ ) 6,8 ( 3 ()242582,4 (

)4h ‐ 3L ()24qu ( M

2

2

2

n

maksn

22

22maks

≈====>=

==

===

=

=

=

=

Selanjutnya adalah menentukan dimensi balok anak tersebut dengan analisa sebagai

berikut :

Gambar 1.j Sketsa tributary pembebanan pada balok anak pelat lantai tampak samping


qDL = ( 384 kg/m2 x 1,5 m ) x 2 = 1152 kg/m

qLL = ( 250 kg/m2 x 1,5 m ) x 2 = 750 kg/m

qu = 1,2 qDL + 1,6 qLL = 1,2 ( 1152 ) + 1,6 ( 750 ) = 2582,4 kg/m

Maka :

Maka digunakan dimensi balok anak pelat lantai 20 cm x 35 cm.

Ly = 6,8 m

h = 1,5 m

h = 1,5 m



1.6.4 Kolom

Gambar 1.k Sketsa distribusi pembebanan terhadap kolom

Luas daerah pembebanan

= (( 6,8 m / 2 ) + ( 5 m / 2 )) x 6 m = 35,4 m2

Panjang balok induk

= (( 6,8 m / 2 ) + ( 5 m / 2 )) + 6 m = 11,9 m

Panjang balok anak

= ((( 6,8 m / 2 ) + ( 5 m / 2 )) x 2 ) + 6 m = 17,8 m

Ly2 = 6,8 m

Ly1 = 5 m

Pelat Lantai Kolom yang Ditinjau

Balok Induk

Balok Anak

Area Beban yang Dipikul oleh Kolom

Lx = 6 m Lx = 6 m



A. Beban Pelat Lantai Tiap m2

1) Beban Mati ( Dead Load )






q DL = 384 kg/m2

2) Beban Hidup ( Live Load )


q LL = 250 kg/m2

B. Beban Pelat Atap Tiap m2

1) Beban Mati ( Dead Load )





q DL = 303 kg/m2

2) Beban Hidup ( Live Load )


q LL = 100 kg/m2

Maka :

qu pelat lantai = 1,2 qDL + 1,6 qLL = 1,2 ( 384 ) + 1,6 ( 250 ) = 860,8 kg/m

qu pelat atap = 1,2 qDL + 1,6 qLL = 1,2 ( 303 ) + 1,6 ( 100 ) = 523,6 kg/m



22 cm 279,4 )kg/cm (300 0,25

kg 20959,4

cf' x 0,25Pu

A cf' x 0,25APu

======>=

C. Beban Balok

Balok induk pelat atap ( 20/30 ) = 0,20 m x ( 0,30 m – 0,10 m ) x 2400 kg/m3 = 96 kg/m

Balok induk pelat lantai ( 20/40 ) = 0,20 m x ( 0,40 m – 0,12 m ) x 2400 kg/m3 = 134,4 kg/m

Balok anak pelat atap ( 20/25 ) = 0,20 m x ( 0,25 m – 0,10 m ) x 2400 kg/m3 = 72 kg/m

Balok anak pelat lantai ( 20/35 ) = 0,20 m x ( 0,35 m – 0,12 m ) x 2400 kg/m3 = 110,4 kg/m

Selanjutnya adalah menentukan dimensi kolom berdasarkan beban‐beban di atas yang

disalurkan ke kolom tersebut.

1) Kolom Lantai 7

Pelat atap ( luas = 35,4 m2 ) = 35,4 m2 x 523,6 kg/m2 = 18535.4 kg

Balok induk pelat atap ( L = 11,9 m ) = 11,9 m x 96,0 kg/m = 1142,4 kg

Balok anak pelat atap ( L = 17,8 m ) = 17,8 m x 72,0 kg/m = 1281,6 kg

Beban total ( Pu7 ) = 20959,4 kg

Maka :

A = b x h ===> b = h = 16,7 cm ≈ 25 cm

Maka digunakan dimensi kolom 25 cm x 25 cm.



22 cm 742,1 )kg/cm (300 0,25

kg 55656,2

cf' x 0,25Pu

A cf' x 0,25APu

======>=

22 cm 1213,1 )kg/cm (300 0,25

kg 90986,6

cf' x 0,25Pu

A cf' x 0,25APu

======>=

2) Kolom Lantai 6

Pelat lantai ( luas = 35,4 m2 ) = 35,4 m2 x 860,8 kg/m2 = 30472,3 kg

Balok Induk pelat lantai ( L = 11,9 m ) = 11,9 m x 134,4 kg/m = 1599,4 kg

Balok anak pelat lantai ( L = 17,8 m ) = 17,8 m x 110,4 kg/m = 1965,1 kg

Kolom lantai 7 ( h = 4,4 m ) = 4,4 m x ( 0,25 m x 0,25 m ) x 2,4 x 103 kg/m3

= 660 kg

Pu7 = 20959,4 kg


Maka :

A = b x h ===> b = h = 27,2 cm ≈ 35 cm


3) Kolom Lantai 5


Balok lnduk pelat lantai ( L = 11,9 m ) = 11,9 m x 134,4 kg/m = 1599,4 kg

Balok anak pelat lantai ( L = 17,8 m ) = 17,8 m x 110.4 kg/m = 1965,1 kg


= 1293,6 kg

Pu6 = 55656,2 kg


Maka :



22 cm 1695,5 )kg/cm (300 0,25

kg 127161,8

cf' x 0,25Pu

A cf' x 0,25APu

======>=

A = b x h ===> b = h = 34,8 cm ≈ 45 cm


4) Kolom Lantai 4


Balok induk pelat lantai ( L = 11,9 m ) = 11,9 m x 134,4 kg/m = 1599,4 kg


Kolom lantai 5 ( h = 4,4 m ) = 4,4 m x ( 0,45 m x 0,45 m ) x 2,4x103 kg/m3

= 2138,4 kg

Pu5 = 90986,6 kg


Maka :

A = b x h ===> b = h = 41,2 cm ≈ 50 cm


5) Kolom Lantai 3




Kolom lantai 4 ( h = 4,4 m ) = 4,4 m x ( 0,5 m x 0,5 m ) x 2,4 x103 kg/m3

= 2640 kg

Pu4 = 127161,8 kg




22 cm 2184,5 )kg/cm (300 0,25

kg 163838,6

cf' x 0,25Pu

A cf' x 0,25APu

======>=

22 cm 2680,9 )kg/cm (300 0,25

kg 201069,8

cf' x 0,25Pu

A cf' x 0,25APu

======>=

Maka :

A = b x h ===> b = h = 46,7 cm ≈ 55 cm


6) Kolom Lantai 2





= 3194,4 kg

Pu3 = 163838,6 kg


Maka :

A = b x h ===> b = h = 51,8 cm ≈ 60 cm


7) Kolom Lantai 1






22 cm 3160,7 )kg/cm (300 0,25

kg 237052,2

cf' x 0,25Pu

A cf' x 0,25APu

======>=

Kolom lantai 2 ( h = 4,4 m ) = 4,4 m x ( 0,6 m x 0,6 m ) x 2,4 x103 kg/m3

= 3801,6 kg

Pu2 = 199213,8 kg


Maka :

A = b x h ===> b = h = 56,2 cm ≈ 65 cm


Tabel 1.1 Summary Preliminary Design

No. Komponen Struktur Gedung Dimensi

1. Pelat Lantai :

- Lantai 7 ( Atap ) - Lantai 1 s/d 6

10 cm 12 cm

2.

Balok : - Balok induk pelat atap - Balok induk pelat lantai - Balok anak pelat atap - Balok anak pelat lantai

20/30 cm 20/40 cm 20/25 cm 20/35 cm

3.

Kolom : - Lantai 7 - Lantai 6 - Lantai 5 - Lantai 4 - Lantai 3 - Lantai 2 - Lantai 1

25/25 cm 35/35 cm 45/45 cm 50/50 cm 55/55 cm 60/60 cm 65/65 cm


INSTITUT SAINS DAN TEKNOLOGI NASIONAL II ‐ 1

BAB II

DENAH DAN POTONGAN STRUKTUR GEDUNG

2.1 Denah Struktur Gedung

Denah struktur gedung yang direncanakan adalah sebagai berikut :

Gambar 2.a Sketsa denah lantai atap

A

B

C

D

6,8 m

6,8 m

5 m

18,6 m

1 2 3 4 5 6

6 m 6 m 6 m 6 m5 m

29 m



Gambar 2.b Sketsa denah lantai 1 – 6

Gambar 2.c Denah lantai atap pada pemodelan STAAD Pro

A

B

C

D

6,8 m

6,8 m

5 m

18,6 m

1 2 3 4 5 6

6 m 6 m 6 m 6 m5 m

29 m



2.2 Potongan Struktur Gedung

Potongan struktur gedung yang direncanakan terdiri dari potongan memanjang dan

potongan melintang.

Gambar 2.d Potongan memanjang

4,4 m

4,4 m

4,4 m

4,4 m

4,4 m

4,4 m

4,4 m

30,8 m

1 2 3 4 5 6

6 m 6 m 6 m 6 m5 m



Gambar 2.e Potongan melintang

Gambar 2.f Perspektif memanjang pada pemodelan STAAD Pro

4,4 m

4,4 m

4,4 m

4,4 m

4,4 m

4,4 m

4,4 m

30,8 m

6,8 m5 m6,8 m

A B C D



Gambar 2.g Perspektif melintang pada pemodelan STAAD Pro

Gambar 2.h Tampak 3 dimensi pada pemodelan STAAD Pro


INSTITUT SAINS DAN TEKNOLOGI NASIONAL III ‐ 1

BAB III

PEMERIKSAAN TATA LETAK STRUKTUR GEDUNG

3.1 Tata Letak Struktur Gedung

Tabel 3.1 Pemeriksaan tata letak struktur

No Persyaratan Keterangan Hasil

1

A atau B < 10 bentang

A atau B < 50 m

A = 3 bentang

B = 5 bentang

A = 18,6 m

B = 29 m

OK

2 A < 5*B

A > 0,2*B

A < 5*29 = 145

A > 0,2*29 = 5,8 OK

3 Tinggi struktur < 10

Tinggi tingkat h < 40 m

Tinggi struktur = 7 lantai

h = 30,8 m OK

4 Panjang tonjolan K1 < 0,25 A

K2 < 0,25 A

K1 = 0

K2 = 0 OK

5 H/A < 5

H/B < 5

H/A = 30,8/18,6 = 1,65 < 5

H/B = 30,8/29 = 1,06 < 5 OK

6 Semua kolom portal harus vertikal dan menerus

Semua kolom portal vertikal dan menerus OK



7

Paling sedikit 10% jumlah inersia unsur menahan beban lateral arah Y harus disumbangkan oleh unsur‐unsur yang terletak dalam daerah I dan 10% lainnya disumbangkan ke daerah II

Daerah I = 10/18,6 = 0,537

Daerah II = 10/18,6 = 0,537

0,537 0,537

OK

8

Dalam masing‐masing arah utama perbandingan antara berat lantai dan jumlah nilai itu tidak boleh lebih dari 125%. Dan perbandingan yang sama untuk lantai yang lebih tinggi dan untuk lantai atap syarat tidak perlu dipenuhi

Keseragaman kekakuan tingkat pada masing‐masing arah utama

( )

( )% 125

D

W

DijWi

i1

1i ×<+

−

Jumlah berat masing‐masing lantai sama dengan nilai D ij

OK

9

Tinggi tingkat tidak boleh berselisihan 10% dari tinggi lainnya

Tabel selisih tinggi tingkat

TingkatTinggi

( m )

Selisih

Tinggi

Persentase terhadap Tingkat

1 4,40 0 0%

2 4,40 0 0%

3 4,40 0 0%

4 4,40 0 0%

5 4,40 0 0%

6 4,40 0 0%

7 4,40 0 0%

OK



10

Letak pusat massa terhadap kekakuan tidak lebih jauh dari 0,15B dan 0,15A tergantung mana yang lebih besar

Pusat massa

x = 14,5 m

y = 9 m

Pusat kekakuan

x = 14,5 m

y = 9 m

Arah x ‐‐‐‐‐‐‐ (arah B)

0,15 x 18,6 = 2,79 m

( 14,5 – 14,5 ) = 0 m

2,79 m > 0 m

Arah y ‐‐‐‐‐‐‐ (arah A)

0,15 x 29 = 4.35 m

( 9 – 9 ) = 0 m

4,35 m > 0 m

OK



3.2 Pusat Massa dan Pusat Kekakuan

3.2.1 Pusat Massa

Nilai P didapat dari analisa perhitungan beban mati pada BAB IV menggunakan STAAD Pro.

Di sini gambar lantai 1 cukup mewakili dari lantai yang lain, kolom‐kolom yang diberi nomor

sesuai dengan penomoran pada STAAD Pro.

Gambar 3.a Penomoran kolom pada denah kolom lantai 1 ‐ atap

Output dari perhitungan dengan menggunakan STAAD Pro :

PRINT CG

CENTER OF GRAVITY OF THE STRUCTURE IS LOCATED AT: (METER UNIT)

X = 14.50 Y = -14.81 Z = 9.00

TOTAL SELF WEIGHT = 1885708.0 (KG UNIT)

A

B

C

D

6,8 m

6,8 m

5 m

18,6 m

1 2 3 4 5 6

6 m 6 m 6 m 6 m5 m

29 m

Y

X



Berikut ini perhitungan berdasarkan statis momen antara gaya geser kolom dengan

jaraknya terhadap sumbu X dan Y.

Tabel 3.2 Perhitungan pusat massa pada lantai 1

Tingkat Kolom Beban

Kolom ( P ) ( ton )

Jarak terhadap Sumbu X ( Dx )

( m )

Jarak terhadap Sumbu Y ( Dy )

( m )

P x Dx ( ton m )

P x Dy ( ton m )

1

K 1‐A 102,61 18,6 0 1908.58 0.00

K 2‐A 137,16 18,6 6 2551.12 822.94

K 3‐A 135,61 18,6 12 2522.42 1627.37

K 4‐A 134,74 18,6 17 2506.18 2290.60

K 5‐A 135,59 18,6 23 2522.09 3118.71

K 6‐A 102,15 18,6 29 1899.99 2962.35

K 1‐B 118,24 11,8 0 1395.26 0.00

K 2‐B 132,23 11,8 6 1560.34 793.39

K 3‐B 138,45 11,8 12 1633.67 1661.36

K 4‐B 134,06 11,8 17 1581.94 2279.07

K 5‐B 132,78 11,8 23 1566.83 3053.99

K 6‐B 120,10 11,8 29 1417.14 3482.81

K 1‐C 128,26 6,8 0 872.19 0.00

K 2‐C 149,89 6,8 6 1019.27 899.35

K 3‐C 128,04 6,8 12 870.64 1536.43

K 4‐C 127,56 6,8 17 867.38 2168.45

K 5‐C 150,07 6,8 23 1020.49 3451.66

K 6‐C 128,12 6,8 29 871.24 3715.57

K 1‐D 101,24 0 0 0.00 0.00

K 2‐D 137,00 0 6 0.00 822.04

K 3‐D 120,58 0 12 0.00 1447.02

K 4‐D 120,46 0 17 0.00 2047.92

K 5‐D 137,02 0 23 0.00 3151.51

K 6‐D 100,84 0 29 0.00 2924.33

Σ = 3052,83 27475.47 44256.86



Koordinat pusat massa terhadap sumbu X :

= Σ ( P x Dx ) / Σ P = 27475,47 ton m / 3052,83 ton = 9 m

Koordinat pusat massa terhadap sumbu Y :

= Σ ( P x Dy ) / Σ P = 44256,86 ton m / 3052,83 ton = 14,5 m

3.2.2 Pusat Kekakuan

Dikarenakan struktur gedung yang ditinjau mempunyai bentuk yang simetris, maka

koordinat pusat massa = koordinat pusat kekakuan.

Gambar 3.b Koordinat pusat massa dan pusat kekakuan

A

B

C

D

6,8 m

6,8 m

5 m

18,6 m

1 2 3 4 5 6

6 m 6 m 6 m 6 m5 m

29 m

Y

X

14,5 m

9 m



Gambar 3.c Letak Pusat massa dan pusat kekakuan pada tiap lantai

Gambar 3.d Letak Pusat massa dan pusat kekakuan pada tiap lantai


INSTITUT SAINS DAN TEKNOLOGI NASIONAL IV ‐ 1

BAB IV

PERHITUNGAN PEMBEBANAN

4.1 Perhitungan Beban Gravitasi ( W )

Beban gravitasi berupa beban mati dan beban hidup yang bekerja di tiap lantai / atap

dipaparkan di bawah. Beban hidup untuk perhitungan W ini, sesuai dengan SNI‐03‐1727‐1987

pakai koefisien reduksi 0,3. Total beban gravitasi ( W ) ini merupakan penjumlahan W untuk

seluruh lantai ( lantai 1 s/d lantai 7 ).

1. Berat total lantai 1

Beban Mati

Pelat lantai ( luas = 505,4 m2 ) = 505,4 m2 x 384 kg/m2 = 194073,6 kg



Kolom lantai 1 ( h = 4,4 m ) = 24 x ( 4,4 m x 0,65 m x 0,65 m ) x 2,4 x103 kg/m3

= 107078,4 kg

Berat dinding bata ( L = 108,8 m ) = 108,8 m x 1320 kg/m = 143616 kg

= 489974,4 kg

Beban Hidup

Beban hidup = 505,4 m2 x 250 kg/m2 = 126350 kg

Tangga bordes ( lebar tangga = 2 m, lebar bordes = 1,5 m )

= 28,7 m2 x 300 kg/m2 = 8610 kg

= 134960 kg

Reduksi 30% beban hidup = 40488 kg

Maka berat total lantai 1 adalah :

W1 = 489974,4 + 40488 = 530462,4 kg




Beban Mati





= 91238,4 kg


= 474134,4 kg

Beban Hidup


Tangga bordes ( lebar tangga = 2 m, lebar bordes =1,5 m )

= 28,7 m2 x 300 kg/m2 = 8610 kg

= 134960 kg



W2 = 474134,4 + 40488 = 514622,4 kg


Beban Mati





= 76665,6 kg


= 459561,6 kg



Beban Hidup



= 28,7 m2 x 300 kg/m2 = 8610 kg

= 134960 kg



W3 = 459561,6 + 40488 = 500049,6 kg


Beban Mati





= 63360 kg


= 446256 kg

Beban Hidup



= 28,7 m2 x 300 kg/m2 = 8610 kg

= 134960 kg



W4 = 446256 + 40488 = 486744 kg




Beban Mati





= 51321,6 kg


= 434217,6 kg

Beban Hidup



= 28,7 m2 x 300 kg/m2 = 8610 kg

= 134960 kg



W5 = 434217,6 + 40488 = 474705,6 kg


Beban Mati





= 31046,4 kg


= 413942,4 kg



Beban Hidup



= 28,7 m2 x 300 kg/m2 = 8610 kg

= 134960 kg



W6 = 413942,4 + 40488 = 454430,4 kg

7. Berat total lantai 7 ( atap )

Beban Mati

Pelat atap ( luas = 539,4 m2 ) = 539,4 m2 x 303 kg/m2 = 163438,2 kg

Balok induk pelat atap ( L = 227,6 m ) = 227,6 m x 134,4 kg/m = 30589,4 kg

Balok anak pelat atap ( L = 132,4 m ) = 132,4 m x 110,4 kg/m = 14617,0 kg


= 15840 kg


Berat parapet ( L = 95,2 m ) = 95,2 m x 1100 kg/m = 104720 kg

= 472820,6 kg

Beban Hidup



= 28,7 m2 x 300 kg/m2 = 8610 kg

= 62550 kg


Maka berat total lantai 7 ( atap ) adalah :

W7 = 472820,6 + 18765 = 491585,6 kg



Tabel 4.1 Summary berat total tiap lantai

Lantai ke‐

Berat Tiap Lantai ( kg )

1 530462,4

2 514622,4

3 500049,6

4 486744

5 474705,6

6 454430,4

7 491585,6

Total 3452600



4.2 Perhitungan Beban Gempa

Untuk menghitung gaya‐gaya akibat gempa terlebih dahulu diperlukan beberapa parameter

sebagai berikut :

Taksiran waktu getar alami ( T1 ), secara empiris

Rumus empiris pakai Method A dari UBC Section 1630.2.2.

Tinggi gedung hn = 30,8 m

Ct = 0,0731

T1 = Ct ( hn )3/4 = 0,0731 ( 30,8 )3/4 = 0,95 detik

Kontrol pembatasan T sesuai Pasal 5.6.

ζ = 0,17 ( Tabel 8 Koefisien ζ yang membatasi waktu getar alami fundamental struktur

gedung, untuk Wilayah Gempa IV )

n = 7

Maka :

T = ζ . n = 0,17 x 7 = 1,19 detik > T empiris = 0,95 detik ===> OK

Perhitungan beban geser dasar nominal statik ekuivalen ( V )

V dihitung dengan rumus ( 26 ) SNI 1726.

SRPMM ( Sistem Rangka Pemikul Momen Menengah ) sesuai SNI 1726. Tabel 3, R = 5,5

Wilayah Gempa IV

Tanah lunak

T1 = 0,95 detik

Maka berdasarkan Gambar 2 SNI 1726, diperoleh C1 = 0,85

Faktor keutamaan gempa ( I ) sesuai SNI 1726 Tabel 1 ===> I = 1

Diperoleh :

kg 45888,2 3452600 x 5,5

1 x 0,85 W

R

I. CV t

1 ==⋅=



Distribusi beban gempa nominal statik ekuivalen Fi

Distribusi ini dilakukan sesuai rumus ( 27 ) yang berada di SNI 1726 Pasal 6.1.3.

V.zW

.zWF

n

1iii

iii ⋅=

∑=

Tabel 4.1 merangkum hasil perhitungan Fi dan gaya geser tingkat Vi.

Tabel 4.2 Gaya gempa tiap lantai dengan T1 = 0,95 detik

Lantai

ke‐

zi

( m )

Wi

( kg )

Wi x zi

( kg m )

Fi x‐y

( kg )

Vi

( kg )

7 30,8 491585,6 15140836,5 11655,3 11655,3

6 26,4 454430,4 11996962,6 9235,1 20890,4

5 22,0 474705,6 10443523,2 8039,3 28929,7

4 17,6 486744,0 8566694,4 6594,5 35524,2

3 13,2 500049,6 6600654,7 5081,1 40605,4

2 8,8 514622,4 4528677,1 3486,1 44091,5

1 4,4 530462,4 2334034,6 1796,7 45888,2

Σ = 3452600,0 58103729,2

Nilai Fi x‐y adalah nilai gaya gempa yang selanjutnya dimasukkan dalam perhitungan

dengan menggunakan software ( STAAD Pro 2007 ).

Perlu dicatat, di puncak gedung tidak ada beban horizontal gempa terpusat karena ratio

) 6.1.4 Pasal ( 3 1,06 m 29m 30,8

gedung denah panjang

gedung total tinggi<==

Analisis terhadap T Rayleigh

Besarnya T yang dihitung sebelumnya memakai cara‐cara empiris, harus dibandingkan

dengan TRayleigh, dengan rumus :

.dF g

.dW3,6T

n

1iii

n

1i

2ii

i

∑

∑

=

==



Tabel 4.3 Analisa T Rayleigh akibat gempa pada arah sumbu Y gedung

Lantai

ke‐

zi

( m )

Wi

( kg )

Fi

( kg )

di

( mm )

Wi . di2

( kg mm2 )

Fi . di

( kg mm )

7 30,8 491585,6 11655,3 44.9 991129776.2 523344.1

6 26,4 454430,4 9235,1 35.9 586653695.9 331818.3

5 22,0 474705,6 8039,3 29.0 398814522.5 233019.4

4 17,6 486744,0 6594,5 22.3 241120346.1 146774.9

3 13,2 500049,6 5081,1 15.1 113367869.5 76506.3

2 8,8 514622,4 3486,1 8.1 33897897.5 28293.4

1 4,4 530462,4 1796,7 8.1 34984335.3 14591.1

Σ = 3452600,0 2399968443,0 1354347,4

detik 2,68 1354347,4 x 9810

,02399968443 6,3Ti ==

Nilai T yang diijinkan :

OK 0,2 1,82 0,2

0,2 95,0

68,295,0 0,2

0,2 T

TT 0,2

1

1

===>≤−≤−

≤−

≤−

≤−

≤−

Maka T1 hasil empiris yang dihitung di atas memenuhi ketentuan Pasal 6.2.



Gambar 4.a Penempatan beban gempa arah X ( ELx ) pada struktur gedung

Gambar 4.b Penempatan beban gempa arah Y ( ELy ) pada struktur gedung


INSTITUT SAINS DAN TEKNOLOGI NASIONAL V ‐ 1

BAB V

PERHITUNGAN MEKANIKA STRUKTUR

5.1 Mekanika Pelat

5.1.1 Beban Pelat Lantai







q DL = 384 kg/m2



q LL = 250 kg/m2

qu = 1,2 ( 384 ) + 1,6 ( 250 ) = 860,8 kg/m2

qu ekivalen = 860,8 kg/m2 x ( 2,8 m / 2 ) = 1205 kg/m

5.1.2 Beban Pelat Atap






q DL = 303 kg/m2





q LL = 100 kg/m2

qu = 1,2 ( 303 ) + 1,6 ( 250 ) = 763,6 kg/m2

qu ekivalen = 763,6 kg/m2 x ( 2,8 m / 2 ) = 1069 kg/m

Momen‐momen di pelat dan balok akibat beban gravitasi ditaksir dengan menggunakan nilai

momen pendekatan. Untuk balok‐balok rangka ini, yang memenuhi syarat geometris dan

batasan beban tersebut di dalam SK SNI T‐15‐1991‐03 Pasal 10.3 ( 3 ), akan dipakai momen

pendekatan di Pasal 10.3 sebagaimana dicantumkan di Tabel 5.2.

Untuk panjang Ln merupakan panjang bersih untuk momen positif serta gaya geser yang

ditinjau, atau harga rata‐rata dua bentang bersih yang bersebelahan untuk momen negatif.

Gambar 5.a Model pelat

6,6 m

Kolom 20/25 cmBalok Anak

PelatLantai

PelatLantai

20/30 cm

Balok Induk

PelatLantai

Ln = 2,8 m Ln = 2,8 m

Bentang Dalam Bentang Ujung



Tabel 5.1 Momen pendekatan untuk struktur balok dan pelat menerus



Tabel 5.2 Momen desain balok rangka di muka tumpuan

Bentang Lokasi Besar Momen MPelat Lantai ( kg m ) MPelat Atap ( kg m )

Bentang Ujung

Negatif terluar 16ln . qu 2

‐ 590,4 ‐ 523,8

Positif 14ln . qu 2

674,8 598,4

Negatif interior 10ln . qu 2

‐ 944,7 ‐ 838,1

Bentang Dalam

Negatif 11ln . qu 2

‐ 858,8 ‐ 761,9

Positif 16ln . qu 2

‐ 590,4 ‐ 523,8

5.2 Mekanika Portal

5.2.1 Mekanika Portal Melintang Beban Gravitasi

Perhitungan mekanika portal melintang beban gravitasi dilakukan dengan menggunakan

software STAAD Pro.

( Data hasil analisa perhitungan terlampir )

5.2.2 Mekanika Portal Melintang Beban Gravitasi + Gempa

Perhitungan mekanika portal memanjang beban gravitasi + gempa dilakukan dengan

menggunakan software STAAD Pro.

( Data hasil perhitungan terlampir )

5.2.3 Mekanika Portal Memanjang Beban Gravitasi

Perhitungan mekanika portal memanjang beban gravitasi dilakukan dengan menggunakan

software STAAD Pro.




5.2.4 Mekanika Portal Memanjang Beban Gravitasi + Gempa

Perhitungan mekanika portal memanjang beban gravitasi + gempa dilakukan dengan

menggunakan software STAAD Pro.



INSTITUT SAINS DAN TEKNOLOGI NASIONAL VI ‐ 1

BAB VI

PERHITUNGAN PENULANGAN STRUKTUR

6.1 Perhitungan Penulangan Pelat

6.1.1 Penulangan Lentur Pelat Lantai

Penulangan pelat lantai untuk momen di Tabel 5.2 Bab 5 baik di lapangan maupun di jepitan

ke empat sisinya dihitung sebagai berikut :

Dengan perkiraan batang tulangan Ø10 mm yang dipakai sebagai tulangan tarik pokok, selimut

beton 20 mm dan tebal pelat lantai 120 mm, maka nilai d dapat ditentukan.

Gambar 6.a Penentuan jarak d pada pelat lantai

d = 120 – 20 – 10 – ( 10/2 ) = 85 mm

Dari beberapa nilai momen dipilih yang terbesar, didapat momen negatif interior pada bentang

ujung ( MPelat Lantai ).

m kg 947,7 10ln . qu

M2

U =−=

MR = φ bd2 k

Karena perencanaan menggunakan MU = MR sebagai limit ( batas ), maka :

222

U kg/m 163840,83 ) 0,085 ( ) 1 ( 0,8

947,7

bd φ

M perlu k === = 1,6067 Mpa

d = 85

120

20

Ø 10 Ø 10



Dari Tabel A‐11 diperoleh :

ρ = 0,0069

AS perlu = ρbd = 0,0069 ( 1000 ) ( 85 ) = 586,5 mm2

Jarak spasi maksimum yang diijinkan adalah nilai terkecil dari 3 x tebal pelat ( h ) dan 500 mm

3h = 3 x 120 mm = 360 mm ===> diambil jarak tulangan pelat lantai = 200 mm

Maka kebutuhan tulangan untuk pelat lantai adalah Ø10‐200 ( As = 787,5 mm2 per m’ )

Kuat momen terpasang ( fMn ) pelat dapat dihitung sebagai berikut :

OK m kg 947,7 pelat M m kg 1229,2 mm kg 1229180,4

) 2 /7,41 ‐ 85 ( 24 x 787,5 x 0,8 ) a 1/2 ‐ d ( fy As φM φ

mm 7,411000 . 3 . 0,8524 x 787,5

b . fc . 0,85fy As.

a

n

===>=>==

==

===

Panjang penyaluran tulangan tumpuan = 0,25 Ln = 0,25 x 5400 mm = 1350 mm

Gambar 6.b Penulangan tipikal pelat lantai

6.1.2 Penulangan Lentur Pelat Atap

Penulangan pelat atap untuk momen di Tabel 5.2 Bab 5 baik di lapangan maupun di jepitan

ke empat sisinya dihitung sebagai berikut :

Dengan perkiraan batang tulangan Ø10 mm yang dipakai sebagai tulangan tarik pokok, selimut

beton 20 mm dan tebal pelat atap 100 mm, maka nilai d dapat ditentukan.

Ø10‐200Ø10‐200

Ø10‐200

200 5400200

400

120 350

1350 1350



Gambar 6.c Penentuan jarak d pada pelat atap

d = 100 – 20 – 10 – ( 10/2 ) = 65 mm

Dari beberapa nilai momen dipilih yang terbesar, didapat momen negatif interior pada bentang

ujung ( MPelat Atap ).

m kg 944,7 10ln . qu

M2

U =−=

MR = φ bd2 k

Karena perencanaan menggunakan MU = MR sebagai limit ( batas ), maka :

222

U kg/m 279497,04 ) 0,065 ( ) 1 ( 0,8

944,7

bd φ

M perlu k === = 2,7409 Mpa

Dari Tabel A‐11 diperoleh :

ρ = 0,0122

AS perlu = ρbd = 0,0122 ( 1000 ) ( 65 ) = 793 mm2

Jarak spasi maksimum yang diijinkan adalah nilai terkecil dari 3 x tebal pelat ( h ) dan 500 mm

3h = 3 x 100 mm = 300 mm ===> diambil jarak tulangan pelat atap = 150 mm

Maka kebutuhan tulangan untuk pelat lantai adalah Ø10‐150 ( As = 1099 mm2 per m’ )

Kuat momen terpasang ( fMn ) pelat dapat dihitung sebagai berikut :

d = 65

100

20

Ø 10 Ø 10



OK m kg 838,1 pelat M m kg 1262,5 mm kg 1262460,86

) 2 /10,34 ‐ 65 ( 24 x 1099 x 0,8 ) a 1/2 ‐ d ( fy As φM φ

mm 10,34 1000 . 3 . 0,8524 1099x

b . fc . 0,85fy As.

a

n

===>=>==

==

===

Panjang penyaluran tulangan tumpuan = 0,25 Ln = 0,25 x 5400 mm = 1350 mm

Gambar 6.d Penulangan tipikal pelat atap

Tabel 6.1 Summary kebutuhan tulangan pelat lantai dan pelat atap

Penulangan Pelat Lantai

Bentang Lokasi Kebutuhan Tulangan As ( mm2 per m’ )

Bentang Ujung Negatif eksterior Ø10‐200 1099 Positif Ø10‐200 1099 Negatif interior Ø10‐200 1099

Bentang Dalam Negatif Ø10‐200 1099 Positif Ø10‐200 1099

Penulangan Pelat Atap

Bentang Lokasi Kebutuhan Tulangan As ( mm2 per m’ )

Bentang Ujung Negatif eksterior Ø10‐150 787,5 Positif Ø10‐150 787,5 Negatif interior Ø10‐150 787,5

Bentang Dalam Negatif Ø10‐150 787,5 Positif Ø10‐150 787,5

Ø10‐150Ø10‐150

Ø10‐150

200 5400200

300

100 250

1350 1350



6.2 Perhitungan Penulangan Balok

6.2.1 Penulangan Balok Akibat Momen Lentur

Tabel 6.2 memberikan resume beban momen di balok akibat beban kerja gravitasi dan non

gravitasi yang kemudian disusul oleh beban‐beban momen sesuai dengan 12 macam kombinasi

beban untuk balok rangka lantai 2 pada as A. Nilai momen tersebut diambil dari output analisis

STAAD Pro seperti yang terlihat pada Gambar 6.b di bawah ini.

Gambar 6.e Nilai momen desain bentang ujung yang diambil dari output STAAD Pro

Gambar 6.f Nilai momen desain bentang dalam yang diambil dari output STAAD Pro



Tabel 6.2 Resume momen desain di balok rangka lantai 2 as A

No. Beban Lokasi Bentang

Ujung ( kN m ) Dalam ( kN m )

1 Mati ( DL ) Negatif exterior 60,84 62,03Positif 41,29 40,59Negatif interior 61,38 60,45

2 Hidup ( LL ) Negatif exterior 14,56 14,23Positif 14,64 14,66Negatif interior 14,21 14,52

3 Angin ( WL ) Negatif exterior 0 0Positif 0,34 0,43Negatif interior 7,62 7,68

4 Gempa arah sumbu X ( ELx ) Negatif exterior 0 0Positif 0 0Negatif interior 15,88 15,88

5 Gempa arah sumbu Y ( ELy ) Negatif exterior 0 0Positif 0 0Negatif interior 0 0

Beban Kombinasi

1 1,4 DL Negatif exterior 85,17 86,84Positif 57,81 56,82Negatif interior 85,93 84,62

2 1,2 DL + 1,6 LL Negatif exterior 96,30 97,20Positif 72,98 72,16Negatif interior 96,38 95,76

3 1,2 DL + 1,0 LL + 1,6 WL Negatif exterior 72,78 74,20Positif 63,64 62,67Negatif interior 100,04 99,34

4 0,9 DL + 1,6 WL Negatif exterior 39,97 41,36Positif 36,61 35,84Negatif interior 67,42 66,69

5 1,2 DL + 1,0 LL + 1,0 ELx Negatif exterior 71,26 72,86Positif 64,98 63,95Negatif interior 103,73 102,94

6 1,2 DL + 1,0 LL – 1,0 Elx Negatif exterior 86,64 87,69Positif 63,17 62,38Negatif interior 86,89 86,15



Lanjutan Tabel 6.2 Resume momen desain di balok rangka lantai 2 as A

No. Beban Lokasi Bentang

Ujung ( kN m ) Dalam ( kN m )

7 1,2 DL + 1,0 LL + 1,0 Ely Negatif exterior 103,87 104,47Positif 63,40 62,78Negatif interior 71,98 71,17

8 1,2 DL + 1,0 LL – 1,0 Ely Negatif exterior 88,49 89,64Positif 65,21 64,35Negatif interior 88,83 87,95

9 0,9 DL + 1,0 ELx Negatif exterior 38,45 40,02Positif 37,96 37,11Negatif interior 71,11 70,28

10 0,9 DL – 1,0 ELx Negatif exterior 53,83 54,85Positif 36,14 35,54Negatif interior 54,27 53,50

11 0,9 DL + 1,0 ELy Negatif exterior 71,06 71,63Positif 36,37 35,94Negatif interior 39,36 38,52

12 0,9 DL – 1,0 ELy Negatif exterior 55,68 56,80Positif 38,19 37,51Negatif interior 56,21 55,30

Sebelum dilakukan penulangan baiknya dilakukan kontrol syarat‐syarat komponen beton

bertulang yang merupakan bagian dari Sistem Rangka Pemikul Momen Menengah ( SRPMM )

tersebut di pasal 23.10. Untuk komponen balok berlaku pasal 23.10 ( 4 ) berikut ini :

Kuat lentur positif komponen struktur lentur pada muka kolom ≥ 1/3 kuat lentur

negatifnya pada muka tersebut.

Baik kuat lentur negatif maupun kuat lentur positif pada setiap irisan penampang di

sepanjang bentang ≥ 1/5 kuat lentur yang terbesar yang disediakan pada kedua muka‐

muka kolom di kedua ujung komponen struktur tersebut.

Pada kedua ujung komponen struktur lentur tersebut harus dipasang sengkang sepanjang

jarak dua kali tinggi komponen struktur diukur dari muka perletakan kearah tengah



bentang. Sengkang pertama harus dipasang pada jarak ≤ 50 mm dari muka perletakan.

Spasi maksimum sengkang tidak boleh melebihi :

d/4

delapan kali diameter tulangan longitudinal terkecil

24 kali diameter sengkang, dan

300 mm

Sengkang harus dipasang di sepanjang bentang balok dengan spasi tidak melebihi d/2

Perhitungan balok dengan anggapan balok yang ditinjau ( balok di lantai 2 as A ) merupakan

balok T.

Momen rencana yang dipakai merupakan momen terbesar dari Tabel 6.2, didapat momen

negatif eksterior bentang dalam pada kombinasi pembebanan 7 ( 1,2 DL + 1,0 LL + 1,0 Ely ).

MU = 104,47 kN m = 10652.98 kg m

Menentukan tinggi efektif balok,

d = h – 70 mm = 400 – 70 = 330 mm

Lebar flens efektif,

Seperempat panjang bentang balok = 1/4 x 6000 mm = 1500 mm

bw + 16 hf = 200 + 16 ( 120 ) = 2120 mm

jarak antar balok = 5000 mm

gunakan lebar flens efektif b = 1500 mm

Selanjutnya adalah menentukan balok akan berperilaku sebagai balok T murni atau persegi

dengan cara menghitung momen tahanan MR dan dengan menganggap seluruh flens berada di

daerah tekan. Dengan anggapan tersebut berarti dasar blok tegangan tekan berimpit dengan

dasar flens tampak pada Gambar 6.1.

MR = φ ( 0,85 fc’ ) b hf ( d – 1/2 hf )

= 0,80 ( 0,85 x ( 3 x 106 )) x 1,5 x 0,12 x ( 0,33 – 1/2 ( 0,12 )) = 7270,56 kg m



Gambar 6.g Lebar flens efektif balok T

MR < MU ===> 7270,56 kg m < 10652,98 kg m, maka balok akan berperilaku sebagai balok T

murni.

Perkiraan jarak lengan kopel momen dalam,

z = d – 1/2 hf = 330 – 1/2 ( 120 ) = 270 mm

As yang diperlukan,

23

U mm 2054,97 270 x 24 x 0,80

) 10 ( 10652,98

z fy φ

M As ===

Digunakan batang tulangan tarik 6 D22 ( As total = 2280,6 mm2 ), bw minimum = 100 mm.

Tinggi efektif aktual balok,

d = 400 – 40 – 10 – 1/2 ( 22 ) – 1/2 ( 25 ) = 326,50 mm

gunakan d = 326,50 mm

Pemeriksaan kapasitas balok dengan analisis MR :

Lebar flens efektif telah dihitung, b = 1500 mm

Dengan menganggap bahwa tulangan baja tarik meleleh, maka gaya tarik NT adalah :

NT = As fy = 2280,6 x 24 = 54734,4 kg

Dengan menganggap seluruh flens sebagai daerah tekan, maka gaya tekan oleh flens ND adalah :

ND = ( 0,85 fc’ ) b hf = ( 0,85 x 3 ) x 1500 x 120 = 459000 kg

b = 1500

d = 330hf = 120

bw = 200



Karena 459000 kg > 54734,4 kg flens menyediakan daerah tekan sangat luas sehingga blok

tegangan tekan seluruhnya masih berada di dalamnya. Maka balok berlaku sebagai balok T

persegi dengan lebar b = 1500 mm.

Untuk balok demikian, meskipun untuk menentukan MR dianggap sebagai balok T persegi, ada

kemungkinan pada waktu dilakukan pemeriksaan As maksimum, balok tersebut berperilaku

sebagai balok T murni pada keadaan seimbang.

Pemeriksaan ρmin,

0,0058 0,0349 326,50 x 200

2280,6

d . bwAs

ρ

0,0058 2401,4

fy1,4 ρ

aktual

min

>===

===

Rasio penulangan ρaktual yang akan digunakan untuk menghitung k,

6400,0 326,50 x 1500

2280,6

d . bAs

ρ ===

Dengan ρ = 0,0046, dari Tabel A‐11 diperoleh nilai k perlu = 1,3539 Mpa = 0,1381 kg/mm2

MR = φ b d2 k = 0,80 x 1500 x 326,502 x 0,1381 = 17666124,87 kg mm = 17666,12 kg m

MR > MU ===> 17666,12 kg m > 10652.98 kg m ===> OK

Pemeriksaan daktilitas balok dengan membandingkan antara nilai Asmaks dengan Asaktual,

2

maks

mm 8203,57

1 120

) 326,50 ( 0,567 200 1500 ) 120 ( 0,0425

1 hf

) d ( 0,567 bw b hf 0,0425 As

=

⎭⎬⎫

⎩⎨⎧

⎟⎠⎞

⎜⎝⎛ −+=

⎭⎬⎫

⎩⎨⎧

⎟⎠⎞

⎜⎝⎛ −+=

Asaktual = 2280,6 mm2 < Asmaks = 8203,57 mm2, maka balok berperilaku daktail ( liat ) dan seperti

anggapan perhitungan di atas bahwa tulangan tarik sudah meleleh pada waktu terjadi momen

ultimit.



Dengan resume beban momen desain tersebut di Tabel 6.1 maka di Tabel 6.2 dicantumkan

hasil perhitungan penulangan untuk balok rangka di lantai 2 as A.

Tabel 6.2 Penulangan balok rangka lantai 2 as A berdasarkan kombinasi pembebanan 7

Lokasi MU

( kN m ) As perlu ( mm2 )

As terpasang ( mm2 )

MR ( kN m )

Bentang Ujung

Negatif exterior 103,87 2043,17 6 D 22 = 2280,60 173,24Positif 63,40 1247,11 4 D 22 = 1520,40 173,24

Negatif interior 71,98 1415,88 4 D 22 = 1520,40 173,24

Bentang Dalam

Negatif exterior 104,47 2054,97 6 D 22 = 2280,60 173,24Positif 62,78 1234,91 4 D 22 = 1520,40 173,24

Negatif interior 71,17 1399,94 4 D 22 = 1520,40 173,24

Catatan :

As D 22 = 380,10 mm2 As min = 464 mm2

As max = 8203,57 mm2

Balok berukuran bw = 200 mm, h = 400 mm, b = 1500 mm. Tiap potong balok harus ada

tulangan min 2w mm 644fy

d. b . 1,4= , ini dipenuhi oleh tulangan 5 D22, dengan As = 1900,50 mm2.

Dalam Tabel 6.2 kolom 6 dicantumkan pula kuat momen lentur ( MR ) untuk masing‐masing

potongan selanjutnya perlu dikontrol pula pemenuhan ketentuan‐ketentuan berdasarkan SK SNI

T‐15‐1991‐03 Pasal 23.10 ( 4 ( 1 )) berikut ini :

Kuat momen positif terpasang di muka kolom > 1/3 kuat negatif, ini dipenuhi karena

M+ = 62,78 kN > 1/3 x M‐ ( 104,47 kN ) = 34,82 kN. Di ujung bentang tengah syarat ini

juga dipenuhi ===> OK.



6.2.2 Penulangan Geser Balok

Sebagaimana diatur dalam SK SNI T‐15‐1991‐03 Pasal 23.10 ( 3 ), kuat geser rencana balok

yang memikul beban gempa tidak boleh kurang daripada :

Jumlah gaya lintang yang timbul akibat termobilisasinya kuat lentur nominal

komponen struktur pada setiap ujung bentang bersihnya dan gaya lintang akibat

beban gravitasi terfaktor ( lihat Gambar 6.4 ) atau

Gaya lintang maksimum yang diperoleh dari kombinasi beban gempa ( EL ), dimana

nilai EL diambil sebesar dua kali nilai yang ditentukan dalam peraturan perencanaan

tahap gempa.

Gambar 6.h Gaya lintang rencana untuk SRPMM



Gambar 6.i Gaya lintang maksimum akibat beban gempa arah sumbu X

Dari Gambar 6.7 di atas diperoleh :

Mnl = 16,30 kN m = 1662,13 kg m

Mnr = 15,87 kN m = 1618,29 kg m

Nilai Wu ( qu ekivalen ) dari perhitungan pada Bab V ( 5.1 ( 5.1.2 ) ) diketahui = 1205 kg/m

Bentang bersih balok ( ln ) = 6 m – 0,60 m = 5,40 m

Maka :

kg 3860,98

25,40 x 1205

5,40

1618,29 1662,13

2ln x Wu

ln

M M Vu nrnl

=

++

=

++

=

kg 1885,05

) 32,65 ( ) 20 ( )300 1/6 (

d . bw ) fc' 1/6 ( Vc

=

=

=

kg565,51 ) 1885,05 ( ) 0,60 ( 1/2 Vc φ 1/2 ==



Karena Vu > Vc ===> 3860,98 kg > 565,51 kg, maka balok tersebut memerlukan sengkang.

Menghitung Vs pada tumpuan,

kg 3262,92 1885,05‐0,75

3860,98 Vc‐

φVu

perlu Vs ===

Koefisien reduksi diambil 0,75 karena sesuai dengan SK SNI T‐15‐1991‐03 Pasal 13.5 ( 6 ( 9 ) ).

Gaya geser maksimum pada balok akibat beban mati ( DL ) dapat dilihat pada 6.8 di bawah ini.

Gambar 6.j Gaya lintang maksimum akibat beban mati ( DL )

Dari Gambar 6.8 di atas diperoleh nilai V akibat beban mati sebesar 5739,88 kg.

Sesuai persyaratan Pasal 23.10 ( 3 ( 1 ) ) bahwa Vs < V akibat beban mati :

3262,92 kg < 5739,88 kg ===> OK

Gaya geser maksimum pada balok akibat kombinasi beban mati ( DL ) dan beban gempa arah

sumbu X ( Elx ) dapat dilihat pada 6.9 di bawah ini.



Gambar 6.k Gaya lintang maksimum akibat kombinasi beban mati dan gempa arah X

Dari Gambar 6.9 di atas diperoleh nilai V akibat beban mati dan gempa arah X sebesar 4638,67

kg.

Sesuai persyaratan SK SNI T‐15‐1991‐03 Pasal 23.10 ( 3 ( 2 ) ) bahwa Vs < V akibat beban mati dan

gempa :

3262,92 kg < 4638,67 kg ===> OK

Dengan memakai tulangan geser Ø10 mm, maka tambahan luas sengkang yang diperlukan

adalah :

fys . bw . 0,40

Av = ,

dimana s = 1/8 d ( βb ),

βb adalah nilai perbandingan luas penampang tulangan terpotong dengan luas penampang

penulangan tarik total pada potongan penampang balok tersebut.

Penulangan di daerah tumpuan 8 D22 ( A1 = 3040,8 mm2 )

Penulangan tarik di daerah tumpuan 2 D22 ( A2 = 760,2 mm2 ), maka :

βb = A1 / A2 = 3040,8 / 760,2 = 4, maka :



s = 1/8 ( 326,5 ) ( 4 ) = 163,2 mm, maka :

2v mm 54,4

240) 163,2 ( ) 200 ( 0,40

A ==

Dengan Av sebesar 54,4 mm2, diperoleh s sebesar:

mm 80 s diambil mm 130,63262,92

326,5 x 24 x 54,4V

d . F . A s

s

yv ====>===

Kontrol kuat geser nominal tak boleh lebih besar dari Vs max ( SK SNI T‐15‐1991‐03 Pasal 13.5 ( 6

( 9 ) )

kN 3262,92 kg 75401,90 3 x 326,5 x 200 x32 'fc db 32 maxV ws >===

s = 80 mm memenuhi SK SNI T‐15‐1991‐03 Pasal 23.10 ( 4 ( 2 ) ) yang menentukan jarak

sengkang tertutup.

smax = sepanjang sendi plastis diujung balok 2h = 2 x 400 = 800 mm tidak boleh lebih besar dari :

smax = d/4 = 326,5 / 4 = 81,6 mm ===> 80 mm < 81,6 mm ===> OK

= 8 db tul. Longitudinal = 8 ( 22 ) = 176 mm ===> 80 mm < 176 mm ===> OK

= 24 db sengkang = 24 ( 10 ) = 240 mm ===> 80 mm < 240 mm ===> OK

= 300 mm ===> 80 mm < 300 mm ===> OK

Dengan hasil ini dipenuhi pula ketentuan pasal SK SNI T‐15‐1991‐03 Pasal 23.10 ( 4 ( 2 ) )

dipakai jarak s = 80 mm, sengkang pertama Ø 10 mm dipasang 50 mm dari muka kolom di

kedua ujung balok.

Bagian tengah balok boleh mengikuti SK SNI T‐15‐1991‐03 Pasal 13.3 (1(1)), dengan syarat :

Spasi maksimum tulangan geser < d/2

Pemasangan sengkang diluar sendi plastis ( di luar 2h = 2 x 400 = 800 mm )

Vu = 1090,66 kg ( pada jarak 800 mm )



kg 1885,05

) 32,65 ( ) 20 ( )300 1/6 (

d . bw ) fc' 1/6 ( Vc

=

=

=

kg565,51 ) 1885,05 ( ) 0,60 ( 1/2 Vc φ 1/2 ==

Karena Vu > Vc ===> 1090,66 kg > 565,51 kg, maka balok tersebut memerlukan sengkang.

Menghitung Vs pada tumpuan,

kg 1454,21 0,75

1090,66

φVu

perlu Vs ===

Jika dipakai sengkang dengan dia. 10 mm Av = 54,4 mm2, maka :

mm 150 s diambil mm 293,131454,21

326,5 x 24 x 54,4V

d . F . A s

s

yv ====>===

Syarat pemasangan sengkang di luar sendi plastis SK SNI T‐15‐1991‐03 Pasal 13.3 (1(1)) adalah :

1/2 d = 1/2 x 326,5 = 163,2 mm ===> 150 mm < 163,2 mm ===> OK

Jadi dipasang sengkang Ø 10 – 150 sebanyak :

balok tengah bagian di buah 26 26,3 1150

) 400 ( 4 ‐ 5400 1

s4h ‐ ln

≈=+=+

6.2.3 Pemutusan Tulangan Balok

Perhitungan lokasi penghentian tulangan negatif di atas perletakan interior balok bentang

ujung. Tulangan di atas perletakan ini ada 6 D22 dan misalkan akan dihentikan sekaligus 4 D22

setelah memenuhi SK SNI T‐15‐1991‐03 Pasal 23.10 ( 4 ( 2 ) ). Jadi desain akan ditentukan jarak

penghetian 4 D22 dari muka kolom.

Agar diperoleh panjang penghentian terbesar, harus dipakai kombinasi beban yang menghasilkan

kuat momen lentur maksimum. Kuat momen nominal ( MR ) dari 4 D22 adalah 7270,56 kg m (

71,30 kN m ), karena itu 4 D22 boleh dihentikan bila kuat momen nominal sudah menurun

menjadi 7270,56 kg m ( 71,30 kN m ) ( lihat Gambar 6.j ).



Jarak penampang dengan MR = 7270,56 kg m ( 71,30 kN m ) adalah :

Gambar 6.l Diagram momen untuk penghentian tulangan negatif pada perletakan interior

Dari Gambar 6.j diperoleh jarak penghentian tulangan ( x ) = 42,15 cm = 421,5 mm

Sesuai SK SNI T‐15‐1991‐03 Pasal 14.10 ( 3 ) tulangan 4 D22 akan dihentikan sejauh λ = ( pilih

yang lebih besar )

ld = x + d = 421,5 mm + 326,5 mm = 748 mm ===> diambil 850 mm ( menentukan )

Atau

ld = x + 12 db = 421,5 mm + 12 ( 22 mm ) = 685,5 mm dari muka kolom

Panjang ld = 850 mm ini harus lebih panjang dari ld yaitu panjang penyaluran ( SK SNI T‐15‐1991‐

03 Pasal 14.10 ( 4 ) ) yang dihitung dengan rumus tersebut di SK SNI T‐15‐1991‐03 Pasal 14.2 ( 3 )



mm 222,86 22 x 10,13 l

10,130,9

1,0 x 0,8 x 1,0 x 1,3

30 x 10

240 x 9

db

Kcλ . γ . β . α

fc'10

fy 9

d

I

: Jadi

9,022

0 19,8

db

K c

mm 19,8 c pakai

mm 19,8 2 x 7

22) 1040 ( 2400 c

mm 61 2 /22 10 40 c

0K

1,0 λ

0,8 γ

1,0 β

1,3 α : dimana

db

Kcλ . γ . β . α

fc'10

fy 9

d

I

d

trb

d

tr

tr

trb

d

==

==⎟⎠⎞

⎜⎝⎛ +

=

=+

=+

=

=−+−

=

=++=

=

=

=

=

=

⎟⎠⎞

⎜⎝⎛ +

=

Ternyata ld = 850 mm > ld = 222,86 mm jadi panjang 4 D22 dipasang sepanjang 850 mm dari

muka kolom, lalu dihentikan.

Perlu diamankan pula bahwa penghentian tulangan ini tidak boleh dilakukan di daerah tarik

kecuali kondisi pasal 14.10 ( 5 ) dipenuhi. Dalam kasus ini, titik balik momen kira‐kira berada 1,50

m dari muka kolom > ld = 850 mm. Karena tempat penghentian berada di daerah tarik, perlu ada

pengamanan.

Ada dua pilihan pengamanan sebagaimana tersebut di Pasal 14.10 ( 5 ( 1 ) ) atau 14.10 ( 5 ( 2 ) ).

Dicoba dulu solusi kemungkinan Vu dari tulangan geser terpasang nV φ 32

lebih besar dari gaya

geser berfaktor Vu, berikut ini diperiksa ketentuan di lokasi = 850 mm



Gambar 6.m Diagram geser maksimum pada perletakan interior

Vu = ø ( 4354,90 – 4008,9 ) = 257,25 kg

( )

) m 1,5 jarak pada ( kg 257 V kg 1669,63

1885,05 1454,21 0,75 x 32

)V V ( 0,75 x 32 V φ

32

u

csn

=>=

+=

+=

Karena un VV Φ 32

> maka penghentian 4 D22 boleh dilakukan pada jarak = 850 mm dari muka

kolom.

Tulangan longitudinal yang masuk dan berhenti dalam kolom tepi yang terkekang ( Pasal 23.5 ( 1

( 3 ) ) dan harus berupa panjang panjang penyaluran dengan kait 90o. sesuai Pasal 23.5 ( 4 ( 1 ) )

ldh diambil yang lebih besar dari :

= 8 db = 8 x 22 = 176 mm

= 150 mm, atau

mm 178,52 30 5,4

) 22 ( 240

fc' 5,4

d . fy b ===



Jadi ldh = 180 mm masuk dalam kolom dengan panjang kait 12 db = 264 mm ≈ 270 mm ( Pasal

9.1 ( 2 ) ) seperti dapat dilihat pada Gambar 6.n

Untuk jarak overlapping tulangan tumpuan dengan tulangan lapangan sesuai dengan Pasal 14.12

( 4 ) adalah :

ld ≥ 1/3 As + ( nilai terbesar dari 12 db atau Ln/16 )

12 db = 12 x 22 = 264 mm

Ln/16 = 5400/16 = 337,5 mm

ld ≥ 1/3 ( 379,94 ) + 337,5 = 464,15 mm ===> dipakai ld = 470 mm

Gambar 6.n Penulangan balok rangka lantai 2 as A

dipakai = 337,5 mm

200

6 D22

2 D22

Ø10–80

200

200

Ø10–150

4 D22

2 D22

200

200

6 D22

2 D22

Ø10–80

200

850 850

180

Ø10–150Ø10–80 Ø10–805050

800 8003800

6000

600 600

400

470 470

270



6.3 Perhitungan Penulangan Kolom

Dibawah ini diberikan garis besar desain kolom tepi dan tengah di rangka baris 5 di bawah

lantai 1. Tabel 6.3 memberikan beban‐beban desain untuk kolom interior ( interior, K 5‐C ) dan

tabel 6.4 untuk kolom tepi ( eksterior, K 2‐A ).

6.3.1 Pengaruh Beban Gempa Orthogonal

Menurut pasal 5.8.2, untuk memperhitungkan arah pengaruh gempa dalam arah utama

harus dianggap terjadi bersamaan dengan 30% pengaruh pembebanan arah tegak lurus (┴) pada

arah utama pembebanan tadi.

Tapi untuk menggunakan ketentuan ini, akan dimanfaatkan pengecualian efek orthogonal ini

sesuai UBC section 1633.1 yang berbunyi : efek orthogonal tidak diperhitungkan bila beban axial

oleh salah satu arah beban gempa < 20% beban axial maksimal kolom yang bersangkutan.

Bila diasumsikan kolom‐kolom berukuran 65 x 65 cm memakai 1,34% tulangan, maka

kapasitas beban axial adalah ( Pasal 12.3 ( 5 ( 2 ) ) :

φ Pn max = 0,80 φ [ 0,85 fc’ ( Ag – Ast ) + ( fy x Ast ) ]

= 0,80 x 0,65 [ 0,85 x 300 x 652 ( 1 – 1,34% ) + 2400 x 1,34% x 652 ]

= 623383,37 kg

20% φ Pn = 124676,67 kg > 11655,30 kg

Jadi efek orthogonal Pasal 5.8.2 tidak diterapkan dalam desain ini.

6.3.2 Penulangan Memanjang Kolom

Detail penulangan kolom pada komponen SRPMM harus memenuhi persyaratan SK SNI T‐15‐

1991‐03 Pasal 23.10.

Penulangan lentur kolom ditentukan berdasarkan besarnya nilai gaya aksial dan momen

maksimum yang dipikul oleh kolom tersebut. Selanjutnya perhitungan kebutuhan tulangan lentur

kolom dihitung dengan menggunakan software PCA COL.



Di bawah ini merupakan summary dari gaya aksial dan momen maksimum kolom yang

diperoleh dari output analisis dengan menggunakan software STAAD Pro.

Tabel 6.3 Summary beban Pu dan Mu pada kolom K 5‐C ( interior ) lantai 1

No. Jenis Beban Aksial ( kg ) Momen ( kN m )

1 Mati ( DL ) 17,47 14,102 Hidup ( LL ) 19,75 5,613 Angin ( WL ) 860,43 63,024 Gempa arah sumbu X ( ELx ) 1536,18 1,735 Gempa arah sumbu Y ( ELy ) 0,127 78,30

No. Beban Kombinasi 1 1,4 DL 24,45 19,742 1,2 DL + 1,6 LL 10,64 23,123 1,2 DL + 1,0 LL + 1,6 WL 1375,47 80,924 0,9 DL + 1,6 WL 1360,96 88,155 1,2 DL + 1,0 LL + 1,0 ELx 1534,98 21,656 1,2 DL + 1,0 LL – 1,0 Elx 1,335 58,387 1,2 DL + 1,0 LL + 1,0 Ely 1537,39 20,128 1,2 DL + 1,0 LL – 1,0 Ely 1,082 98,229 0,9 DL + 1,0 ELx 1520,46 10,2410 0,9 DL – 1,0 ELx 15,85 65,6111 0,9 DL + 1,0 ELy 1551,90 10,9712 0,9 DL – 1,0 ELy 15,59 90,99



Tabel 6.4 Summary beban Pu dan Mu pada kolom K 2‐A ( eksterior ) lantai 1

No. Jenis Beban Aksial ( kg ) Momen ( kN m )

1 Mati ( DL ) 742,91 27,632 Hidup ( LL ) 310,04 1,6583 Angin ( WL ) 790,93 59,484 Gempa arah sumbu X ( ELx ) 1397,73 1,5115 Gempa arah sumbu Y ( ELy ) 30,22 73,48

No. Beban Kombinasi 1 1,4 DL 1040,07 38,692 1,2 DL + 1,6 LL 1387,55 35,813 1,2 DL + 1,0 LL + 1,6 WL 2467,02 68,094 0,9 DL + 1,6 WL 1934,10 75,715 1,2 DL + 1,0 LL + 1,0 ELx 2599,26 36,336 1,2 DL + 1,0 LL – 1,0 Elx 1171,31 54,307 1,2 DL + 1,0 LL + 1,0 Ely 196,20 33,318 1,2 DL + 1,0 LL – 1,0 Ely 1231,75 100,569 0,9 DL + 1,0 ELx 2066,35 26,3810 0,9 DL – 1,0 ELx 638,40 54,0211 0,9 DL + 1,0 ELy 729,11 23,3612 0,9 DL – 1,0 ELy 698,84 92,94

Berdasarkan kombinasi beban di Tabel 6.3, kolom tengah lantai 1 ( K 5‐C ) cukup diberi

tulangan sebanyak 1,47% atau 16 D22. Seperti terlihat Gambar 6.f, sebuah diagram interaksi

aksial‐momen yang dibuat dengan program PCACOL. Dengan cara sama diperoleh tulangan 16

D22 atau 1,47% untuk kolom tepi lantai 1 ( K 2‐A ), diagram interaksi kolom ini disajikan di

Gambar 6.g. Prosentase tulangan kedua kolom ini sesuai syarat Pasal 23.4 ( 3 ( 1 ) ) yaitu harus di

antara 1% ‐ 6%, telah dipenuhi. Disamping itu kapasitas kolom terhadap kombinasi gaya aksial

dan momen maksimum pun memenuhi persyaratan, hal ini ditunjukkan dengan letak titik yang

menunjukkan gaya aksial dan momen maksimum yang masih berada jauh di dalam garis

lengkungan yang menunjukkan gaya aksial dan momen yang diijinkan.



Gambar 6.o Diagram interaksi kuat rencana kolom tengah pada lantai 1 ( kolom K 5‐C )

Gambar 6.p Diagram interaksi kuat rencana kolom tepi pada lantai 1 ( kolom K 2‐A )



6.3.3 Pengekangan Kolom

Memenuhi Pasal 23.10, ujung‐ujung kolom sepanjang L0 harus dikekang dengan spasi sesuai

pasal 23.10 ( 5 ( 1 ) ) oleh tulangan transversal.

Panjang L0 tidak boleh kurang daripada nilai terbesar berikut ini :

L0 ≥ 1/6 hn = 1/6 ( 4400 mm – 400 mm ) = 670 mm

≥ dimensi terbesar penampang kolom = 650 mm L0 = dipakai 700 mm

≥ 500 mm

Dengan spasi maksimum S0 tidak boleh melebihi :

S0 ≤ 8 x Ø tulangan longitudinal terkecil

= 8 x 22 mm = 176 mm

≤ 24 x Ø sengkang ikat = 24 x 10 = 240 mm

≤ 1/2 x dimensi penampang terkecil komponen struktur S0 = dipakai 100 mm

= 1/2 x 200 mm = 100 mm

≤ 300

Ash sesuai pasal 23.4 ( 4 ( 1 ) ) diperoleh dari nilai lebih besar dari hasil 2 rumus berikut ini:

Ash = 0,3 ( s hc fc’ / fyh ) ( Ag / Ach ‐ 1 )

Ash = 0,09 ( s hc fc’ / fyh )

Dengan asumsi s = 100 mm, fyh = 400 MPa, dan selimut beton 40 mm dan Ø s = 10 mm

Ash = 0,3 [ 100 x ( 650 – 2 x 40 – 20 ) x 30 / 400 ] [ ( 6502 / ( 650 – 2 x 40 )2 – 1 ]

= 371,74 mm2

Ash = 0,09 [ 100 x ( 650 – 2 x 40 – 20 ) x 30 / 400 ]

= 371,25 mm2

Untuk memenuhi pasal 23.4 ( 4 ( 3 ) ) dipasang Ash 4 Ø 12 = 452,16 mm2 > 371,74 mm2.



6.3.4 Penulangan Transversal untuk Beban Geser

Gaya geser rencana Vu, untuk menentukan kebutuhan tulangan geser kolom menurut Pasal

23.10 ( 3 ) harus ditentukan dari kuat momen maksimum yang terjadi pada kedua ujungnya,

seperti terlihat pada Gambar 6.q.

Gambar 6.q Gaya lintang rencana untuk SRPMM

Dari hasil analisa dengan menggunakan STAAD Pro untuk kolom interior K 5‐C diperoleh :

Mnt = 10015,75 kg m

Mnb = 1062,24 kg m

Tinggi antar lantai 4,40 m dengan tinggi balok induk 40 cm, maka tinggi bersih kolom ( hn ) :

hn = 4,40 – 0,40 = 4 m

Maka :

kg 2769,50 4

24,062175,10015

h

M M V

n

nbntu =

+=

+=

Kemudian mengingat beban aksial terfaktor kolom tengah ini ( min. 0,127 kg ) lebih kecil ( lihat

Tabel 6.3 ) dari Ag . fc’ / 20 = 6502 x 3 / 20 = 63375 kg.

Maka Vc diambil Pasal 13.3 ( 1 ( 1 ) )

kg 110144 587 . 650 .63

d . b .6fc'

V wc ===



Berdasarkan Av 4 Ø 12 = 452,4 mm2 dan s terpasang = 100 mm ( lihat tulangan pengekangan )

kg 106223,52 100

587 x 40 x 452,4

s

dfA V ys

s ===

Maka :

φ ( Vs + Vc ) = 0,65 x ( 106223,52 + 110144 ) = 140638,89 kg > Vu = 2769,50 kg ===> OK

Ini berarti Ash terpasang berdasarkan persyaratan ( Pasal 23.4 ( 4 ( 1 ) ) di L0 sudah cukup untuk

menahan geser.

Sisa panjang kolom tetap harus tulangan transversal dengan

s ≤ 6 db tulangan memanjang = 6 x 22 = 132 mm atau

≤ 150 mm

Kebutuhan penulangan kolom tepi diperiksa dengan cara yang sama.

6.3.5 Sambungan Lewatan Tulangan Vertikal Kolom

Sesuai Pasal 14.2 ( 3 ) panjang sambungan lewatan tulangan D22 dari kolom tengah harus

dihitung dengan rumus :

⎟⎟⎠

⎞⎜⎜⎝

⎛ +=

b

trb

d

d

K c

λ γ β α

fc' 10

fy 9

d

l

Dimana :

α = 1,0

β = 1,0

c = 40 + 12 + 22/2 = 63 mm

γ = 1,0

λ = 1,0

Ktr = 0

) maksimum ( 2,5 diambil 2,86 2263

db

K c tr ===>==+



Jadi :

mm 347,6 22 x 15,8 l

15,85,2

1,0 x 1,0 x 1,0 x 1,0

30 10

240 x 9

d

K c

λ γ β α

fc' 10

fy 9

d

l

d

b

trb

d

==

==

⎟⎟⎠

⎞⎜⎜⎝

⎛ +=

Sesuai Pasal 23.4 ( 3 ( 2 ) ) sambungan lewatan harus diletakkan di tengah panjang kolom

dan harus dihitung sebagai sambungan tarik. Dari Gambar 6.o dapat diperkirakan bahwa akibat

kombinasi beban berfaktor dengan beban gempa tegangan tulangan yang terjadi fs > 0,5 fy , jadi

sambungan lewatan ini termasuk kelas B ( Pasal 14.17 ( 2 ( 3 ) ) yang panjangnya harus 1,3 ld =

451,88 ≈ 460 mm. Detail penulangan kolom tengah dapat dilihat di Gambar 6.r.

Gambar 6.r Detail penulangan kolom tengah ( K 5‐C )

POTONGAN A

16 D22

A

650

400

4000

400

700

1070

1070

700

460

4Ø12

–10

0

4 Ø 12 – 150

4 Ø 12 – 150

4Ø12

–10

04Ø12

–10

0

φ 12

650

650



6.4 Desain Hubungan Balok ‐ Kolom ( HBK )

6.4.1 Hubungan Balok ‐ Kolom Tengah

Pasal 23.5 menentukan tulangan transversal berbentuk hoop seperti diatur Pasal 23.4 ( 4 )

harus dipasang dalam HBK, kecuali bila HBK tersebut dikekang oleh komponen struktur sesuai

Pasal 23.5 ( 2 ( 2 ) ).

Di HBK yang keempat mukanya terdapat balok‐balok dengan lebar setidak‐tidaknya selebar

3/4 lebar kolom, harus dipasang tulangan transversal sedikitnya separuh yang disyaratkan oleh

Pasal 23.4 ( 4 ( 1 ) ) dan s ≤ 0,25 h atau 150 mm. Namun contoh SPRM ini memiliki lebar balok

400 mm < 3/4 h kolom = 487,5 mm. Maka sesuai Pasal 23.5 ( 2 ( 11 ) ) untuk kesederhanaan

pendetailan, pakai saja Ash ujung kolom untuk tulangan transversal HBK ini.

Gambar 6.t adalah HBK kolom tengah di lantai 1 ( K 5‐C ). Sesuai Pasal 23.5 ( 3 ) di tiap HBK,

perlu diperiksa kuat geser nominal yang harus lebih besar dari gaya geser yang kemungkinan

terjadi. Adapun kuat momen di ujung komponen balok ( Mpr ) pada pertemuan balok dengan

kolom K 5‐C adalah sebesar yang ditunjukkan pada Gambar di bawah ini.

Gambar 6.s Detail penulangan kolom tengah ( K 5‐C )



Gambar 6.t Analisa geser dari HBK kolom tengah ( K 5‐C )

Kuat geser nominal yang diperiksa adalah di arah X pada baris C. Gaya geser yang mungkinan

terjadi di potongan x‐x adalah T1 + T2 – Vh. T1 dan T2 diperoleh dari tulangan tarik balok – balok

yang menyatu di HBK di arah X.

T1 ( 6 D22 ) = As1 . 1,25. Fy = 2279,6 x 1,25 x 240 = 683,88 kN = 6973635 kg

T2 ( 2 D22 ) = As2 . 1,25. Fy = 759,88 x 1,25 x 240 = 227,96 kN = 2324586 kg

Dimana As1 dan As2 diambil dari Tabel 6.2

Vh gaya geser di kolom dihitung dari Mpr kedua ujung balok yang menyatu di HBK, dalam hal

ini, karena panjang kolom di atas dan di bawah lantai 1 sama, maka masing–masing ujung kolom

memikul jumlah Mpr balok‐balok sama besarnya ( Mu ).

m kg 6740,32 m kN 66,10 2

58,50 73,71

2

M M M

‐prpr

u ==+

=+

=+

2 D22

6 D22

73,71 kN m 58,50 kN m

66,10 kN m

66,10 kN m

Vh = 83,62 kN

Vh = 83,62 kN

T2 = 227,96 kN

T1 = 683,88 kN C2 = T2

C1 = T1

x x



Sehingga :

kg 6740,32 kN 66,10 24

66,10 x 2

2h

M V

in

uh ====

Dimana hin adalah panjang bersih kolom di tingkat 2 dan Mpr+ diambil dari Gambar 6.s.

Dengan hasil perhitungan di atas dan Mpr‐ dihitung untuk tulangan 2 D22 dan 6 D22.

Gaya geser di x‐x = T1 + T2 – Vh

Vx‐x = 68,88 + 227,96 – 83,26 = 213,58 kN

Untuk HBK yang terkekang pada keempat sisinya berlaku kuat geser nominal :

fc' x A x 1,7 x 0,75 φV jc =

Dimana :

Aj adalah luas efektif hubungan balok‐kolom seperti ditunjukkan pada Gambar di bawah ini :

Gambar 6.u Luas efektif hubungan balok‐kolom

Maka :

OK V kN 2950,51 30 x ) 650 x 650 ( x 1,7 x 0,75

fc' x A x 1,7 x 0,75 φV

x‐x

jc

===>>==

=



6.4.2 Hubungan Balok ‐ Kolom Tepi

Kuat Geser HBK tepi yang diperiksa adalah arah X di kolom luar, baris ke‐1 lantai 1. HBK ini

hanya dikekang oleh 3 balok sehingga sesuai Pasal 23.5 ( 2 ( 2 ) ), tulangan transversal di ujung

kolom perlu dipasang dalam HBK. Gambar 6.v menunjukan analisis momen kolom Mn dari gaya

geser ujung kolom Vh, Kuat tarik tulangan atas balok T1 dan kuat tekan C1 yang = T1. Dengan cara

yang sama seperti di HBK tengah diperoleh :

kg 5325,98 kN 52,23 24

52,23 x 2

2h

M V

m kg 5325,98 m kN 52,23 2

104,47

2

M M

in

uh

pru

====

====

Geser di potongan x‐x Vx‐x = T1 – Vh = 683,88 – 52,23 = 631,65 kN = 64410,37 kg

Kuat geser nominal sesuai Pasal 23.5 ( 3 ( 1 ) )

OK V kN 2950,51

30 x ) 650 x 650 ( x 1,7 x 0,75 fc' x A x 1,7 x 0,75 φV

x‐x

jc

===>>=

==

Gambar 6.v Analisa geser dari HBK kolom tepi ( K 2‐A )

2 D22

6 D22

104,47 kN m

52,23 kN m

52,23 kN m

Vh = 52,23 kN

Vh = 52,23 kN

T1 = 683,88 kN

C1 = T1

x x


INSTITUT SAINS DAN TEKNOLOGI NASIONAL VII ‐ 1

BAB VII

PERHITUNGAN FONDASI

7.1 Data Hasil Uji Tanah

Sebelum melakukan perhitungan fondasi maka terlebih dahulu perlu diketahui data‐data /

karakteristik tanah di mana struktur fondasi bangunan didirikan. Data‐data tanah tersebut

diperoleh dari hasil uji lapangan dan laboratorium.

7.1.1 Hasil Uji Tanah di Lapangan

Dari hasil soil test dengan menggunakan CPT ( Cone Penetration Test ) atau sondir dan hand

boring, diketahui properties tanah sebagai berikut :

Lapisan permukaan, terdiri dari lempung kelanauan, konsistensi stiff, plastisitas tinggi,

kohesi kuat, berwarna coklat. Tercatat nilai perlawanan konus rata‐rata ≥ 20 kg/cm2.

Lapisan permukaan, terdiri dari lempung kelanauan, konsistensi stiff, plastisitas tinggi,

kohesi kuat, berwarna coklat kemerahan. Lapisan ini mempunyai nilai perlawanan konus

rata‐rata ≥ 20 kg/cm2.

Lapisan tanah terdiri dari lempung kelanauan, konsistensi medium stiff to stiff,

plastisitas tinggi, kohesi kuat, berwarna merah kekuningan. Lapisan ini mempunyai nilai

perlawanan konus rata‐rata ≥ 9 kg/cm2.

Lapisan tanah terdiri dari lempung kelanauan, konsistensi very stiff, plastisitas tinggi,

kohesi kuat. Lapisan ini mempunyai nilai perlawanan konus rata‐rata ≥ 30 kg/cm2.

Lapisan ini langsung bertumpu pada lapisan tanah keras di kedalaman 11,40 m.

Lapisan tanah keras dijumpai pada kedalaman 11,40 m.

Muka air tanah tidak dijumpai pada proses sondir dan hand boring.



Dari hasil uji lapangan dan laboratorium maka fondasi yang sesuai dengan kondisi dan

karakteristik tanah tersebut adalah fondasi dalam dengan menggunakan bored pile hingga

kedalaman tanah keras ( 12 m dari permukaan tanah ).

Dari data sondir selengkapnya ( terlampir ) nilai daya dukung ( qc ) tanah yang digunakan adalah :

Daya dukung di sepanjang bored pile / skin resistance ( qca ) = 110 t/m2

Daya dukung di ujung bored pile / end bearing resistance ( qcb ) = 250 t/m2

7.1.2 Hasil Uji Laboratorium

Dari hasil pengujian tanah di loboratorium, diketahui properties tanah sebagai berikut :

Wet density ( γm ) = 1,619 t/m3

Water content ( wn ) = 35,379 %

Specific gravity ( Gs ) = 2,569

Void ratio ( e0 ) = 1,148

Degree of saturation ( Sr ) = 79,160 %

Liquid limit ( LL ) = 68,919 %

Plastic limit ( PL ) = 30,278 %

Plasticity index ( IP ) = 38,641

Angle of internal friction ( φ ) = 8,061°

Cohesion ( c ) = 0,330 kg/cm2

Compression index ( Cc ) = 0,251

Coeff. Of consolidation ( cv ) = 4,9 x 10‐5 cm2/det



7.2 Perhitungan Fondasi

7.2.1 Preliminary Design Fondasi

Preliminary Design fondasi dimulai dari penentuan dimensi pedestal. Perhitungannya

berdasarkan asumsi sebagai kolom pendek yang menerima beban maksimum dari kolom

struktur. Direncanakan dimensi pedestal 70 cm x 70 cm ( Ag = 4900 cm2 ).

OK cm 1763,8 cm 4900

cm 1763,8 ) 0,015 x 2400 300 ( 0,40

237052,2 Ag

kg 237052,2 = 1 lantai kolom aksial beban = Pu

0,015 ρ dimana

; ) ρ fy cf' ( 0,40

Pu Ag

22

2(trial)

t

t(trial)

===>>

=+

≥

=

+≥

Direncanakan tinggi pedestal dari muka pile cap = 150 cm

Cek kelangsingan pedestal :

( ) 28 0,5 12 ‐ 34 M

M 12 ‐ 34 ; 7,14

cm 70 x 0,3 cm 150 x 1,0

ruk

M

M 12 ‐ 34

ruk

2

1

2

1

=+=⎟⎟⎠

⎞⎜⎜⎝

⎛==

⎟⎟⎠

⎞⎜⎜⎝

⎛≤

l

l

Dikarenakan 7,14 < 28, maka kelangsingan pedestal bisa diabaikan, artinya pedestal bisa dibuat

tanpa menggunakan tie beam sekalipun. Akan tetapi untuk lebih mengokohkan struktur, tie

beam tetap dipakai dalam desain ini dengan asumsi dimensi 30 cm x 45 cm.

Kemudian diasumsikan diameter bored pile = 60 cm dengan spasi antar bored pile 2,5 d = 2,5 x

60 = 150 cm, dengan jumlah bored pile dalam satu pile cap sebanyak 9 buah.

Hubungan antara ujung bored pile dengan pile cap dianggap jepit, maka tulangan bored pile

harus masuk ke dalam pile cap minimum 300 mm, maka tebal pile cap minimum = 300 mm,



diambil tebal pile cap = 800 mm. Jarak ujung pile cap ke muka bored pile terluar minimum 150

mm, diambil 200 mm, jadi jarak center bored pile ke tepi pile cap = 200 mm + d/2 = 500 mm.

Dari hasil preliminary design di atas, maka dimensi fondasi dapat digambarkan sebagai berikut :

Gambar 7.a Rencana fondasi bored pile

Isometrik

4000

1650 1650 700

1400

80

0 98

00

100

500 1500 1500 500

250

450

800

Bored Pile 9 Ø 60 cm

Pile Cap 400 x 400 cm

Pedestal 70 x 70 cm

Tie Beam 30 x 45 cm

Bored Pile 9 Ø 60 cm

Tie Beam 30 x 45 cm

4000

1500 1500 500500

4000

500

1500

15

00 50

0

Pedestal 70 x 70 cm



7.2.2 Daya Dukung Fondasi

Dari perhitungan struktur gedung dengan menggunakan STAAD Pro 2007 diperoleh reaksi

perletakan maksimum sebagai berikut :

Berdasarkan gaya tarik ( uplift ) yang terbesar :

Gaya tarik ( Fz = T ) = 279,963 ton

Gaya geser arah x ( Fx ) = 1,027 ton Gaya geser arah y ( Fy ) = 0,007 ton Momen terhadap sumbu x ( Mx ) = 0,005 ton m

Momen terhadap sumbu y ( My ) = 2,164 ton m

Berdasarkan gaya tekan ( compressive ) yang terbesar :

Gaya tekan ( Fz = C ) = 237,052 ton

Gaya geser arah x ( Fx ) = 1,091 ton Gaya geser arah y ( Fy ) = 0,761 ton Momen terhadap sumbu x ( Mx ) = 3,981 ton m

Momen terhadap sumbu y ( My ) = 6,126 ton m

Jika gaya‐gaya reaksi perletakan di atas ditransfer menjadi gaya aksial pada tiap‐tiap bored pile,

maka :

2ix

2

iyi Σy

yM

Σx

xM

nFz Q ±±=

dimana :

22222 m 13,5 ) 1 ‐ 9 ( x 9 x 1,5 x 121

) 1 ‐ n ( ns 121

Σy Σx ====

Resultan = 7,306 ton m

Resultan = 2,164 ton m



Gaya aksial tarik pada tiap‐tiap bored pile berdasarkan gaya tarik ( uplift ) yang terbesar :

Gambar 7.b Transfer gaya pada tiap‐tiap bored pile ( uplift terbesar )

ton 31,348 13,5

) 1,5 ( 0,00513,5

) 1,5 ( 2,164

9279,963 Q

ton 31,107 13,5

) 1,5 ( 0,005

9279,963 Q

ton 30,867 13,5

) 1,5 ( 0,00513,5

) 1,5 ( 2,164

9279,963 Q

ton 31,347 13,5

) 1,5 ( 2,164

9279,963 Q

ton 31,107 9

279,963 Q

ton 30,866 13,5

) 1,5 ( 2,164

9279,963 Q

ton 31,347 13,5

) 1,5 ( 0,00513,5

) 1,5 ( 2,164

9279,963 Q

ton 31,106 13,5

) 1,5 ( 0,005

9279,963 Q

ton 30,866 13,5

) 1,5 ( 0,00513,5

) 1,5 ( 2,164

9279,963 Q

9

8

7

6

5

4

3

2

1

=++=

=+=

=+−=

=+=

==

=−=

=−+=

=−=

=−−=

4000

1500 1500 500500

4000

500

1500

15

00 50

0

1 2 3

4 5 6

7 8 9

S S

S

SY

X

Fz

Fy

Fx

My

Mx



Jadi gaya aksial tarik total yang dipikul oleh pile group berdasarkan gaya tarik ( uplift ) yang

terbesar setelah momennya ditransfer adalah :

Q = 30,866 + 31,106 + 31,347 + 30,866 + 31,107 + 31,347 + 30,867 + 31,107 + 31,348

= 279,961 ton

Gaya aksial tekan pada tiap‐tiap bored pile berdasarkan gaya tekan ( compressive ) yang

terbesar :

Gambar 7.c Transfer gaya pada tiap‐tiap bored pile ( compressive terbesar )

ton 26,339 9

237,052 Q

ton 27,020 13,5

) 1,5 ( 6,126

9237,052 Q

ton 26,101 13,5

) 1,5 ( 3,98113,5

) 1,5 ( 6,126

9237,052 Q

ton 26,781 13,5

) 1,5 ( 3,981

9237,052 Q

27,462ton 13,5

)1,5(3,98113,5

) 1,5 ( 6,126

9237,052 Q

5

4

3

2

1

==

=+=

=+−=

=+=

=++=

Fz

Fx

Fy

Mx

My

4000

1500 1500 500500

4000

500

1500

15

00 50

0

1 2 3

4 5 6

7 8 9

S S

S

SY

X



ton 25,216 13,5

) 1,5 ( 3,98113,5

) 1,5 ( 6,126

9237,052 Q

ton 25,897 13,5

) 1,5 ( 3,981

9237,052 Q

ton 26,577 13,5

) 1,5 ( 3,98113,5

) 1,5 ( 6,126

9237,052 Q

ton 25,658 13,5

) 1,5 ( 6,126

9237,052 Q

9

8

7

6

=−−=

=−=

=−+=

=−=

Jadi gaya aksial tekan total yang dipikul oleh pile group berdasarkan gaya tekan ( compressive )

yang terbesar setelah momennya ditransfer adalah :

Q = 27,462 + 26,781 + 26,101 + 27,020 + 26,339 + 25,658 + 26,577 + 25,897 + 25,216

= 237,051 ton



7.2.2.1 Daya Dukung Fondasi Terhadap Gaya Tarik ( Uplift )

Gambar 7.d Reaksi perletakan akibat beban kolom terhadap fondasi ( uplift )

Daya dukung fondasi terhadap gaya tarik ( uplift ) :

Tu = ca. 2 . π . r . z

Tu tot = n tot . Tu . Eff.

Eff = 90mn

1)n(m1)m(nsd tan ‐ 1 1

⎥⎦⎤

⎢⎣⎡ −+−−

T all = SF

Tu tot + berat bored pile + berat pile cap

ca = 15qca . α

Fy

Fx

Fz



dimana :

Tu = daya dukung maksimum bored pile terhadap gaya tarik ( uplift )

r = jari‐jari bored pile = 30 cm

ca = adhesi tanah di sekeliling sepanjang bored pile

z = kedalaman bored pile = 9,8 m

Tall = daya dukung ijin bored pile terhadap gaya tarik ( uplift )

SF = faktor keamanan terhadap uplift = 2,5

m = jumlah baris = 3

n = jumlah bored pile dalam satu baris = 3

n tot = jumlah total bored pile = n x m = 3 x 3 = 9

d = diameter bored pile = 60 cm

s = jarak center to center bored pile = 150 cm

Eff = faktor efisiensi

qca = tahanan tanah dari hasil uji sondir pada dinding bored pile

α = factor adhesi = 0,70

Eff = 3) x (3 90

1)3(31)3(315060

tan 1 1⎥⎦

⎤⎢⎣

⎡ −+−− −

= 0,677

ca = 2t/m 5,13 = 15110 x 0,70

Tu = 5,13 x 2 x π x 0,30 x 9,8 = 94,71 ton

Tu tot = 9 x 94,71 x 0,677 = 577,07 ton

Berat bored pile = n . ( π . R2. z . γconcrete ) = 9 x ( π x 0,302 x 9,8 x 2,4 ) = 59,85 ton

Berat pile cap = L . B . H . γconcrete = 4,0 x 4,0 x 0,80 x 2,4 = 30,72 ton

Berat pedestal = L . B . T . γconcrete = 0,7 x 0,7 x 1,50 x 2,4 = 1,76 ton

Berat tie beam = L . B . H . γconcrete = (( 6,8/2 ) + ( 6/2 )) x 0,3 x 0,45 x 2,4 = 2,07 ton

Tall = ( 577,07 / 2,5 ) + 59,85 + 30,72 + 1,76 + 2,07 = 325,23 ton > 279,961 ton ===> OK



7.2.2.2 Daya Dukung Fondasi Terhadap Gaya Tekan ( Compressive )

Gambar 7.e Reaksi perletakan akibat beban kolom terhadap fondasi ( compressive )

Daya dukung fondasi terhadap gaya tekan ( compressive ) :

Qu = Nc . cb . π . r2 + ca . 2 π . r z

Qu tot = n tot . Qu . Eff

Q all = SF

Qu tot

Eff = 90mn

1)n(m1)m(nsd tan 1 1

⎥⎦⎤

⎢⎣⎡ −+−

− −

cb = 15qcb

; ca =

15qca . α

Fx

Fy

Fz



dimana :

Nc = faktor daya dukung = 8,70

Qu = daya dukung maksimum bored pile terhadap gaya tekan ( compressive )

r = jari‐jari bored pile = 30 cm

ca = adhesi tanah di sepanjang bored pile

cb = kohesi undrained di ujung bored pile

z = kedalaman bored pile = 9,8 m

Qall = daya dukung ijin bored pile terhadap gaya tekan ( compressive )

SF = faktor keamanan terhadap compressive = 3

m = jumlah baris = 3

n = jumlah bored pile dalam satu baris = 3

n tot = jumlah total bored pile = n x m = 3 x 3 = 9


s = jarak center to center bored pile = 150 cm


qcb = tahanan tanah dari hasil uji sondir pada ujung bored pile

α = factor adhesi = 0,70

Eff = 3) x (3 90

1)3(31)3(315060

tan 1 1⎥⎦

⎤⎢⎣

⎡ −+−− −

= 0,677

ca = 2t/m 5,13 = 15110 x 0,70

cb = 2t/m 16,67 = 15250

Qu = ( 8,70 x 16,67 x π x 0,302 ) + ( 5,13 x 2 x π x 0,30 x 9,8 ) = 135,70 ton

Qu tot = 9 x 135,70 x 0,677 = 826,82 ton

Qall = 3

826,82

SF

Qu tot = = 275,61 ton > 237,051 ton ===> OK



7.2.2.3 Daya Dukung Fondasi Terhadap Gaya Geser ( Shear )

H = βd.k. a

β = 4I.E.4

d.k

Hall = n tot . H . Eff

dimana :

H = kapasitas daya dukung lateral bored pile yang diijinkan

k = koefisian lateral subgrade reaction = 0,5 kg/cm3


a = displacement normal bored pile = 1 cm


n tot = jumlah total bored pile = 9

E = modulus elastisitas bored pile = 100.000 kg/cm2

I = momen inersia penampang melintang bored pile

= ( π / 64 ) d4 = 39.741 cm4

β = 4x39.741100.000x4

30x0,5 = 0,00554 cm‐1

H = 0,00554

30x0,5 x 0.001 x 1,0 = 2,706 ton

Eff = 3) x (3 90

1)3(31)3(315060

tan 1 1⎥⎦

⎤⎢⎣

⎡ −+−− −

= 0,677

Htot = 9 x 2,706 x 0,677 = 10,03 ton > 7,306 ton ===> OK



7.2.3 Punching Shear pada Pile Cap

Dari perhitungan pembebanan diketahui bahwa beban maksimum yang dipikul oleh kolom

struktural P = 237051 kg. Beban tersebut kemudian disalurkan ke pedestal lalu ke pile cap, untuk

itu perlu dicek apakah pile cap tersebut mampu memikul beban tersebut atau tidak.

Kemungkinan yang paling dominan akan kegagalan yang terjadi pada pile cap adalah kegagalan

terhadap geser di sekeliling pedestal yang menumpu di atas pile cap tersebut yang biasa disebut

dengan punching shear.

Di bawah ini sketsa punching shear pada pile cap akibat gaya dari pedestal untuk kerja dua arah.

Gambar 7.f Punching shear dua arah pada pile cap akibat gaya pedestal

Pile Cap Pedestal

Bored Pile

d = 80

0

700

Punching Shear

W = 500

0

Bored Pile Pile Cap

Pedestal

Daerah Kritis

d/2

d/2



Tekanan tanah terfaktor yang diakibatkan oleh beban P :

Pu = P/A

= 237051 kg / ( 5 x 5 ) = 9482,04 kg/m2

Untuk arah kerja dua arah ( two way shear )

Lebar daerah kritis ( B ) = lebar pedestal + (( d/2 ) x 2 )

= 700 + (( 800/2 ) x 2 ) = 1500 mm

Gaya geser total terfaktor yang bekerja pada daerah kritis adalah :

Vu = Pu ( W2 – B2 )

= 9482,04 x ( 52 – 1,52 ) = 215716,41 kg

Kuat geser beton adalah :

( ) db fc'2 βc2 1 Vc 0⎟⎟

⎠

⎞⎜⎜⎝

⎛+=

Tetapi nilai tersebut tidak boleh lebih besar dari :

db cf' 4 Vc 0=

Karena βc = 1 ===> ( pebandingan lebar pedestal = 0,70 / 0,70 ), kuat geser maksimum akan

menjadi :

OK ===> Vu > φVc

kg 2494153,16

) 3325537,55 ( 0,75 φVc

kg 3325537,55

80 x 600 x 300 4 Vc

cm 600 ) cm 501 ( 4

B 4 b

db cf' 4 Vc

0

0

=

=

=

=

==

=

=



Untuk arah kerja satu arah ( one way shear )

Gambar 7.g Punching shear satu arah pada pile cap akibat gaya pedestal

Gaya geser total terfaktor yang bekerja pada daerah kritis adalah :

Vu = Pu WG

= 9482,04 x ( 5 ) ( 1,35 ) = 64003,77 kg

Kuat geser beton adalah :

kg 115470,54 80 x 500 x 300 61 bwd fc'

61 Vc =⎟

⎠⎞

⎜⎝⎛=⎟

⎠⎞

⎜⎝⎛=

Pile Cap Pedestal

Bored Pile

d = 80

0

700

45° 45°

Punching Shear

W = 500

0

1350

Bored Pile Pile Cap

Pedestal

ddDaerah Kritis



φVn = φVc = 0,75 ( 115470,54 ) = 86602,90 kg

Vu < φVn ===> OK

Setelah dilakukan pengecekan terhadap kapasitas/daya dukung fondasi di atas, baik

terhadap gaya tekan, gaya tarik maupun punching shear, maka dimensi fondasi yang digunakan

adalah seperti yang tertera pada tabel di bawah ini.

Tabel 7.1 Summary dimensi fondasi

No. Komponen Fondasi Dimensi

L ( cm ) B ( cm ) H ( cm ) Jumlah & Ø ( cm ) Spasi ( cm )

1 Pedestal 70 70 150 ‐ ‐

2 Pile cap 400 400 80 ‐ ‐

3 Bored pile ‐ ‐ 980 9 Ø 60 150

4 Tie beam ‐ 30 45 ‐ ‐

Di bawah ini merupakan layout dan geometri fondasi secara keseluruhan yang dimodelkan

dengan menggunakan software GS AFES.



Gambar 7.h Layout fondasi



7.2.4 Perhitungan Tulangan Fondasi

Perhitungan tulangan dibagi ke dalam 4 kelompok, yakni perhitungan tulangan pile cap ,

tulangan pedestal, tulangan bored pile dan tulangan tie beam.

7.2.4.1 Perhitungan Tulangan Pile Cap

Potongan A

Gambar 7.i Analisis momen fondasi bored pile

W = 500

0

Bored Pile Pile Cap

700

e= 1650

A

Pile Cap Pedestal

Bored Pile

d = 80

0

700

Q1 = 27,462 ton Q4 = 27,020 ton Q7 = 26,577 ton

1

4

7

Pedestal

Daerah Kritis



Momen rencana untuk perhitungan tulangan adalah :

Mu = Q1 ( e ) + Q4 ( e ) + Q7 ( e )

= 27,462 ( 1,65 ) + 27,020 ( 1,65 ) + 26,577 ( 1,65 )

= 133,75 ton m

MPa 0,5124ton/m 52,25 ) 0,80 ( ) 5 ( 0,80

133,75

φbdMu

kperlu 222

====

Dengan menggunakan Tabel A‐11 didapat ρ perlu < ρ minimum = 0,0058, maka digunakan ρmin.

As perlu = ρbd = 0,0058 ( 5 ) ( 0,8 ) = 0,0232 m2 = 23200 mm2

Jika digunakan tulangan rangkap dengan diameter tulangan D22 jarak 150 mm, dengan selimut

beton 50 mm, maka jumlah tulangan didapat :

n = ( 5000 – ( 50 x 2 )) / 150 = 32,67 ≈ 33 ===> 2 baris = 66

Maka luas tulangan yang ada adalah :

As ada = n x As = 66 x 379,94 mm2 = 25076,04 mm2 > 23200 mm2 ===> OK

Dengan demikian tulangan pile cap dipakai D22‐150 mm, dengan tulangan rangkap.



Gambar 7.j Penulangan pile cap



7.2.4.2 Perhitungan Tulangan Pedestal

Pedestal direncanakan dengan dimensi sesuai dengan yang tertera pada Sub Bab 6.3,

dimana :

P x L x T = 0,70 m x 0,70 m x 1,50 m

Gaya yang dipikul oleh pedestal seperti yang tertera pada Sub Bab 6.3, dimana :

Pu = 237,052 ton

Mu = 6,126 ton m

Eksentrisitas yang terjadi :

m 0,026 237,0526,126

PuMu e ===

Dengan ukuran pedestal 700 mm x 700 mm, direncanakan pedestal menggunakan jumlah

tulangan 2 %. Maka :

0,02 bdAs

ρ' ρ ===

dengan d’ = selimut beton + dia. sengkang + 1/2 dia. tulangan pokok pedestal

= 40 + 10 + ( 22/2 ) = 61 mm

As = As’ = 0,02 ( 700 ) ( 639 ) = 8946 mm2

Dicoba dengan 5 D22 pada masing‐masing sisi pedestal ( As = 1899,7 mm2, Astotal = 9498,5 mm2 )

0,0042 ) 639 ( 700

1899,7 ρ ==

Pemeriksaan Pu terhadap beban Pnb :

mm 387,96 ) 456,43 ( 0,85 cbβ ab

0,85 β

mm 456,43 240 600) 639 ( 600

) d ( fy 600

600 cb

639 61 ‐ 700 d

1

1

===

=

=+

=+

=

==



( )

ton 493,197 N 4836609 ) 455928 ‐ 987844 6909021 ( 0,65

) ) 240 ( 1899,7 ‐ ) 520 ( 1899,7 ) 700 ( ) 387,06 ( ) 30 ( 0,85 ( 0,65

fy As ‐ fs' As' b a fc' 0,85 0,65 φPnb

Mpa 520 ) 0,0026 ( 200000 εs' Es fs'

0,0026 456,43

)61‐456,43 ( 0,003

cb) d'‐ cb ( 0,003

εs'

b

==+=

+=

+=

===

===

Memeriksa kekuatan penampang,

OK ton 237,052 Pu ton 1533,36 ) 2359,013 ( 0,65 φPn

ton 2359,013 N 721334011,2 711189613,2 10144398

1,18) 639 (

) 26 ( ) 700 ( 3) 30 ( ) 700 ( 700

0,50) 61 ‐ 639 (

26) 240 ( 1899,7

1,18de h 3

fc' h b

0,50) d' ‐ d (

efy As'

Pn

2

2

===>=>==

==+=

++

+=

++

+=

Dengan demikian pedestal menggunakan tulangan 25 D22.

Panjang penyaluran dasar tulangan pedestal :

mm 250 diambil mm 412 304

) 240 ( 22

'4

fy d b

db ===>=== fc

l

Merencanakan sengkang pedestal,

Dengan menggunakan batang tulangan Ø10, jarak spasi sengkang ditentukan nilai terkecil dari

ketentuan‐ketentuan berikut ini :

16 x diameter tulangan pokok pedestal ( D22 ) = 352 mm

48 x diameter tulangan sengkang ( Ø10 ) = 480 mm

Dimensi terkecil pedestal = 700 mm

Maka digunakan batang tulangan sengkang pedestal Ø10 – 300 mm.



Gambar 7.k Penulangan pedestal



7.2.4.3 Perhitungan Tulangan Bored Pile

Direncanakan diameter bored pile seperti tertera pada Sub Bab 6.3 yakni Ø 60 cm ( Ag =

2826 cm2 ). Gaya aksial yang diterima oleh bored pile ( Pu ) = 31,348 ton, dengan perkiraan

presentase luas tulangan ( ρg ) = 0,03.

Luas kotor penampang bored pile yang diperlukan adalah :

{ }

{ }

2

2

cm 2826 = aktual Ag

cm 190 perlu Ag

) 0,03 ( 2400 ) 0,03 ‐ 1 ( ) 300 ( 0,85 ) 0,70 ( 0,85

31348

ρg fy ) ρg ‐ 1 ( fc' 0,85 0,85φ

Pu perlu Ag

=

+=

+=

Luas tulangan yang diperlukan :

2cm 23,32 perlu Ast

) 2400 ( ) 0,70 ( 0,80

31348

) fy ( 0,80φ

Pu perlu Ast

=

=

=

Digunakan tulangan pokok bored pile 8 D22 ( Ast actual = 30,39 cm2 )

Merencanakan tulangan sengkang spiral

Digunakan tulangan spriral Ø12 ( Asp = 113,04 mm2 ) dengan selimut beton 7 cm.

Luas bersih inti beton bored pile setelah dikurangi selimut beton adalah :

Dc = 600 – ( 2 x 70 ) = 460 mm ===> Ac = 1661,06 cm2

0,039 2400

3001

1661,062826

0,45

fy

fc'1

AcAg

0,45 ) min ( ρs

=⎟⎠⎞

⎜⎝⎛ −=

⎟⎠⎞

⎜⎝⎛ −=



Spasi maksimum sengkang spiral :

mm 20 spasi dipakai mm 21,37 ) 0,039 ( 460

) 70 ‐ 460 ( ) 113,04 ( 4

) min ( ρs Dc

) selimut ‐ Dc ( Asp 4 maks s

2

2

===>==

=

Maka dipakai tulangan bored pile 8 D22 dengan sengkang spiral Ø12‐20.

7.2.4.4 Perhitungan Tulangan Tie Beam

Dari output perhitungan dengan menggunakan Software GS AFES diperoleh Mu = 1,66 ton

m, Vu = 1,23 ton.

Direncanakan tulangan pokok tie beam menggunakan 3 D16 ( tulangan tekan ), 3 D16 ( tulangan

tarik ) dan 2 D16 ( tulangan samping ). Sedangkan untuk tulangan sengkangnya digunakan Ø10 –

200 ( Av = 157 mm2 )

Dimensi tie beam direncanakan 30 cm x 45 cm dengan tebal selimut beton 50 mm.

Cek kapasitas penampang dengan tulangan rencana terhadap lentur :

OK φMn Mu

m ton 7,42 cm kg 841768,70 ) 25,47/2 ‐ 40 ( ) 2400 ( ) 16,08 ( 0,80 φMn

cm 25,47 30 ) ) 300 ( 0,85 () 2400 ( 81,18

b ) fc' 0,85 (

fy As a

) a/2 ‐ d ( fy As 0,85 φMn

cm 16,08 D16 8 ‐ As As

ada

ada

2ada

===><

===

===

=

==

Cek kapasitas penampang dengan tulangan rencana terhadap geser :



OK φVn Vu

ton 29,463 kg 29463,13 4521,6 24941,53 φVs φVc φVn

kg 4521,6 20

) 40 ( ) 2400 ( 1,57 0,60

sd fy Av

0,60 φVs

kg 24941,53 ) 40 ( ) 30 ( 300 2 x 0,60

d bw fc' 2 φ φVc

===><

==+=+=

==

=

==

=

Maka dimensi tie beam 30 cm x 45 cm dengan tulangan pokok 8 D16 dan sengkang Ø10 – 200

memenuhi syarat untuk dipakai.

Gambar 7.l Penulangan tie beam



Tabel 7.2 Summary tulangan fondasi

No. Komponen Fondasi Tulangan

Tulangan Pokok Tulangan Geser

1 Pedestal 25 D22 Ø10 – 300

2 Pile cap D22 – 150 ( rangkap ) ‐

3 Bored pile 8 D22 Ø12 – 20 ( spiral )

4 Tie beam 8 D16 Ø10 – 200

Gambar 7.m Penulangan fondasi

Ø10 – 200 D22 – 150

A A

B

B

CC

Ø10 – 300

25 D22

3 D16

2 D16

8 D22

Ø12 – 20

Potongan A ‐ A

Ø10 – 300

25 D22

700

700

Potongan B ‐ B

8 D16

Ø10 – 200 300

450

Potongan C ‐ C

8 D22

Ø10 – 20

600


INSTITUT SAINS DAN TEKNOLOGI NASIONAL VIII ‐ 1

BAB VIII

PERHITUNGAN TANGGA

8.1 Perencanaan Geometri Tangga

Sesuai dengan persyaratan untuk penentuan geometri tangga yang ideal adalah harus

memenuhi kriteria berikut ini :

Jumlah tanjakan dihitung dengan membagi antara tinggi 2 lantai dengan tinggi /

tanjakan ( t ).

Lebar injakan ( i ) + 2 x tinggi tanjakan ( t ) = minimum 57 s/d maksimum 66 cm.

57 cm ≤ ( 2 t + i ) ≤ 66 cm

Diketahui data ukuran ruang tangga sebagai berikut :

Tinggi antar lantai = 4,40 m

Panjang ruang tangga = 3,75 m

Lebar ruang tangga = 4,85 m

Direncanakan geometri tangga dengan data sebagai berikut :

Lebar injakan ( i ) = 25 cm

Lebar bordes = 1,5 m

Panjang bordes = 4,85 m

Lebar anak tangga = 2,175 m

Tebal pelat tangga dan bordes = 15 cm

Maka :

Sudut kemiringan tangga ( α ) = arc tg (( 4,40/2 ) / 3,75 ) = 30,40°

Jumlah injakan = 375 cm : 25 cm = 15

Tinggi tanjakan ( t ) = tg 30,40° x 25 cm = 14,67 ≈ 15 cm

( 2 x 15 cm ) + 25 cm = 55 cm ===> 57 cm > 55 < 66 cm ===> tangga landai



Gambar 8.a Geometri tangga

250

150

150

4400

2200

1500

1500

1500

UP

37501500

6800

3750 1500

6800

2175

21

75

500

4850



Gambar 8.b Geometri tangga pada pemodelan SAP 2000

8.2 Pembebanan Tangga


Berat sendiri pelat tangga ( asumsi t = 15 cm ) = 0,15 m x 2400 kg/m3 = 360 kg/m2



q DL = 413 kg/m2


Beban hidup tangga dan bordes gedung perkantoran = 300 kg/m2

q LL = 300 kg/m2

qu = 1,2 qDL + 1,6 qLL = 1,2 ( 413 ) + 1,6 ( 300 ) = 975,6 kg/m2



Gambar 8.c Pembebanan tangga pada pemodelan SAP 2000

8.3 Perhitungan Statika

Perhitungan statika menggunakan software SAP 2000 ( perhitungan terlampir ).

8.4 Penulangan Tangga

Direncanakan penulangan tangga menggunakan tulangan D16 untuk tulangan lentur,

dengan tebal selimut beton 40 mm.

Maka jarak d adalah :

mm 102 ) 16 ( 1/2 ‐ 40 ‐ 150

lenturtulangandia.1/2‐selimut tebal ‐ tangga slab tebal d

==

=

Maka rasio tulangan minimum adalah :



0,0058 1,4/240

1,4/fy ρmin

==

=

Rasio tulangan seimbang dan maksimum adalah :

{ }

{ }

9,41 = ) 30 x 0,85 ( /240 = ) fc' x 0,85 ( /fy = m

0,048 ) 0,064 ( 0,75 ρb 0,75 ρmaks

0,064 240 600

600 x 240 /) 30 x 0,85 x 0,85 ( ρb

0,85 ) 30 ‐ 30 ( 0,008 ‐ 0,85

) 30 ‐ fc' ( 0,008 ‐ 0,85 β

fy 600600

x fy /) fc' x β x 0,85 ( ρb

1

1

===

=⎭⎬⎫

⎩⎨⎧

+=

==

=

⎭⎬⎫

⎩⎨⎧

+=

Gambar 8.d Momen maksimum pada struktur tangga



Dari perhitungan SAP 2000 di atas diperoleh nilai Mu = 120179,65 kg m

Tulangan lentur yang diperlukan adalah :

0,048 terbesar yang nilai dengan ρ diperoleh 11‐A Tabel dari

MPa 65,10 kg/m 6638674 =

) 0,102 ( ) 2,175 ( 0,80

120179,65

bd φMu

= k

2

22

=

=

=

ρmin < ρ < ρmax ===> 0.0058 < 0.048 ≈ 0.048

ρ pakai = 0.048

Asperlu = ρ b d

= 0.048 x 2175 x 110 = 11484 mm2

Digunakan tulangan lentur D22 ‐ 50 ( Aspakai = 15957,48 mm2 )

Tulangan susut dan bagi :

As tulangan susut = ρ . b . h = 0.048 x 2175 x 150 = 15560 mm2

Digunakan tulangan susut D22 – 50 ( Aspakai = 15957,48 mm2 )

As tulangan bagi = 20% AS = 0.20 x 15957,48 = 3191,49 mm2

Digunakan tulangan bagi D16 – 100 ( Aspakai = 4220,16 mm2 )



DAFTAR PUSTAKA

Departemen Pekerjaan Umum, SK SNI T‐15‐1991‐03 Tata Cara Perhitungan Struktur Beton

untuk Bangunan Gedung, Yayasan LPMB, Bandung ( 1991 ).

Departemen Pekerjaan Umum, SNI 03‐2847‐2002 Tata Cara Perhitungan Struktur Beton

untuk Bangunan Gedung, Yayasan LPMB, Bandung ( 2002 ).

Badan Standardisasi Nasional, SNI 03 – 1726 – 2002 Tata Cara Perencanaan Ketahanan

Gempa untuk Bangunan Gedung, ( 2002 ).

Departemen Pekerjaan Umum, Pedoman Perencanaan Pembebanan untuk Rumah dan

Gedung, Yayasan Badan Penerbit PU, Jakarta ( 1987 ).

Dipohusodo, Istimawan, Struktur Beton Bertulang, edisi ketiga, PT. SUN, Jakarta ( 1999 ).

Purwono, Rachmat, Perencanaan Struktur Beton Bertulang Tahan Gempa, edisi kedua, ITS

Press, Surabaya ( 2005 ).

Hardiyatmo, Christady, Harry, Teknik Fondasi 2, edisi keempat, Beta Offset, Yogyakarta (

2008 ).

Department of The Navy Naval Facilities Engineering Command, Design Manual Structural

Engineering, NAVFAC DM‐2, U.S. Naval Publications and Forms Center, USA ( 1970 ).

MacGregor, James G, Reinforced Concrete Mechanics and Design, fourth edition, Prentice

Hall, USA ( 2005 ).

Bowles, Joseph E, Foundation Analysis and Design, fifth edition, Mc Graw Hill, USA ( 1996 ).

Tomlinson, MJ, Pile Design and Construction Practice, London ( 1977 ).

LAMPIRAN 1

PRINT OUT

ANALISA STRUKTUR GEDUNG

DENGAN SOFTWARE

STAAD PRO 2007

Software licensed to Bravo corp.

Job Title

Client

Job No Sheet No Rev

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Ref

By Date Chd

File Date/Time

1

Perencanaan Struktur Gedung - Graha ISTN

Institut Sains dan Teknologi Nasional

G.Ginanjar 05-Oct-09 Ir. Ari M.

18-Nov-2009 23:36PSG_Graha ISTN.std

Print Time/Date: 18/11/2009 23:37 Print Run 1 of 105STAAD.Pro for Windows Release 2007

Job Information Engineer Checked Approved

Name: G.Ginanjar Ir. Ari M.Date: 05-Oct-09 05-Oct-09

Structure Type SPACE FRAME

Number of Nodes 533 Highest Node 541Number of Elements 978 Highest Beam 1470Number of Plates 330 Highest Plate 1409

Number of Basic Load Cases 5Number of Combination Load Cases 12

Included in this printout are data for:All The Whole Structure

Included in this printout are results for load cases:Type L/C Name

Primary 1 DEAD LOAD ( DL )Primary 2 LIVE LOAD ( LL )Primary 3 WIND LOAD ( WL )Primary 4 EARTHQUAKE LOAD - X DIRECTION ( ELPrimary 5 EARTHQUAKE LOAD - Y DIRECTION ( EL

Combination 6 COMB. 1 ( 1.4 DL )Combination 7 COMB. 2 ( 1.2 DL + 1.6 LL )Combination 8 COMB. 3 ( 1.2 DL + 1.0 LL + 1.6 WL )Combination 9 COMB. 4 ( 0.9 DL + 1.6 LL )Combination 10 COMB. 5 ( 1.2 DL + 1.0 LL + 1.0 ELX )Combination 11 COMB. 6 ( 1.2 DL + 1.0 LL + 1.0 ELY )Combination 12 COMB. 7 ( 1.2 DL + 1.0 LL - 1.0 ELX )Combination 13 COMB. 8 ( 1.2 DL + 1.0 LL - 1.0 ELY )Combination 14 COMB. 9 ( 0.9 DL + 1.0 ELX )Combination 15 COMB. 10 ( 0.9 DL + 1.0 ELY )Combination 16 COMB. 11 ( 0.9 DL - 1.0 ELX )Combination 17 COMB. 12 ( 0.9 DL - 1.0 ELY )


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NodesNode X

(cm)Y

(cm)Z

(cm)2 0.000 0.000 0.0003 600.000 0.000 0.0004 1.2E 3 0.000 0.0005 1.7E 3 0.000 0.0006 2.3E 3 0.000 0.0007 2.9E 3 0.000 0.0008 0.000 0.000 680.0009 0.000 0.000 1.18E 3

10 0.000 0.000 1.86E 311 600.000 0.000 680.00012 600.000 0.000 1.18E 313 600.000 0.000 1.86E 314 1.2E 3 0.000 680.00015 1.2E 3 0.000 1.18E 316 1.2E 3 0.000 1.86E 317 1.7E 3 0.000 680.00018 1.7E 3 0.000 1.18E 319 1.7E 3 0.000 1.86E 320 2.3E 3 0.000 680.00021 2.3E 3 0.000 1.18E 322 2.3E 3 0.000 1.86E 323 2.9E 3 0.000 680.00024 2.9E 3 0.000 1.18E 325 2.9E 3 0.000 1.86E 326 300.000 0.000 0.00027 300.000 0.000 680.00028 300.000 0.000 1.18E 329 300.000 0.000 1.86E 330 900.000 0.000 0.00031 900.000 0.000 680.00032 900.000 0.000 1.18E 333 900.000 0.000 1.86E 334 2E 3 0.000 0.00035 2E 3 0.000 680.00036 2E 3 0.000 1.18E 337 2E 3 0.000 1.86E 338 2.6E 3 0.000 0.00039 2.6E 3 0.000 680.00040 2.6E 3 0.000 1.18E 341 2.6E 3 0.000 1.86E 342 0.000 0.000 930.00043 300.000 0.000 930.00044 600.000 0.000 930.00045 900.000 0.000 930.00046 1.2E 3 0.000 930.00047 1.7E 3 0.000 930.00048 2E 3 0.000 930.00049 2.3E 3 0.000 930.00050 2.6E 3 0.000 930.000


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Nodes Cont...Node X

(cm)Y

(cm)Z

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Beams Cont...Beam Node A Node B Length

(cm)Property β

(degrees)50 31 45 250.000 6 051 33 16 300.000 5 052 32 55 340.000 6 053 34 6 300.000 5 054 35 20 300.000 5 055 34 35 680.000 6 056 36 21 300.000 5 057 35 48 250.000 6 058 37 22 300.000 5 059 36 58 340.000 6 060 38 7 300.000 5 061 39 23 300.000 5 062 38 39 680.000 6 063 40 24 300.000 5 064 39 50 250.000 6 065 41 25 300.000 5 066 40 60 340.000 6 067 42 9 250.000 5 068 43 28 250.000 6 069 42 43 300.000 6 070 44 12 250.000 5 071 43 44 300.000 6 072 45 32 250.000 6 073 44 45 300.000 6 074 46 448 30.000 5 075 45 46 300.000 6 076 47 449 30.000 5 077 46 446 250.000 6 078 48 36 250.000 6 079 47 48 300.000 6 080 49 21 250.000 5 081 48 49 300.000 6 082 50 40 250.000 6 083 49 50 300.000 6 084 51 24 250.000 5 085 50 51 300.000 6 086 52 10 340.000 5 087 53 29 340.000 6 088 52 53 300.000 6 089 54 13 340.000 5 090 53 54 300.000 6 091 55 33 340.000 6 092 54 55 300.000 6 093 56 16 340.000 5 094 55 56 300.000 6 095 57 19 340.000 5 096 56 57 500.000 6 097 58 37 340.000 6 098 57 58 300.000 6 0


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15







(cm)Property β

(degrees)99 59 22 340.000 5 0

100 58 59 300.000 6 0101 60 41 340.000 6 0102 59 60 300.000 6 0103 61 25 340.000 5 0104 60 61 300.000 6 0105 62 86 300.000 3 0106 63 90 300.000 3 0107 64 65 500.000 3 0108 65 94 300.000 3 0109 66 98 300.000 3 0110 62 68 680.000 3 0111 68 102 250.000 3 0112 69 112 340.000 3 0113 63 71 680.000 3 0114 71 104 250.000 3 0115 72 114 340.000 3 0116 64 74 680.000 3 0117 74 106 250.000 3 0118 75 116 340.000 3 0119 65 77 680.000 3 0120 77 107 250.000 3 0121 78 117 340.000 3 0122 66 80 680.000 3 0123 80 109 250.000 3 0124 81 119 340.000 3 0125 67 83 680.000 3 0126 83 111 250.000 3 0127 84 121 340.000 3 0128 68 87 300.000 3 0129 71 91 300.000 3 0130 74 538 50.000 3 0131 77 95 300.000 3 0132 80 99 300.000 3 0133 69 88 300.000 3 0134 72 92 300.000 3 0135 75 455 250.000 3 0136 78 96 300.000 3 0137 81 100 300.000 3 0138 70 89 300.000 3 0139 73 93 300.000 3 0140 76 79 500.000 3 0141 79 97 300.000 3 0142 82 101 300.000 3 0143 86 63 300.000 3 0144 87 71 300.000 3 0145 86 87 680.000 4 0146 88 72 300.000 3 0147 87 103 250.000 4 0


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16







(cm)Property β

(degrees)148 89 73 300.000 3 0149 88 113 340.000 4 0150 90 64 300.000 3 0151 91 74 300.000 3 0152 90 91 680.000 4 0153 92 75 300.000 3 0154 91 105 250.000 4 0155 93 76 300.000 3 0156 92 115 340.000 4 0157 94 66 300.000 3 0158 95 80 300.000 3 0159 94 95 680.000 4 0160 96 81 300.000 3 0161 95 108 250.000 4 0162 97 82 300.000 3 0163 96 118 340.000 4 0164 98 67 300.000 3 0165 99 83 300.000 3 0166 98 99 680.000 4 0167 100 84 300.000 3 0168 99 110 250.000 4 0169 101 85 300.000 3 0170 100 120 340.000 4 0171 102 69 250.000 3 0172 103 88 250.000 4 0173 102 103 300.000 4 0174 104 72 250.000 3 0175 103 104 300.000 4 0176 105 92 250.000 4 0177 104 105 300.000 4 0178 106 453 30.000 3 0179 105 106 300.000 4 0180 107 454 30.000 3 0181 106 451 250.000 4 0182 108 96 250.000 4 0183 107 108 300.000 4 0184 109 81 250.000 3 0185 108 109 300.000 4 0186 110 100 250.000 4 0187 109 110 300.000 4 0188 111 84 250.000 3 0189 110 111 300.000 4 0190 112 70 340.000 3 0191 113 89 340.000 4 0192 112 113 300.000 4 0193 114 73 340.000 3 0194 113 114 300.000 4 0195 115 93 340.000 4 0196 114 115 300.000 4 0


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17







(cm)Property β

(degrees)197 116 76 340.000 3 0198 115 116 300.000 4 0199 117 79 340.000 3 0200 116 117 500.000 4 0201 118 97 340.000 4 0202 117 118 300.000 4 0203 119 82 340.000 3 0204 118 119 300.000 4 0205 120 101 340.000 4 0206 119 120 300.000 4 0207 121 85 340.000 3 0208 120 121 300.000 4 0209 122 146 300.000 3 0210 123 150 300.000 3 0211 124 125 500.000 3 0212 125 154 300.000 3 0213 126 158 300.000 3 0214 122 128 680.000 3 0215 128 162 250.000 3 0216 129 172 340.000 3 0217 123 131 680.000 3 0218 131 164 250.000 3 0219 132 174 340.000 3 0220 124 134 680.000 3 0221 134 166 250.000 3 0222 135 176 340.000 3 0223 125 137 680.000 3 0224 137 167 250.000 3 0225 138 177 340.000 3 0226 126 140 680.000 3 0227 140 169 250.000 3 0228 141 179 340.000 3 0229 127 143 680.000 3 0230 143 171 250.000 3 0231 144 181 340.000 3 0232 128 147 300.000 3 0233 131 151 300.000 3 0234 134 536 50.000 3 0235 137 155 300.000 3 0236 140 159 300.000 3 0237 129 148 300.000 3 0238 132 152 300.000 3 0239 135 460 250.000 3 0240 138 156 300.000 3 0241 141 160 300.000 3 0242 130 149 300.000 3 0243 133 153 300.000 3 0244 136 139 500.000 3 0245 139 157 300.000 3 0


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18







(cm)Property β

(degrees)246 142 161 300.000 3 0247 146 123 300.000 3 0248 147 131 300.000 3 0249 146 147 680.000 4 0250 148 132 300.000 3 0251 147 163 250.000 4 0252 149 133 300.000 3 0253 148 173 340.000 4 0254 150 124 300.000 3 0255 151 134 300.000 3 0256 150 151 680.000 4 0257 152 135 300.000 3 0258 151 165 250.000 4 0259 153 136 300.000 3 0260 152 175 340.000 4 0261 154 126 300.000 3 0262 155 140 300.000 3 0263 154 155 680.000 4 0264 156 141 300.000 3 0265 155 168 250.000 4 0266 157 142 300.000 3 0267 156 178 340.000 4 0268 158 127 300.000 3 0269 159 143 300.000 3 0270 158 159 680.000 4 0271 160 144 300.000 3 0272 159 170 250.000 4 0273 161 145 300.000 3 0274 160 180 340.000 4 0275 162 129 250.000 3 0276 163 148 250.000 4 0277 162 163 300.000 4 0278 164 132 250.000 3 0279 163 164 300.000 4 0280 165 152 250.000 4 0281 164 165 300.000 4 0282 166 458 30.000 3 0283 165 166 300.000 4 0284 167 459 30.000 3 0285 166 456 250.000 4 0286 168 156 250.000 4 0287 167 168 300.000 4 0288 169 141 250.000 3 0289 168 169 300.000 4 0290 170 160 250.000 4 0291 169 170 300.000 4 0292 171 144 250.000 3 0293 170 171 300.000 4 0294 172 130 340.000 3 0


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19







(cm)Property β

(degrees)295 173 149 340.000 4 0296 172 173 300.000 4 0297 174 133 340.000 3 0298 173 174 300.000 4 0299 175 153 340.000 4 0300 174 175 300.000 4 0301 176 136 340.000 3 0302 175 176 300.000 4 0303 177 139 340.000 3 0304 176 177 500.000 4 0305 178 157 340.000 4 0306 177 178 300.000 4 0307 179 142 340.000 3 0308 178 179 300.000 4 0309 180 161 340.000 4 0310 179 180 300.000 4 0311 181 145 340.000 3 0312 180 181 300.000 4 0313 182 206 300.000 3 0314 183 210 300.000 3 0315 184 185 500.000 3 0316 185 214 300.000 3 0317 186 218 300.000 3 0318 182 188 680.000 3 0319 188 222 250.000 3 0320 189 232 340.000 3 0321 183 191 680.000 3 0322 191 224 250.000 3 0323 192 234 340.000 3 0324 184 194 680.000 3 0325 194 226 250.000 3 0326 195 236 340.000 3 0327 185 197 680.000 3 0328 197 227 250.000 3 0329 198 237 340.000 3 0330 186 200 680.000 3 0331 200 229 250.000 3 0332 201 239 340.000 3 0333 187 203 680.000 3 0334 203 231 250.000 3 0335 204 241 340.000 3 0336 188 207 300.000 3 0337 191 211 300.000 3 0338 194 534 50.000 3 0339 197 215 300.000 3 0340 200 219 300.000 3 0341 189 208 300.000 3 0342 192 212 300.000 3 0343 195 465 250.000 3 0


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20







(cm)Property β

(degrees)344 198 216 300.000 3 0345 201 220 300.000 3 0346 190 209 300.000 3 0347 193 213 300.000 3 0348 196 199 500.000 3 0349 199 217 300.000 3 0350 202 221 300.000 3 0351 206 183 300.000 3 0352 207 191 300.000 3 0353 206 207 680.000 4 0354 208 192 300.000 3 0355 207 223 250.000 4 0356 209 193 300.000 3 0357 208 233 340.000 4 0358 210 184 300.000 3 0359 211 194 300.000 3 0360 210 211 680.000 4 0361 212 195 300.000 3 0362 211 225 250.000 4 0363 213 196 300.000 3 0364 212 235 340.000 4 0365 214 186 300.000 3 0366 215 200 300.000 3 0367 214 215 680.000 4 0368 216 201 300.000 3 0369 215 228 250.000 4 0370 217 202 300.000 3 0371 216 238 340.000 4 0372 218 187 300.000 3 0373 219 203 300.000 3 0374 218 219 680.000 4 0375 220 204 300.000 3 0376 219 230 250.000 4 0377 221 205 300.000 3 0378 220 240 340.000 4 0379 222 189 250.000 3 0380 223 208 250.000 4 0381 222 223 300.000 4 0382 224 192 250.000 3 0383 223 224 300.000 4 0384 225 212 250.000 4 0385 224 225 300.000 4 0386 226 463 30.000 3 0387 225 226 300.000 4 0388 227 464 30.000 3 0389 226 461 250.000 4 0390 228 216 250.000 4 0391 227 228 300.000 4 0392 229 201 250.000 3 0


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21







(cm)Property β

(degrees)393 228 229 300.000 4 0394 230 220 250.000 4 0395 229 230 300.000 4 0396 231 204 250.000 3 0397 230 231 300.000 4 0398 232 190 340.000 3 0399 233 209 340.000 4 0400 232 233 300.000 4 0401 234 193 340.000 3 0402 233 234 300.000 4 0403 235 213 340.000 4 0404 234 235 300.000 4 0405 236 196 340.000 3 0406 235 236 300.000 4 0407 237 199 340.000 3 0408 236 237 500.000 4 0409 238 217 340.000 4 0410 237 238 300.000 4 0411 239 202 340.000 3 0412 238 239 300.000 4 0413 240 221 340.000 4 0414 239 240 300.000 4 0415 241 205 340.000 3 0416 240 241 300.000 4 0417 242 266 300.000 3 0418 243 270 300.000 3 0419 244 245 500.000 3 0420 245 274 300.000 3 0421 246 278 300.000 3 0422 242 248 680.000 3 0423 248 282 250.000 3 0424 249 292 340.000 3 0425 243 251 680.000 3 0426 251 284 250.000 3 0427 252 294 340.000 3 0428 244 254 680.000 3 0429 254 286 250.000 3 0430 255 296 340.000 3 0431 245 257 680.000 3 0432 257 287 250.000 3 0433 258 297 340.000 3 0434 246 260 680.000 3 0435 260 289 250.000 3 0436 261 299 340.000 3 0437 247 263 680.000 3 0438 263 291 250.000 3 0439 264 301 340.000 3 0440 248 267 300.000 3 0441 251 271 300.000 3 0


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22







(cm)Property β

(degrees)442 254 532 50.000 3 0443 257 275 300.000 3 0444 260 279 300.000 3 0445 249 268 300.000 3 0446 252 272 300.000 3 0447 255 470 250.000 3 0448 258 276 300.000 3 0449 261 280 300.000 3 0450 250 269 300.000 3 0451 253 273 300.000 3 0452 256 259 500.000 3 0453 259 277 300.000 3 0454 262 281 300.000 3 0455 266 243 300.000 3 0456 267 251 300.000 3 0457 266 267 680.000 4 0458 268 252 300.000 3 0459 267 283 250.000 4 0460 269 253 300.000 3 0461 268 293 340.000 4 0462 270 244 300.000 3 0463 271 254 300.000 3 0464 270 271 680.000 4 0465 272 255 300.000 3 0466 271 285 250.000 4 0467 273 256 300.000 3 0468 272 295 340.000 4 0469 274 246 300.000 3 0470 275 260 300.000 3 0471 274 275 680.000 4 0472 276 261 300.000 3 0473 275 288 250.000 4 0474 277 262 300.000 3 0475 276 298 340.000 4 0476 278 247 300.000 3 0477 279 263 300.000 3 0478 278 279 680.000 4 0479 280 264 300.000 3 0480 279 290 250.000 4 0481 281 265 300.000 3 0482 280 300 340.000 4 0483 282 249 250.000 3 0484 283 268 250.000 4 0485 282 283 300.000 4 0486 284 252 250.000 3 0487 283 284 300.000 4 0488 285 272 250.000 4 0489 284 285 300.000 4 0490 286 468 30.000 3 0


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23







(cm)Property β

(degrees)491 285 286 300.000 4 0492 287 469 30.000 3 0493 286 466 250.000 4 0494 288 276 250.000 4 0495 287 288 300.000 4 0496 289 261 250.000 3 0497 288 289 300.000 4 0498 290 280 250.000 4 0499 289 290 300.000 4 0500 291 264 250.000 3 0501 290 291 300.000 4 0502 292 250 340.000 3 0503 293 269 340.000 4 0504 292 293 300.000 4 0505 294 253 340.000 3 0506 293 294 300.000 4 0507 295 273 340.000 4 0508 294 295 300.000 4 0509 296 256 340.000 3 0510 295 296 300.000 4 0511 297 259 340.000 3 0512 296 297 500.000 4 0513 298 277 340.000 4 0514 297 298 300.000 4 0515 299 262 340.000 3 0516 298 299 300.000 4 0517 300 281 340.000 4 0518 299 300 300.000 4 0519 301 265 340.000 3 0520 300 301 300.000 4 0521 302 326 300.000 3 0522 303 330 300.000 3 0523 304 305 500.000 3 0524 305 334 300.000 3 0525 306 338 300.000 3 0526 302 308 680.000 3 0527 308 342 250.000 3 0528 309 352 340.000 3 0529 303 311 680.000 3 0530 311 344 250.000 3 0531 312 354 340.000 3 0532 304 314 680.000 3 0533 314 346 250.000 3 0534 315 356 340.000 3 0535 305 317 680.000 3 0536 317 347 250.000 3 0537 318 357 340.000 3 0538 306 320 680.000 3 0539 320 349 250.000 3 0


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24







(cm)Property β

(degrees)540 321 359 340.000 3 0541 307 323 680.000 3 0542 323 351 250.000 3 0543 324 361 340.000 3 0544 308 327 300.000 3 0545 311 331 300.000 3 0546 314 530 50.000 3 0547 317 335 300.000 3 0548 320 339 300.000 3 0549 309 328 300.000 3 0550 312 332 300.000 3 0551 315 475 250.000 3 0552 318 336 300.000 3 0553 321 340 300.000 3 0554 310 329 300.000 3 0555 313 333 300.000 3 0556 316 319 500.000 3 0557 319 337 300.000 3 0558 322 341 300.000 3 0559 326 303 300.000 3 0560 327 311 300.000 3 0561 326 327 680.000 4 0562 328 312 300.000 3 0563 327 343 250.000 4 0564 329 313 300.000 3 0565 328 353 340.000 4 0566 330 304 300.000 3 0567 331 314 300.000 3 0568 330 331 680.000 4 0569 332 315 300.000 3 0570 331 345 250.000 4 0571 333 316 300.000 3 0572 332 355 340.000 4 0573 334 306 300.000 3 0574 335 320 300.000 3 0575 334 335 680.000 4 0576 336 321 300.000 3 0577 335 348 250.000 4 0578 337 322 300.000 3 0579 336 358 340.000 4 0580 338 307 300.000 3 0581 339 323 300.000 3 0582 338 339 680.000 4 0583 340 324 300.000 3 0584 339 350 250.000 4 0585 341 325 300.000 3 0586 340 360 340.000 4 0587 342 309 250.000 3 0588 343 328 250.000 4 0


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25







(cm)Property β

(degrees)589 342 343 300.000 4 0590 344 312 250.000 3 0591 343 344 300.000 4 0592 345 332 250.000 4 0593 344 345 300.000 4 0594 346 473 30.000 3 0595 345 346 300.000 4 0596 347 474 30.000 3 0597 346 471 250.000 4 0598 348 336 250.000 4 0599 347 348 300.000 4 0600 349 321 250.000 3 0601 348 349 300.000 4 0602 350 340 250.000 4 0603 349 350 300.000 4 0604 351 324 250.000 3 0605 350 351 300.000 4 0606 352 310 340.000 3 0607 353 329 340.000 4 0608 352 353 300.000 4 0609 354 313 340.000 3 0610 353 354 300.000 4 0611 355 333 340.000 4 0612 354 355 300.000 4 0613 356 316 340.000 3 0614 355 356 300.000 4 0615 357 319 340.000 3 0616 356 357 500.000 4 0617 358 337 340.000 4 0618 357 358 300.000 4 0619 359 322 340.000 3 0620 358 359 300.000 4 0621 360 341 340.000 4 0622 359 360 300.000 4 0623 361 325 340.000 3 0624 360 361 300.000 4 0625 362 386 300.000 3 0626 363 390 300.000 3 0627 364 365 500.000 3 0628 365 394 300.000 3 0629 366 398 300.000 3 0630 362 368 680.000 3 0631 368 402 250.000 3 0632 369 412 340.000 3 0633 363 371 680.000 3 0634 371 404 250.000 3 0635 372 414 340.000 3 0636 364 374 680.000 3 0637 374 406 250.000 3 0


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26







(cm)Property β

(degrees)638 375 416 340.000 3 0639 365 377 680.000 3 0640 377 407 250.000 3 0641 378 417 340.000 3 0642 366 380 680.000 3 0643 380 409 250.000 3 0644 381 419 340.000 3 0645 367 383 680.000 3 0646 383 411 250.000 3 0647 384 421 340.000 3 0648 368 387 300.000 3 0649 371 391 300.000 3 0650 374 528 50.000 3 0651 377 395 300.000 3 0652 380 399 300.000 3 0653 369 388 300.000 3 0654 372 392 300.000 3 0655 375 480 250.000 3 0656 378 396 300.000 3 0657 381 400 300.000 3 0658 370 389 300.000 3 0659 373 393 300.000 3 0660 376 379 500.000 3 0661 379 397 300.000 3 0662 382 401 300.000 3 0663 386 363 300.000 3 0664 387 371 300.000 3 0665 386 387 680.000 4 0666 388 372 300.000 3 0667 387 403 250.000 4 0668 389 373 300.000 3 0669 388 413 340.000 4 0670 390 364 300.000 3 0671 391 374 300.000 3 0672 390 391 680.000 4 0673 392 375 300.000 3 0674 391 405 250.000 4 0675 393 376 300.000 3 0676 392 415 340.000 4 0677 394 366 300.000 3 0678 395 380 300.000 3 0679 394 395 680.000 4 0680 396 381 300.000 3 0681 395 408 250.000 4 0682 397 382 300.000 3 0683 396 418 340.000 4 0684 398 367 300.000 3 0685 399 383 300.000 3 0686 398 399 680.000 4 0


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27







(cm)Property β

(degrees)687 400 384 300.000 3 0688 399 410 250.000 4 0689 401 385 300.000 3 0690 400 420 340.000 4 0691 402 369 250.000 3 0692 403 388 250.000 4 0693 402 403 300.000 4 0694 404 372 250.000 3 0695 403 404 300.000 4 0696 405 392 250.000 4 0697 404 405 300.000 4 0698 406 478 30.000 3 0699 405 406 300.000 4 0700 407 479 30.000 3 0701 406 476 250.000 4 0702 408 396 250.000 4 0703 407 408 300.000 4 0704 409 381 250.000 3 0705 408 409 300.000 4 0706 410 400 250.000 4 0707 409 410 300.000 4 0708 411 384 250.000 3 0709 410 411 300.000 4 0710 412 370 340.000 3 0711 413 389 340.000 4 0712 412 413 300.000 4 0713 414 373 340.000 3 0714 413 414 300.000 4 0715 415 393 340.000 4 0716 414 415 300.000 4 0717 416 376 340.000 3 0718 415 416 300.000 4 0719 417 379 340.000 3 0720 416 417 500.000 4 0721 418 397 340.000 4 0722 417 418 300.000 4 0723 419 382 340.000 3 0724 418 419 300.000 4 0725 420 401 340.000 4 0726 419 420 300.000 4 0727 421 385 340.000 3 0728 420 421 300.000 4 0833 2 62 440.000 7 0834 62 122 440.000 8 0835 122 182 440.000 9 0836 182 242 440.000 10 0837 242 302 440.000 11 0838 302 362 440.000 12 0839 362 422 440.000 13 0


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28







(cm)Property β

(degrees)840 8 68 440.000 7 0841 68 128 440.000 8 0842 128 188 440.000 9 0843 188 248 440.000 10 0844 248 308 440.000 11 0845 308 368 440.000 12 0846 368 428 440.000 13 0847 9 69 440.000 7 0848 69 129 440.000 8 0849 129 189 440.000 9 0850 189 249 440.000 10 0851 249 309 440.000 11 0852 309 369 440.000 12 0853 369 429 440.000 13 0854 10 70 440.000 7 0855 70 130 440.000 8 0856 130 190 440.000 9 0857 190 250 440.000 10 0858 250 310 440.000 11 0859 310 370 440.000 12 0860 370 430 440.000 13 0861 7 67 440.000 7 0862 67 127 440.000 8 0863 127 187 440.000 9 0864 187 247 440.000 10 0865 247 307 440.000 11 0866 307 367 440.000 12 0867 367 427 440.000 13 0868 6 66 440.000 7 0869 66 126 440.000 8 0870 126 186 440.000 9 0871 186 246 440.000 10 0872 246 306 440.000 11 0873 306 366 440.000 12 0874 366 426 440.000 13 0875 5 65 440.000 7 0876 65 125 440.000 8 0877 125 185 440.000 9 0878 185 245 440.000 10 0879 245 305 440.000 11 0880 305 365 440.000 12 0881 365 425 440.000 13 0882 4 64 440.000 7 0883 64 124 440.000 8 0884 124 184 440.000 9 0885 184 244 440.000 10 0886 244 304 440.000 11 0887 304 364 440.000 12 0888 364 424 440.000 13 0


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29







(cm)Property β

(degrees)889 3 63 440.000 7 0890 63 123 440.000 8 0891 123 183 440.000 9 0892 183 243 440.000 10 0893 243 303 440.000 11 0894 303 363 440.000 12 0895 363 423 440.000 13 0896 23 83 440.000 7 0897 83 143 440.000 8 0898 143 203 440.000 9 0899 203 263 440.000 10 0900 263 323 440.000 11 0901 323 383 440.000 12 0902 383 435 440.000 13 0903 20 80 440.000 7 0904 80 140 440.000 8 0905 140 200 440.000 9 0906 200 260 440.000 10 0907 260 320 440.000 11 0908 320 380 440.000 12 0909 380 434 440.000 13 0910 17 77 440.000 7 0911 77 137 440.000 8 0912 137 197 440.000 9 0913 197 257 440.000 10 0914 257 317 440.000 11 0915 317 377 440.000 12 0916 377 433 440.000 13 0917 14 74 440.000 7 0918 74 134 440.000 8 0919 134 194 440.000 9 0920 194 254 440.000 10 0921 254 314 440.000 11 0922 314 374 440.000 12 0923 374 432 440.000 13 0924 11 71 440.000 7 0925 71 131 440.000 8 0926 131 191 440.000 9 0927 191 251 440.000 10 0928 251 311 440.000 11 0929 311 371 440.000 12 0930 371 431 440.000 13 0931 24 84 440.000 7 0932 84 144 440.000 8 0933 144 204 440.000 9 0934 204 264 440.000 10 0935 264 324 440.000 11 0936 324 384 440.000 12 0937 384 440 440.000 13 0


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30







(cm)Property β

(degrees)938 21 81 440.000 7 0939 81 141 440.000 8 0940 141 201 440.000 9 0941 201 261 440.000 10 0942 261 321 440.000 11 0943 321 381 440.000 12 0944 381 439 440.000 13 0945 18 78 440.000 7 0946 78 138 440.000 8 0947 138 198 440.000 9 0948 198 258 440.000 10 0949 258 318 440.000 11 0950 318 378 440.000 12 0951 378 438 440.000 13 0952 15 75 440.000 7 0953 75 135 440.000 8 0954 135 195 440.000 9 0955 195 255 440.000 10 0956 255 315 440.000 11 0957 315 375 440.000 12 0958 375 437 440.000 13 0959 12 72 440.000 7 0960 72 132 440.000 8 0961 132 192 440.000 9 0962 192 252 440.000 10 0963 252 312 440.000 11 0964 312 372 440.000 12 0965 372 436 440.000 13 0966 25 85 440.000 7 0967 85 145 440.000 8 0968 145 205 440.000 9 0969 205 265 440.000 10 0970 265 325 440.000 11 0971 325 385 440.000 12 0972 385 445 440.000 13 0973 22 82 440.000 7 0974 82 142 440.000 8 0975 142 202 440.000 9 0976 202 262 440.000 10 0977 262 322 440.000 11 0978 322 382 440.000 12 0979 382 444 440.000 13 0980 19 79 440.000 7 0981 79 139 440.000 8 0982 139 199 440.000 9 0983 199 259 440.000 10 0984 259 319 440.000 11 0985 319 379 440.000 12 0986 379 443 440.000 13 0


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31







(cm)Property β

(degrees)987 16 76 440.000 7 0988 76 136 440.000 8 0989 136 196 440.000 9 0990 196 256 440.000 10 0991 256 316 440.000 11 0992 316 376 440.000 12 0993 376 442 440.000 13 0994 13 73 440.000 7 0995 73 133 440.000 8 0996 133 193 440.000 9 0997 193 253 440.000 10 0998 253 313 440.000 11 0999 313 373 440.000 12 0

1000 373 441 440.000 13 01354 446 47 250.000 6 01355 448 15 220.000 5 01357 449 18 220.000 5 01359 450 18 250.000 5 01362 451 107 250.000 4 01363 453 75 220.000 3 01365 454 78 220.000 3 01367 455 78 250.000 3 01370 456 167 250.000 4 01371 458 135 220.000 3 01373 459 138 220.000 3 01375 460 138 250.000 3 01378 461 227 250.000 4 01379 463 195 220.000 3 01381 464 198 220.000 3 01383 465 198 250.000 3 01386 466 287 250.000 4 01387 468 255 220.000 3 01389 469 258 220.000 3 01391 470 258 250.000 3 01394 471 347 250.000 4 01395 473 315 220.000 3 01397 474 318 220.000 3 01399 475 318 250.000 3 01402 476 407 250.000 4 01403 478 375 220.000 3 01405 479 378 220.000 3 01407 480 378 250.000 3 01410 481 541 50.000 5 01411 482 483 100.000 5 01412 483 484 100.000 5 01413 484 17 100.000 5 01415 486 539 50.000 3 01416 487 488 100.000 3 01417 488 527 50.000 3 0


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32







(cm)Property β

(degrees)1418 489 526 50.000 3 01420 491 537 50.000 3 01421 492 493 100.000 3 01422 493 525 50.000 3 01423 494 524 50.000 3 01425 496 535 50.000 3 01426 497 498 100.000 3 01427 498 523 50.000 3 01428 499 522 50.000 3 01430 501 533 50.000 3 01431 502 503 100.000 3 01432 503 521 50.000 3 01433 504 520 50.000 3 01435 506 531 50.000 3 01436 507 508 100.000 3 01437 508 519 50.000 3 01438 509 518 50.000 3 01440 511 529 50.000 3 01441 512 513 100.000 3 01442 513 517 50.000 3 01443 514 516 50.000 3 01445 516 377 50.000 3 01446 517 514 50.000 3 01447 518 317 50.000 3 01448 519 509 50.000 3 01449 520 257 50.000 3 01450 521 504 50.000 3 01451 522 197 50.000 3 01452 523 499 50.000 3 01453 524 137 50.000 3 01454 525 494 50.000 3 01455 526 77 50.000 3 01456 527 489 50.000 3 01457 528 511 50.000 3 01458 529 512 50.000 3 01459 530 506 50.000 3 01460 531 507 50.000 3 01461 532 501 50.000 3 01462 533 502 50.000 3 01463 534 496 50.000 3 01464 535 497 50.000 3 01465 536 491 50.000 3 01466 537 492 50.000 3 01467 538 486 50.000 3 01468 539 487 50.000 3 01469 540 481 50.000 5 01470 541 482 50.000 5 0


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PlatesPlate Node A Node B Node C Node D Property

1001 2 26 27 8 21002 26 3 11 27 21003 3 30 31 11 21004 30 4 14 31 21005 5 34 35 17 21006 34 6 20 35 21007 6 38 39 20 21008 38 7 23 39 21009 8 27 43 42 21010 42 43 28 9 21011 27 11 44 43 21012 43 44 12 28 21013 11 31 45 44 21014 44 45 32 12 21015 31 14 46 45 21016 45 46 15 32 21017 14 17 47 46 21019 17 35 48 47 21020 47 48 36 18 21021 35 20 49 48 21022 48 49 21 36 21023 20 39 50 49 21024 49 50 40 21 21025 39 23 51 50 21026 50 51 24 40 21027 9 28 53 52 21028 28 12 54 53 21029 52 53 29 10 21030 53 54 13 29 21031 12 32 55 54 21032 32 15 56 55 21033 54 55 33 13 21034 55 56 16 33 21035 15 18 57 56 21036 56 57 19 16 21037 18 36 58 57 21038 57 58 37 19 21039 36 21 59 58 21040 58 59 22 37 21041 21 40 60 59 21042 40 24 61 60 21043 59 60 41 22 21044 60 61 25 41 21045 62 86 87 68 11046 86 63 71 87 11047 63 90 91 71 11048 90 64 74 91 11049 65 94 95 77 11050 94 66 80 95 1


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Plates Cont...Plate Node A Node B Node C Node D Property

1051 66 98 99 80 11052 98 67 83 99 11053 68 87 103 102 11054 102 103 88 69 11055 87 71 104 103 11056 103 104 72 88 11057 71 91 105 104 11058 104 105 92 72 11059 91 74 106 105 11060 105 106 75 92 11061 74 77 107 106 11063 77 95 108 107 11064 107 108 96 78 11065 95 80 109 108 11066 108 109 81 96 11067 80 99 110 109 11068 109 110 100 81 11069 99 83 111 110 11070 110 111 84 100 11071 69 88 113 112 11072 88 72 114 113 11073 112 113 89 70 11074 113 114 73 89 11075 72 92 115 114 11076 92 75 116 115 11077 114 115 93 73 11078 115 116 76 93 11079 75 78 117 116 11080 116 117 79 76 11081 78 96 118 117 11082 117 118 97 79 11083 96 81 119 118 11084 118 119 82 97 11085 81 100 120 119 11086 100 84 121 120 11087 119 120 101 82 11088 120 121 85 101 11089 122 146 147 128 11090 146 123 131 147 11091 123 150 151 131 11092 150 124 134 151 11093 125 154 155 137 11094 154 126 140 155 11095 126 158 159 140 11096 158 127 143 159 11097 128 147 163 162 11098 162 163 148 129 11099 147 131 164 163 11100 163 164 132 148 1


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1101 131 151 165 164 11102 164 165 152 132 11103 151 134 166 165 11104 165 166 135 152 11105 134 137 167 166 11107 137 155 168 167 11108 167 168 156 138 11109 155 140 169 168 11110 168 169 141 156 11111 140 159 170 169 11112 169 170 160 141 11113 159 143 171 170 11114 170 171 144 160 11115 129 148 173 172 11116 148 132 174 173 11117 172 173 149 130 11118 173 174 133 149 11119 132 152 175 174 11120 152 135 176 175 11121 174 175 153 133 11122 175 176 136 153 11123 135 138 177 176 11124 176 177 139 136 11125 138 156 178 177 11126 177 178 157 139 11127 156 141 179 178 11128 178 179 142 157 11129 141 160 180 179 11130 160 144 181 180 11131 179 180 161 142 11132 180 181 145 161 11133 182 206 207 188 11134 206 183 191 207 11135 183 210 211 191 11136 210 184 194 211 11137 185 214 215 197 11138 214 186 200 215 11139 186 218 219 200 11140 218 187 203 219 11141 188 207 223 222 11142 222 223 208 189 11143 207 191 224 223 11144 223 224 192 208 11145 191 211 225 224 11146 224 225 212 192 11147 211 194 226 225 11148 225 226 195 212 11149 194 197 227 226 11151 197 215 228 227 1


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1152 227 228 216 198 11153 215 200 229 228 11154 228 229 201 216 11155 200 219 230 229 11156 229 230 220 201 11157 219 203 231 230 11158 230 231 204 220 11159 189 208 233 232 11160 208 192 234 233 11161 232 233 209 190 11162 233 234 193 209 11163 192 212 235 234 11164 212 195 236 235 11165 234 235 213 193 11166 235 236 196 213 11167 195 198 237 236 11168 236 237 199 196 11169 198 216 238 237 11170 237 238 217 199 11171 216 201 239 238 11172 238 239 202 217 11173 201 220 240 239 11174 220 204 241 240 11175 239 240 221 202 11176 240 241 205 221 11177 242 266 267 248 11178 266 243 251 267 11179 243 270 271 251 11180 270 244 254 271 11181 245 274 275 257 11182 274 246 260 275 11183 246 278 279 260 11184 278 247 263 279 11185 248 267 283 282 11186 282 283 268 249 11187 267 251 284 283 11188 283 284 252 268 11189 251 271 285 284 11190 284 285 272 252 11191 271 254 286 285 11192 285 286 255 272 11193 254 257 287 286 11195 257 275 288 287 11196 287 288 276 258 11197 275 260 289 288 11198 288 289 261 276 11199 260 279 290 289 11200 289 290 280 261 11201 279 263 291 290 1


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1202 290 291 264 280 11203 249 268 293 292 11204 268 252 294 293 11205 292 293 269 250 11206 293 294 253 269 11207 252 272 295 294 11208 272 255 296 295 11209 294 295 273 253 11210 295 296 256 273 11211 255 258 297 296 11212 296 297 259 256 11213 258 276 298 297 11214 297 298 277 259 11215 276 261 299 298 11216 298 299 262 277 11217 261 280 300 299 11218 280 264 301 300 11219 299 300 281 262 11220 300 301 265 281 11221 302 326 327 308 11222 326 303 311 327 11223 303 330 331 311 11224 330 304 314 331 11225 305 334 335 317 11226 334 306 320 335 11227 306 338 339 320 11228 338 307 323 339 11229 308 327 343 342 11230 342 343 328 309 11231 327 311 344 343 11232 343 344 312 328 11233 311 331 345 344 11234 344 345 332 312 11235 331 314 346 345 11236 345 346 315 332 11237 314 317 347 346 11239 317 335 348 347 11240 347 348 336 318 11241 335 320 349 348 11242 348 349 321 336 11243 320 339 350 349 11244 349 350 340 321 11245 339 323 351 350 11246 350 351 324 340 11247 309 328 353 352 11248 328 312 354 353 11249 352 353 329 310 11250 353 354 313 329 11251 312 332 355 354 1


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1252 332 315 356 355 11253 354 355 333 313 11254 355 356 316 333 11255 315 318 357 356 11256 356 357 319 316 11257 318 336 358 357 11258 357 358 337 319 11259 336 321 359 358 11260 358 359 322 337 11261 321 340 360 359 11262 340 324 361 360 11263 359 360 341 322 11264 360 361 325 341 11309 4 5 17 14 21310 362 386 387 368 11311 386 363 371 387 11312 363 390 391 371 11313 390 364 374 391 11314 365 394 395 377 11315 394 366 380 395 11316 366 398 399 380 11317 398 367 383 399 11318 368 387 403 402 11319 387 371 404 403 11320 371 391 405 404 11321 391 374 406 405 11322 374 377 407 406 11323 377 395 408 407 11324 395 380 409 408 11325 380 399 410 409 11326 399 383 411 410 11327 402 403 388 369 11328 403 404 372 388 11329 404 405 392 372 11330 405 406 375 392 11332 407 408 396 378 11333 408 409 381 396 11334 409 410 400 381 11335 410 411 384 400 11336 369 388 413 412 11337 388 372 414 413 11338 372 392 415 414 11339 392 375 416 415 11340 375 378 417 416 11341 378 396 418 417 11342 396 381 419 418 11343 381 400 420 419 11344 400 384 421 420 11345 412 413 389 370 1


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1346 413 414 373 389 11347 414 415 393 373 11348 415 416 376 393 11349 416 417 379 376 11350 417 418 397 379 11351 418 419 382 397 11352 419 420 401 382 11353 420 421 385 401 11356 46 446 447 448 21358 446 47 449 447 21360 448 447 450 15 21361 447 449 18 450 21364 106 451 452 453 11366 451 107 454 452 11368 453 452 455 75 11369 452 454 78 455 11372 166 456 457 458 11374 456 167 459 457 11376 458 457 460 135 11377 457 459 138 460 11380 226 461 462 463 11382 461 227 464 462 11384 463 462 465 195 11385 462 464 198 465 11388 286 466 467 468 11390 466 287 469 467 11392 468 467 470 255 11393 467 469 258 470 11396 346 471 472 473 11398 471 347 474 472 11400 473 472 475 315 11401 472 474 318 475 11404 406 476 477 478 11406 476 407 479 477 11408 478 477 480 375 11409 477 479 378 480 1


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Section PropertiesProp Section Area

(cm2)Iyy

(cm4)Izz

(cm4)J

(cm4)Material

3 Rect 0.40x0.20 800.000 26.7E 3 107E 3 73.2E 3 CONCRETE4 Rect 0.35x0.20 700.000 23.3E 3 71.5E 3 60E 3 CONCRETE5 Rect 0.30x0.20 600.000 20E 3 45E 3 47E 3 CONCRETE6 Rect 0.25x0.20 500.000 16.7E 3 26E 3 34.2E 3 CONCRETE7 Rect 0.25x0.25 625.000 32.6E 3 32.6E 3 54.9E 3 CONCRETE8 Rect 0.35x0.35 1.22E 3 125E 3 125E 3 211E 3 CONCRETE9 Rect 0.45x0.45 2.02E 3 342E 3 342E 3 577E 3 CONCRETE

10 Rect 0.50x0.50 2.5E 3 521E 3 521E 3 879E 3 CONCRETE11 Rect 0.55x0.55 3.03E 3 763E 3 763E 3 1.29E 6 CONCRETE12 Rect 0.60x0.60 3.6E 3 1.08E 6 1.08E 6 1.82E 6 CONCRETE13 Rect 0.65x0.65 4.22E 3 1.49E 6 1.49E 6 2.51E 6 CONCRETE

Plate ThicknessProp Node A

(cm)Node B

(cm)Node C

(cm)Node D

(cm)Material

1 12.000 12.000 12.000 12.000 CONCRETE2 10.000 10.000 10.000 10.000 CONCRETE

MaterialsMat Name E

(kN/mm2)ν Density

(kg/m3)α

(1/°K)1 STEEL 205.000 0.300 7.83E 3 12E -62 ALUMINUM 68.948 0.330 2.71E 3 23E -63 CONCRETE 21.718 0.170 2.4E 3 10E -6

SupportsNode X

(kN/mm)Y

(kN/mm)Z

(kN/mm)rX

(kN-m/deg)rY

(kN-m/deg)rZ

(kN-m/deg)422 Fixed Fixed Fixed Fixed Fixed Fixed423 Fixed Fixed Fixed Fixed Fixed Fixed424 Fixed Fixed Fixed Fixed Fixed Fixed425 Fixed Fixed Fixed Fixed Fixed Fixed426 Fixed Fixed Fixed Fixed Fixed Fixed427 Fixed Fixed Fixed Fixed Fixed Fixed428 Fixed Fixed Fixed Fixed Fixed Fixed429 Fixed Fixed Fixed Fixed Fixed Fixed430 Fixed Fixed Fixed Fixed Fixed Fixed431 Fixed Fixed Fixed Fixed Fixed Fixed432 Fixed Fixed Fixed Fixed Fixed Fixed433 Fixed Fixed Fixed Fixed Fixed Fixed434 Fixed Fixed Fixed Fixed Fixed Fixed435 Fixed Fixed Fixed Fixed Fixed Fixed436 Fixed Fixed Fixed Fixed Fixed Fixed437 Fixed Fixed Fixed Fixed Fixed Fixed


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Supports Cont...Node X

(kN/mm)Y

(kN/mm)Z

(kN/mm)rX

(kN-m/deg)rY

(kN-m/deg)rZ

(kN-m/deg)438 Fixed Fixed Fixed Fixed Fixed Fixed439 Fixed Fixed Fixed Fixed Fixed Fixed440 Fixed Fixed Fixed Fixed Fixed Fixed441 Fixed Fixed Fixed Fixed Fixed Fixed442 Fixed Fixed Fixed Fixed Fixed Fixed443 Fixed Fixed Fixed Fixed Fixed Fixed444 Fixed Fixed Fixed Fixed Fixed Fixed445 Fixed Fixed Fixed Fixed Fixed Fixed

ReleasesBeam ends not shown in this table are fixed in all directions.Beam Node x y z rx ry rz

1 2 Fixed Fixed Fixed Fixed Fixed Fixed1 26 Fixed Fixed Fixed Fixed Fixed Fixed2 3 Fixed Fixed Fixed Fixed Fixed Fixed2 30 Fixed Fixed Fixed Fixed Fixed Fixed3 4 Fixed Fixed Fixed Fixed Fixed Fixed3 5 Fixed Fixed Fixed Fixed Fixed Fixed4 5 Fixed Fixed Fixed Fixed Fixed Fixed4 34 Fixed Fixed Fixed Fixed Fixed Fixed5 6 Fixed Fixed Fixed Fixed Fixed Fixed5 38 Fixed Fixed Fixed Fixed Fixed Fixed6 2 Fixed Fixed Fixed Fixed Fixed Fixed6 8 Fixed Fixed Fixed Fixed Fixed Fixed7 8 Fixed Fixed Fixed Fixed Fixed Fixed7 42 Fixed Fixed Fixed Fixed Fixed Fixed8 9 Fixed Fixed Fixed Fixed Fixed Fixed8 52 Fixed Fixed Fixed Fixed Fixed Fixed9 3 Fixed Fixed Fixed Fixed Fixed Fixed9 11 Fixed Fixed Fixed Fixed Fixed Fixed

10 11 Fixed Fixed Fixed Fixed Fixed Fixed10 44 Fixed Fixed Fixed Fixed Fixed Fixed11 12 Fixed Fixed Fixed Fixed Fixed Fixed11 54 Fixed Fixed Fixed Fixed Fixed Fixed12 4 Fixed Fixed Fixed Fixed Fixed Fixed12 14 Fixed Fixed Fixed Fixed Fixed Fixed13 14 Fixed Fixed Fixed Fixed Fixed Fixed13 46 Fixed Fixed Fixed Fixed Fixed Fixed14 15 Fixed Fixed Fixed Fixed Fixed Fixed14 56 Fixed Fixed Fixed Fixed Fixed Fixed16 17 Fixed Fixed Fixed Fixed Fixed Fixed16 47 Fixed Fixed Fixed Fixed Fixed Fixed17 18 Fixed Fixed Fixed Fixed Fixed Fixed17 57 Fixed Fixed Fixed Fixed Fixed Fixed18 6 Fixed Fixed Fixed Fixed Fixed Fixed18 20 Fixed Fixed Fixed Fixed Fixed Fixed19 20 Fixed Fixed Fixed Fixed Fixed Fixed


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Releases Cont...Beam Node x y z rx ry rz

19 49 Fixed Fixed Fixed Fixed Fixed Fixed20 21 Fixed Fixed Fixed Fixed Fixed Fixed20 59 Fixed Fixed Fixed Fixed Fixed Fixed21 7 Fixed Fixed Fixed Fixed Fixed Fixed21 23 Fixed Fixed Fixed Fixed Fixed Fixed22 23 Fixed Fixed Fixed Fixed Fixed Fixed22 51 Fixed Fixed Fixed Fixed Fixed Fixed23 24 Fixed Fixed Fixed Fixed Fixed Fixed23 61 Fixed Fixed Fixed Fixed Fixed Fixed24 8 Fixed Fixed Fixed Fixed Fixed Fixed24 27 Fixed Fixed Fixed Fixed Fixed Fixed25 11 Fixed Fixed Fixed Fixed Fixed Fixed25 31 Fixed Fixed Fixed Fixed Fixed Fixed26 14 Fixed Fixed Fixed Fixed Fixed Fixed27 17 Fixed Fixed Fixed Fixed Fixed Fixed27 35 Fixed Fixed Fixed Fixed Fixed Fixed28 20 Fixed Fixed Fixed Fixed Fixed Fixed28 39 Fixed Fixed Fixed Fixed Fixed Fixed29 9 Fixed Fixed Fixed Fixed Fixed Fixed29 28 Fixed Fixed Fixed Fixed Fixed Fixed30 12 Fixed Fixed Fixed Fixed Fixed Fixed30 32 Fixed Fixed Fixed Fixed Fixed Fixed31 15 Fixed Fixed Fixed Fixed Fixed Fixed32 18 Fixed Fixed Fixed Fixed Fixed Fixed32 36 Fixed Fixed Fixed Fixed Fixed Fixed33 21 Fixed Fixed Fixed Fixed Fixed Fixed33 40 Fixed Fixed Fixed Fixed Fixed Fixed34 10 Fixed Fixed Fixed Fixed Fixed Fixed34 29 Fixed Fixed Fixed Fixed Fixed Fixed35 13 Fixed Fixed Fixed Fixed Fixed Fixed35 33 Fixed Fixed Fixed Fixed Fixed Fixed36 16 Fixed Fixed Fixed Fixed Fixed Fixed36 19 Fixed Fixed Fixed Fixed Fixed Fixed37 19 Fixed Fixed Fixed Fixed Fixed Fixed37 37 Fixed Fixed Fixed Fixed Fixed Fixed38 22 Fixed Fixed Fixed Fixed Fixed Fixed38 41 Fixed Fixed Fixed Fixed Fixed Fixed39 26 Fixed Fixed Fixed Fixed Fixed Fixed39 3 Fixed Fixed Fixed Fixed Fixed Fixed40 27 Fixed Fixed Fixed Fixed Fixed Fixed40 11 Fixed Fixed Fixed Fixed Fixed Fixed41 26 Fixed Fixed Fixed Fixed Fixed Fixed41 27 Fixed Fixed Fixed Fixed Fixed Fixed42 28 Fixed Fixed Fixed Fixed Fixed Fixed42 12 Fixed Fixed Fixed Fixed Fixed Fixed43 27 Fixed Fixed Fixed Fixed Fixed Fixed43 43 Fixed Fixed Fixed Fixed Fixed Fixed44 29 Fixed Fixed Fixed Fixed Fixed Fixed44 13 Fixed Fixed Fixed Fixed Fixed Fixed


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95 19 Fixed Fixed Fixed Fixed Fixed Fixed96 56 Fixed Fixed Fixed Fixed Fixed Fixed96 57 Fixed Fixed Fixed Fixed Fixed Fixed97 58 Fixed Fixed Fixed Fixed Fixed Fixed97 37 Fixed Fixed Fixed Fixed Fixed Fixed98 57 Fixed Fixed Fixed Fixed Fixed Fixed98 58 Fixed Fixed Fixed Fixed Fixed Fixed99 59 Fixed Fixed Fixed Fixed Fixed Fixed99 22 Fixed Fixed Fixed Fixed Fixed Fixed

100 58 Fixed Fixed Fixed Fixed Fixed Fixed100 59 Fixed Fixed Fixed Fixed Fixed Fixed101 60 Fixed Fixed Fixed Fixed Fixed Fixed101 41 Fixed Fixed Fixed Fixed Fixed Fixed102 59 Fixed Fixed Fixed Fixed Fixed Fixed102 60 Fixed Fixed Fixed Fixed Fixed Fixed103 61 Fixed Fixed Fixed Fixed Fixed Fixed103 25 Fixed Fixed Fixed Fixed Fixed Fixed104 60 Fixed Fixed Fixed Fixed Fixed Fixed104 61 Fixed Fixed Fixed Fixed Fixed Fixed105 62 Fixed Fixed Fixed Fixed Fixed Fixed105 86 Fixed Fixed Fixed Fixed Fixed Fixed106 63 Fixed Fixed Fixed Fixed Fixed Fixed106 90 Fixed Fixed Fixed Fixed Fixed Fixed107 64 Fixed Fixed Fixed Fixed Fixed Fixed107 65 Fixed Fixed Fixed Fixed Fixed Fixed108 65 Fixed Fixed Fixed Fixed Fixed Fixed108 94 Fixed Fixed Fixed Fixed Fixed Fixed109 66 Fixed Fixed Fixed Fixed Fixed Fixed109 98 Fixed Fixed Fixed Fixed Fixed Fixed110 62 Fixed Fixed Fixed Fixed Fixed Fixed110 68 Fixed Fixed Fixed Fixed Fixed Fixed111 68 Fixed Fixed Fixed Fixed Fixed Fixed111 102 Fixed Fixed Fixed Fixed Fixed Fixed112 69 Fixed Fixed Fixed Fixed Fixed Fixed112 112 Fixed Fixed Fixed Fixed Fixed Fixed113 63 Fixed Fixed Fixed Fixed Fixed Fixed113 71 Fixed Fixed Fixed Fixed Fixed Fixed114 71 Fixed Fixed Fixed Fixed Fixed Fixed114 104 Fixed Fixed Fixed Fixed Fixed Fixed115 72 Fixed Fixed Fixed Fixed Fixed Fixed115 114 Fixed Fixed Fixed Fixed Fixed Fixed116 64 Fixed Fixed Fixed Fixed Fixed Fixed116 74 Fixed Fixed Fixed Fixed Fixed Fixed117 74 Fixed Fixed Fixed Fixed Fixed Fixed117 106 Fixed Fixed Fixed Fixed Fixed Fixed118 75 Fixed Fixed Fixed Fixed Fixed Fixed118 116 Fixed Fixed Fixed Fixed Fixed Fixed120 77 Fixed Fixed Fixed Fixed Fixed Fixed120 107 Fixed Fixed Fixed Fixed Fixed Fixed


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1354 47 Fixed Fixed Fixed Fixed Fixed Fixed1355 15 Fixed Fixed Fixed Fixed Fixed Fixed1357 18 Fixed Fixed Fixed Fixed Fixed Fixed1359 18 Fixed Fixed Fixed Fixed Fixed Fixed1362 107 Fixed Fixed Fixed Fixed Fixed Fixed1363 75 Fixed Fixed Fixed Fixed Fixed Fixed1365 78 Fixed Fixed Fixed Fixed Fixed Fixed1367 78 Fixed Fixed Fixed Fixed Fixed Fixed1370 167 Fixed Fixed Fixed Fixed Fixed Fixed1371 135 Fixed Fixed Fixed Fixed Fixed Fixed1373 138 Fixed Fixed Fixed Fixed Fixed Fixed1375 138 Fixed Fixed Fixed Fixed Fixed Fixed1378 227 Fixed Fixed Fixed Fixed Fixed Fixed1379 195 Fixed Fixed Fixed Fixed Fixed Fixed1381 198 Fixed Fixed Fixed Fixed Fixed Fixed1383 198 Fixed Fixed Fixed Fixed Fixed Fixed1386 287 Fixed Fixed Fixed Fixed Fixed Fixed1387 255 Fixed Fixed Fixed Fixed Fixed Fixed1389 258 Fixed Fixed Fixed Fixed Fixed Fixed1391 258 Fixed Fixed Fixed Fixed Fixed Fixed1394 347 Fixed Fixed Fixed Fixed Fixed Fixed1395 315 Fixed Fixed Fixed Fixed Fixed Fixed1397 318 Fixed Fixed Fixed Fixed Fixed Fixed1399 318 Fixed Fixed Fixed Fixed Fixed Fixed1402 407 Fixed Fixed Fixed Fixed Fixed Fixed1403 375 Fixed Fixed Fixed Fixed Fixed Fixed1405 378 Fixed Fixed Fixed Fixed Fixed Fixed1407 378 Fixed Fixed Fixed Fixed Fixed Fixed1413 17 Fixed Fixed Fixed Fixed Fixed Fixed1445 377 Fixed Fixed Fixed Fixed Fixed Fixed1447 317 Fixed Fixed Fixed Fixed Fixed Fixed1449 257 Fixed Fixed Fixed Fixed Fixed Fixed1451 197 Fixed Fixed Fixed Fixed Fixed Fixed1453 137 Fixed Fixed Fixed Fixed Fixed Fixed1455 77 Fixed Fixed Fixed Fixed Fixed Fixed

Basic Load CasesNumber Name

1 DEAD LOAD ( DL )2 LIVE LOAD ( LL )3 WIND LOAD ( WL )4 EARTHQUAKE LOAD - X DIRECTION ( EL5 EARTHQUAKE LOAD - Y DIRECTION ( EL


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Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor

6 COMB. 1 ( 1.4 DL ) 1 DEAD LOAD ( DL ) 1.407 COMB. 2 ( 1.2 DL + 1.6 LL ) 1 DEAD LOAD ( DL ) 1.20

2 LIVE LOAD ( LL ) 1.608 COMB. 3 ( 1.2 DL + 1.0 LL + 1.6 WL ) 1 DEAD LOAD ( DL ) 1.20

2 LIVE LOAD ( LL ) 1.003 WIND LOAD ( WL ) 1.60

9 COMB. 4 ( 0.9 DL + 1.6 LL ) 1 DEAD LOAD ( DL ) 0.903 WIND LOAD ( WL ) 1.60

10 COMB. 5 ( 1.2 DL + 1.0 LL + 1.0 ELX ) 1 DEAD LOAD ( DL ) 1.202 LIVE LOAD ( LL ) 1.004 EARTHQUAKE LOAD - X DIRECTION ( EL 1.00

11 COMB. 6 ( 1.2 DL + 1.0 LL + 1.0 ELY ) 1 DEAD LOAD ( DL ) 1.202 LIVE LOAD ( LL ) 1.005 EARTHQUAKE LOAD - Y DIRECTION ( EL 1.00

12 COMB. 7 ( 1.2 DL + 1.0 LL - 1.0 ELX ) 1 DEAD LOAD ( DL ) 1.202 LIVE LOAD ( LL ) 1.004 EARTHQUAKE LOAD - X DIRECTION ( EL -1.00

13 COMB. 8 ( 1.2 DL + 1.0 LL - 1.0 ELY ) 1 DEAD LOAD ( DL ) 1.202 LIVE LOAD ( LL ) 1.005 EARTHQUAKE LOAD - Y DIRECTION ( EL -1.00

14 COMB. 9 ( 0.9 DL + 1.0 ELX ) 1 DEAD LOAD ( DL ) 0.904 EARTHQUAKE LOAD - X DIRECTION ( EL 1.00

15 COMB. 10 ( 0.9 DL + 1.0 ELY ) 1 DEAD LOAD ( DL ) 0.905 EARTHQUAKE LOAD - Y DIRECTION ( EL 1.00

16 COMB. 11 ( 0.9 DL - 1.0 ELX ) 1 DEAD LOAD ( DL ) 0.904 EARTHQUAKE LOAD - X DIRECTION ( EL -1.00

17 COMB. 12 ( 0.9 DL - 1.0 ELY ) 1 DEAD LOAD ( DL ) 0.905 EARTHQUAKE LOAD - Y DIRECTION ( EL -1.00

Load GeneratorsThere is no data of this type.


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Node Loads : 1 DEAD LOAD ( DL )Node FX

(kg)FY(kg)

FZ(kg)

MX(kNm)

MY(kNm)

MZ(kNm)

481 - -536.930 - - - -482 - 881.970 - - - -486 - -536.930 - - - -487 - 881.970 - - - -488 - -662.310 -247.000 - - -489 - 558.320 385.840 - - -491 - -536.930 - - - -492 - 881.970 - - - -493 - -662.310 -247.000 - - -494 - 558.320 385.840 - - -496 - -536.930 - - - -497 - 881.970 - - - -498 - -662.310 -247.000 - - -499 - 558.320 385.840 - - -501 - -536.930 - - - -502 - 881.970 - - - -503 - -662.310 -247.000 - - -504 - 558.320 385.840 - - -506 - -536.930 - - - -507 - 881.970 - - - -508 - -662.310 -247.000 - - -509 - 558.320 385.840 - - -511 - -536.930 - - - -512 - 881.970 - - - -513 - -662.310 -247.000 - - -514 - 558.320 385.840 - - -516 - -240.120 -123.440 - - -517 - -1.05E 3 -481.880 - - -518 - -240.120 -123.440 - - -519 - -1.05E 3 -481.880 - - -520 - -240.120 -123.440 - - -521 - -1.05E 3 -481.880 - - -522 - -240.120 -123.440 - - -523 - -1.05E 3 -481.880 - - -524 - -240.120 -123.440 - - -525 - -1.05E 3 -481.880 - - -526 - -240.120 -123.440 - - -527 - -1.05E 3 -481.880 - - -528 - -847.800 - - - -529 - -504.180 - - - -530 - -847.800 - - - -531 - -504.180 - - - -532 - -847.800 - - - -533 - -504.180 - - - -534 - -847.800 - - - -535 - -504.180 - - - -536 - -847.800 - - - -537 - -504.180 - - - -538 - -847.800 - - - -


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Node Loads : 1 DEAD LOAD ( DL ) Cont...Node FX

(kg)FY(kg)

FZ(kg)

MX(kNm)

MY(kNm)

MZ(kNm)

539 - -504.180 - - - -540 - -847.800 - - - -541 - -504.180 - - - -

Beam Loads : 1 DEAD LOAD ( DL )Beam Type Direction Fa Da

(cm)Fb Db Ecc.

(cm)1 UNI kN/m GY -2.942 - - - -2 UNI kN/m GY -2.942 - - - -3 UNI kN/m GY -12.945 - - - -4 UNI kN/m GY -2.942 - - - -5 UNI kN/m GY -2.942 - - - -6 UNI kN/m GY -2.942 - - - -7 UNI kN/m GY -2.942 - - - -8 UNI kN/m GY -2.942 - - - -

12 UNI kN/m GY -12.945 - - - -15 UNI kN/m GY -12.945 - - - -21 UNI kN/m GY -2.942 - - - -22 UNI kN/m GY -2.942 - - - -23 UNI kN/m GY -2.942 - - - -34 UNI kN/m GY -2.942 - - - -35 UNI kN/m GY -2.942 - - - -36 UNI kN/m GY -2.942 - - - -37 UNI kN/m GY -2.942 - - - -38 UNI kN/m GY -2.942 - - - -39 UNI kN/m GY -2.942 - - - -44 UNI kN/m GY -2.942 - - - -46 UNI kN/m GY -2.942 - - - -51 UNI kN/m GY -2.942 - - - -53 UNI kN/m GY -2.942 - - - -58 UNI kN/m GY -2.942 - - - -60 UNI kN/m GY -2.942 - - - -65 UNI kN/m GY -2.942 - - - -67 UNI kN/m GY -2.942 - - - -84 UNI kN/m GY -2.942 - - - -86 UNI kN/m GY -2.942 - - - -

103 UNI kN/m GY -2.942 - - - -105 UNI kN/m GY -12.945 - - - -106 UNI kN/m GY -12.945 - - - -107 UNI kN/m GY -12.945 - - - -108 UNI kN/m GY -12.945 - - - -109 UNI kN/m GY -12.945 - - - -110 UNI kN/m GY -12.945 - - - -111 UNI kN/m GY -12.945 - - - -112 UNI kN/m GY -12.945 - - - -116 UNI kN/m GY -12.945 - - - -119 UNI kN/m GY -12.945 - - - -


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Beam Loads : 1 DEAD LOAD ( DL ) Cont...Beam Type Direction Fa Da

(cm)Fb Db Ecc.

(cm)125 UNI kN/m GY -12.945 - - - -126 UNI kN/m GY -12.945 - - - -127 UNI kN/m GY -12.945 - - - -138 UNI kN/m GY -12.945 - - - -139 UNI kN/m GY -12.945 - - - -140 UNI kN/m GY -12.945 - - - -141 UNI kN/m GY -12.945 - - - -142 UNI kN/m GY -12.945 - - - -143 UNI kN/m GY -12.945 - - - -148 UNI kN/m GY -12.945 - - - -150 UNI kN/m GY -12.945 - - - -155 UNI kN/m GY -12.945 - - - -157 UNI kN/m GY -12.945 - - - -162 UNI kN/m GY -12.945 - - - -164 UNI kN/m GY -12.945 - - - -169 UNI kN/m GY -12.945 - - - -171 UNI kN/m GY -12.945 - - - -188 UNI kN/m GY -12.945 - - - -190 UNI kN/m GY -12.945 - - - -207 UNI kN/m GY -12.945 - - - -209 UNI kN/m GY -12.945 - - - -210 UNI kN/m GY -12.945 - - - -211 UNI kN/m GY -12.945 - - - -212 UNI kN/m GY -12.945 - - - -213 UNI kN/m GY -12.945 - - - -214 UNI kN/m GY -12.945 - - - -215 UNI kN/m GY -12.945 - - - -216 UNI kN/m GY -12.945 - - - -220 UNI kN/m GY -12.945 - - - -223 UNI kN/m GY -12.945 - - - -229 UNI kN/m GY -12.945 - - - -230 UNI kN/m GY -12.945 - - - -231 UNI kN/m GY -12.945 - - - -242 UNI kN/m GY -12.945 - - - -243 UNI kN/m GY -12.945 - - - -244 UNI kN/m GY -12.945 - - - -245 UNI kN/m GY -12.945 - - - -246 UNI kN/m GY -12.945 - - - -247 UNI kN/m GY -12.945 - - - -252 UNI kN/m GY -12.945 - - - -254 UNI kN/m GY -12.945 - - - -259 UNI kN/m GY -12.945 - - - -261 UNI kN/m GY -12.945 - - - -266 UNI kN/m GY -12.945 - - - -268 UNI kN/m GY -12.945 - - - -273 UNI kN/m GY -12.945 - - - -275 UNI kN/m GY -12.945 - - - -292 UNI kN/m GY -12.945 - - - -294 UNI kN/m GY -12.945 - - - -


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(cm)Fb Db Ecc.

(cm)632 UNI kN/m GY -12.945 - - - -636 UNI kN/m GY -12.945 - - - -639 UNI kN/m GY -12.945 - - - -645 UNI kN/m GY -12.945 - - - -646 UNI kN/m GY -12.945 - - - -647 UNI kN/m GY -12.945 - - - -658 UNI kN/m GY -12.945 - - - -659 UNI kN/m GY -12.945 - - - -660 UNI kN/m GY -12.945 - - - -661 UNI kN/m GY -12.945 - - - -662 UNI kN/m GY -12.945 - - - -663 UNI kN/m GY -12.945 - - - -668 UNI kN/m GY -12.945 - - - -670 UNI kN/m GY -12.945 - - - -675 UNI kN/m GY -12.945 - - - -677 UNI kN/m GY -12.945 - - - -682 UNI kN/m GY -12.945 - - - -684 UNI kN/m GY -12.945 - - - -689 UNI kN/m GY -12.945 - - - -691 UNI kN/m GY -12.945 - - - -708 UNI kN/m GY -12.945 - - - -710 UNI kN/m GY -12.945 - - - -727 UNI kN/m GY -12.945 - - - -

Plate Loads : 1 DEAD LOAD ( DL )Plate Type Direction Fa Fb X1

(cm)Y1

(cm)X2

(cm)Y2

(cm)1001 PRE N/mm2 GY -0.001 - - - - -1002 PRE N/mm2 GY -0.001 - - - - -1003 PRE N/mm2 GY -0.001 - - - - -1004 PRE N/mm2 GY -0.001 - - - - -1005 PRE N/mm2 GY -0.001 - - - - -1006 PRE N/mm2 GY -0.001 - - - - -1007 PRE N/mm2 GY -0.001 - - - - -1008 PRE N/mm2 GY -0.001 - - - - -1009 PRE N/mm2 GY -0.001 - - - - -1010 PRE N/mm2 GY -0.001 - - - - -1011 PRE N/mm2 GY -0.001 - - - - -1012 PRE N/mm2 GY -0.001 - - - - -1013 PRE N/mm2 GY -0.001 - - - - -1014 PRE N/mm2 GY -0.001 - - - - -1015 PRE N/mm2 GY -0.001 - - - - -1016 PRE N/mm2 GY -0.001 - - - - -1019 PRE N/mm2 GY -0.001 - - - - -1020 PRE N/mm2 GY -0.001 - - - - -1021 PRE N/mm2 GY -0.001 - - - - -1022 PRE N/mm2 GY -0.001 - - - - -


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Plate Loads : 1 DEAD LOAD ( DL ) Cont...Plate Type Direction Fa Fb X1

(cm)Y1

(cm)X2

(cm)Y2

(cm)1023 PRE N/mm2 GY -0.001 - - - - -1024 PRE N/mm2 GY -0.001 - - - - -1025 PRE N/mm2 GY -0.001 - - - - -1026 PRE N/mm2 GY -0.001 - - - - -1027 PRE N/mm2 GY -0.001 - - - - -1028 PRE N/mm2 GY -0.001 - - - - -1029 PRE N/mm2 GY -0.001 - - - - -1030 PRE N/mm2 GY -0.001 - - - - -1031 PRE N/mm2 GY -0.001 - - - - -1032 PRE N/mm2 GY -0.001 - - - - -1033 PRE N/mm2 GY -0.001 - - - - -1034 PRE N/mm2 GY -0.001 - - - - -1035 PRE N/mm2 GY -0.001 - - - - -1036 PRE N/mm2 GY -0.001 - - - - -1037 PRE N/mm2 GY -0.001 - - - - -1038 PRE N/mm2 GY -0.001 - - - - -1039 PRE N/mm2 GY -0.001 - - - - -1040 PRE N/mm2 GY -0.001 - - - - -1041 PRE N/mm2 GY -0.001 - - - - -1042 PRE N/mm2 GY -0.001 - - - - -1043 PRE N/mm2 GY -0.001 - - - - -1044 PRE N/mm2 GY -0.001 - - - - -1045 PRE N/mm2 GY -0.001 - - - - -1046 PRE N/mm2 GY -0.001 - - - - -1047 PRE N/mm2 GY -0.001 - - - - -1048 PRE N/mm2 GY -0.001 - - - - -1049 PRE N/mm2 GY -0.001 - - - - -1050 PRE N/mm2 GY -0.001 - - - - -1051 PRE N/mm2 GY -0.001 - - - - -1052 PRE N/mm2 GY -0.001 - - - - -1053 PRE N/mm2 GY -0.001 - - - - -1054 PRE N/mm2 GY -0.001 - - - - -1055 PRE N/mm2 GY -0.001 - - - - -1056 PRE N/mm2 GY -0.001 - - - - -1057 PRE N/mm2 GY -0.001 - - - - -1058 PRE N/mm2 GY -0.001 - - - - -1059 PRE N/mm2 GY -0.001 - - - - -1060 PRE N/mm2 GY -0.001 - - - - -1061 PRE N/mm2 GY -0.001 - - - - -1063 PRE N/mm2 GY -0.001 - - - - -1064 PRE N/mm2 GY -0.001 - - - - -1065 PRE N/mm2 GY -0.001 - - - - -1066 PRE N/mm2 GY -0.001 - - - - -1067 PRE N/mm2 GY -0.001 - - - - -1068 PRE N/mm2 GY -0.001 - - - - -1069 PRE N/mm2 GY -0.001 - - - - -1070 PRE N/mm2 GY -0.001 - - - - -1071 PRE N/mm2 GY -0.001 - - - - -1072 PRE N/mm2 GY -0.001 - - - - -


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(cm)Y1

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(cm)Y1

(cm)X2

(cm)Y2



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(cm)Y1

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(cm)Y1

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(cm)Y1

(cm)X2

(cm)Y2

(cm)1382 PRE N/mm2 GY -0.001 - - - - -1384 PRE N/mm2 GY -0.001 - - - - -1385 PRE N/mm2 GY -0.001 - - - - -1388 PRE N/mm2 GY -0.001 - - - - -1390 PRE N/mm2 GY -0.001 - - - - -1392 PRE N/mm2 GY -0.001 - - - - -1393 PRE N/mm2 GY -0.001 - - - - -1396 PRE N/mm2 GY -0.001 - - - - -1398 PRE N/mm2 GY -0.001 - - - - -1400 PRE N/mm2 GY -0.001 - - - - -1401 PRE N/mm2 GY -0.001 - - - - -1404 PRE N/mm2 GY -0.001 - - - - -1406 PRE N/mm2 GY -0.001 - - - - -1408 PRE N/mm2 GY -0.001 - - - - -1409 PRE N/mm2 GY -0.001 - - - - -

Selfweight : 1 DEAD LOAD ( DL )Direction Factor

Y -1.000

Plate Loads : 2 LIVE LOAD ( LL )Plate Type Direction Fa Fb X1

(cm)Y1

(cm)X2

(cm)Y2

(cm)1001 PRE N/mm2 GY -0.001 - - - - -1002 PRE N/mm2 GY -0.001 - - - - -1003 PRE N/mm2 GY -0.001 - - - - -1004 PRE N/mm2 GY -0.001 - - - - -1005 PRE N/mm2 GY -0.001 - - - - -1006 PRE N/mm2 GY -0.001 - - - - -1007 PRE N/mm2 GY -0.001 - - - - -1008 PRE N/mm2 GY -0.001 - - - - -1009 PRE N/mm2 GY -0.001 - - - - -1010 PRE N/mm2 GY -0.001 - - - - -1011 PRE N/mm2 GY -0.001 - - - - -1012 PRE N/mm2 GY -0.001 - - - - -1013 PRE N/mm2 GY -0.001 - - - - -1014 PRE N/mm2 GY -0.001 - - - - -1015 PRE N/mm2 GY -0.001 - - - - -1016 PRE N/mm2 GY -0.001 - - - - -1019 PRE N/mm2 GY -0.001 - - - - -1020 PRE N/mm2 GY -0.001 - - - - -1021 PRE N/mm2 GY -0.001 - - - - -1022 PRE N/mm2 GY -0.001 - - - - -1023 PRE N/mm2 GY -0.001 - - - - -1024 PRE N/mm2 GY -0.001 - - - - -


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Plate Loads : 2 LIVE LOAD ( LL ) Cont...Plate Type Direction Fa Fb X1

(cm)Y1

(cm)X2

(cm)Y2



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(cm)Y1

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(cm)Y1

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(cm)Y1

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(cm)Y1

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(cm)Y1

(cm)X2

(cm)Y2

(cm)1385 PRE N/mm2 GY -0.002 - - - - -1388 PRE N/mm2 GY -0.002 - - - - -1390 PRE N/mm2 GY -0.002 - - - - -1392 PRE N/mm2 GY -0.002 - - - - -1393 PRE N/mm2 GY -0.002 - - - - -1396 PRE N/mm2 GY -0.002 - - - - -1398 PRE N/mm2 GY -0.002 - - - - -1400 PRE N/mm2 GY -0.002 - - - - -1401 PRE N/mm2 GY -0.002 - - - - -1404 PRE N/mm2 GY -0.002 - - - - -1406 PRE N/mm2 GY -0.002 - - - - -1408 PRE N/mm2 GY -0.002 - - - - -1409 PRE N/mm2 GY -0.002 - - - - -

Node Loads : 3 WIND LOAD ( WL )Node FX

(kg)FY(kg)

FZ(kg)

MX(kNm)

MY(kNm)

MZ(kNm)

2 - - 267.330 - - - 302.980 - - - - - 461.180 - - - - -

3 - - 534.670 - - -4 - - 490.110 - - -5 - - 490.110 - - -6 - - 534.670 - - -7 - - 267.330 - - -8 525.760 - - - - -9 525.760 - - - - -

10 302.980 - - - - - 461.180 - - - - -

62 - - 522.210 - - - 591.840 - - - - -

63 - - 1.04E 3 - - -64 - - 957.380 - - -65 - - 957.380 - - -66 - - 1.04E 3 - - -67 - - 522.210 - - -68 1.03E 3 - - - - -69 1.03E 3 - - - - -70 591.840 - - - - -

122 - - 495.550 - - - 561.620 - - - - -

123 - - 991.090 - - -124 - - 908.500 - - -125 - - 908.500 - - -126 - - 991.090 - - -127 - - 495.550 - - -128 974.580 - - - - -


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Node Loads : 3 WIND LOAD ( WL ) Cont...Node FX

(kg)FY(kg)

FZ(kg)

MX(kNm)

MY(kNm)

MZ(kNm)

129 974.580 - - - - -130 561.620 - - - - -182 - - 464.670 - - -

526.620 - - - - -183 - - 929.340 - - -184 - - 851.890 - - -185 - - 851.890 - - -186 - - 929.340 - - -187 - - 464.670 - - -188 913.840 - - - - -189 913.840 - - - - -190 526.620 - - - - -242 - - 427.460 - - -

484.450 - - - - -243 - - 854.930 - - -244 - - 783.680 - - -245 - - 783.680 - - -246 - - 854.930 - - -247 - - 427.460 - - -248 840.660 - - - - -249 840.660 - - - - -250 484.450 - - - - -302 - - 406.930 - - -

461.180 - - - - -303 - - 813.860 - - -304 - - 746.040 - - -305 - - 746.040 - - -306 - - 813.860 - - -307 - - 406.930 - - -308 800.280 - - - - -309 800.280 - - - - -310 461.180 - - - - -362 - - 406.930 - - -

461.180 - - - - -363 - - 813.860 - - -364 - - 746.040 - - -365 - - 746.040 - - -366 - - 813.860 - - -367 - - 406.930 - - -368 800.280 - - - - -369 800.280 - - - - -370 461.180 - - - - -


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Node Loads : 4 EARTHQUAKE LOAD - X DIRECTION ( ELX )Node FX

(kg)FY(kg)

FZ(kg)

MX(kNm)

MY(kNm)

MZ(kNm)

452 9.24E 3 - - - - -457 8.04E 3 - - - - -462 6.59E 3 - - - - -467 5.08E 3 - - - - -472 3.49E 3 - - - - -477 1.8E 3 - - - - -

Node Loads : 5 EARTHQUAKE LOAD - Y DIRECTION ( ELY )Node FX

(kg)FY(kg)

FZ(kg)

MX(kNm)

MY(kNm)

MZ(kNm)

452 - - 9.24E 3 - - -457 - - 8.04E 3 - - -462 - - 6.59E 3 - - -467 - - 5.08E 3 - - -472 - - 3.49E 3 - - -477 - - 1.8E 3 - - -

Node Displacement SummaryNode L/C X

(mm)Y

(mm)Z

(mm)Resultant

(mm)rX

(rad)rY

(rad)rZ

(rad)Max X 10 10:COMB. 5 ( 1 20.033 -3.565 -3.647 20.672 -0.004 0.000 -0.003Min X 25 16:COMB. 11 ( -19.802 -2.346 -2.097 20.050 -0.003 -0.000 0.002Max Y 509 4:EARTHQUAK 4.962 0.346 -0.022 4.975 0.000 0.000 -0.000Min Y 58 7:COMB. 2 ( 1. 0.114 -25.072 -5.129 25.591 0.000 0.000 0.000Max Z 9 9:COMB. 4 ( 0. 18.757 -3.130 25.461 31.778 0.001 0.000 -0.003Min Z 25 13:COMB. 8 ( 1 0.107 -3.571 -26.009 26.253 -0.004 0.000 0.003

Max rX 5 6:COMB. 1 ( 1. 0.022 -5.633 -4.655 7.308 0.005 0.000 -0.000Min rX 22 7:COMB. 2 ( 1. 0.131 -5.978 -5.154 7.894 -0.006 0.000 -0.000Max rY 539 10:COMB. 5 ( 1 18.688 -4.893 -3.549 19.641 -0.000 0.000 0.000Min rY 514 6:COMB. 1 ( 1. 0.002 -1.120 -0.537 1.242 -0.000 -0.000 0.000Max rZ 24 7:COMB. 2 ( 1. 0.085 -5.495 -5.175 7.549 0.001 0.000 0.005Min rZ 9 7:COMB. 2 ( 1. 0.113 -5.495 -5.012 7.438 0.001 0.000 -0.005

Max Rst 55 8:COMB. 3 ( 1. 18.871 -22.506 23.540 37.640 0.000 0.000 -0.000


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Beam Force Detail SummarySign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A.

Axial Shear Torsion BendingBeam L/C d

(cm)Fx

(kg)Fy

(kg)Fz

(kg)Mx

(kNm)My

(kNm)Mz

(kNm)Max Fx 965 7:COMB. 2 ( 1. 440.000 280E 3 -7.021 -1.03E 3 -0.022 -21.219 0.054Min Fx 839 3:WIND LOAD 0.000 -4.73E 3 760.812 1.09E 3 0.073 13.017 -6.213Max Fy 109 7:COMB. 2 ( 1. 0.000 168.469 8.91E 3 1.566 5.330 -0.023 104.416Min Fy 143 7:COMB. 2 ( 1. 300.000 166.243 -8.91E 3 -0.574 -5.337 -0.008 104.369Max Fz 999 8:COMB. 3 ( 1. 0.000 168E 3 1.14E 3 4.44E 3 -0.137 -82.059 14.803Min Fz 880 13:COMB. 8 ( 1 0.000 153E 3 -1.93E 3 -3.15E 3 0.097 51.685 -42.353Max Mx 105 8:COMB. 3 ( 1. 0.000 640.948 7.36E 3 3.900 6.814 -0.075 62.912Min Mx 164 8:COMB. 3 ( 1. 0.000 282.901 -2.28E 3 -0.506 -6.858 0.002 -72.381Max My 1000 8:COMB. 3 ( 1. 440.000 206E 3 1.29E 3 3.76E 3 -0.077 117.468 -63.848Min My 881 13:COMB. 8 ( 1 440.000 188E 3 -1.24E 3 -2.77E 3 -0.228 -101.921 17.181Max Mz 606 8:COMB. 3 ( 1. 340.000 75.859 -8.28E 3 0.043 0.285 -0.001 110.713Min Mz 937 10:COMB. 5 ( 1 440.000 191E 3 3.02E 3 -1.05E 3 -0.330 -23.972 -95.461

Reaction SummaryHorizontal Vertical Horizontal Moment

Node L/C FX(kg)

FY(kg)

FZ(kg)

MX(kNm)

MY(kNm)

MZ(kNm)

Max FX 422 12:COMB. 7 ( 1 3.05E 3 148E 3 1.51E 3 30.106 0.221 -94.050Min FX 427 10:COMB. 5 ( 1 -3.05E 3 148E 3 1.52E 3 30.856 -0.247 93.851Max FY 436 7:COMB. 2 ( 1. 7.021 280E 3 1.03E 3 21.219 -0.022 -0.054Min FY 422 3:WIND LOAD -760.812 -4.73E 3 -1.09E 3 -60.079 0.073 39.041Max FZ 425 13:COMB. 8 ( 1 1.24E 3 188E 3 2.77E 3 101.921 -0.228 -17.181Min FZ 441 8:COMB. 3 ( 1. -1.29E 3 206E 3 -3.76E 3 -117.468 -0.077 63.848

Max MX 425 13:COMB. 8 ( 1 1.24E 3 188E 3 2.77E 3 101.921 -0.228 -17.181Min MX 441 8:COMB. 3 ( 1. -1.29E 3 206E 3 -3.76E 3 -117.468 -0.077 63.848Max MY 427 12:COMB. 7 ( 1 -623.328 141E 3 1.34E 3 23.554 0.625 -41.749Min MY 422 10:COMB. 5 ( 1 629.500 141E 3 1.32E 3 22.801 -0.651 41.553Max MZ 440 10:COMB. 5 ( 1 -3.02E 3 191E 3 1.05E 3 23.972 -0.330 95.461Min MZ 429 12:COMB. 7 ( 1 3.02E 3 191E 3 1.03E 3 23.169 0.293 -95.080


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680.00cm

500.00cm

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600.00cm600.00cm

500.00cm600.00cm

600.00cm

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Bending ZLoad 12 : X

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Shear YLoad 12 : X

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DisplacementLoad 10 : X

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Whole Structure Displacements 0.166001mm:1cm 10 COMB. 5 ( 1.2 DL + 1.0 LL + 1.0 ELX ) (Input data was modified after picture taken)


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3D Rendered View (Input data was modified after picture taken)



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Thursday, November 19, 2009, 02:55 AM

STAAD SPACE -- PAGE NO. 1008

617. CODE ACI 618. CLB 0.04 MEMB 1 TO 728 833 TO 1000 1354 1355 1357 1359 1362 1363 1365 1367 - 619. 1370 1371 1373 1375 1378 1379 1381 1383 1386 1387 1389 1391 1394 1395 1397 - 620. 1399 1402 1403 1405 1407 1410 TO 1413 1415 TO 1418 1420 TO 1423 1425 TO 1428 - 621. 1430 TO 1433 1435 TO 1438 1440 TO 1443 1445 TO 1470 622. CLS 0.04 ALL 623. CLT 0.04 MEMB 1 TO 728 833 TO 1000 1354 1355 1357 1359 1362 1363 1365 1367 - 624. 1370 1371 1373 1375 1378 1379 1381 1383 1386 1387 1389 1391 1394 1395 1397 - 625. 1399 1402 1403 1405 1407 1410 TO 1413 1415 TO 1418 1420 TO 1423 1425 TO 1428 - 626. 1430 TO 1433 1435 TO 1438 1440 TO 1443 1445 TO 1470 627. UNIT CM KG 628. FC 300 MEMB 1 TO 728 833 TO 1000 1354 1355 1357 1359 1362 1363 1365 1367 1370 - 629. 1371 1373 1375 1378 1379 1381 1383 1386 1387 1389 1391 1394 1395 1397 1399 - 630. 1402 1403 1405 1407 1410 TO 1413 1415 TO 1418 1420 TO 1423 1425 TO 1428 1430 - 631. 1431 TO 1433 1435 TO 1438 1440 TO 1443 1445 TO 1470 632. FYMAIN 2400 MEMB 1 TO 728 833 TO 1000 1354 1355 1357 1359 1362 1363 1365 1367 - 633. 1370 1371 1373 1375 1378 1379 1381 1383 1386 1387 1389 1391 1394 1395 1397 - 634. 1399 1402 1403 1405 1407 1410 TO 1413 1415 TO 1418 1420 TO 1423 1425 TO 1428 - 635. 1430 TO 1433 1435 TO 1438 1440 TO 1443 1445 TO 1470 636. FYSEC 2400 ALL 637. MAXMAIN 25 ALL 638. MINMAIN 12 ALL 639. MINSEC 8 ALL 640. DESIGN BEAM 1 TO 728 1354 1355 1357 1359 1362 1363 1365 1367 1370 1371 1373 - 641. 1375 1378 1379 1381 1383 1386 1387 1389 1391 1394 1395 1397 1399 1402 1403 - 642. 1405 1407 1410 TO 1413 1415 TO 1418 1420 TO 1423 1425 TO 1428 1430 TO 1433 - 643. 1435 TO 1438 1440 TO 1443 1445 TO 1470

Page 1008 of 1918D:\Giens\Others\Privacy\My Mine\Kuliah\Perencanaan Struktur Gedung\Analisa Struktur Gedung_STAAD Pro 2007\PSG_Graha ISTN.a



===================================================================== BEAM NO. 1 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 3000. MM FY - 235. FC - 29. MPA, SIZE - 200. X 300. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 60. 2 - 25MM 0. 3000. YES YES 2 244. 3 - 16MM 0. 1331. YES NO 3 246. 3 - 12MM 1187. 3000. 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= 29.19 KNS Vc= 47.02 KNS Vs= 0.00 KNS Tu= 4.57 KN-MET Tc= 1.2 KN-MET Ts= 6.1 KN-MET LOAD 7 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 81. MM C/C FOR 1256. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 4.16 SQ.CM.

AT END SUPPORT - Vu= 16.06 KNS Vc= 42.59 KNS Vs= 0.00 KNS Tu= 4.57 KN-MET Tc= 1.2 KN-MET Ts= 6.1 KN-MET LOAD 7 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 81. MM C/C FOR 1256. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 4.16 SQ.CM.

___ 2J____________________ 3000X 200X 300_____________________ 26J____ | | ||=========================================================================|| | 3No16 H 244.| 0.TO 1331| | 3No12 H|246.1187.TO|3000 | | | | | | | | | 17*12c/c 81 | | | | | | | | | | | | | | | | 17*12c/c 81 | | | 2No25 H 60.| 0.TO 3000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|





1 60. 2 - 25MM 0. 3000. YES YES 2 244. 3 - 16MM 0. 3000. YES YES 3 212. 3 - 16MM 0. 3000. YES YES


AT START SUPPORT - Vu= 32.93 KNS Vc= 43.60 KNS Vs= 0.30 KNS Tu= 4.03 KN-MET Tc= 1.2 KN-MET Ts= 5.4 KN-MET LOAD 7 STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION. PROVIDE 12 MM 2-LEGGED STIRRUPS AT 81. MM C/C FOR 1256. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.66 SQ.CM.


___ 3J____________________ 3000X 200X 300_____________________ 30J____ | | ||=========================================================================|| ||3No16=H=244.===0.TO=3000=================================================|| | 3No16cHc212.| 0.TO 3000| | | | | | | | | | | | 17*12c/c 81 | | | 2No25 H 60.| 0.TO 3000| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|





1 56. 3 - 16MM 0. 3995. YES NO 2 240. 2 - 25MM 0. 5000. YES YES


AT START SUPPORT - Vu= 32.40 KNS Vc= 44.65 KNS Vs= 0.00 KNS Tu= 0.07 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 8 MM 2-LEGGED STIRRUPS AT 122. MM C/C FOR 2256. MM

AT END SUPPORT - Vu= 32.38 KNS Vc= 44.65 KNS Vs= 0.00 KNS Tu= 0.07 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 8 MM 2-LEGGED STIRRUPS AT 122. MM C/C FOR 2256. MM

___ 4J____________________ 4999X 200X 300_____________________ 5J____ | | ||=========================================================================|| | 2No25 H 240.| |0.TO 5000| | | | | | | | | | | | | | | | | | | | 20*8 c/c122 | | | | | | | | | | | | | | | | | | | | | | | |20*8 c/c122 | | 3No16 H |56.| |0.TO 3995| | | | | | | | | | | | | | | | | | | ||=========================================================== | | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | oo | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|







AT START SUPPORT - Vu= 33.74 KNS Tu= 6.7 KN-MET Vc= 44.9 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 6 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 18.42 KNS Tu= 6.7 KN-MET Vc= 43.1 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 6 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.

___ 5J____________________ 3000X 200X 300_____________________ 34J____ | | ||============================================ ==========================|| | 2No25 H 240. 0.TO 1816 3No12 H 246.1937.TO 3000 | | | | 2No25 H 60. 0.TO 3000 | ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | oo | | oo | | oo | | oo | | ooo | | ooo | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 3#12 | | 3#12 | | | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|


1 60. 2 - 25MM 0. 3000. YES YES




2 244. 3 - 16MM 0. 3000. YES YES 3 212. 3 - 16MM 0. 3000. YES YES


AT START SUPPORT - Vu= 36.38 KNS Tu= 5.0 KN-MET Vc= 44.3 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 7 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE. AT END SUPPORT - Vu= 23.25 KNS Tu= 5.0 KN-MET Vc= 43.4 KNS, ACI 318:CLAUSE 11.6.3.1 LOAD 7 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.

___ 6J____________________ 2999X 200X 300_____________________ 38J____ | | ||=========================================================================|| ||3No16=H=244.===0.TO=3000=================================================|| | 3No16 H 212. 0.TO 3000 | | 2No25 H 60. 0.TO 3000 | ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|


1 54. 3 - 12MM 0. 5268. YES NO 2 246. 3 - 12MM 0. 755. YES NO 3 244. 3 - 16MM 1652. 6800. NO YES







___ 2J____________________ 6800X 200X 300_____________________ 8J____ | | ||======= =========================================================|| | 3No12 H 246. 0.TOo1755|244.1652.TO|6800 | | | | | | | | | | 27*8 c/c123 | | | | | | | | | | | | | | | | | | | | | 27*8 c/c123 | | 3No12 H 54. 0.TO 5268| | | | | | | | | | | | | | | | | | ||========================================================= | | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | ooo | | | | ooo | | ooo | | ooo | | ooo | | 3#12 | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | | | | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|


1 56. 2 - 16MM 0. 2500. YES YES 2 244. 3 - 16MM 0. 2414. YES NO



AT END SUPPORT - Vu= 6.67 KNS Vc= 42.80 KNS Vs= 0.00 KNS Tu= 0.53 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED.




___ 8J____________________ 2499X 200X 300_____________________ 42J____ | | ||======================================================================== | | 3No16 H 244.| 0.TO 2414| | | | | | 10*8 c/c122 | | | | | | | | | 2No16 H |56.| 0.TO 2500| | | | | ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | ooo | | ooo | | ooo | | ooo | | ooo | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|









___ 9J____________________ 3399X 200X 300_____________________ 52J____ | | ||=========================================== =============|| | 2No25 H 240.| |0.TO 1982| | | | | | | | | | 3No12 H 246.2787.TO|3400 | | 19*8 c/c 81 | | | | | | | | | | | | | | | | 19*8 c/c 81| | | | 2No25 H |60.| |0.TO 3400| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | oo | | oo | | oo | | | | | | ooo | | 2#25 | | 2#25 | | 2#25 | | | | | | 3#12 | | | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|


1 54. 3 - 12MM 0. 5260. YES NO 2 246. 3 - 12MM 0. 6800. YES YES


AT START SUPPORT - Vu= 3.16 KNS Vc= 44.62 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.76 KNS Vc= 43.17 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED.




___ 3J____________________ 6800X 200X 300_____________________ 11J____ | | ||=========================================================================|| | 3No12 H 246. 0.TO 6800 | | | | 3No12 H 54. 0.TO 5260 | ||========================================================= | | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | 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 | | | | | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|









___ 11J____________________ 2499X 200X 300_____________________ 44J____ | | ||=========================================================================|| | 2No25 H 240.| 0.TO 1607| | | | 3No12 H 246.1374.TO 2500| | | | | 10*8 c/c120 | | | | | | | | | | | | 10*8 c/c120 | | | 2No25 H |60.| 0.TO 2500| | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | oo | | oo | | oo | | oo | | ooo | | ooo | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 3#12 | | 3#12 | | | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|


1 60. 2 - 25MM 0. 3400. YES YES 2 110. 1 - 25MM 0. 3400. YES YES 3 242. 2 - 20MM 0. 1934. YES NO 4 202. 2 - 20MM 0. 1934. YES NO 5 246. 3 - 12MM 1654. 3400. NO YES







___ 12J____________________ 3399X 200X 300_____________________ 54J____ | | ||=========================================================================|| ||2No20=H=242.===0.TO=1934==================|246.1654.TO|3400 | | | | | | | 1No25cHc110.| 0.TO 3400| | | | | | | | | | | | 14*8 c/c120 | | ||2No25=H==60.===0.TO=3400=================================================|| ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | oo | | oo | | oo | | ooo | | ooo | | ooo | | 2#20 | | 2#20 | | 2#20 | | 3#12 | | 3#12 | | 3#12 | | | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | oo | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|


1 60. 2 - 25MM 0. 5908. YES NO 2 110. 1 - 25MM 0. 5908. YES NO 3 240. 2 - 25MM 0. 1375. YES NO 4 190. 1 - 25MM 0. 1375. YES NO *** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED. REQD. STEEL = 2010. MM2, MAX. STEEL PERMISSIBLE = 2052. MM2 MAX NEG MOMENT = 71.10 KN-MET, LOADING 6




___ 4J____________________ 6800X 200X 300_____________________ 14J____ | | ||============== | ||2No25=H=240.== 0.TO 1375 | | 1No25 H 110. 0.TO 5908 | ||2No25=H==60.===0.TO=5908========================================= | ||================================================================= | | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | oo | | oo | | | | | | | | | | 2#25 | | 2#25 | | | | | | | | | | | | | | | | | | | | | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | | | oo | | oo | | oo | | oo | | oo | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|









___ 14J____________________ 2499X 200X 300_____________________ 46J____ | | ||=========================================================================|| | 2No25 H 240.| 0.TO 2232| | | | | | | | |3No12|H 246.2208.TO 2500 | | 14*8 c/c 81 | | | | | | | | | | | | | | | | 14*8 c/c 81 | | | 3No12 H 54.| 0.TO 2500| | | | | | | | | | | | | | | | | | ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | ooo | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 3#12 | | | | | | | | | | | | | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | 3#12 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|


1 56. 3 - 16MM 0. 3400. YES YES 2 88. 3 - 16MM 0. 3400. YES YES 3 240. 2 - 25MM 0. 2549. YES NO 4 246. 3 - 12MM 2787. 3400. NO YES







___ 15J____________________ 3399X 200X 300_____________________ 56J____ | | ||======================================================= =============|| | 2No25 H 240.| 0.TO 2549| | | | | | | | |3No12|H 246.2787.TO 3400 | | 3No16cHc188.| 0.TO 3400| | | | | | | | | | | 13*8 c/c122 | | ||3No16=H==56.===0.TO=3400=================================================|| ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | oo | | oo | | oo | | oo | | | | ooo | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | | | 3#12 | | | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|


1 56. 3 - 16MM 0. 6800. YES YES 2 88. 3 - 16MM 0. 6800. YES YES 3 240. 2 - 25MM 0. 1375. YES NO 4 190. 1 - 25MM 0. 1375. YES NO ***MEMBER FAILS IN MAX REINFORCEMENT. INCREASE MEMBER SIZE. MAX NEG MOMENT = 75.86 KN-MET, LOADING 6




___ 5J____________________ 6800X 200X 300_____________________ 17J____ | | ||============== | ||2No25=H=240.== 0.TO 1375 | | 3No16 H 188. 0.TO 6800 | ||3No16=H==56.===0.TO=6800=================================================|| ||=========================================================================|| | | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | | | | | | | | | | | oo | | oo | | | | | | | | | | 2#25 | | 2#25 | | | | | | | | | | | | | | | | | | | | | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|


1 56. 2 - 16MM 0. 2500. YES YES 2 240. 2 - 25MM 0. 2500. YES YES







==================================================================== COLUMN NO. 833 DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 235.4 FC - 29.4 MPA, SQRE SIZE - 250.0 X 250.0 MMS, TIED AREA OF STEEL REQUIRED = 2550.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 25 MM 6.283 7 STA 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 8 SPACING 250.00 MM




FY - 235.4 FC - 29.4 MPA, SQRE SIZE - 450.0 X 450.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 2025.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 20 - 12 MM 1.117 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 8 SPACING 192.00 MM





*** NO PROPER BAR ARRANGEMENT IS POSSIBLE. AREA OF STEEL REQUIRED = 4037.5 SQ. MM






FY - 235.4 FC - 29.4 MPA, SQRE SIZE - 500.0 X 500.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 2500.0 SQ. MM




BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 8 - 20 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 8 SPACING 320.00 MM






FY - 235.4 FC - 29.4 MPA, SQRE SIZE - 650.0 X 650.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 4225.0 SQ. MM




BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 40 - 12 MM 1.071 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 8 SPACING 192.00 MM






FY - 235.4 FC - 29.4 MPA, SQRE SIZE - 450.0 X 450.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 2025.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ----------------------------------------------------------




20 - 12 MM 1.117 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 8 SPACING 192.00 MM






FY - 235.4 FC - 29.4 MPA, SQRE SIZE - 600.0 X 600.0 MMS, TIED ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 3600.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 32 - 12 MM 1.005 1 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)




TIE BAR NUMBER 8 SPACING 192.00 MM










ELEMENT DESIGN SUMMARY ---------------------- ELEMENT LONG. REINF MOM-X /LOAD TRANS. REINF MOM-Y /LOAD (SQ.MM/MM) (KN-MM/MM) (SQ.MM/MM) (KN-MM/MM) 1001 TOP : Longitudinal direction - Only minimum steel required. 1001 BOTT: Longitudinal direction - Only minimum steel required. 1001 TOP : Transverse direction - Only minimum steel required. 1001 BOTT: Transverse direction - Only minimum steel required. 1001 TOP : 0.180 2.37 / 8 0.180 0.18 / 6 BOTT: 0.180 0.00 / 5 0.180 0.06 / 2 1002 TOP : Longitudinal direction - Only minimum steel required. 1002 BOTT: Longitudinal direction - Only minimum steel required. 1002 TOP : Transverse direction - Only minimum steel required. 1002 BOTT: Transverse direction - Only minimum steel required. 1002 TOP : 0.180 0.02 / 2 0.180 0.00 / 3 BOTT: 0.180 0.24 / 8 0.180 0.36 / 7 1003 TOP : Longitudinal direction - Only minimum steel required. 1003 BOTT: Longitudinal direction - Only minimum steel required. 1003 TOP : Transverse direction - Only minimum steel required. 1003 BOTT: Transverse direction - Only minimum steel required. 1003 TOP : 0.180 0.07 / 3 0.180 0.03 / 3 BOTT: 0.180 0.50 / 6 0.180 0.22 / 7 1004 TOP : Longitudinal direction - Only minimum steel required. 1004 BOTT: Longitudinal direction - Only minimum steel required. 1004 TOP : Transverse direction - Only minimum steel required. 1004 BOTT: Transverse direction - Only minimum steel required. 1004 TOP : 0.180 1.15 / 7 0.180 0.90 / 6 BOTT: 0.180 0.06 / 3 0.180 0.09 / 2 1005 TOP : Longitudinal direction - Only minimum steel required. 1005 BOTT: Longitudinal direction - Only minimum steel required. 1005 TOP : Transverse direction - Only minimum steel required. 1005 BOTT: Transverse direction - Only minimum steel required. 1005 TOP : 0.180 1.21 / 8 0.180 0.97 / 6 BOTT: 0.180 0.00 / 3 0.180 0.09 / 2 1006 TOP : Longitudinal direction - Only minimum steel required. 1006 BOTT: Longitudinal direction - Only minimum steel required. 1006 TOP : Transverse direction - Only minimum steel required. 1006 BOTT: Transverse direction - Only minimum steel required. 1006 TOP : 0.180 0.00 / 8 0.180 0.00 / 3 BOTT: 0.180 0.55 / 8 0.180 0.20 / 7 1007 TOP : Longitudinal direction - Only minimum steel required. 1007 BOTT: Longitudinal direction - Only minimum steel required. 1007 TOP : Transverse direction - Only minimum steel required. 1007 BOTT: Transverse direction - Only minimum steel required. 1007 TOP : 0.180 0.07 / 3 0.180 0.03 / 3 BOTT: 0.180 0.18 / 6 0.180 0.36 / 7 1008 TOP : Longitudinal direction - Only minimum steel required.




1008 BOTT: Longitudinal direction - Only minimum steel required. 1008 TOP : Transverse direction - Only minimum steel required. 1008 BOTT: Transverse direction - Only minimum steel required. 1008 TOP : 0.180 2.35 / 7 0.180 0.18 / 6 BOTT: 0.180 0.12 / 3 0.180 0.06 / 2 1009 TOP : Longitudinal direction - Only minimum steel required. 1009 BOTT: Longitudinal direction - Only minimum steel required. 1009 TOP : Transverse direction - Only minimum steel required. 1009 BOTT: Transverse direction - Only minimum steel required. 1009 TOP : 0.180 2.82 / 7 0.180 1.13 / 7 BOTT: 0.180 0.00 / 3 0.180 0.00 / 2 1010 TOP : Longitudinal direction - Only minimum steel required. 1010 BOTT: Longitudinal direction - Only minimum steel required. 1010 TOP : Transverse direction - Only minimum steel required. 1010 BOTT: Transverse direction - Only minimum steel required. 1010 TOP : 0.180 2.72 / 7 0.180 0.00 / 7 BOTT: 0.180 0.00 / 5 0.180 0.97 / 8 1011 TOP : Longitudinal direction - Only minimum steel required. 1011 BOTT: Longitudinal direction - Only minimum steel required. 1011 TOP : Transverse direction - Only minimum steel required. 1011 BOTT: Transverse direction - Only minimum steel required. 1011 TOP : 0.180 0.14 / 7 0.180 0.81 / 7 BOTT: 0.180 0.06 / 9 0.180 0.00 / 8 1012 TOP : Longitudinal direction - Only minimum steel required. 1012 BOTT: Longitudinal direction - Only minimum steel required. 1012 TOP : Transverse direction - Only minimum steel required. 1012 BOTT: Transverse direction - Only minimum steel required. 1012 TOP : 0.180 0.02 / 2 0.180 0.00 / 4 BOTT: 0.180 0.33 / 8 0.180 1.58 / 7 1013 TOP : Longitudinal direction - Only minimum steel required. 1013 BOTT: Longitudinal direction - Only minimum steel required. 1013 TOP : Transverse direction - Only minimum steel required. 1013 BOTT: Transverse direction - Only minimum steel required. 1013 TOP : 0.180 0.05 / 2 0.180 0.54 / 7 BOTT: 0.180 0.34 / 6 0.180 0.00 / 7 1014 TOP : Longitudinal direction - Only minimum steel required. 1014 BOTT: Longitudinal direction - Only minimum steel required. 1014 TOP : Transverse direction - Only minimum steel required. 1014 BOTT: Transverse direction - Only minimum steel required. 1014 TOP : 0.180 0.04 / 3 0.180 0.00 / 4 BOTT: 0.180 0.57 / 6 0.180 1.89 / 7 1015 TOP : Longitudinal direction - Only minimum steel required. 1015 BOTT: Longitudinal direction - Only minimum steel required. 1015 TOP : Transverse direction - Only minimum steel required. 1015 BOTT: Transverse direction - Only minimum steel required. 1015 TOP : 0.180 1.38 / 7 0.180 0.21 / 2 BOTT: 0.180 0.04 / 3 0.180 0.47 / 6 1016 TOP : Longitudinal direction - Only minimum steel required.


LAMPIRAN 2

PRINT OUT

ANALISA FONDASI

DENGAN SOFTWARE

GS AFES

FOUNDATION CALCULATION SHEET

One-Stop Solution for Foundation

TITLE DESCRIPTION

PROJECT/JOB NO. Perencanaan Pondasi Graha ISTN

PROJECT/JOB NAME Perencanaan Pondasi Graha ISTN

CLIENT NAME Institut Sains dan Teknologi Nasional

SITE NAME Jakarta Selatan - Indonesia

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME ISO SAMPLE LOAD COMBINATION GROUP

REV DATE DESCRIPTION PREP'D CHK'D APPR'D APPR'D

Copyright (c) GS E&C. All Rights Reserved

Calculation Sheetof

Foundation

Project Na. : Perencanaan Pondasi Graha I..

Project No. : Perencanaan Pondasi Graha I..

Client : Institut Sains da...

FOUNDATION LISTS

GROUP NAME : GROUP-1No. Description No. Description No. Description

1 F1

2 F2

3 F3

4 F4

5 F5

6 F6

7 F7

8 F8

9 F9

10 F10

11 F11

12 F12

13 F13

14 F14

15 F15

16 F16

17 F17

18 F18

19 F19

20 F20

21 F21

22 F22

23 F23

24 F24

11/18/2009


Calculation Sheetof

Foundation




CONTENTS

1. GENERAL 1.1 CODE & STANDARD 1.2 MATERIALS & UNIT WEIGHT 1.3 SUBSOIL CONDITION & SAFETY FACTORS 1.4 LOAD COMBINATION

2. DRAWING 2.1 LOCATION PLAN 2.2 DETAIL SKETCH

3. FRAME ANALYSIS 3.1 FRAME DRAWING 3.2 FRAME ANALYSIS DATA

4. FOUNDATION DATA 4.1 FOOTING DATA 4.2 PIER DATA 4.3 LOAD CASE 4.4 LOAD COMBINATION

5. CHECK OF STABILITY 5.1 CHECK OF PILE REACTION

6. DESIGN OF FOOTING 6.1 REQUIRED REINFORCEMENT 6.2 PILE PUNCHING SHEAR FORCE

7. DESIGN OF TIE-GIRDER 7.1 FORMULAR 7.2 GEOMETRY AND MATERIALS 7.3 MEMBER FORCE 7.4 REQUIRED REINFORCEMENT 7.5 ONE WAY SHEAR

11/18/2009


Calculation Sheetof

Foundation




1. GENERAL 1.1 CODE & STANDARDItems DescriptionDesign Code American Concrete Institute (ACI 318) [Metric]

Horizontal Force for Wind AMERICAN SOCIETY OF CIVIL ENGINEERS [ASCE 7-05]

Horizontal Force for Seismic UNIFORM BUILDING CODE [UBC-1997]

Unit System Input : MKS, Output : MKS, Calculation Unit : IMPERIAL

1.2 MATERIALS & UNIT WEIGHTItems Value

Concrete (fck : compressive strength)

Lean Concrete (Lfck : compressive strength)

Rs (Soil unit weight)

Rc (Concrete unit weight)

Es (Steel Modulus of Elasticity)

Ec (Concrete Modulus of Elasticity)

- Pile Capacity

Items ValuePile Name PHC-12

Footing List F1, F2, F3, F4, F5, F6, F7, F8, F9, F10, F11, F12, F13, F14, F15,

Diameter 600 mm

Length 12 m

Thick 0 mm

Shape Circle

Capacity ( Ha , Ua , Va ) 2 , 10 , 33 tonf

1.3 SUBSOIL CONDITION & SAFETY FACTORSItems Description

Allowable Increase of Soil (Wind) 33.333 %

Allowable Increase of Soil (Seismic) 33.333 %

Allowable Increase of Soil (Test) 20 %

Allowable Increase of Pile Horizontal (Wind) 33.333 %

Allowable Increase of Pile Horizontal (Seismic) 33.333 %

Allowable Increase of Pile Horizontal (Test) 33.333 %

Allowable Increase of Pile Vertical (Wind) 33.333 %

Allowable Increase of Pile Vertical (Seismic) 33.333 %

Allowable Increase of Pile Vertical (Test) 33.333 %

Allowable Increase of Pile Uplift (Wind) 33.333 %

Allowable Increase of Pile Uplift (Seismic) 33.333 %

Allowable Increase of Pile Uplift (Test) 33.333 %

11/18/2009


Reinforcement (10M ~ 16M , yield strength)

Reinforcement (19M ~ , yield strength)

225.000 kgf/cm2

0.000 kgf/cm2

4200.000 kgf/cm2

4200.000 kgf/cm2

1.600 ton/m3

2.400 ton/m3

2.000 106 kgf/cm2

250998.000 kgf/cm2

Calculation Sheetof

Foundation




Safety factor against overturning for OVM1(FO1) 1.5






Safety factor against sliding for the SL1(FS1) 1.5



1.4 LOAD COMBINATIONComb . ID Load Combination for Reinforcement

1 1.0 SW + 1.0 Bundle

11/18/2009


Friction factor (μ)

Calculation Sheetof

Foundation




2. DRAWING 2.1 LOCATION PLAN 2.2 DETAIL SKETCH

11/18/2009


REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* OUTPUT UNIT : mm

Perencanaan Pondasi Graha ISTN PROJECT

FOUNDATION LOCATION PLANISO SAMPLE

SQU

AD

CH

EC

K

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

Perencanaan Pondasi Graha ISTN

MICROFILM NO.

F1

4

F7

10

F13

16

F19

23

F2

5

F8

11

F14

17

F20

24

F3

6

F9

12

F15

18

F21

25

F4

7

F10

13

F16

19

F22

26

F5

8

F11

14

F17

21

F23

27

F6

9

F12

15

F18

22

F24

28

A01

6000

A02

6000

A03

5000

A04

6000

A05

6000

A06

04

6800

03

5000

02

6800

01

Z X

Y

11/18/2009 Page 6


OUTPUT UNIT : mm

11/18/2009 Page 7


REFERENCE DWGSNO. DWG NO. DWG TITLE

N O T E S

* PILE9-¥õ600 PHC-12

* ANCHOR BOLT1X16-M22 ANC. BOLTS (TYPE TYPE I-L)

* OUTPUT UNIT : mm

Perencanaan Pondasi Graha ISTN PROJECT

FOUNDATION DETAIL FORF1 ~ F24

SQU

AD

CH

EC

K

PROCESS PIPING VESSELS STRUCT. ELEC. INST.

SCALE

AS SHOWN

JOB NO.

Perencanaan Pondasi Graha ISTN

MICROFILM NO.

REV. DATE DESCRIPTION DRWNCHKDAPPD APPD APPD

5001500x2

500

500

1500

x250

0

2000

2000

4000

4000

16M@200

16M

@20

0

16M@200

16M

@20

050 T

YP.TOP BOTTOM

LC FOOTING

FOUNDATION PLAN(24 EA)

FOOTING REINF. PLAN

LEAN CONC. 50 THK

50 G

R.

1500

500

800

TOG EL. + 1000

5015

075

100

10M

@20

010

0

22M

75 P

RO

J.

SECTION

50TYP.

10M

16-22M

700

700

105122.5x4

105

105

122.

5x4

105

PEDESTAL

11/18/2009 Page 8


Calculation Sheetof

Foundation

Project Na. : Perencanaan Pondasi Graha I...

Project No. : Perencanaan Pondasi Graha I...


3. FRAME ANALYSIS

3.1 FRAME DRAWINGSturcture 1

X

Y

Z

12

34

56

78

910

1112

1314

1516

1718

1920

2122

2324

252627 (P4)

282930 (P5)

313233 (P6)

343536 (P7)

373839 (P8)

404142 (P9)

434445 (P10)

464748 (P11)

495051 (P12)

525354 (P13)

555657 (P14)

585960 (P15)

616263 (P16)

646566 (P17)

676869 (P18)

707172 (P19)

737475 (P21)

767778 (P22)

798081 (P23)

828384 (P24)

858687 (P25)

888990 (P26)

919293 (P27)

949596 (P28)

123

456

789

101112

131415

161718

192021

222324

252627

282930

313233

343536

373839

404142

434445

464748

495051

525354

555657

585960

616263

646566

676869

707172

73 (Girder_1)74 (Girder_2)


77 (Girder_5)












100 (Girder_28)101 (Girder_29)102 (Girder_30)





11/18/2009


Calculation Sheetof

Foundation




3.2 FRAME ANALYSIS DATA (Staad Analysis) 3.2.1 Structure 1 Member and Force Unit ( tonf,tonf-m )

Member LC# Axial Shear-Y Shear-Z Torsion Moment-Y Moment-Z

73 1i -0.38 -1.09 0.17 0.07 0.75 -1.32

j -0.38 0.85 0.17 0.07 -0.28 -0.61

74 1i 0.09 -1.12 -0.03 0.04 -0.09 -1.41

j 0.09 0.83 -0.03 0.04 0.09 -0.54

75 1i 0.01 -1 0.11 -0.09 0.28 -1.16

j 0.01 0.62 0.11 -0.09 -0.27 -0.2

76 1i -0.5 -1.1 -0.02 0.04 -0.07 -1.36

j -0.5 0.84 -0.02 0.04 0.04 -0.57

77 1i -0.3 -1.14 -0.03 0.07 -0.09 -1.46

j -0.3 0.81 -0.03 0.07 0.09 -0.48

78 1i -0.71 -0.98 0.11 0.11 0.59 -0.81

j -0.71 1.23 0.11 0.11 -0.17 -1.66

79 1i -0.49 -1.09 -0.05 0.1 -0.2 -1.19

j -0.49 1.12 -0.05 0.1 0.18 -1.29

80 1i -0.86 -1.15 -0.06 0.1 -0.21 -1.41

j -0.86 1.05 -0.06 0.1 0.21 -1.06

81 1i -0.31 -1.03 -0.06 0.1 -0.21 -0.99

j -0.31 1.18 -0.06 0.1 0.21 -1.49

82 1i -0.55 -1.09 -0.04 0.1 -0.15 -1.2

j -0.55 1.11 -0.04 0.1 0.16 -1.28

83 1i -0.56 -1.2 -0.05 0.1 -0.16 -1.58

j -0.56 1 -0.05 0.1 0.17 -0.9

84 1i -0.3 -0.61 0.03 -0.03 0.07 -0.19

j -0.3 1.01 0.03 -0.03 -0.09 -1.17

85 1i -0.07 -0.82 0.05 -0.01 0.13 -0.7

j -0.07 0.8 0.05 -0.01 -0.11 -0.66

86 1i -0.27 -0.93 0.02 -0.03 0.05 -0.99

j -0.27 0.69 0.02 -0.03 -0.04 -0.37

87 1i 0.05 -0.69 0.02 -0.03 0.05 -0.39

j 0.05 0.93 0.02 -0.03 -0.04 -0.97

88 1i -0.11 -0.82 0.05 -0.01 0.12 -0.72

j -0.11 0.8 0.05 -0.01 -0.11 -0.65

89 1i 0.02 -1.02 0.05 -0.03 0.12 -1.2

j 0.02 0.6 0.05 -0.03 -0.11 -0.17

90 1i -0.24 -1 -0.01 0.03 -0.03 -0.9

j -0.24 1.2 -0.01 0.03 0.03 -1.59

91 1i -0.54 -1.11 0 0.02 -0.01 -1.26

j -0.54 1.09 0 0.02 0 -1.21

92 1i -0.92 -1.18 -0.02 0.03 -0.08 -1.5

j -0.92 1.02 -0.02 0.03 0.08 -0.96

11/18/2009


Calculation Sheetof

Foundation




93 1i -0.27 -1.04 -0.02 0.03 -0.08 -1.04

j -0.27 1.16 -0.02 0.03 0.08 -1.44

94 1i -0.63 -1.11 0 0.02 -0.01 -1.28

j -0.63 1.09 0 0.02 0 -1.2

95 1i -0.96 -1.22 -0.01 0.03 -0.04 -1.65

j -0.96 0.98 -0.01 0.03 0.03 -0.81

96 1i -0.92 -0.84 -0.04 0.07 -0.12 -0.56

j -0.92 1.11 -0.04 0.07 0.12 -1.36

97 1i 0.15 -0.87 -0.03 0.05 -0.08 -0.67

j 0.15 1.07 -0.03 0.05 0.11 -1.28

98 1i 0.04 -0.64 0.11 -0.11 0.28 -0.26

j 0.04 0.98 0.11 -0.11 -0.28 -1.1

99 1i -0.63 -0.86 -0.03 0.05 -0.11 -0.62

j -0.63 1.09 -0.03 0.05 0.08 -1.31

100 1i 0.14 -0.88 -0.04 0.07 -0.12 -0.71

j 0.14 1.06 -0.04 0.07 0.13 -1.24

101 1i 0.25 -0.9 -0.05 0.07 -0.14 -0.75

j 0.25 1.05 -0.05 0.07 0.14 -1.2

102 1i -0.74 -0.92 -0.03 0.04 -0.09 -0.81

j -0.74 1.02 -0.03 0.04 0.11 -1.11

103 1i -0.06 -0.75 0.1 -0.1 0.26 -0.52

j -0.06 0.87 0.1 -0.1 -0.26 -0.84

104 1i 0.3 -0.91 -0.03 0.04 -0.11 -0.8

j 0.3 1.03 -0.03 0.04 0.09 -1.16

105 1i -1 -0.94 -0.05 0.07 -0.13 -0.85

j -1 1.01 -0.05 0.07 0.14 -1.06

106 1i -0.6 -0.86 -0.05 0.07 -0.16 -0.61

j -0.6 1.09 -0.05 0.07 0.13 -1.31

107 1i -0.35 -0.89 -0.02 0.04 -0.06 -0.73

j -0.35 1.05 -0.02 0.04 0.08 -1.21

108 1i -0.04 -0.68 0.11 -0.1 0.28 -0.36

j -0.04 0.94 0.11 -0.1 -0.28 -0.99

109 1i -0.16 -0.87 -0.02 0.04 -0.09 -0.68

j -0.16 1.07 -0.02 0.04 0.06 -1.26

110 1i -0.26 -0.9 -0.04 0.07 -0.11 -0.76

j -0.26 1.04 -0.04 0.07 0.12 -1.17

Support Reactions Unit ( tonf,tonf-m )

Joint LC# Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z1 1 2.54 -1.3 -148.33 6.6 -6.43 -4.85

2 1 1.85 0.67 -216.11 0.03 -6.3 -0.01

3 1 2.1 1.71 -191.5 -3.48 -6.37 -0.03

4 1 2.52 -0.54 -191.75 3.67 -6.57 0

5 1 2.11 0.6 -216.09 -0.03 -6.64 -0.28

6 1 1.69 2.38 -148.39 -6.27 -6.59 -0.25

11/18/2009


Calculation Sheetof

Foundation




7 1 -0.52 -2.4 -200.21 6.7 4.1 0.08

8 1 -1.18 -0.45 -274.28 0.27 4.09 -0.24

9 1 -1.24 0.58 -233.39 -3.45 3.94 0.03

10 1 -0.82 -1.52 -233.23 3.95 3.72 0.02

11 1 -0.85 -0.42 -274.23 0.13 3.65 -0.21

12 1 -1.23 1.42 -199.86 -6.15 3.69 -0.17

13 1 -0.35 -1.77 -187.16 6.27 2.27 -0.08

14 1 -0.04 0.46 -244.39 -0.2 2.25 -0.12

15 1 -0.94 1.71 -223.79 -4.12 2.29 0.1

16 1 -0.56 -0.76 -218.51 3.61 2.09 0.11

17 1 0.26 0.53 -244.3 -0.38 1.84 -0.13

18 1 -1.14 2.69 -187.25 -6.75 1.99 -0.08

19 1 -0.53 -2.24 -150.68 6.35 4.94 -0.17

20 1 -1.91 -0.58 -216.81 -0.02 5.12 -0.2

21 1 -1.34 0.32 -190.13 -4.01 4.92 0.1

22 1 -0.85 -1.52 -189.74 3.82 4.69 0.07

23 1 -1.63 -0.59 -216.84 -0.21 4.74 -0.2

24 1 -1.32 1.03 -150.68 -6.53 4.66 -0.14

11/18/2009


Calculation Sheetof

Foundation




4. FOUNDATION DATA 4.1 FOOTING DATA

4000

4000

The Origin coordinateThe Center of Gravity & Pile (0,0) mm 80

0

1500

500

Unit : mm Ft. Name F1Ft. Type

Area

Ft. Thickness 800.00 mm

Ft. Volume

Ft. Weight 30.720 tonf

Soil Height 500.00 mm

Soil Volume

Soil Weight 12.408 tonf

Buoyancy Not Consider

Self Weight (except Pr.SW) 43.128 tonf

4000

4000


0

1500

500


Area


Ft. Volume



Soil Volume




11/18/2009


ISO

16.000 m2

12.800 m3

7.755 m3

ISO

16.000 m2

12.800 m3

7.755 m3

Calculation Sheetof

Foundation




4000

4000


0

1500

500


Area


Ft. Volume



Soil Volume




4000

4000


0

1500

500


Area


Ft. Volume



Soil Volume




11/18/2009


ISO

16.000 m2

12.800 m3

7.755 m3

ISO

16.000 m2

12.800 m3

7.755 m3

Calculation Sheetof

Foundation




4000

4000


0

1500

500


Area


Ft. Volume



Soil Volume




4000

4000


0

1500

500


Area


Ft. Volume



Soil Volume




4.2 PIER DATAOff X , Off Y is offset position from the Center of the footingIf Pier Shape is Circle or Circle wall, Pl is a Diameter. and Pw is a Inner DiameterArea is pier concrete areaWeight is pier and inner soil weight in case circle wall except Tank1 Type(Circle Ring Footing Shape)

Unit( Length : mm , Weight : tonf , Area : m2 )

11/18/2009


Calculation Sheetof

Foundation




Ft.Name Pr.Name Shape Pl Pw Ph Area Weight Off X Off YF1 4 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F2 5 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F3 6 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F4 7 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F5 8 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F6 9 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F7 10 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F8 11 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F9 12 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000

F10 13 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F11 14 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F12 15 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F13 16 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F14 17 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F15 18 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F16 19 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F17 21 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F18 22 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F19 23 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F20 24 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F21 25 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F22 26 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F23 27 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000F24 28 Rectangle 700.000 700.000 1500.000 1.764 0.000 0.000

4.3 LOAD CASE

Input the point loads in the global coordinate system direction. Positive directions of moments (shown in the sketch) are based on the right hand rule.

Fx

FyFz

Mx

MyMz

Index Load Case Name1 SW

2 Bundle

Unit( tonf , tonf-m )

Ft.Name Pr.Name Load Case Fx Fy Fz Mx My

F14

1 0.000 0.000 -1.764 0.000 0.0002 -2.045 1.843 152.166 -2.617 -2.255

Footing SW 0.000 0.000 -43.128 0.000 0.000

F25

1 0.000 0.000 -1.764 0.000 0.0002 -2.376 0.022 220.931 -0.009 -2.702

Footing SW 0.000 0.000 -43.128 0.000 0.000

F36

1 0.000 0.000 -1.764 0.000 0.0002 -2.078 -0.990 196.248 1.444 -2.258

Footing SW 0.000 0.000 -43.128 0.000 0.000

F47

1 0.000 0.000 -1.764 0.000 0.0002 -2.075 0.978 196.267 -1.365 -2.244

Footing SW 0.000 0.000 -43.128 0.000 0.000

F5 81 0.000 0.000 -1.764 0.000 0.0002 -2.366 -0.033 220.920 0.086 -2.654

11/18/2009


0.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.4900.490

Calculation Sheetof

Foundation




Footing SW 0.000 0.000 -43.128 0.000 0.000

F69

1 0.000 0.000 -1.764 0.000 0.0002 -2.031 -1.853 152.160 2.692 -2.177

Footing SW 0.000 0.000 -43.128 0.000 0.000

F710

1 0.000 0.000 -1.764 0.000 0.0002 1.043 2.037 204.671 -2.909 2.170

Footing SW 0.000 0.000 -43.128 0.000 0.000

F811

1 0.000 0.000 -1.764 0.000 0.0002 1.027 0.007 279.963 -0.005 2.164

Footing SW 0.000 0.000 -43.128 0.000 0.000

F912

1 0.000 0.000 -1.764 0.000 0.0002 1.014 -1.296 238.875 1.863 2.162

Footing SW 0.000 0.000 -43.128 0.000 0.000

F1013

1 0.000 0.000 -1.764 0.000 0.0002 1.021 1.289 238.679 -1.818 2.182

Footing SW 0.000 0.000 -43.128 0.000 0.000

F1114

1 0.000 0.000 -1.764 0.000 0.0002 1.039 -0.011 279.901 0.045 2.215

Footing SW 0.000 0.000 -43.128 0.000 0.000

F1215

1 0.000 0.000 -1.764 0.000 0.0002 1.060 -2.041 204.678 2.950 2.252

Footing SW 0.000 0.000 -43.128 0.000 0.000

F1316

1 0.000 0.000 -1.764 0.000 0.0002 0.067 1.761 191.824 -2.532 0.784

Footing SW 0.000 0.000 -43.128 0.000 0.000

F1417

1 0.000 0.000 -1.764 0.000 0.0002 0.971 -0.003 250.036 -0.005 2.091

Footing SW 0.000 0.000 -43.128 0.000 0.000

F1518

1 0.000 0.000 -1.764 0.000 0.0002 0.212 -1.195 229.192 1.703 1.027

Footing SW 0.000 0.000 -43.128 0.000 0.000

F1619

1 0.000 0.000 -1.764 0.000 0.0002 0.163 1.216 224.030 -1.719 0.972

Footing SW 0.000 0.000 -43.128 0.000 0.000

F1721

1 0.000 0.000 -1.764 0.000 0.0002 0.983 0.005 249.944 0.017 2.143

Footing SW 0.000 0.000 -43.128 0.000 0.000

F1822

1 0.000 0.000 -1.764 0.000 0.0002 0.085 -1.761 191.852 2.547 0.866

Footing SW 0.000 0.000 -43.128 0.000 0.000

F1923

1 0.000 0.000 -1.764 0.000 0.0002 1.454 2.036 154.484 -2.958 2.764

Footing SW 0.000 0.000 -43.128 0.000 0.000

F2024

1 0.000 0.000 -1.764 0.000 0.0002 0.850 0.036 221.643 -0.084 1.923

Footing SW 0.000 0.000 -43.128 0.000 0.000

F2125

1 0.000 0.000 -1.764 0.000 0.0002 1.473 -1.387 194.638 1.964 2.831

Footing SW 0.000 0.000 -43.128 0.000 0.000

F2226

1 0.000 0.000 -1.764 0.000 0.0002 1.535 1.396 194.496 -1.986 2.932

Footing SW 0.000 0.000 -43.128 0.000 0.000F23 27 1 0.000 0.000 -1.764 0.000 0.000

11/18/2009


Calculation Sheetof

Foundation




2 0.860 -0.026 221.662 0.061 1.972Footing SW 0.000 0.000 -43.128 0.000 0.000

F2428

1 0.000 0.000 -1.764 0.000 0.0002 1.468 -2.030 154.488 2.940 2.840

Footing SW 0.000 0.000 -43.128 0.000 0.000

4.4 LOAD COMBINATIONIn Pier Top without Self Weight

In Footing Bottom with Pier Self Weight, But without Footing Self Weight,

(Frame Analysis)

In Footing Bottom Center with Pier & Footing Self Weight & Soil Weight,

Case PileType in centroid of Pile GroupCase NonPileType in centroid of Footing

4.4.1 Load Combination in Pier Top (Without SW)Unit( tonf , tonf-m )

Ft.Name Pr.Name L.Comb.4 1 -2.045 1.843 152.166 -2.617 -2.2555 1 -2.376 0.022 220.931 -0.009 -2.7026 1 -2.078 -0.990 196.248 1.444 -2.2587 1 -2.075 0.978 196.267 -1.365 -2.2448 1 -2.366 -0.033 220.920 0.086 -2.6549 1 -2.031 -1.853 152.160 2.692 -2.177

10 1 1.043 2.037 204.671 -2.909 2.17011 1 1.027 0.007 279.963 -0.005 2.16412 1 1.014 -1.296 238.875 1.863 2.16213 1 1.021 1.289 238.679 -1.818 2.18214 1 1.039 -0.011 279.901 0.045 2.21515 1 1.060 -2.041 204.678 2.950 2.25216 1 0.067 1.761 191.824 -2.532 0.78417 1 0.971 -0.003 250.036 -0.005 2.09118 1 0.212 -1.195 229.192 1.703 1.02719 1 0.163 1.216 224.030 -1.719 0.97221 1 0.983 0.005 249.944 0.017 2.14322 1 0.085 -1.761 191.852 2.547 0.86623 1 1.454 2.036 154.484 -2.958 2.76424 1 0.850 0.036 221.643 -0.084 1.92325 1 1.473 -1.387 194.638 1.964 2.83126 1 1.535 1.396 194.496 -1.986 2.93227 1 0.860 -0.026 221.662 0.061 1.97228 1 1.468 -2.030 154.488 2.940 2.840

4.4.2 Load Combination in Footing Bottom (With Pier SW)Unit( tonf , tonf-m )

Ft.Name Pr.Name L.Comb.4 1 -2.540 1.300 148.330 -6.600 6.4305 1 -1.850 -0.670 216.110 -0.030 6.3006 1 -2.100 -1.710 191.500 3.480 6.370

11/18/2009


ΣFx ΣFy ΣFz ΣMx ΣMyF1F2F3F4F5F6F7F8F9F10F11F12F13F14F15F16F17F18F19F20F21F22F23F24

ΣFx ΣFy ΣFz ΣMx ΣMyF1F2F3

Calculation Sheetof

Foundation




7 1 -2.520 0.540 191.750 -3.670 6.5708 1 -2.110 -0.600 216.090 0.030 6.6409 1 -1.690 -2.380 148.390 6.270 6.590

10 1 0.520 2.400 200.210 -6.700 -4.10011 1 1.180 0.450 274.280 -0.270 -4.09012 1 1.240 -0.580 233.390 3.450 -3.94013 1 0.820 1.520 233.230 -3.950 -3.72014 1 0.850 0.420 274.230 -0.130 -3.65015 1 1.230 -1.420 199.860 6.150 -3.69016 1 0.350 1.770 187.160 -6.270 -2.27017 1 0.040 -0.460 244.390 0.200 -2.25018 1 0.940 -1.710 223.790 4.120 -2.29019 1 0.560 0.760 218.510 -3.610 -2.09021 1 -0.260 -0.530 244.300 0.380 -1.84022 1 1.140 -2.690 187.250 6.750 -1.99023 1 0.530 2.240 150.680 -6.350 -4.94024 1 1.910 0.580 216.810 0.020 -5.12025 1 1.340 -0.320 190.130 4.010 -4.92026 1 0.850 1.520 189.740 -3.820 -4.69027 1 1.630 0.590 216.840 0.210 -4.74028 1 1.320 -1.030 150.680 6.530 -4.660

4.4.3 Load Combination in Footing Bottom Center (With Pier & Footing SW) Load Combination of Elastic ConditionThere is no Load Combination

Load Combination of Ultimate Condition p : PileType - C.G. of Load is coordinate from left bottom. Unit : mm Unit( tonf , tonf-m )

Ft.Name Sec.Na L.Comb. C.G. of LoadsS1 1 -2.540 1.300 105.202 -6.600 6.430 2000.0 , 2000.0

S1 1 -1.850 -0.670 172.982 -0.030 6.300 2000.0 , 2000.0

S1 1 -2.100 -1.710 148.372 3.480 6.370 2000.0 , 2000.0

S1 1 -2.520 0.540 148.622 -3.670 6.570 2000.0 , 2000.0

S1 1 -2.110 -0.600 172.962 0.030 6.640 2000.0 , 2000.0

S1 1 -1.690 -2.380 105.262 6.270 6.590 2000.0 , 2000.0

S1 1 0.520 2.400 157.082 -6.700 -4.100 2000.0 , 2000.0

S1 1 1.180 0.450 231.152 -0.270 -4.090 2000.0 , 2000.0

S1 1 1.240 -0.580 190.262 3.450 -3.940 2000.0 , 2000.0

S1 1 0.820 1.520 190.102 -3.950 -3.720 2000.0 , 2000.0

S1 1 0.850 0.420 231.102 -0.130 -3.650 2000.0 , 2000.0

S1 1 1.230 -1.420 156.732 6.150 -3.690 2000.0 , 2000.0

S1 1 0.350 1.770 144.032 -6.270 -2.270 2000.0 , 2000.0

S1 1 0.040 -0.460 201.262 0.200 -2.250 2000.0 , 2000.0

S1 1 0.940 -1.710 180.662 4.120 -2.290 2000.0 , 2000.0

S1 1 0.560 0.760 175.382 -3.610 -2.090 2000.0 , 2000.0

S1 1 -0.260 -0.530 201.172 0.380 -1.840 2000.0 , 2000.0

S1 1 1.140 -2.690 144.122 6.750 -1.990 2000.0 , 2000.0

11/18/2009


F4F5F6F7F8F9F10F11F12F13F14F15F16F17F18F19F20F21F22F23F24

ΣFx ΣFy ΣFz ΣMx ΣMyF1 p

F2 p

F3 p

F4 p

F5 p

F6 p

F7 p

F8 p

F9 p

F10 p

F11 p

F12 p

F13 p

F14 p

F15 p

F16 p

F17 p

F18 p

Calculation Sheetof

Foundation




S1 1 0.530 2.240 107.552 -6.350 -4.940 2000.0 , 2000.0

S1 1 1.910 0.580 173.682 0.020 -5.120 2000.0 , 2000.0

S1 1 1.340 -0.320 147.002 4.010 -4.920 2000.0 , 2000.0

S1 1 0.850 1.520 146.612 -3.820 -4.690 2000.0 , 2000.0

S1 1 1.630 0.590 173.712 0.210 -4.740 2000.0 , 2000.0

S1 1 1.320 -1.030 107.552 6.530 -4.660 2000.0 , 2000.0

4.4.4 Pile Reaction Table

1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F1

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA

Pile Diameter 600 mm

LC Type Stability

Origin Point (0,0) mm

The Center of Gravity & Pile (0,0) mm

4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F1

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce



LC : 1, ( 1.0 SW + 1.0 Bundle ) Unit (mm,tonf)

No. NamePile Geometry Bi-Axial Shear (Hor)

Ra Ua HaX Y XY-Dir. XY-Dir.

1 PHC-12 -1500 -1500 -13.14 0.32 33 10 2

2 PHC-12 0 -1500 -12.42 0.32 33 10 2

11/18/2009


F19 p

F20 p

F21 p

F22 p

F23 p

F24 p

Calculation Sheetof

Foundation




3 PHC-12 1500 -1500 -11.71 0.32 33 10 2

4 PHC-12 -1500 0 -12.4 0.32 33 10 2

5 PHC-12 0 0 -11.69 0.32 33 10 2

6 PHC-12 1500 0 -10.97 0.32 33 10 2

7 PHC-12 -1500 1500 -11.67 0.32 33 10 2

8 PHC-12 0 1500 -10.96 0.32 33 10 2

9 PHC-12 1500 1500 -10.24 0.32 33 10 2

1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F2

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F2

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -19.92 0.22 33 10 2

2 PHC-12 0 -1500 -19.22 0.22 33 10 2

3 PHC-12 1500 -1500 -18.52 0.22 33 10 2

4 PHC-12 -1500 0 -19.92 0.22 33 10 2

11/18/2009


Calculation Sheetof

Foundation




5 PHC-12 0 0 -19.22 0.22 33 10 2

6 PHC-12 1500 0 -18.52 0.22 33 10 2

7 PHC-12 -1500 1500 -19.92 0.22 33 10 2

8 PHC-12 0 1500 -19.22 0.22 33 10 2

9 PHC-12 1500 1500 -18.52 0.22 33 10 2

1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F3

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F3

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -16.81 0.3 33 10 2

2 PHC-12 0 -1500 -16.1 0.3 33 10 2

3 PHC-12 1500 -1500 -15.39 0.3 33 10 2

4 PHC-12 -1500 0 -17.19 0.3 33 10 2

5 PHC-12 0 0 -16.49 0.3 33 10 2

6 PHC-12 1500 0 -15.78 0.3 33 10 2

11/18/2009


Calculation Sheetof

Foundation




7 PHC-12 -1500 1500 -17.58 0.3 33 10 2

8 PHC-12 0 1500 -16.87 0.3 33 10 2

9 PHC-12 1500 1500 -16.16 0.3 33 10 2

1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F4

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F4

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -17.65 0.29 33 10 2

2 PHC-12 0 -1500 -16.92 0.29 33 10 2

3 PHC-12 1500 -1500 -16.19 0.29 33 10 2

4 PHC-12 -1500 0 -17.24 0.29 33 10 2

5 PHC-12 0 0 -16.51 0.29 33 10 2

6 PHC-12 1500 0 -15.78 0.29 33 10 2

7 PHC-12 -1500 1500 -16.84 0.29 33 10 2

8 PHC-12 0 1500 -16.11 0.29 33 10 2

11/18/2009


Calculation Sheetof

Foundation




9 PHC-12 1500 1500 -15.38 0.29 33 10 2

1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F5

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F5

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -19.95 0.24 33 10 2

2 PHC-12 0 -1500 -19.21 0.24 33 10 2

3 PHC-12 1500 -1500 -18.48 0.24 33 10 2

4 PHC-12 -1500 0 -19.96 0.24 33 10 2

5 PHC-12 0 0 -19.22 0.24 33 10 2

6 PHC-12 1500 0 -18.48 0.24 33 10 2

7 PHC-12 -1500 1500 -19.96 0.24 33 10 2

8 PHC-12 0 1500 -19.22 0.24 33 10 2

9 PHC-12 1500 1500 -18.48 0.24 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F6

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F6

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -11.73 0.32 33 10 2

2 PHC-12 0 -1500 -11 0.32 33 10 2

3 PHC-12 1500 -1500 -10.27 0.32 33 10 2

4 PHC-12 -1500 0 -12.43 0.32 33 10 2

5 PHC-12 0 0 -11.7 0.32 33 10 2

6 PHC-12 1500 0 -10.96 0.32 33 10 2

7 PHC-12 -1500 1500 -13.12 0.32 33 10 2

8 PHC-12 0 1500 -12.39 0.32 33 10 2

9 PHC-12 1500 1500 -11.66 0.32 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F7

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F7

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -17.74 0.27 33 10 2

2 PHC-12 0 -1500 -18.2 0.27 33 10 2

3 PHC-12 1500 -1500 -18.65 0.27 33 10 2

4 PHC-12 -1500 0 -17 0.27 33 10 2

5 PHC-12 0 0 -17.45 0.27 33 10 2

6 PHC-12 1500 0 -17.91 0.27 33 10 2

7 PHC-12 -1500 1500 -16.25 0.27 33 10 2

8 PHC-12 0 1500 -16.71 0.27 33 10 2

9 PHC-12 1500 1500 -17.16 0.27 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F8

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F8

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -25.26 0.14 33 10 2

2 PHC-12 0 -1500 -25.71 0.14 33 10 2

3 PHC-12 1500 -1500 -26.17 0.14 33 10 2

4 PHC-12 -1500 0 -25.23 0.14 33 10 2

5 PHC-12 0 0 -25.68 0.14 33 10 2

6 PHC-12 1500 0 -26.14 0.14 33 10 2

7 PHC-12 -1500 1500 -25.2 0.14 33 10 2

8 PHC-12 0 1500 -25.65 0.14 33 10 2

9 PHC-12 1500 1500 -26.11 0.14 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F9

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F9

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -20.32 0.15 33 10 2

2 PHC-12 0 -1500 -20.76 0.15 33 10 2

3 PHC-12 1500 -1500 -21.19 0.15 33 10 2

4 PHC-12 -1500 0 -20.7 0.15 33 10 2

5 PHC-12 0 0 -21.14 0.15 33 10 2

6 PHC-12 1500 0 -21.58 0.15 33 10 2

7 PHC-12 -1500 1500 -21.09 0.15 33 10 2

8 PHC-12 0 1500 -21.52 0.15 33 10 2

9 PHC-12 1500 1500 -21.96 0.15 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F10

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F10

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -21.15 0.19 33 10 2

2 PHC-12 0 -1500 -21.56 0.19 33 10 2

3 PHC-12 1500 -1500 -21.97 0.19 33 10 2

4 PHC-12 -1500 0 -20.71 0.19 33 10 2

5 PHC-12 0 0 -21.12 0.19 33 10 2

6 PHC-12 1500 0 -21.54 0.19 33 10 2

7 PHC-12 -1500 1500 -20.27 0.19 33 10 2

8 PHC-12 0 1500 -20.68 0.19 33 10 2

9 PHC-12 1500 1500 -21.1 0.19 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F11

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F11

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -25.29 0.11 33 10 2

2 PHC-12 0 -1500 -25.69 0.11 33 10 2

3 PHC-12 1500 -1500 -26.1 0.11 33 10 2

4 PHC-12 -1500 0 -25.27 0.11 33 10 2

5 PHC-12 0 0 -25.68 0.11 33 10 2

6 PHC-12 1500 0 -26.08 0.11 33 10 2

7 PHC-12 -1500 1500 -25.26 0.11 33 10 2

8 PHC-12 0 1500 -25.66 0.11 33 10 2

9 PHC-12 1500 1500 -26.07 0.11 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F12

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F12

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -16.32 0.21 33 10 2

2 PHC-12 0 -1500 -16.73 0.21 33 10 2

3 PHC-12 1500 -1500 -17.14 0.21 33 10 2

4 PHC-12 -1500 0 -17 0.21 33 10 2

5 PHC-12 0 0 -17.41 0.21 33 10 2

6 PHC-12 1500 0 -17.82 0.21 33 10 2

7 PHC-12 -1500 1500 -17.69 0.21 33 10 2

8 PHC-12 0 1500 -18.1 0.21 33 10 2

9 PHC-12 1500 1500 -18.51 0.21 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F13

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F13

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -16.45 0.2 33 10 2

2 PHC-12 0 -1500 -16.7 0.2 33 10 2

3 PHC-12 1500 -1500 -16.95 0.2 33 10 2

4 PHC-12 -1500 0 -15.75 0.2 33 10 2

5 PHC-12 0 0 -16 0.2 33 10 2

6 PHC-12 1500 0 -16.26 0.2 33 10 2

7 PHC-12 -1500 1500 -15.05 0.2 33 10 2

8 PHC-12 0 1500 -15.31 0.2 33 10 2

9 PHC-12 1500 1500 -15.56 0.2 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F14

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F14

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -22.09 0.05 33 10 2

2 PHC-12 0 -1500 -22.34 0.05 33 10 2

3 PHC-12 1500 -1500 -22.59 0.05 33 10 2

4 PHC-12 -1500 0 -22.11 0.05 33 10 2

5 PHC-12 0 0 -22.36 0.05 33 10 2

6 PHC-12 1500 0 -22.61 0.05 33 10 2

7 PHC-12 -1500 1500 -22.13 0.05 33 10 2

8 PHC-12 0 1500 -22.38 0.05 33 10 2

9 PHC-12 1500 1500 -22.63 0.05 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F15

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F15

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -19.36 0.22 33 10 2

2 PHC-12 0 -1500 -19.62 0.22 33 10 2

3 PHC-12 1500 -1500 -19.87 0.22 33 10 2

4 PHC-12 -1500 0 -19.82 0.22 33 10 2

5 PHC-12 0 0 -20.07 0.22 33 10 2

6 PHC-12 1500 0 -20.33 0.22 33 10 2

7 PHC-12 -1500 1500 -20.28 0.22 33 10 2

8 PHC-12 0 1500 -20.53 0.22 33 10 2

9 PHC-12 1500 1500 -20.79 0.22 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F16

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F16

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -19.66 0.1 33 10 2

2 PHC-12 0 -1500 -19.89 0.1 33 10 2

3 PHC-12 1500 -1500 -20.12 0.1 33 10 2

4 PHC-12 -1500 0 -19.25 0.1 33 10 2

5 PHC-12 0 0 -19.49 0.1 33 10 2

6 PHC-12 1500 0 -19.72 0.1 33 10 2

7 PHC-12 -1500 1500 -18.85 0.1 33 10 2

8 PHC-12 0 1500 -19.09 0.1 33 10 2

9 PHC-12 1500 1500 -19.32 0.1 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F17

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F17

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -22.11 0.07 33 10 2

2 PHC-12 0 -1500 -22.31 0.07 33 10 2

3 PHC-12 1500 -1500 -22.51 0.07 33 10 2

4 PHC-12 -1500 0 -22.15 0.07 33 10 2

5 PHC-12 0 0 -22.35 0.07 33 10 2

6 PHC-12 1500 0 -22.56 0.07 33 10 2

7 PHC-12 -1500 1500 -22.19 0.07 33 10 2

8 PHC-12 0 1500 -22.39 0.07 33 10 2

9 PHC-12 1500 1500 -22.6 0.07 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F18

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F18

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -15.04 0.32 33 10 2

2 PHC-12 0 -1500 -15.26 0.32 33 10 2

3 PHC-12 1500 -1500 -15.48 0.32 33 10 2

4 PHC-12 -1500 0 -15.79 0.32 33 10 2

5 PHC-12 0 0 -16.01 0.32 33 10 2

6 PHC-12 1500 0 -16.23 0.32 33 10 2

7 PHC-12 -1500 1500 -16.54 0.32 33 10 2

8 PHC-12 0 1500 -16.76 0.32 33 10 2

9 PHC-12 1500 1500 -16.98 0.32 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F19

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F19

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -12.11 0.26 33 10 2

2 PHC-12 0 -1500 -12.66 0.26 33 10 2

3 PHC-12 1500 -1500 -13.2 0.26 33 10 2

4 PHC-12 -1500 0 -11.4 0.26 33 10 2

5 PHC-12 0 0 -11.95 0.26 33 10 2

6 PHC-12 1500 0 -12.5 0.26 33 10 2

7 PHC-12 -1500 1500 -10.7 0.26 33 10 2

8 PHC-12 0 1500 -11.24 0.26 33 10 2

9 PHC-12 1500 1500 -11.79 0.26 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F20

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F20

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -18.73 0.22 33 10 2

2 PHC-12 0 -1500 -19.3 0.22 33 10 2

3 PHC-12 1500 -1500 -19.86 0.22 33 10 2

4 PHC-12 -1500 0 -18.73 0.22 33 10 2

5 PHC-12 0 0 -19.3 0.22 33 10 2

6 PHC-12 1500 0 -19.87 0.22 33 10 2

7 PHC-12 -1500 1500 -18.73 0.22 33 10 2

8 PHC-12 0 1500 -19.3 0.22 33 10 2

9 PHC-12 1500 1500 -19.87 0.22 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F21

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F21

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -15.34 0.15 33 10 2

2 PHC-12 0 -1500 -15.89 0.15 33 10 2

3 PHC-12 1500 -1500 -16.43 0.15 33 10 2

4 PHC-12 -1500 0 -15.79 0.15 33 10 2

5 PHC-12 0 0 -16.33 0.15 33 10 2

6 PHC-12 1500 0 -16.88 0.15 33 10 2

7 PHC-12 -1500 1500 -16.23 0.15 33 10 2

8 PHC-12 0 1500 -16.78 0.15 33 10 2

9 PHC-12 1500 1500 -17.33 0.15 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F22

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F22

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -16.19 0.19 33 10 2

2 PHC-12 0 -1500 -16.71 0.19 33 10 2

3 PHC-12 1500 -1500 -17.24 0.19 33 10 2

4 PHC-12 -1500 0 -15.77 0.19 33 10 2

5 PHC-12 0 0 -16.29 0.19 33 10 2

6 PHC-12 1500 0 -16.81 0.19 33 10 2

7 PHC-12 -1500 1500 -15.34 0.19 33 10 2

8 PHC-12 0 1500 -15.87 0.19 33 10 2

9 PHC-12 1500 1500 -16.39 0.19 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F23

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F23

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -18.75 0.19 33 10 2

2 PHC-12 0 -1500 -19.28 0.19 33 10 2

3 PHC-12 1500 -1500 -19.8 0.19 33 10 2

4 PHC-12 -1500 0 -18.77 0.19 33 10 2

5 PHC-12 0 0 -19.3 0.19 33 10 2

6 PHC-12 1500 0 -19.83 0.19 33 10 2

7 PHC-12 -1500 1500 -18.8 0.19 33 10 2

8 PHC-12 0 1500 -19.32 0.19 33 10 2

9 PHC-12 1500 1500 -19.85 0.19 33 10 2

11/18/2009


Calculation Sheetof

Foundation




1 2 3

4 5 6

7 8 9

4000

4000

Footing Name F24

Section Name -

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Stability



4000

4000

1 2 3

4 5 6

7 8 9

Footing Name F24

Section Name S1

Pile Name PHC-12

Pile Shape Circle

Pile Number 9 EA


LC Type Reinforce






1 PHC-12 -1500 -1500 -10.71 0.19 33 10 2

2 PHC-12 0 -1500 -11.22 0.19 33 10 2

3 PHC-12 1500 -1500 -11.74 0.19 33 10 2

4 PHC-12 -1500 0 -11.43 0.19 33 10 2

5 PHC-12 0 0 -11.95 0.19 33 10 2

6 PHC-12 1500 0 -12.47 0.19 33 10 2

7 PHC-12 -1500 1500 -12.16 0.19 33 10 2

8 PHC-12 0 1500 -12.68 0.19 33 10 2

9 PHC-12 1500 1500 -13.19 0.19 33 10 2

11/18/2009


Calculation Sheetof

Foundation




2. CHECK OF STABILITY 2.1 CHECK OF PILE REACTION (Bi-Axial) 2.1.1 Formula if footing is checked in Buoyancy ΣFz means ΣFz - Fb

a. Vertical - Bi Axial : R = ΣFz Np

ΣMy X Σ Xi2

ΣMx Y Σ Yi2

- Ru = Rmax

- Uf = Min[ 0 , Rmin ] - Ru < Va => OK

b. Horizontal - Hmax = (ΣHxi

2 + ΣHyi2)

Np < Ha => OK

c. Uplift - Uf < Ua => OK Ver. / Uf. = Vertical / Uplift

2.1.2 Check of Vertical & Uplift ReactionFt.Name Np(EA) Fl (mm) Fw (mm)

F1 9 4000 4000 13.5 13.5

F2 9 4000 4000 13.5 13.5

F3 9 4000 4000 13.5 13.5

F4 9 4000 4000 13.5 13.5

F5 9 4000 4000 13.5 13.5

F6 9 4000 4000 13.5 13.5

F7 9 4000 4000 13.5 13.5

F8 9 4000 4000 13.5 13.5

F9 9 4000 4000 13.5 13.5

F10 9 4000 4000 13.5 13.5

F11 9 4000 4000 13.5 13.5

F12 9 4000 4000 13.5 13.5

F13 9 4000 4000 13.5 13.5

F14 9 4000 4000 13.5 13.5

F15 9 4000 4000 13.5 13.5

F16 9 4000 4000 13.5 13.5

F17 9 4000 4000 13.5 13.5

F18 9 4000 4000 13.5 13.5

F19 9 4000 4000 13.5 13.5

F20 9 4000 4000 13.5 13.5

F21 9 4000 4000 13.5 13.5

F22 9 4000 4000 13.5 13.5

F23 9 4000 4000 13.5 13.5

F24 9 4000 4000 13.5 13.5

Unit( tonf )

Ft.Name L.Comb. Pile ResultF1 1 PHC-12 -11.685 -11.685 0 -11.685 44 13.333

F2 1 PHC-12 -19.234 -19.234 0 -19.234 44 13.333

F3 1 PHC-12 -16.409 -16.409 0 -16.409 44 13.333

11/18/2009


ΣXi2 (m2) ΣYi2 (m2)

R Max R Min Ru Uf Ra UaOK

NG

NG

Calculation Sheetof

Foundation




F4 1 PHC-12 -16.59 -16.59 0 -16.59 44 13.333

F5 1 PHC-12 -19.201 -19.201 0 -19.201 44 13.333

F6 1 PHC-12 -11.702 -11.702 0 -11.702 44 13.333

F7 1 PHC-12 -17.59 -17.59 0 -17.59 44 13.333

F8 1 PHC-12 -25.69 -25.69 0 -25.69 44 13.333

F9 1 PHC-12 -21.137 -21.137 0 -21.137 44 13.333

F10 1 PHC-12 -21.126 -21.126 0 -21.126 44 13.333

F11 1 PHC-12 -25.668 -25.668 0 -25.668 44 13.333

F12 1 PHC-12 -17.28 -17.28 0 -17.28 44 13.333

F13 1 PHC-12 -15.975 -15.975 0 -15.975 44 13.333

F14 1 PHC-12 -22.354 -22.354 0 -22.354 44 13.333

F15 1 PHC-12 -20.121 -20.121 0 -20.121 44 13.333

F16 1 PHC-12 -19.44 -19.44 0 -19.44 44 13.333

F17 1 PHC-12 -22.365 -22.365 0 -22.365 44 13.333

F18 1 PHC-12 -16.04 -16.04 0 -16.04 44 13.333

F19 1 PHC-12 -11.942 -11.942 0 -11.942 44 13.333

F20 1 PHC-12 -19.285 -19.285 0 -19.285 44 13.333

F21 1 PHC-12 -16.406 -16.406 0 -16.406 44 13.333

F22 1 PHC-12 -16.219 -16.219 0 -16.219 44 13.333

F23 1 PHC-12 -19.317 -19.317 0 -19.317 44 13.333

F24 1 PHC-12 -11.957 -11.957 0 -11.957 44 13.333

2.1.3 Check Of Horizontal ReactionFt.Name L.Comb. Pile Hmax (tonf) Ha (tonf) Result

F1 1 PHC-12 0.125 2.667

F2 1 PHC-12 0.252 2.667

F3 1 PHC-12 0.299 2.667

F4 1 PHC-12 0.332 2.667

F5 1 PHC-12 0.255 2.667

F6 1 PHC-12 0.124 2.667

F7 1 PHC-12 0.383 2.667

F8 1 PHC-12 0.09 2.667

F9 1 PHC-12 0.102 2.667

F10 1 PHC-12 0.111 2.667

F11 1 PHC-12 0.061 2.667

F12 1 PHC-12 0.287 2.667

F13 1 PHC-12 0.331 2.667

F14 1 PHC-12 0.057 2.667

F15 1 PHC-12 0.196 2.667

F16 1 PHC-12 0.141 2.667

F17 1 PHC-12 0.087 2.667

F18 1 PHC-12 0.401 2.667

F19 1 PHC-12 0.123 2.667

F20 1 PHC-12 0.253 2.667

11/18/2009


NG

NG

OK

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

OK

NG

NG

NG

NG

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheetof

Foundation




6. DESIGN OF FOOTING

6.1 REQUIRED REINFORCEMENT 6.1.1 Reinforcement Formula

- Shrinkage And Temperature Reinforcement ---- ACI CODE 7.12.2 As As1 = fac b h , fac = following Area of shrinkage and temperature reinforcement shall provide at least the following ratio of reinforcement area to gross concrete area, but not less than 0.0014 (a) Slabs where Grade 40 or 50 deformed bars are used ........................................................................0.0020 (b) Slabs where Grade 60 deformed bars or welded wire reinforcement are used....................................0.0018 (c) Slabs where reinforcement with yield stress exceeding 60,000 psi measured at a yield strain of 0.35 percent is used .......................................................................................................

0.0018 60,000fy

- Required Reinforcement by Analysis As As2 = ρ.req b d - At every section of flexural members where tensile reinforcement is required

As (As5 = 3 fck

fybw d) (As4 =

200fy

b d) ---- ACI Eq (10-3)

- The requirements of Eq (10-3) need not be applied, if every section As provided is at least one -third greater then that required by analysis ---- ACI CODE 10.5.3 As3 = 1.333 ρ.req b d Asmax = 0.75 ρb b d

ρb = 0.85 β1 fck

fy

0.003 Es 0.003 Es + fy

Selected As = Max ( As1 , As2 , Min ( As3 , Max ( As4 , As5 ) ) ) If Selected As < Using As < Asmax , then OK!!

Note : The reinforcement is calculated bases on the maximum moment under the foundation in each direction.But, the 'ISO' , 'OCT' , 'HEX' , 'COMB' , 'TANK1' foundations are calaulated as face pierWhere,

Rn = Muφbd2 , φ = 0.9 , ρ.req =

0.85 fckfy ( 1 - 1 -

2Rn0.85fck )

6.1.2 Check of Footing Reinforcement Footing Name : F1 GroupType : Isolated

- X direction (Unit Width)

Sec.Nam L.Comb. Using Bar (mm) Width b (m) d (cm)

S11 top 1.650 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 2.159 0.0005

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 3.836 5.113 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627

Sec.Nam L.Comb. Result

S11 top 10.053 7.200

1 bottom 10.053 7.200

11/18/2009


Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200

Mu (tonf-m) Rn ρ.Req

10.698

-

As1(cm2) As2(cm2) As3(cm2) As4(cm2) As5(cm2) Asmax(cm2)

Select As(cm2)Using As(cm2)OK

OK

Calculation Sheetof

Foundation




- Y direction (Unit Width)


S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 2.259 0.0005

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 3.928 5.235 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 7.200

1 bottom 10.053 7.200

Footing Name : F2 GroupType : Isolated - X direction (Unit Width)


S11 top 1.650 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.467 0.0008

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.182 8.241 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 8.241

1 bottom 10.053 7.200



S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.495 0.0008

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.098 8.129 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895

11/18/2009


Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


10.714

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


17.181

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


16.580

-


Calculation Sheetof

Foundation





S11 top 10.053 8.129

1 bottom 10.053 7.200



S11 top 1.650 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 2.993 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.330 7.104 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.068 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.346 7.126 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 1.650 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.002 0.0007

1 bottom - -

11/18/2009



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.830

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.552

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.873

-

Calculation Sheetof

Foundation




Sec.Nam L.Comb.

S11 top 7.200 5.345 7.125 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.077 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.362 7.147 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 1.650 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.474 0.0008

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.194 8.256 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 8.256

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

11/18/2009




OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.594

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


17.212

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200

Calculation Sheetof

Foundation




Sec.Nam L.Comb.

S11 top 3.495 0.0008

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.098 8.128 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 8.128

1 bottom 10.053 7.200



S11 top 1.650 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 2.163 0.0005

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 3.844 5.124 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 2.253 0.0005

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 3.918 5.223 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 7.200

1 bottom 10.053 7.200

11/18/2009



16.579

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


10.719

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


10.689

-



OK

Calculation Sheetof

Foundation






S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.117 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.553 7.402 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 7.402

1 bottom 10.053 7.200



S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.309 0.0008

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.770 7.691 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 7.691

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 4.550 0.0011

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 8.136 10.845 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627

11/18/2009


Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


15.447

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


15.696

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


22.544

-


Calculation Sheetof

Foundation





S11 top 10.053 10.845

1 bottom 10.053 7.200



S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 4.675 0.0011

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 8.183 10.908 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 10.908

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.756 0.0009

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.702 8.934 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 8.934

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.913 0.0009

1 bottom - -

11/18/2009


Select As(cm2)Using As(cm2)NG

OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


22.178

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


18.611

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


18.564

-

Calculation Sheetof

Foundation




Sec.Nam L.Comb.

S11 top 7.200 6.835 9.112 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 9.112

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.749 0.0009

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.689 8.916 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 8.916

1 bottom 10.053 7.200



S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.920 0.0009

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.848 9.128 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 9.128

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

11/18/2009




OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


18.574

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


18.597

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200

Calculation Sheetof

Foundation




Sec.Nam L.Comb.

S11 top 4.540 0.0011

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 8.119 10.822 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 10.822

1 bottom 10.053 7.200



S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 4.672 0.0011

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 8.176 10.899 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 10.899

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.103 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.527 7.367 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 7.367

1 bottom 10.053 7.200

11/18/2009



22.497

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


22.160

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


15.374

-



OK

Calculation Sheetof

Foundation






S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.291 0.0008

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.738 7.648 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 7.648

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 2.830 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.037 6.714 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.037 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.291 7.053 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895

11/18/2009


Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


15.609

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.021

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.404

-


Calculation Sheetof

Foundation





S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.936 0.0009

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 7.027 9.367 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 9.367

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 4.070 0.0010

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 7.112 9.480 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 9.480

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.538 0.0009

1 bottom - -

11/18/2009



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


19.503

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


19.307

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


17.533

-

Calculation Sheetof

Foundation




Sec.Nam L.Comb.

S11 top 7.200 6.310 8.411 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 8.411

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.733 0.0009

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.517 8.687 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 8.687

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.433 0.0008

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.119 8.157 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 8.157

1 bottom 10.053 7.200



S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

11/18/2009




OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


17.708

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


17.008

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200

Calculation Sheetof

Foundation




Sec.Nam L.Comb.

S11 top 3.616 0.0009

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.311 8.412 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 8.412

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.926 0.0009

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 7.009 9.343 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 9.343

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 4.072 0.0010

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 7.115 9.484 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 9.484

1 bottom 10.053 7.200

11/18/2009



17.153

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


19.455

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


19.315

-



OK

Calculation Sheetof

Foundation






S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 2.826 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.030 6.705 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.048 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.311 7.080 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 2.176 0.0005

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 3.866 5.153 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627

11/18/2009


Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.002

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.458

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


10.781

-


Calculation Sheetof

Foundation





S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 2.301 0.0006

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 4.002 5.334 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.458 0.0008

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.166 8.219 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 8.219

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.509 0.0008

1 bottom - -

11/18/2009



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


10.915

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


17.135

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


16.646

-

Calculation Sheetof

Foundation




Sec.Nam L.Comb.

S11 top 7.200 6.122 8.161 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 8.161

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 2.938 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.231 6.973 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.051 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.316 7.087 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

11/18/2009




OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.559

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.472

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200

Calculation Sheetof

Foundation




Sec.Nam L.Comb.

S11 top 2.926 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.210 6.945 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 1.650 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.039 0.0007

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 5.296 7.060 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 3.451 0.0008

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.154 8.203 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 8.203

1 bottom 10.053 7.200

11/18/2009



14.500

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


14.417

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


17.102

-



OK

Calculation Sheetof

Foundation






S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 3.514 0.0008

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 6.131 8.172 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895


S11 top 10.053 8.172

1 bottom 10.053 7.200



S11 top 2.350 1.000 74.200 10.053

1 botom 2.000 1.000 64.200 10.053

Sec.Nam L.Comb.

S11 top 2.170 0.0005

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 3.856 5.140 24.842 21.080 126.703

1 bottom 7.200 - - 21.494 18.239 109.627


S11 top 10.053 7.200

1 bottom 10.053 7.200



S11 top 2.350 1.000 72.600 10.053

1 botom 2.000 1.000 62.600 10.053

Sec.Nam L.Comb.

S11 top 2.305 0.0006

1 bottom - -

Sec.Nam L.Comb.

S11 top 7.200 4.008 5.343 24.306 20.625 123.971

1 bottom 7.200 - - 20.958 17.784 106.895

11/18/2009


Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


16.668

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


10.754

-



OK

Loc. (m) As (cm2)5 - 16M @ 200

5 - 16M @ 200


10.933

-


Calculation Sheetof

Foundation





S11 top 10.053 7.200

1 bottom 10.053 7.200

11/18/2009



OK

Calculation Sheetof

Foundation




6.2 PILE PUNCHING SHEAR FORCE 6.2.1 Pile Punching Shear Formula Vu = ΣFz Shade Ratio (a) φ Vc1 = 0.85 2 (1 + 2/βc) fck bo d (eq 11-33) <- Vc1 (b) φ Vc2 = 0.85 2 (1 + αs d / 2 bo) fck bo d (eq 11-34) <- Vc2 (c) φ Vc3 = 0.85 4 fck bo d (eq 11-35) <- Vc3 φ Vc = Min(φ Vc1 , φ Vc2 , φ Vc3) ACI 318-05 CODE 11.12.2.1 Vu φ Vc , then OK where β = ratio of long side to short side of the column, concentrated load or reaction area αs = 40 for interior colimns = 30 for edge columns = 20 for corner columns bo = perimeter of critical section

Shade Ratio = Footing Area - Punching Area

Footing Area

6.2.2 Check of Pile Punching Shear

4000

4000

1 2 3

4 5 6

7 8 9

Ft.Name F1 Punching Area

Pile No. 1 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 1 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

11 /18 /2009

C opyrigh t (c ) G S E & C . A ll R ights R eserved

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.300 cm2

3 0 3 . 6 4 2 t o n f

3 7 9 . 8 9 2 t o n f

2 0 2 . 4 2 8 t o n f

2 0 2 . 4 2 8 t o n f

- 1 3 . 1 3 7 t o n f

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.300 cm2

3 0 3 . 6 4 2 t o n f

3 7 9 . 8 9 2 t o n f

2 0 2 . 4 2 8 t o n f

2 0 2 . 4 2 8 t o n f

- 1 9 . 9 2 4 t o n f

OK

Calculation Sheetof

Foundation




4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 7 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 1 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 1 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 7 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

11/18/2009


βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.300 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-17.580 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.300 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-17.651 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.300 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-19.952 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.300 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-13.125 tonf

OK

Calculation Sheetof

Foundation




4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 9 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

11/18/2009


βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-18.654 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-26.168 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.280 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-21.961 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-21.975 tonf

OK

Calculation Sheetof

Foundation




4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 9 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

11/18/2009


βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-26.098 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.280 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-18.508 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-16.952 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-22.590 tonf

OK

Calculation Sheetof

Foundation




4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 9 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 9 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

11/18/2009


βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.280 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-20.786 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-20.120 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-22.515 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.280 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-16.985 tonf

OK

Calculation Sheetof

Foundation




4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 9 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

11/18/2009


βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-13.205 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-19.865 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.280 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-17.326 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-17.236 tonf

OK

Calculation Sheetof

Foundation




4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 3 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

4000

4000

1 2 3

4 5 6

7 8 9


Pile No. 9 1 / 20

Shape Circle

L.Comb. 1

PileName PHC-12

Diameter 600mm

bo 2331.7mm Vu

d 642mm Result

11/18/2009


βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.290 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-19.805 tonf

OK

βc / αs

φ Vc1

φ Vc2

φ Vc3

φ Vc

10854.280 cm2

303.642 tonf

379.892 tonf

202.428 tonf

202.428 tonf

-13.194 tonf

OK

Calculation Sheetof

Foundation




7. DESIGN OF TIE-GIRDER 7.1 FORMULAR Moment and Shear

- Shrinkage And Temperature Reinforcement ---- ACI CODE 7.12.2 As = fac b h , fac = following Area of shrinkage and temperature reinforcement shall provide at least the following ratio of reinforcement area to gross concrete area, but not less than 0.0014 (a) Slabs where Grade 40 or 50 deformed bars are used ........................................................................0.0020 (b) Slabs where Grade 60 deformed bars or welded wire reinforcement are used....................................0.0018 (c) Slabs where reinforcement with yield stress exceeding 60,000 psi measured at a yield strain of 0.35 percent is used .......................................................................................................

0.0018 60,000fy

Moment

As2 = Asreq = 0.85 fckfy ( 1 - 1 -

Rn 0.85 fck ) b d

As3 = 4 3 Asreq

As4 = 200 fy

bw d

As5 = 3 fck bw d

fy Asselect = Max ( As1 , As2 , Min ( As3 , Max ( As4 , As5 ) ) )

Asbal = 0.85 β1 fck

fy εcoEs

εcoEs+fy bwd

Asmax = 0.75 Asbal [ACI CODE 10.5.1]

Where,

Rn = Mu

φ bw d2

φMn = Asuse fy ( d - a/2 )

Mu φMn, Asselect Asuse Asmax => OK

Shearφ Vc = φ 2 fck Bw d [ACI CODE 11.3.1.1 (11-3)]

φ Vs = φ As fy d

s [ACI CODE 11.5.7.2 (11-15)]

φ Vsmax = φ 8 fck Bwd [ACI CODE 11.5.7.9]

if Vu < 0.5 φVc then , Asvreq = 0

if Vu 0.5 φVc then , Asvreq = (Vu-φVc)s

φfyd 0.75 fck

bwsfy

50bws

fy [ACI CODE 11.5.6.3 (11-13)]

φVn = φVc + φVs [ACI CODE 11.1.1.1 (11-2)]Vu φVn => OK [ACI CODE 11.1.1.1 (11-1)]

Max Space = Min( 0.5 d , 23.62 in )if Vs > 1/2 Vsmax then, Max Space = 0.5 Min( 0.5 d , 23.62 in )

7.2 GEOMETRY AND MATERIALS 7.2.1 General Unit(kgf/cm2,mm)

fck fy1 fy20.9 0.85 225.00 4200.00 4200.00

11/18/2009


φ(Flexure) φ(Shear)

Calculation Sheetof

Foundation




7.2.2 MATERIALUnit (mm , tonf , tonf-m)

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.32

0.51

-1.09

Girder_1

Length : 6000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.41

0.53

-1.12

Girder_2

Length : 6000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.16

0.38

-1.00

Girder_3

Length : 4999.999

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.36

0.51

-1.10

Girder_4

Length : 6000.002

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.46

0.55

-1.14

Girder_5

Length : 6000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.66

0.67

1.23

Girder_6

Length : 6800

11/18/2009


Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Calculation Sheetof

Foundation




300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.29

0.64

1.12

Girder_7

Length : 6800

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.41

0.63

-1.15

Girder_8

Length : 6800

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.49

0.65

1.18

Girder_9

Length : 6800

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.28

0.63

1.11

Girder_10

Length : 6800

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.58

0.64

-1.20

Girder_11

Length : 6800

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.17

0.38

1.01

Girder_12

Length : 5000

11/18/2009


Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Calculation Sheetof

Foundation




300

450

505050

BMD

SFD

LC#:1

LC#:1

-0.70

0.34

-0.82

Girder_13

Length : 5000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-0.99

0.34

-0.93

Girder_14

Length : 5000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-0.97

0.34

0.93

Girder_15

Length : 5000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-0.72

0.32

-0.82

Girder_16

Length : 5000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.20

0.41

-1.02

Girder_17

Length : 5000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.59

0.64

1.20

Girder_18

Length : 6800

11/18/2009


Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Calculation Sheetof

Foundation




300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.26

0.64

-1.11

Girder_19

Length : 6800

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.50

0.65

-1.18

Girder_20

Length : 6800

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.44

0.63

1.16

Girder_21

Length : 6800

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.28

0.62

-1.11

Girder_22

Length : 6800

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.65

0.65

-1.22

Girder_23

Length : 6800

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.36

0.53

1.11

Girder_24

Length : 6000

11/18/2009


Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Calculation Sheetof

Foundation




300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.28

0.50

1.07

Girder_25

Length : 6000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.10

0.37

0.98

Girder_26

Length : 4999.999

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.31

0.52

1.09

Girder_27

Length : 6000.002

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.24

0.49

1.06

Girder_28

Length : 6000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.20

0.50

1.05

Girder_29

Length : 6000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.11

0.50

1.02

Girder_30

Length : 6000

11/18/2009


Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Calculation Sheetof

Foundation




300

450

505050

BMD

SFD

LC#:1

LC#:1

-0.84

0.35

0.87

Girder_31

Length : 4999.999

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.16

0.48

1.03

Girder_32

Length : 6000.002

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.06

0.51

1.01

Girder_33

Length : 6000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.31

0.53

1.09

Girder_34

Length : 6000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.21

0.49

1.05

Girder_35

Length : 6000

300

450

505050

BMD

SFD

LC#:1

LC#:1

-0.99

0.35

0.94

Girder_36

Length : 4999.999

11/18/2009


Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 10M

Stirrup : 10M @ 200

Calculation Sheetof

Foundation




300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.26

0.49

1.07

Girder_37

Length : 6000.002

300

450

505050

BMD

SFD

LC#:1

LC#:1

-1.17

0.49

1.04

Girder_38

Length : 6000

7.3 MEMBER FORCE - Sturcture 1 Unit (tonf , tonf-m)

Girder_1 1 -1.09 0.85 -1.32 -0.61 -1.09 -1.32 0.513

Girder_2 1 -1.12 0.83 -1.41 -0.54 -1.12 -1.41 0.526

Girder_3 1 -1 0.62 -1.16 -0.2 -1 -1.16 0.383

Girder_4 1 -1.1 0.84 -1.36 -0.57 -1.1 -1.36 0.507

Girder_5 1 -1.14 0.81 -1.46 -0.48 -1.14 -1.46 0.546

Girder_6 1 -0.98 1.23 -0.81 -1.66 1.23 -1.66 0.672

Girder_7 1 -1.09 1.12 -1.19 -1.29 1.12 -1.29 0.643

Girder_8 1 -1.15 1.05 -1.41 -1.06 -1.15 -1.41 0.631

Girder_9 1 -1.03 1.18 -0.99 -1.49 1.18 -1.49 0.647

Girder_10 1 -1.09 1.11 -1.2 -1.28 1.11 -1.28 0.633

Girder_11 1 -1.2 1 -1.58 -0.9 -1.2 -1.58 0.642

Girder_12 1 -0.61 1.01 -0.19 -1.17 1.01 -1.17 0.384

Girder_13 1 -0.82 0.8 -0.7 -0.66 -0.82 -0.7 0.338

Girder_14 1 -0.93 0.69 -0.99 -0.37 -0.93 -0.99 0.345

Girder_15 1 -0.69 0.93 -0.39 -0.97 0.93 -0.97 0.345

Girder_16 1 -0.82 0.8 -0.72 -0.65 -0.82 -0.72 0.318

Girder_17 1 -1.02 0.6 -1.2 -0.17 -1.02 -1.2 0.406

Girder_18 1 -1 1.2 -0.9 -1.59 1.2 -1.59 0.643

Girder_19 1 -1.11 1.09 -1.26 -1.21 -1.11 -1.26 0.641

Girder_20 1 -1.18 1.02 -1.5 -0.96 -1.18 -1.5 0.649

Girder_21 1 -1.04 1.16 -1.04 -1.44 1.16 -1.44 0.629

Girder_22 1 -1.11 1.09 -1.28 -1.2 -1.11 -1.28 0.621

Girder_23 1 -1.22 0.98 -1.65 -0.81 -1.22 -1.65 0.647

Girder_24 1 -0.84 1.11 -0.56 -1.36 1.11 -1.36 0.529

Girder_25 1 -0.87 1.07 -0.67 -1.28 1.07 -1.28 0.498

Girder_26 1 -0.64 0.98 -0.26 -1.1 0.98 -1.1 0.372

11/18/2009


Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Top : 3 - 16M

Bottom : 3 - 16M

Side : 2 1 - 16M

Stirrup : 10M @ 200

Name L.Comb. Ra Rb Ma Mb Vmax Mmax(-) Mmax(+)

Calculation Sheetof

Foundation




Girder_27 1 -0.86 1.09 -0.62 -1.31 1.09 -1.31 0.521

Girder_28 1 -0.88 1.06 -0.71 -1.24 1.06 -1.24 0.485

Girder_29 1 -0.9 1.05 -0.75 -1.2 1.05 -1.2 0.5

Girder_30 1 -0.92 1.02 -0.81 -1.11 1.02 -1.11 0.496

Girder_31 1 -0.75 0.87 -0.52 -0.84 0.87 -0.84 0.348

Girder_32 1 -0.91 1.03 -0.8 -1.16 1.03 -1.16 0.478

Girder_33 1 -0.94 1.01 -0.85 -1.06 1.01 -1.06 0.514

Girder_34 1 -0.86 1.09 -0.61 -1.31 1.09 -1.31 0.531

Girder_35 1 -0.89 1.05 -0.73 -1.21 1.05 -1.21 0.492

Girder_36 1 -0.68 0.94 -0.36 -0.99 0.94 -0.99 0.354

Girder_37 1 -0.87 1.07 -0.68 -1.26 1.07 -1.26 0.488

Girder_38 1 -0.9 1.04 -0.76 -1.17 1.04 -1.17 0.49

7.4 REQUIRED REINFORCEMENT - Sturcture 1

- Girder_1 ( cm2 )

L.Comb. Result

1Top 1.215 0.922 1.229 3.837 3.256 1.229 6.03 19.642

Bottom 1.215 0.357 0.476 3.837 3.256 1.215 6.03 19.642

- Girder_2 ( cm2 )

L.Comb. Result

1Top 1.215 0.986 1.314 3.837 3.256 1.314 6.03 19.642

Bottom 1.215 0.365 0.487 3.837 3.256 1.215 6.03 19.642

- Girder_3 ( cm2 )

L.Comb. Result

1Top 1.215 0.81 1.079 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.266 0.355 3.837 3.256 1.215 6.03 19.642

- Girder_4 ( cm2 )

L.Comb. Result

1Top 1.215 0.951 1.267 3.837 3.256 1.267 6.03 19.642

Bottom 1.215 0.353 0.47 3.837 3.256 1.215 6.03 19.642

- Girder_5 ( cm2 )

L.Comb. Result

1Top 1.215 1.021 1.361 3.837 3.256 1.361 6.03 19.642

Bottom 1.215 0.379 0.505 3.837 3.256 1.215 6.03 19.642

- Girder_6 ( cm2 )

L.Comb. Result

1Top 1.215 1.163 1.55 3.837 3.256 1.55 6.03 19.642

Bottom 1.215 0.468 0.623 3.837 3.256 1.215 6.03 19.642

11/18/2009


As1 As2 As3 As4 As5 Asselect Asused Asmax

OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK

Calculation Sheetof

Foundation




- Girder_7 ( cm2 )

L.Comb. Result

1Top 1.215 0.901 1.201 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.448 0.597 3.837 3.256 1.215 6.03 19.642

- Girder_8 ( cm2 )

L.Comb. Result

1Top 1.215 0.986 1.314 3.837 3.256 1.314 6.03 19.642

Bottom 1.215 0.439 0.585 3.837 3.256 1.215 6.03 19.642

- Girder_9 ( cm2 )

L.Comb. Result

1Top 1.215 1.042 1.389 3.837 3.256 1.389 6.03 19.642

Bottom 1.215 0.45 0.6 3.837 3.256 1.215 6.03 19.642

- Girder_10 ( cm2 )

L.Comb. Result

1Top 1.215 0.894 1.192 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.441 0.587 3.837 3.256 1.215 6.03 19.642

- Girder_11 ( cm2 )

L.Comb. Result

1Top 1.215 1.106 1.474 3.837 3.256 1.474 6.03 19.642

Bottom 1.215 0.447 0.595 3.837 3.256 1.215 6.03 19.642

- Girder_12 ( cm2 )

L.Comb. Result

1Top 1.215 0.817 1.089 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.267 0.356 3.837 3.256 1.215 6.03 19.642

- Girder_13 ( cm2 )

L.Comb. Result

1Top 1.215 0.487 0.649 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.234 0.312 3.837 3.256 1.215 6.03 19.642

- Girder_14 ( cm2 )

L.Comb. Result

1Top 1.215 0.69 0.92 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.239 0.319 3.837 3.256 1.215 6.03 19.642

- Girder_15 ( cm2 )

L.Comb. Result

1Top 1.215 0.676 0.901 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.239 0.319 3.837 3.256 1.215 6.03 19.642

- Girder_16 ( cm2 )

L.Comb. Result

1Top 1.215 0.501 0.668 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.22 0.294 3.837 3.256 1.215 6.03 19.642

11/18/2009



OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK

Calculation Sheetof

Foundation




- Girder_17 ( cm2 )

L.Comb. Result

1Top 1.215 0.838 1.117 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.282 0.375 3.837 3.256 1.215 6.03 19.642

- Girder_18 ( cm2 )

L.Comb. Result

1Top 1.215 1.113 1.484 3.837 3.256 1.484 6.03 19.642

Bottom 1.215 0.447 0.596 3.837 3.256 1.215 6.03 19.642

- Girder_19 ( cm2 )

L.Comb. Result

1Top 1.215 0.88 1.173 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.446 0.595 3.837 3.256 1.215 6.03 19.642

- Girder_20 ( cm2 )

L.Comb. Result

1Top 1.215 1.049 1.399 3.837 3.256 1.399 6.03 19.642

Bottom 1.215 0.451 0.602 3.837 3.256 1.215 6.03 19.642

- Girder_21 ( cm2 )

L.Comb. Result

1Top 1.215 1.007 1.342 3.837 3.256 1.342 6.03 19.642

Bottom 1.215 0.438 0.583 3.837 3.256 1.215 6.03 19.642

- Girder_22 ( cm2 )

L.Comb. Result

1Top 1.215 0.894 1.192 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.432 0.576 3.837 3.256 1.215 6.03 19.642

- Girder_23 ( cm2 )

L.Comb. Result

1Top 1.215 1.156 1.54 3.837 3.256 1.54 6.03 19.642

Bottom 1.215 0.45 0.6 3.837 3.256 1.215 6.03 19.642

- Girder_24 ( cm2 )

L.Comb. Result

1Top 1.215 0.951 1.267 3.837 3.256 1.267 6.03 19.642

Bottom 1.215 0.368 0.49 3.837 3.256 1.215 6.03 19.642

- Girder_25 ( cm2 )

L.Comb. Result

1Top 1.215 0.894 1.192 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.346 0.461 3.837 3.256 1.215 6.03 19.642

- Girder_26 ( cm2 )

L.Comb. Result

1Top 1.215 0.767 1.023 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.258 0.344 3.837 3.256 1.215 6.03 19.642

11/18/2009



OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK

Calculation Sheetof

Foundation




- Girder_27 ( cm2 )

L.Comb. Result

1Top 1.215 0.915 1.22 3.837 3.256 1.22 6.03 19.642

Bottom 1.215 0.362 0.483 3.837 3.256 1.215 6.03 19.642

- Girder_28 ( cm2 )

L.Comb. Result

1Top 1.215 0.866 1.154 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.337 0.449 3.837 3.256 1.215 6.03 19.642

- Girder_29 ( cm2 )

L.Comb. Result

1Top 1.215 0.838 1.117 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.347 0.463 3.837 3.256 1.215 6.03 19.642

- Girder_30 ( cm2 )

L.Comb. Result

1Top 1.215 0.774 1.032 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.345 0.46 3.837 3.256 1.215 6.03 19.642

- Girder_31 ( cm2 )

L.Comb. Result

1Top 1.215 0.585 0.78 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.242 0.322 3.837 3.256 1.215 6.03 19.642

- Girder_32 ( cm2 )

L.Comb. Result

1Top 1.215 0.81 1.079 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.332 0.443 3.837 3.256 1.215 6.03 19.642

- Girder_33 ( cm2 )

L.Comb. Result

1Top 1.215 0.739 0.986 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.357 0.476 3.837 3.256 1.215 6.03 19.642

- Girder_34 ( cm2 )

L.Comb. Result

1Top 1.215 0.915 1.22 3.837 3.256 1.22 6.03 19.642

Bottom 1.215 0.369 0.492 3.837 3.256 1.215 6.03 19.642

- Girder_35 ( cm2 )

L.Comb. Result

1Top 1.215 0.845 1.126 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.342 0.456 3.837 3.256 1.215 6.03 19.642

- Girder_36 ( cm2 )

L.Comb. Result

1Top 1.215 0.69 0.92 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.245 0.327 3.837 3.256 1.215 6.03 19.642

11/18/2009



OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK


OK

OK

Calculation Sheetof

Foundation




- Girder_37 ( cm2 )

L.Comb. Result

1Top 1.215 0.88 1.173 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.339 0.452 3.837 3.256 1.215 6.03 19.642

- Girder_38 ( cm2 )

L.Comb. Result

1Top 1.215 0.817 1.089 3.837 3.256 1.215 6.03 19.642

Bottom 1.215 0.34 0.454 3.837 3.256 1.215 6.03 19.642

7.5 ONE WAY SHEAR - Sturcture 1 ( tonf , cm2 )

Name L.Com Vu ResultGirder_1 1 1.09 8.012 11.075 19.087 32.049 1.571 0

Girder_2 1 1.12 8.012 11.075 19.087 32.049 1.571 0

Girder_3 1 1 8.012 11.075 19.087 32.049 1.571 0

Girder_4 1 1.1 8.012 11.075 19.087 32.049 1.571 0

Girder_5 1 1.14 8.012 11.075 19.087 32.049 1.571 0

Girder_6 1 1.23 8.012 11.075 19.087 32.049 1.571 0

Girder_7 1 1.12 8.012 11.075 19.087 32.049 1.571 0

Girder_8 1 1.15 8.012 11.075 19.087 32.049 1.571 0

Girder_9 1 1.18 8.012 11.075 19.087 32.049 1.571 0

Girder_10 1 1.11 8.012 11.075 19.087 32.049 1.571 0

Girder_11 1 1.2 8.012 11.075 19.087 32.049 1.571 0

Girder_12 1 1.01 8.012 11.075 19.087 32.049 1.571 0

Girder_13 1 0.82 8.012 11.075 19.087 32.049 1.571 0

Girder_14 1 0.93 8.012 11.075 19.087 32.049 1.571 0

Girder_15 1 0.93 8.012 11.075 19.087 32.049 1.571 0

Girder_16 1 0.82 8.012 11.075 19.087 32.049 1.571 0

Girder_17 1 1.02 8.012 11.075 19.087 32.049 1.571 0

Girder_18 1 1.2 8.012 11.075 19.087 32.049 1.571 0

Girder_19 1 1.11 8.012 11.075 19.087 32.049 1.571 0

Girder_20 1 1.18 8.012 11.075 19.087 32.049 1.571 0

Girder_21 1 1.16 8.012 11.075 19.087 32.049 1.571 0

Girder_22 1 1.11 8.012 11.075 19.087 32.049 1.571 0

Girder_23 1 1.22 8.012 11.075 19.087 32.049 1.571 0

Girder_24 1 1.11 8.012 11.075 19.087 32.049 1.571 0

Girder_25 1 1.07 8.012 11.075 19.087 32.049 1.571 0

Girder_26 1 0.98 8.012 11.075 19.087 32.049 1.571 0

Girder_27 1 1.09 8.012 11.075 19.087 32.049 1.571 0

Girder_28 1 1.06 8.012 11.075 19.087 32.049 1.571 0

Girder_29 1 1.05 8.012 11.075 19.087 32.049 1.571 0

Girder_30 1 1.02 8.012 11.075 19.087 32.049 1.571 0

Girder_31 1 0.87 8.012 11.075 19.087 32.049 1.571 0

11/18/2009



OK

OK


OK

OK

φVc φVs φVn φVsmax Asvuse Asvreq

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheetof

Foundation




Girder_32 1 1.03 8.012 11.075 19.087 32.049 1.571 0

Girder_33 1 1.01 8.012 11.075 19.087 32.049 1.571 0

Girder_34 1 1.09 8.012 11.075 19.087 32.049 1.571 0

Girder_35 1 1.05 8.012 11.075 19.087 32.049 1.571 0

Girder_36 1 0.94 8.012 11.075 19.087 32.049 1.571 0

Girder_37 1 1.07 8.012 11.075 19.087 32.049 1.571 0

Girder_38 1 1.04 8.012 11.075 19.087 32.049 1.571 0

- Shear Reinforcement Space Check - Sturcture 1 ( mm )

Name Using Space Max Space ResultGirder_1 200 197.5

Girder_2 200 197.5

Girder_3 200 197.5

Girder_4 200 197.5

Girder_5 200 197.5

Girder_6 200 197.5

Girder_7 200 197.5

Girder_8 200 197.5

Girder_9 200 197.5

Girder_10 200 197.5

Girder_11 200 197.5

Girder_12 200 197.5

Girder_13 200 197.5

Girder_14 200 197.5

Girder_15 200 197.5

Girder_16 200 197.5

Girder_17 200 197.5

Girder_18 200 197.5

Girder_19 200 197.5

Girder_20 200 197.5

Girder_21 200 197.5

Girder_22 200 197.5

Girder_23 200 197.5

Girder_24 200 197.5

Girder_25 200 197.5

Girder_26 200 197.5

Girder_27 200 197.5

Girder_28 200 197.5

Girder_29 200 197.5

Girder_30 200 197.5

Girder_31 200 197.5

Girder_32 200 197.5

Girder_33 200 197.5

Girder_34 200 197.5

11/18/2009


OK

OK

OK

OK

OK

OK

OK

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

NG

Calculation Sheetof

Foundation




Girder_35 200 197.5

Girder_36 200 197.5

Girder_37 200 197.5

Girder_38 200 197.5

11/18/2009


NG

NG

NG

NG

COLUMN CALCULATION SHEET

FOR

PM DIAGRAM ANALYSIS

TITLE DESCRIPTION

PROJECT/JOB NO. Perencanaan Pondasi Graha ISTN

PROJECT/JOB NAME Perencanaan Pondasi Graha ISTN

CLIENT NAME Institut Sains dan Teknologi Nasional

SITE NAME Jakarta Selatan - Indonesia

DOCUMENT NO.

REFERENCE NO.

STRUCTURE NAME ISO SAMPLE

GROUP NAME

LOADCOMBINATION GROUP NAME

REV DATE DESCRIPTION PRep'D CHK'D APPR'D APPR'D


Calculation Sheet

of

Pier




CONTENTS

1. GENERAL

2. FRAME ANALYSIS

3. INPUT DATA

4. PM DIAGRAM & ANALYSIS

5. LOAD COMBINATION

6. FORMULA

7. ANALYSIS & RESULT

8. Detail PM Diagram

11/18/2009


Calculation Sheet

of

Pier




1. General

Design Code American Concrete Institute (ACI 318) [Metric]

0.9 fck

0.85

0.75

0.7 Ec

0.85 Es

Steel Db Cover 50 mm

Input Unit MKS Output Unit MKS

11/18/2009


f Bending

f Axial

f Sprial reinf.

f Tied reinf.

f Shear

fy (10M ~ 16M)

fy (19M ~)

ASTM A615 (M)

225 kgf/cm2

4200 kgf/cm2

4200 kgf/cm2

250998 kgf/cm2

2000000 kgf/cm2

Calculation Sheet

ofPier

Project Na. : Perencanaan Pondasi Graha I...

Project No. : Perencanaan Pondasi Graha I...


2. GENERAL

2.1 FRAME DRAWINGSturcture 1

X

Y

Z

12

34

56

78

910

1112

1314

1516

1718

1920

2122

2324

252627 (P4)

282930 (P5)

313233 (P6)

343536 (P7)

37

3839 (P8)

404142 (P9)

434445 (P10)

464748 (P11)

495051 (P12)

525354 (P13)

555657 (P14)

585960 (P15)

616263 (P16)

646566 (P17)

676869 (P18)

707172 (P19)

737475 (P21)

767778 (P22)

798081 (P23)

828384 (P24)

858687 (P25)

888990 (P26)

919293 (P27)

949596 (P28)

123

456

789

101112

131415

161718

192021

222324

252627

282930

313233

343536

373839

404142

434445

464748

495051

525354

555657

585960

616263

646566

676869

707172



77 (Girder_5)












100 (Girder_28)101 (Girder_29)102 (Girder_30)


105 (Girder_33)



110 (Girder_38)

11/18/2009


Calculation Sheet

of

Pier




2.2 FRAME ANALYSIS DATA (Staad Analysis)

2.2.1 Structure 1

Member and Force Unit ( tonf,tonf-m )

Member LC# Axial Shear-Y Shear-Z Torsion Moment-Y Moment-Z

73 1i -0.38 -1.09 0.17 0.07 0.75 -1.32

j -0.38 0.85 0.17 0.07 -0.28 -0.61

74 1i 0.09 -1.12 -0.03 0.04 -0.09 -1.41

j 0.09 0.83 -0.03 0.04 0.09 -0.54

75 1i 0.01 -1 0.11 -0.09 0.28 -1.16

j 0.01 0.62 0.11 -0.09 -0.27 -0.2

76 1i -0.5 -1.1 -0.02 0.04 -0.07 -1.36

j -0.5 0.84 -0.02 0.04 0.04 -0.57

77 1i -0.3 -1.14 -0.03 0.07 -0.09 -1.46

j -0.3 0.81 -0.03 0.07 0.09 -0.48

78 1i -0.71 -0.98 0.11 0.11 0.59 -0.81

j -0.71 1.23 0.11 0.11 -0.17 -1.66

79 1i -0.49 -1.09 -0.05 0.1 -0.2 -1.19

j -0.49 1.12 -0.05 0.1 0.18 -1.29

80 1i -0.86 -1.15 -0.06 0.1 -0.21 -1.41

j -0.86 1.05 -0.06 0.1 0.21 -1.06

81 1i -0.31 -1.03 -0.06 0.1 -0.21 -0.99

j -0.31 1.18 -0.06 0.1 0.21 -1.49

82 1i -0.55 -1.09 -0.04 0.1 -0.15 -1.2

j -0.55 1.11 -0.04 0.1 0.16 -1.28

83 1i -0.56 -1.2 -0.05 0.1 -0.16 -1.58

j -0.56 1 -0.05 0.1 0.17 -0.9

84 1i -0.3 -0.61 0.03 -0.03 0.07 -0.19

j -0.3 1.01 0.03 -0.03 -0.09 -1.17

85 1i -0.07 -0.82 0.05 -0.01 0.13 -0.7

j -0.07 0.8 0.05 -0.01 -0.11 -0.66

86 1i -0.27 -0.93 0.02 -0.03 0.05 -0.99

j -0.27 0.69 0.02 -0.03 -0.04 -0.37

87 1i 0.05 -0.69 0.02 -0.03 0.05 -0.39

j 0.05 0.93 0.02 -0.03 -0.04 -0.97

88 1i -0.11 -0.82 0.05 -0.01 0.12 -0.72

j -0.11 0.8 0.05 -0.01 -0.11 -0.65

89 1i 0.02 -1.02 0.05 -0.03 0.12 -1.2

j 0.02 0.6 0.05 -0.03 -0.11 -0.17

90 1i -0.24 -1 -0.01 0.03 -0.03 -0.9

j -0.24 1.2 -0.01 0.03 0.03 -1.59

91 1i -0.54 -1.11 0 0.02 -0.01 -1.26

j -0.54 1.09 0 0.02 0 -1.21

92 1i -0.92 -1.18 -0.02 0.03 -0.08 -1.5

j -0.92 1.02 -0.02 0.03 0.08 -0.96

11/18/2009


Calculation Sheet

of

Pier




93 1i -0.27 -1.04 -0.02 0.03 -0.08 -1.04

j -0.27 1.16 -0.02 0.03 0.08 -1.44

94 1i -0.63 -1.11 0 0.02 -0.01 -1.28

j -0.63 1.09 0 0.02 0 -1.2

95 1i -0.96 -1.22 -0.01 0.03 -0.04 -1.65

j -0.96 0.98 -0.01 0.03 0.03 -0.81

96 1i -0.92 -0.84 -0.04 0.07 -0.12 -0.56

j -0.92 1.11 -0.04 0.07 0.12 -1.36

97 1i 0.15 -0.87 -0.03 0.05 -0.08 -0.67

j 0.15 1.07 -0.03 0.05 0.11 -1.28

98 1i 0.04 -0.64 0.11 -0.11 0.28 -0.26

j 0.04 0.98 0.11 -0.11 -0.28 -1.1

99 1i -0.63 -0.86 -0.03 0.05 -0.11 -0.62

j -0.63 1.09 -0.03 0.05 0.08 -1.31

100 1i 0.14 -0.88 -0.04 0.07 -0.12 -0.71

j 0.14 1.06 -0.04 0.07 0.13 -1.24

101 1i 0.25 -0.9 -0.05 0.07 -0.14 -0.75

j 0.25 1.05 -0.05 0.07 0.14 -1.2

102 1i -0.74 -0.92 -0.03 0.04 -0.09 -0.81

j -0.74 1.02 -0.03 0.04 0.11 -1.11

103 1i -0.06 -0.75 0.1 -0.1 0.26 -0.52

j -0.06 0.87 0.1 -0.1 -0.26 -0.84

104 1i 0.3 -0.91 -0.03 0.04 -0.11 -0.8

j 0.3 1.03 -0.03 0.04 0.09 -1.16

105 1i -1 -0.94 -0.05 0.07 -0.13 -0.85

j -1 1.01 -0.05 0.07 0.14 -1.06

106 1i -0.6 -0.86 -0.05 0.07 -0.16 -0.61

j -0.6 1.09 -0.05 0.07 0.13 -1.31

107 1i -0.35 -0.89 -0.02 0.04 -0.06 -0.73

j -0.35 1.05 -0.02 0.04 0.08 -1.21

108 1i -0.04 -0.68 0.11 -0.1 0.28 -0.36

j -0.04 0.94 0.11 -0.1 -0.28 -0.99

109 1i -0.16 -0.87 -0.02 0.04 -0.09 -0.68

j -0.16 1.07 -0.02 0.04 0.06 -1.26

110 1i -0.26 -0.9 -0.04 0.07 -0.11 -0.76

j -0.26 1.04 -0.04 0.07 0.12 -1.17

Support Reactions Unit ( tonf,tonf-m )

Joint LC# Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z

1 1 2.54 -1.3 -148.33 6.6 -6.43 -4.85

2 1 1.85 0.67 -216.11 0.03 -6.3 -0.01

3 1 2.1 1.71 -191.5 -3.48 -6.37 -0.03

4 1 2.52 -0.54 -191.75 3.67 -6.57 0

5 1 2.11 0.6 -216.09 -0.03 -6.64 -0.28

6 1 1.69 2.38 -148.39 -6.27 -6.59 -0.25

11/18/2009


Calculation Sheet

of

Pier




7 1 -0.52 -2.4 -200.21 6.7 4.1 0.08

8 1 -1.18 -0.45 -274.28 0.27 4.09 -0.24

9 1 -1.24 0.58 -233.39 -3.45 3.94 0.03

10 1 -0.82 -1.52 -233.23 3.95 3.72 0.02

11 1 -0.85 -0.42 -274.23 0.13 3.65 -0.21

12 1 -1.23 1.42 -199.86 -6.15 3.69 -0.17

13 1 -0.35 -1.77 -187.16 6.27 2.27 -0.08

14 1 -0.04 0.46 -244.39 -0.2 2.25 -0.12

15 1 -0.94 1.71 -223.79 -4.12 2.29 0.1

16 1 -0.56 -0.76 -218.51 3.61 2.09 0.11

17 1 0.26 0.53 -244.3 -0.38 1.84 -0.13

18 1 -1.14 2.69 -187.25 -6.75 1.99 -0.08

19 1 -0.53 -2.24 -150.68 6.35 4.94 -0.17

20 1 -1.91 -0.58 -216.81 -0.02 5.12 -0.2

21 1 -1.34 0.32 -190.13 -4.01 4.92 0.1

22 1 -0.85 -1.52 -189.74 3.82 4.69 0.07

23 1 -1.63 -0.59 -216.84 -0.21 4.74 -0.2

24 1 -1.32 1.03 -150.68 -6.53 4.66 -0.14

3. Input Data

700

70

0

50

Footing Name F1

Pier Name 4

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F2

Pier Name 5

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

11/18/2009


22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2

Reinforcrment Area is OK

10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

Calculation Sheet

of

Pier




700

70

0

50

Footing Name F3

Pier Name 6

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F4

Pier Name 7

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F5

Pier Name 8

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F6

Pier Name 9

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

11/18/2009


22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

Calculation Sheet

of

Pier




700

70

0

50

Footing Name F7

Pier Name 10

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F8

Pier Name 11

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F9

Pier Name 12

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F10

Pier Name 13

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

11/18/2009


22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

Calculation Sheet

of

Pier




700

70

0

50

Footing Name F11

Pier Name 14

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F12

Pier Name 15

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F13

Pier Name 16

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F14

Pier Name 17

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

11/18/2009


22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

Calculation Sheet

of

Pier




700

70

0

50

Footing Name F15

Pier Name 18

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F16

Pier Name 19

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F17

Pier Name 21

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F18

Pier Name 22

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

11/18/2009


22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

Calculation Sheet

of

Pier




700

70

0

50

Footing Name F19

Pier Name 23

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F20

Pier Name 24

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F21

Pier Name 25

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F22

Pier Name 26

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

11/18/2009


22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

Calculation Sheet

of

Pier




700

70

0

50

Footing Name F23

Pier Name 27

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

700

70

0

50

Footing Name F24

Pier Name 28

Length 700 mm

Width 700 mm

Height 1500 mm

Main Bar

Hoop Bar

4. PM diagram & Analysis

4.1 Pier Name : 4

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced

Axis X - Axis (All comb.)

Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

22M , 5-5-16 , Area = 60.821cm2

Amin (1%) = 49cm2 , Amax (8%) = 392cm

2


10M @ 200.000 mm

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced

Axis Y - Axis (All comb.)

Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.2 Pier Name : 5

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




4.3 Pier Name : 6

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.4 Pier Name : 7

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.5 Pier Name : 8

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




4.6 Pier Name : 9

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.7 Pier Name : 10

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.8 Pier Name : 11

(tonf , tonf-m )

-400-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-400-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




4.9 Pier Name : 12

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.10 Pier Name : 13

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.11 Pier Name : 14

(tonf , tonf-m )

-400-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-400-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




4.12 Pier Name : 15

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.13 Pier Name : 16

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.14 Pier Name : 17

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




4.15 Pier Name : 18

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.16 Pier Name : 19

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.17 Pier Name : 21

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




4.18 Pier Name : 22

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.19 Pier Name : 23

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.20 Pier Name : 24

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




4.21 Pier Name : 25

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.22 Pier Name : 26

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

4.23 Pier Name : 27

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Calculation Sheet

of

Pier




4.24 Pier Name : 28

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

Mx

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

My

Pnmax

fPnmax

Balanced


Po 1180.924 tonf

1003.785 tonf / 702.650 tonf

51.45 tonf-m / 36.02 tonf-m

428.448 tonf / 299.914 tonf

130.5 tonf-m / 91.35 tonf-m

c(Balanced) 370 mm

emin 36.24 mm

klu / rx 14.29

Slender Neglect

5. Load Combination

5.1 Load Combination in Pier Top (Global)

Pier Name L.Comb.

4 1 -2.045 1.843 152.166 -2.617 -2.255

5 1 -2.376 0.022 220.931 -0.009 -2.702

6 1 -2.078 -0.990 196.248 1.444 -2.258

7 1 -2.075 0.978 196.267 -1.365 -2.244

8 1 -2.366 -0.033 220.920 0.086 -2.654

9 1 -2.031 -1.853 152.160 2.692 -2.177

10 1 1.043 2.037 204.671 -2.909 2.170

11 1 1.027 0.007 279.963 -0.005 2.164

12 1 1.014 -1.296 238.875 1.863 2.162

13 1 1.021 1.289 238.679 -1.818 2.182

14 1 1.039 -0.011 279.901 0.045 2.215

11/18/2009


Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

Pn / fPn

Mn / fMn

Pb / fPb

Mb / fM

SFx SFy SFz SMx SMy

Calculation Sheet

of

Pier




15 1 1.060 -2.041 204.678 2.950 2.252

16 1 0.067 1.761 191.824 -2.532 0.784

17 1 0.971 -0.003 250.036 -0.005 2.091

18 1 0.212 -1.195 229.192 1.703 1.027

19 1 0.163 1.216 224.030 -1.719 0.972

21 1 0.983 0.005 249.944 0.017 2.143

22 1 0.085 -1.761 191.852 2.547 0.866

23 1 1.454 2.036 154.484 -2.958 2.764

24 1 0.850 0.036 221.643 -0.084 1.923

25 1 1.473 -1.387 194.638 1.964 2.831

26 1 1.535 1.396 194.496 -1.986 2.932

27 1 0.860 -0.026 221.662 0.061 1.972

28 1 1.468 -2.030 154.488 2.940 2.840

5.2 Load Combination in Pier Bottom (Local)

Pier Name L.Comb.

4 1 -2.540 1.300 -148.330 -4.520 10.494

5 1 -1.850 -0.670 -216.110 -1.102 9.260

6 1 -2.100 -1.710 -191.500 0.744 9.730

7 1 -2.520 0.540 -191.750 -2.806 10.602

8 1 -2.110 -0.600 -216.090 -0.930 10.016

9 1 -1.690 -2.380 -148.390 2.462 9.294

10 1 0.520 2.400 -200.210 -2.860 -4.932

11 1 1.180 0.450 -274.280 0.450 -5.978

12 1 1.240 -0.580 -233.390 2.522 -5.924

13 1 0.820 1.520 -233.230 -1.518 -5.032

14 1 0.850 0.420 -274.230 0.542 -5.010

15 1 1.230 -1.420 -199.860 3.878 -5.658

16 1 0.350 1.770 -187.160 -3.438 -2.830

17 1 0.040 -0.460 -244.390 -0.536 -2.314

18 1 0.940 -1.710 -223.790 1.384 -3.794

19 1 0.560 0.760 -218.510 -2.394 -2.986

21 1 -0.260 -0.530 -244.300 -0.468 -1.424

22 1 1.140 -2.690 -187.250 2.446 -3.814

23 1 0.530 2.240 -150.680 -2.766 -5.788

24 1 1.910 0.580 -216.810 0.948 -8.176

25 1 1.340 -0.320 -190.130 3.498 -7.064

26 1 0.850 1.520 -189.740 -1.388 -6.050

27 1 1.630 0.590 -216.840 1.154 -7.348

28 1 1.320 -1.030 -150.680 4.882 -6.772

11/18/2009


SFx SFy SFz SMx SMy

Calculation Sheet

of

Pier




6. Formula1) Maximum Axial Load Strength

- Po = 0.85 fck (Ag-Ast) + S fy Ast

- Pnmax = f1 Po ( f1 = Axial Strenth Resuction Factiors)

- Mnmax = The Value of diagram, When P is Pn.

- Pumax = f2 Pnmax

f2 = Sprial or Tied Reinforcement Reduction Factor

2) Balanced Strain Condition

A balanced Strain condition exists at a cross-setion

when the maximum strain at the extreme

compression fiber just reaches eu = 0.003 simultaneously

with the first yield strain of es = fy/Es in the tension reinforcement.

The ratio of neutral axis depth cb is shown below

Cb

d =

eu

eu + ey

eu = 0.003

fc = 0.85 fck

3) Strength for Combined Flexure and Axial Load

Maximum usable strain at extreme

concrete compression fiber shall

be assumed equal to eu = 0.003

if c that is neutral axis is supposed,

Pn and Mn can be calculated as below

fPn = f0.85 fck ( Acomp - S(1 to 11) Ast ) + S(1 to 28) fs Ast

fMn = f0.85 fck ( Acomp - S(1 to 11) Ast ) ( h/2 - c + yc )

+ S(1 to 28) fs Ast ( h/2 - c + ys )

fs(i) = e(i) Es , - fy fs(i) fy

Sprial or Tied Reinforcement Reduction Factor f = 0.9 - 0.2 Pn

Pa 0.9

Pa = 0.1 fck Ag

Acomp is Area from top to a (b1c)

b1c = 0.85 - 0.05 ( fck - 4000 ) / 1000 0.65 (psi)

4) Slenderness Effects

dns = Cm

1-Pu/0.75Pc 1 Pc =

p2EI

(klu)2 EI =

0.2EcIg + EsIse

1+bd

5) Shear

fVc = f 2 fck bw d , fVs = f fy Av d

s (psi)

fVsmax = f 8 fck bw d (psi)

fVn = fVc + fVs

11/18/2009


Calculation Sheet

of

Pier




7. Analysis & Result

7.1 Moment Checkunit (tonf-m )

Pier L/C# Result

4 1 1 1 4.52 10.49 10.6 24.65

5 1 1 1 1.1 9.26 0.61 4.74

6 1 1 1 0.74 9.73 0.92 12.8

7 1 1 1 2.81 10.6 3.2 12.5

8 1 1 1 0.93 10.02 0.46 4.75

9 1 1 1 2.46 9.29 6.58 25

10 1 1 1 2.86 4.93 5.52 9.52

11 1 1 1 0.45 5.98 0 0

12 1 1 1 2.52 5.92 0 0

13 1 1 1 1.52 5.03 0 0

14 1 1 1 0.54 5.01 0 0

15 1 1 1 3.88 5.66 6.43 9.46

16 1 1 1 3.44 2.83 12.79 10.53

17 1 1 1 0.54 2.31 0 0

18 1 1 1 1.38 3.79 0.78 2.12

19 1 1 1 2.39 2.99 3 3.74

21 1 1 1 0.47 1.42 0 0

22 1 1 1 2.45 3.81 8.45 13.17

23 1 1 1 2.77 5.79 11.38 23.88

24 1 1 1 0.95 8.18 0.53 4.51

25 1 1 1 3.5 7.06 6.29 12.62

26 1 1 1 1.39 6.05 3.04 13.14

27 1 1 1 1.15 7.35 0.75 4.5

28 1 1 1 4.88 6.77 16.69 23.02

7.2 Force Checkunit (tonf )

Pier L/C# Result

4 1 -229.9 702.65 -148.33

5 1 -229.9 702.65 -216.11

6 1 -229.9 702.65 -191.5

7 1 -229.9 702.65 -191.75

8 1 -229.9 702.65 -216.09

9 1 -229.9 702.65 -148.39

10 1 -229.9 702.65 -200.21

11 1 -229.9 702.65 -274.28

12 1 -229.9 702.65 -233.39

13 1 -229.9 702.65 -233.23

14 1 -229.9 702.65 -274.23

15 1 -229.9 702.65 -199.86

11/18/2009


dx dy SdMux SdMuy fMnx fMny

OK

NG

OK

OK

NG

OK

OK

NG

NG

NG

NG

OK

OK

NG

NG

OK

NG

OK

OK

NG

OK

OK

NG

OK

SFz fPs fPnmax

OK

OK

OK

OK

OK

OK

OK

NG

NG

NG

NG

OK

Calculation Sheet

of

Pier




16 1 -229.9 702.65 -187.16

17 1 -229.9 702.65 -244.39

18 1 -229.9 702.65 -223.79

19 1 -229.9 702.65 -218.51

21 1 -229.9 702.65 -244.3

22 1 -229.9 702.65 -187.25

23 1 -229.9 702.65 -150.68

24 1 -229.9 702.65 -216.81

25 1 -229.9 702.65 -190.13

26 1 -229.9 702.65 -189.74

27 1 -229.9 702.65 -216.84

28 1 -229.9 702.65 -150.68

7.3 Shear Checkunit (tonf )

Pier L/C# Result

4 1 -2.54 1.3 29.77 29.77 26.45 26.45 56.22 56.22

5 1 -1.85 -0.67 29.77 29.77 26.45 26.45 56.22 56.22

6 1 -2.1 -1.71 29.77 29.77 26.45 26.45 56.22 56.22

7 1 -2.52 0.54 29.77 29.77 26.45 26.45 56.22 56.22

8 1 -2.11 -0.6 29.77 29.77 26.45 26.45 56.22 56.22

9 1 -1.69 -2.38 29.77 29.77 26.45 26.45 56.22 56.22

10 1 0.52 2.4 29.77 29.77 26.45 26.45 56.22 56.22

11 1 1.18 0.45 29.77 29.77 26.45 26.45 56.22 56.22

12 1 1.24 -0.58 29.77 29.77 26.45 26.45 56.22 56.22

13 1 0.82 1.52 29.77 29.77 26.45 26.45 56.22 56.22

14 1 0.85 0.42 29.77 29.77 26.45 26.45 56.22 56.22

15 1 1.23 -1.42 29.77 29.77 26.45 26.45 56.22 56.22

16 1 0.35 1.77 29.77 29.77 26.45 26.45 56.22 56.22

17 1 0.04 -0.46 29.77 29.77 26.45 26.45 56.22 56.22

18 1 0.94 -1.71 29.77 29.77 26.45 26.45 56.22 56.22

19 1 0.56 0.76 29.77 29.77 26.45 26.45 56.22 56.22

21 1 -0.26 -0.53 29.77 29.77 26.45 26.45 56.22 56.22

22 1 1.14 -2.69 29.77 29.77 26.45 26.45 56.22 56.22

23 1 0.53 2.24 29.77 29.77 26.45 26.45 56.22 56.22

24 1 1.91 0.58 29.77 29.77 26.45 26.45 56.22 56.22

25 1 1.34 -0.32 29.77 29.77 26.45 26.45 56.22 56.22

26 1 0.85 1.52 29.77 29.77 26.45 26.45 56.22 56.22

27 1 1.63 0.59 29.77 29.77 26.45 26.45 56.22 56.22

28 1 1.32 -1.03 29.77 29.77 26.45 26.45 56.22 56.22

11/18/2009


OK

NG

OK

OK

NG

OK

OK

OK

OK

OK

OK

OK

SVux SVuy fVcx fVcy fVsx fVsy fVnx fVny

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

Calculation Sheet

of

Pier




8. Detail PM Diagram

Pier Name : 4 , L/C= 1 , Axis Angle : 83.7 degree

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-148,Mu=11,Mn=26)

30

30

15

15

0

0

-15

-15

-30

-30

My

Mx

(tonf-m )

(11,25)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-216,Mu=9,Mn=5)

10

10

5

5

0

0

-5

-5

-10

-10

My

Mx

(tonf-m )

(1,5)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-192,Mu=10,Mn=13)

16

16

8

8

0

0

-8

-8-16

-16

My

Mx

(tonf-m )

(1,13)

11/18/2009


Calculation Sheet

of

Pier





(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-192,Mu=11,Mn=13)

15

15

7

7

0

0

-7

-7

-15

-15

My

Mx

(tonf-m )

(3,12)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-216,Mu=10,Mn=5)

11

11

5

5

0

0

-5

-5-11

-11

My

Mx

(tonf-m )

(0,5)

11/18/2009


Calculation Sheet

of

Pier





(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-148,Mu=9,Mn=26)

30

30

15

15

0

0

-15

-15

-30

-30

My

Mx

(tonf-m )

(7,25)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-200,Mu=5,Mn=11)

12

12

6

6

0

0

-6

-6-12

-12

My

Mx

(tonf-m )

(6,10)


(tonf , tonf-m )

-400-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-274,Mu=6,Mn=0)

6

6

3

3

0

0

-3

-3-6

-6

My

Mx

(tonf-m )

(0,0)

11/18/2009


Calculation Sheet

of

Pier




Pier Name : 12 , L/C= 1 , Axis Angle : 0 degree

(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-233,Mu=3,Mn=0)

6

6

3

3

0

0

-3

-3-6

-6

My

Mx

(tonf-m )

(0,0)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-233,Mu=2,Mn=0)

6

6

2

2

0

0

-2

-2-6

-6

My

Mx

(tonf-m )

(0,0)


(tonf , tonf-m )

-400-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-274,Mu=5,Mn=0)

6

6

2

2

0

0

-2

-2-6

-6

My

Mx

(tonf-m )

(0,0)

11/18/2009


Calculation Sheet

of

Pier





(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-200,Mu=6,Mn=11)

12

12

6

6

0

0

-6

-6

-12

-12

My

Mx

(tonf-m )

(6,9)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140

P

M

Pnmax

fPnmax

Balanced

(P=-187,Mu=4,Mn=16)

17

17

8

8

0

0

-8

-8-17

-17

My

Mx

(tonf-m )

(13,11)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-244,Mu=1,Mn=0)

2

2

1

1

0

0

-1

-1

-2

-2

My

Mx

(tonf-m )

(0,0)

11/18/2009


Calculation Sheet

of

Pier





(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-224,Mu=4,Mn=2)

4

4

2

2

0

0

-2

-2

-4

-4

My

Mx

(tonf-m )

(1,2)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-219,Mu=3,Mn=5)

4

4

2

2

0

0

-2

-2

-4

-4

My

Mx

(tonf-m )

(3,4)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-244,Mu=0,Mn=0)

2

2

1

1

0

0

-1

-1-2

-2

My

Mx

(tonf-m )

(0,0)

11/18/2009


Calculation Sheet

of

Pier





(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-187,Mu=4,Mn=15)

17

17

8

8

0

0

-8

-8-17

-17

My

Mx

(tonf-m )

(8,13)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-151,Mu=6,Mn=26)

30

30

15

15

0

0

-15

-15-30

-30

My

Mx

(tonf-m )

(11,24)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-217,Mu=8,Mn=5)

9

9

4

4

0

0

-4

-4-9

-9

My

Mx

(tonf-m )

(1,5)

11/18/2009


Calculation Sheet

of

Pier





(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-190,Mu=7,Mn=13)

16

16

8

8

0

0

-8

-8-16

-16

My

Mx

(tonf-m )

(6,13)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-190,Mu=6,Mn=13)

16

16

8

8

0

0

-8

-8-16

-16

My

Mx

(tonf-m )

(3,13)


(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

1000110012001300

20 40 60 80 100 120 140 160

P

M

Pnmax

fPnmax

Balanced

(P=-217,Mu=7,Mn=5)

8

8

4

4

0

0

-4

-4-8

-8

My

Mx

(tonf-m )

(1,4)

11/18/2009


Calculation Sheet

of

Pier





(tonf , tonf-m )

-300-200-100

0100200300400500600700800900

100011001200

20 40 60 80 100 120 140

P

M

Pnmax

fPnmax

Balanced

(P=-151,Mu=8,Mn=28)

30

30

15

15

0

0

-15

-15-30

-30

My

Mx

(tonf-m )

(17,23)

11/18/2009


LAMPIRAN 3

PRINT OUT

ANALISA STRUKTUR TANGGA

DENGAN SOFTWARE

SAP 2000

License #

SAP2000 Analysis Report

Prepared by G. Ginanjar


Model Name: Analisa Tangga.SDB

19 November 2009

Perencanaan Struktur Tangga – Graha ISTN SAP2000 v12.0.0

G. Ginanjar – NIM : 08114723 Page 1 of 53

Table: Active Degrees of Freedom

Table: Active Degrees of Freedom UX UY UZ RX RY RZ

No No Yes Yes Yes No

Table: Analysis Options

Table: Analysis Options Solver SolverProc Force32Bit StiffCase GeomMod

Advanced Auto No None No

Table: Area Loads - Uniform

Table: Area Loads - Uniform Area LoadPat CoordSys Dir UnifLoad

Kgf/m2 1 Live Load GLOBAL Gravity 300.00 2 Live Load GLOBAL Gravity 300.00 3 Live Load GLOBAL Gravity 300.00 4 Live Load GLOBAL Gravity 300.00 5 Live Load GLOBAL Gravity 300.00 6 Live Load GLOBAL Gravity 300.00 7 Live Load GLOBAL Gravity 300.00 8 Live Load GLOBAL Gravity 300.00 9 Live Load GLOBAL Gravity 300.00

10 Live Load GLOBAL Gravity 300.00 11 Live Load GLOBAL Gravity 300.00 12 Live Load GLOBAL Gravity 300.00 13 Live Load GLOBAL Gravity 300.00 14 Live Load GLOBAL Gravity 300.00 15 Live Load GLOBAL Gravity 300.00 16 Live Load GLOBAL Gravity 300.00 17 Live Load GLOBAL Gravity 300.00 18 Live Load GLOBAL Gravity 300.00 19 Live Load GLOBAL Gravity 300.00 20 Live Load GLOBAL Gravity 300.00 21 Live Load GLOBAL Gravity 300.00 22 Live Load GLOBAL Gravity 300.00 23 Live Load GLOBAL Gravity 300.00 24 Live Load GLOBAL Gravity 300.00 25 Live Load GLOBAL Gravity 300.00 26 Live Load GLOBAL Gravity 300.00 27 Live Load GLOBAL Gravity 300.00 28 Live Load GLOBAL Gravity 300.00 29 Live Load GLOBAL Gravity 300.00 30 Live Load GLOBAL Gravity 300.00 31 Live Load GLOBAL Gravity 300.00 32 Live Load GLOBAL Gravity 300.00 33 Live Load GLOBAL Gravity 300.00 34 Live Load GLOBAL Gravity 300.00 35 Live Load GLOBAL Gravity 300.00 36 Live Load GLOBAL Gravity 300.00 37 Live Load GLOBAL Gravity 300.00




Kgf/m2 38 Live Load GLOBAL Gravity 300.00 39 Live Load GLOBAL Gravity 300.00 40 Live Load GLOBAL Gravity 300.00 41 Live Load GLOBAL Gravity 300.00 42 Live Load GLOBAL Gravity 300.00 43 Live Load GLOBAL Gravity 300.00 44 Live Load GLOBAL Gravity 300.00 45 Live Load GLOBAL Gravity 300.00 46 Live Load GLOBAL Gravity 300.00 47 Live Load GLOBAL Gravity 300.00 48 Live Load GLOBAL Gravity 300.00 49 Live Load GLOBAL Gravity 300.00 50 Live Load GLOBAL Gravity 300.00 51 Live Load GLOBAL Gravity 300.00 52 Live Load GLOBAL Gravity 300.00 53 Live Load GLOBAL Gravity 300.00 54 Live Load GLOBAL Gravity 300.00 55 Live Load GLOBAL Gravity 300.00 56 Live Load GLOBAL Gravity 300.00 57 Live Load GLOBAL Gravity 300.00 58 Live Load GLOBAL Gravity 300.00 59 Live Load GLOBAL Gravity 300.00 60 Live Load GLOBAL Gravity 300.00 61 Live Load GLOBAL Gravity 300.00 62 Live Load GLOBAL Gravity 300.00 63 Live Load GLOBAL Gravity 300.00 64 Live Load GLOBAL Gravity 300.00 65 Live Load GLOBAL Gravity 300.00 66 Live Load GLOBAL Gravity 300.00 67 Live Load GLOBAL Gravity 300.00 68 Live Load GLOBAL Gravity 300.00 69 Live Load GLOBAL Gravity 300.00 70 Live Load GLOBAL Gravity 300.00 71 Live Load GLOBAL Gravity 300.00 72 Live Load GLOBAL Gravity 300.00 73 Live Load GLOBAL Gravity 300.00 74 Live Load GLOBAL Gravity 300.00 75 Live Load GLOBAL Gravity 300.00 76 Live Load GLOBAL Gravity 300.00 77 Live Load GLOBAL Gravity 300.00 78 Live Load GLOBAL Gravity 300.00 79 Live Load GLOBAL Gravity 300.00 80 Live Load GLOBAL Gravity 300.00 81 Live Load GLOBAL Gravity 300.00 82 Live Load GLOBAL Gravity 300.00 83 Live Load GLOBAL Gravity 300.00 84 Live Load GLOBAL Gravity 300.00 85 Live Load GLOBAL Gravity 300.00 86 Live Load GLOBAL Gravity 300.00 87 Live Load GLOBAL Gravity 300.00 88 Live Load GLOBAL Gravity 300.00 89 Live Load GLOBAL Gravity 300.00 90 Live Load GLOBAL Gravity 300.00 91 Live Load GLOBAL Gravity 300.00 92 Live Load GLOBAL Gravity 300.00 93 Live Load GLOBAL Gravity 300.00 94 Live Load GLOBAL Gravity 300.00




Kgf/m2 95 Live Load GLOBAL Gravity 300.00 96 Live Load GLOBAL Gravity 300.00 97 Live Load GLOBAL Gravity 300.00 98 Live Load GLOBAL Gravity 300.00 99 Live Load GLOBAL Gravity 300.00

100 Live Load GLOBAL Gravity 300.00 101 Live Load GLOBAL Gravity 300.00 102 Live Load GLOBAL Gravity 300.00 103 Live Load GLOBAL Gravity 300.00 104 Live Load GLOBAL Gravity 300.00 105 Live Load GLOBAL Gravity 300.00 106 Live Load GLOBAL Gravity 300.00 107 Live Load GLOBAL Gravity 300.00 109 Live Load GLOBAL Gravity 300.00 110 Live Load GLOBAL Gravity 300.00 111 Live Load GLOBAL Gravity 300.00 112 Live Load GLOBAL Gravity 300.00 113 Live Load GLOBAL Gravity 300.00 114 Live Load GLOBAL Gravity 300.00 115 Live Load GLOBAL Gravity 300.00 116 Live Load GLOBAL Gravity 300.00 117 Live Load GLOBAL Gravity 300.00 118 Live Load GLOBAL Gravity 300.00 119 Live Load GLOBAL Gravity 300.00

Table: Area Section Assignments

Table: Area Section Assignments Area Section MatProp

1 PELAT TANGGA Default 2 PELAT TANGGA Default 3 PELAT TANGGA Default 4 PELAT TANGGA Default 5 PELAT TANGGA Default 6 PELAT TANGGA Default 7 PELAT TANGGA Default 8 PELAT TANGGA Default 9 PELAT TANGGA Default

10 PELAT TANGGA Default 11 PELAT TANGGA Default 12 PELAT TANGGA Default 13 PELAT TANGGA Default 14 PELAT TANGGA Default 15 PELAT TANGGA Default 16 PELAT TANGGA Default 17 PELAT TANGGA Default 18 PELAT TANGGA Default 19 PELAT TANGGA Default 20 PELAT TANGGA Default 21 PELAT TANGGA Default 22 PELAT TANGGA Default 23 PELAT TANGGA Default 24 PELAT TANGGA Default 25 PELAT TANGGA Default 26 PELAT TANGGA Default




27 PELAT TANGGA Default 28 PELAT TANGGA Default 29 PELAT TANGGA Default 30 PELAT TANGGA Default 31 PELAT TANGGA Default 32 PELAT TANGGA Default 33 PELAT BORDES Default 34 PELAT BORDES Default 35 PELAT BORDES Default 36 PELAT BORDES Default 37 PELAT BORDES Default 38 PELAT BORDES Default 39 PELAT BORDES Default 40 PELAT BORDES Default 41 PELAT BORDES Default 42 PELAT BORDES Default 43 PELAT BORDES Default 44 PELAT BORDES Default 45 PELAT BORDES Default 46 PELAT BORDES Default 47 PELAT BORDES Default 48 PELAT BORDES Default 49 PELAT BORDES Default 50 PELAT BORDES Default 51 PELAT BORDES Default 52 PELAT BORDES Default 53 PELAT BORDES Default 54 PELAT BORDES Default 55 PELAT BORDES Default 56 PELAT BORDES Default 57 PELAT BORDES Default 58 PELAT BORDES Default 59 PELAT BORDES Default 60 PELAT BORDES Default 61 PELAT BORDES Default 62 PELAT BORDES Default 63 PELAT TANGGA Default 64 PELAT TANGGA Default 65 PELAT TANGGA Default 66 PELAT TANGGA Default 67 PELAT TANGGA Default 68 PELAT TANGGA Default 69 PELAT TANGGA Default 70 PELAT TANGGA Default 71 PELAT TANGGA Default 72 PELAT TANGGA Default 73 PELAT TANGGA Default 74 PELAT TANGGA Default 75 PELAT TANGGA Default 76 PELAT TANGGA Default 77 PELAT TANGGA Default 78 PELAT TANGGA Default 79 PELAT TANGGA Default 80 PELAT TANGGA Default 81 PELAT TANGGA Default 82 PELAT TANGGA Default 83 PELAT TANGGA Default




84 PELAT TANGGA Default 85 PELAT TANGGA Default 86 PELAT TANGGA Default 87 PELAT TANGGA Default 88 PELAT TANGGA Default 89 PELAT TANGGA Default 90 PELAT TANGGA Default 91 PELAT TANGGA Default 92 PELAT TANGGA Default 93 PELAT TANGGA Default 94 PELAT TANGGA Default 95 PELAT BORDES Default 96 PELAT BORDES Default 97 PELAT BORDES Default 98 PELAT BORDES Default 99 PELAT BORDES Default

100 PELAT BORDES Default 101 PELAT BORDES Default 102 PELAT BORDES Default 103 PELAT BORDES Default 104 PELAT BORDES Default 105 PELAT BORDES Default 106 PELAT BORDES Default 107 PELAT BORDES Default 109 PELAT BORDES Default 110 PELAT BORDES Default 111 PELAT BORDES Default 112 PELAT BORDES Default 113 PELAT BORDES Default 114 PELAT BORDES Default 115 PELAT BORDES Default 116 PELAT BORDES Default 117 PELAT BORDES Default 118 PELAT BORDES Default 119 PELAT BORDES Default

Table: Area Section Properties, Part 1 of 4

Table: Area Section Properties, Part 1 of 4 Section Material MatAngle AreaType Type Thickness BendThick Arc InComp

Degrees m m Degrees PELAT

BORDES 4000Psi 0.000 Shell Plate-Thick 0.150000 0.150000

PELAT TANGGA

4000Psi 0.000 Shell Plate-Thick 0.150000 0.150000


Table: Area Section Properties, Part 2 of 4 Section CoordSys Color TotalWt TotalMass F11Mod F22Mod F12Mod

Kgf Kgf-s2/m PELAT

BORDES Green 4865.61 496.15 1.000000 1.000000 1.000000

PELAT TANGGA

Green 6330.19 645.50 1.000000 1.000000 1.000000




Table: Area Section Properties, Part 3 of 4 Section M11Mod M22Mod M12Mod V13Mod V23Mod MMod WMod

PELAT

BORDES 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000

PELAT TANGGA

1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000


Table: Area Section Properties, Part 4 of 4 Section GUID Notes

PELAT

BORDES Added 10/15/2009 11:21:25 AM

PELAT TANGGA

Added 10/13/2009 1:12:00 PM

Table: Base Reactions, Part 1 of 3

Table: Base Reactions, Part 1 of 3 OutputCase CaseType GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ GlobalX

Kgf Kgf Kgf Kgf-m Kgf-m Kgf-m m COMB3 Combination 0.00 0.00 344888.79 486560.86 -843270.09 0.00 0.00000


Table: Base Reactions, Part 2 of 3 OutputCase GlobalY GlobalZ XCentroidF

X YCentroidF

X ZCentroidF

X XCentroidF

Y YCentroidF

Y ZCentroidF

Y m m m m m m m m

COMB3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000


Table: Base Reactions, Part 3 of 3 OutputCase XCentroidF

Z YCentroidF

Z ZCentroidFZ

m m m COMB3 6.80000 1.41628 2.32775

Table: Case - Static 1 - Load Assignments

Table: Case - Static 1 - Load Assignments Case LoadType LoadName LoadSF

DEAD Load pattern Dead Load 1.000000

Live Load Load pattern Live Load 1.000000



Table: Coordinate Systems Table: Coordinate Systems

Name Type X Y Z AboutZ AboutY AboutX m m m Degrees Degrees Degrees

GLOBAL Cartesian 0.00000 0.00000 0.00000 0.000 0.000 0.000

Table: Element Stresses - Area Shells, Part 1 of 4

Table: Element Stresses - Area Shells, Part 1 of 4 Area AreaEle

m ShellTy

pe Joint OutputC

ase CaseTy

pe S11Top S22Top S12Top SMaxTop

Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2 1 1 Plate-Thi

ck 1 COMB3 Combina

tion -69657.22 1066464.75 378241.51 1180869.82

1 1 Plate-Thick

2 COMB3 Combination

-65477.59 1099722.31 364150.10 1204165.30

1 1 Plate-Thick

3 COMB3 Combination

-125576.02 872322.12 390619.25 1007039.82

1 1 Plate-Thick

4 COMB3 Combination

-136339.49 844716.84 404710.65 990119.96

2 2 Plate-Thick

2 COMB3 Combination

-321762.00 1067110.94 287966.80 1124450.29

2 2 Plate-Thick

5 COMB3 Combination

-288708.52 1275557.05 444623.34 1393102.88

2 2 Plate-Thick

6 COMB3 Combination

-120299.54 1041240.25 622231.34 1311625.75

2 2 Plate-Thick

3 COMB3 Combination

-168467.86 845098.25 465574.80 1026493.19

3 3 Plate-Thick

5 COMB3 Combination

-268610.41 1282029.49 587298.01 1479355.40

3 3 Plate-Thick

7 COMB3 Combination

-322436.09 1159686.71 743752.88 1468549.28

3 3 Plate-Thick

8 COMB3 Combination

-159909.54 909034.35 636995.33 1206081.08

3 3 Plate-Thick

6 COMB3 Combination

-117345.26 1039378.29 480540.45 1212961.64

4 4 Plate-Thick

7 COMB3 Combination

-48966.24 1200621.25 659757.73 1484478.98

4 4 Plate-Thick

9 COMB3 Combination

-69712.33 1271274.63 654324.21 1537638.49

4 4 Plate-Thick

10 COMB3 Combination

-122524.69 986901.23 714425.71 1336682.92

4 4 Plate-Thick

8 COMB3 Combination

-121138.91 930547.90 719859.24 1296168.80

5 5 Plate-Thick

4 COMB3 Combination

-127233.38 826668.52 345107.92 938429.46

5 5 Plate-Thick

3 COMB3 Combination

-122838.06 949590.79 450961.32 1114013.23

5 5 Plate-Thick


-7431.60 796574.21 557563.07 1081945.23

5 5 Plate-Thick


-23057.88 682393.62 451709.68 902779.63

6 6 Plate-Thick

3 COMB3 Combination

-139174.04 948720.96 517040.58 1155246.54

6 6 Plate-Thick

6 COMB3 Combination

-152463.06 923269.04 569884.93 1169028.36

6 6 Plate-Thick


-113696.65 740661.76 544704.14 1005714.22

6 6 Plate-Thick


-110090.40 773645.09 491859.79 992968.05

7 7 Plate-Thick

6 COMB3 Combination

-138602.57 929508.08 531652.00 1149023.54




m ShellTy

pe Joint OutputC

ase CaseTy



ck 8 COMB3 Combina

tion -144233.35 990998.99 586541.57 1239605.29

7 7 Plate-Thick


-103885.35 787052.98 637080.86 1118960.69

7 7 Plate-Thick


-113399.36 737254.28 582191.30 1032933.43

8 8 Plate-Thick

8 COMB3 Combination

-111498.90 1001969.38 659639.09 1308413.46

8 8 Plate-Thick


-135322.03 899693.12 773771.17 1313064.66

8 8 Plate-Thick


-19146.68 688773.28 678500.36 1100091.29

8 8 Plate-Thick


-9032.10 801600.12 564368.28 1091116.87

9 9 Plate-Thick


-13547.60 707085.25 507599.10 969251.58

9 9 Plate-Thick


-23641.30 738385.45 501648.52 987310.51

9 9 Plate-Thick


-45135.37 638343.11 527218.97 924891.66

9 9 Plate-Thick


-45966.75 615577.06 533169.55 912244.25

10 10 Plate-Thick


-110968.82 727509.61 493043.30 955459.10

10 10 Plate-Thick


-114257.27 779602.04 544000.94 1036720.07

10 10 Plate-Thick


-61956.01 668722.35 586569.82 994423.60

10 10 Plate-Thick


-71286.32 626523.25 535612.18 916848.44

11 11 Plate-Thick


-100682.87 786130.49 584668.98 1076513.49

11 11 Plate-Thick


-114876.04 746805.78 634025.06 1082523.19

11 11 Plate-Thick


-69353.98 615779.91 595546.11 960255.38

11 11 Plate-Thick


-66690.42 663961.90 546190.03 955740.57

12 12 Plate-Thick


-8247.72 769519.71 624467.73 1116292.49

12 12 Plate-Thick


-13350.26 753757.69 618412.48 1097903.96

12 12 Plate-Thick


-45839.35 590847.95 598754.28 950626.24

12 12 Plate-Thick


-54605.81 617341.28 604809.53 973229.56

13 13 Plate-Thick


-45095.06 585557.97 515053.33 874144.32

13 13 Plate-Thick


-54230.25 627246.22 545566.12 929738.07

13 13 Plate-Thick


-12919.68 597244.18 579867.03 947387.97

13 13 Plate-Thick


-16072.81 565120.51 549354.23 896003.13

14 14 Plate-Thick


-64437.35 628581.45 559400.68 940097.80

14 14 Plate-Thick


-74219.20 639593.06 562566.65 948917.54

14 14 Plate-Thick


-74749.92 583475.76 569398.37 912032.87

14 14 Plate-Thick


-76221.32 581207.19 566232.40 907223.56




m ShellTy

pe Joint OutputC

ase CaseTy



ck 18 COMB3 Combina

tion -64011.24 645991.54 570171.93 962646.33

15 15 Plate-Thick


-70473.15 641550.30 571757.63 959074.86

15 15 Plate-Thick


-76688.82 563106.65 563172.39 890895.34

15 15 Plate-Thick


-82949.83 577478.89 561586.69 898740.65

16 16 Plate-Thick


-41258.68 652935.75 586599.63 987436.37

16 16 Plate-Thick


-47008.73 616142.20 616724.38 984774.75

16 16 Plate-Thick


-19076.36 521278.71 578561.46 889637.98

16 16 Plate-Thick


-25750.52 567751.75 548436.70 894574.23

17 17 Plate-Thick


-14727.99 530781.50 581113.95 899968.01

17 17 Plate-Thick


-24381.55 580997.88 548127.18 904458.68

17 17 Plate-Thick


-54765.62 610900.57 590274.47 955711.79

17 17 Plate-Thick


-57395.87 570355.14 623261.24 954313.72

18 18 Plate-Thick


-69254.43 579296.94 572379.46 912876.08

18 18 Plate-Thick


-83655.88 575690.64 563523.38 898890.31

18 18 Plate-Thick


-86239.08 583905.04 557048.08 898891.32

18 18 Plate-Thick


-84706.15 597638.83 565904.15 917258.42

19 19 Plate-Thick


-75185.21 582657.92 566125.43 908478.60

19 19 Plate-Thick


-81136.03 574514.66 558399.31 894207.07

19 19 Plate-Thick


-87611.54 560362.41 546990.21 872115.83

19 19 Plate-Thick


-92964.76 577286.76 554716.34 890250.11

20 20 Plate-Thick


-15151.69 590715.26 577035.52 939501.57

20 20 Plate-Thick


-20903.93 542171.52 549928.95 878440.68

20 20 Plate-Thick


-57107.56 504062.58 501092.97 797778.95

20 20 Plate-Thick


-63682.58 562144.48 528199.54 863160.61

21 21 Plate-Thick


-46142.57 578317.18 597724.06 940447.41

21 21 Plate-Thick


-72306.99 571498.12 616137.31 944754.86

21 21 Plate-Thick


-18638.85 677726.68 608246.78 1030397.24

21 21 Plate-Thick


-6643.57 695778.59 589833.52 1031046.07

22 22 Plate-Thick


-80061.59 574696.86 593003.53 924687.80

22 22 Plate-Thick


-88021.35 621158.44 529742.13 904032.83

22 22 Plate-Thick


-152347.45 682960.46 568511.41 970742.58




m ShellTy

pe Joint OutputC

ase CaseTy



ck 31 COMB3 Combina

tion -155957.24 645513.34 631772.81 992926.20

23 23 Plate-Thick


-76402.33 628891.46 588842.79 962608.65

23 23 Plate-Thick


-97114.55 544054.78 513169.08 828546.17

23 23 Plate-Thick


-182440.03 577803.76 433398.59 774159.96

23 23 Plate-Thick


-174928.06 673035.13 509072.30 911560.13

24 24 Plate-Thick


-57811.90 560338.32 508393.06 846234.57

24 24 Plate-Thick


-66647.12 487524.36 520641.91 800222.06

24 24 Plate-Thick


-38483.19 516476.31 450790.01 768342.04

24 24 Plate-Thick


-40448.34 597779.09 438541.15 821023.10

25 25 Plate-Thick


-3879.29 608401.88 722912.47 1087324.67

25 25 Plate-Thick


-3693.86 853649.80 474992.36 1064803.94

25 25 Plate-Thick


-289777.34 1019551.96 693344.27 1318465.87

25 25 Plate-Thick


-302756.54 784701.09 941264.38 1327995.58

26 26 Plate-Thick


-102936.38 853438.04 688199.59 1213273.32

26 26 Plate-Thick


-176535.91 619197.82 513120.50 870631.10

26 26 Plate-Thick


-371604.32 745905.49 304031.26 823265.40

26 26 Plate-Thick


-315704.91 994729.70 479110.36 1151212.12

27 27 Plate-Thick


-165767.80 645291.33 471471.28 861645.51

27 27 Plate-Thick


-211640.79 505345.05 470623.76 738463.40

27 27 Plate-Thick


-184085.81 617505.07 345884.34 746117.75

27 27 Plate-Thick


-148977.29 766491.01 346731.85 882989.85

28 28 Plate-Thick


-43017.85 549606.24 462786.59 802814.22

28 28 Plate-Thick


-62517.92 431627.93 426429.04 677390.43

28 28 Plate-Thick


-90563.74 501500.91 317469.75 639544.82

28 28 Plate-Thick


-81272.92 627531.04 353827.30 773922.95

29 29 Plate-Thick


-53615.88 1892790.24 967745.51 2292050.50

29 29 Plate-Thick


-355715.81 827473.75 669715.30 1129468.90

29 29 Plate-Thick


-674282.05 1111999.48 -264143.16 1150240.50

29 29 Plate-Thick


-401545.06 2203493.27 33887.05 2203934.01

30 30 Plate-Thick


-292418.23 910671.76 358224.17 1009256.00

30 30 Plate-Thick


-451019.32 549321.82 424170.44 704964.60




m ShellTy

pe Joint OutputC

ase CaseTy



ck 43 COMB3 Combina

tion -312648.10 769701.22 116018.17 781997.63

30 30 Plate-Thick


-166664.91 1142984.41 50071.91 1144896.02

31 31 Plate-Thick


-152036.77 640556.94 360626.51 780079.72

31 31 Plate-Thick


-243490.79 431116.84 332357.03 567347.67

31 31 Plate-Thick


-250207.66 546097.34 151321.81 573883.45

31 31 Plate-Thick


-171731.74 766445.88 179591.29 799649.16

32 32 Plate-Thick


-102132.94 476287.75 308537.43 609969.80

32 32 Plate-Thick


-134483.98 328842.89 362332.17 527240.55

32 32 Plate-Thick


-40499.60 422379.42 229823.34 517104.00

32 32 Plate-Thick


-15780.13 576083.50 176028.61 624479.59

33 33 Plate-Thick


956640.01 -703255.12 350891.49 1027768.36

33 33 Plate-Thick


567466.57 -1001252.02 -117945.77 576284.87

33 33 Plate-Thick


722218.72 -400451.33 162948.77 745391.45

33 33 Plate-Thick


1123883.16 -114388.42 631786.03 1389327.90

34 34 Plate-Thick


703310.98 -280949.63 -57142.51 706617.35

34 34 Plate-Thick


480511.86 -478153.57 -109284.28 492812.04

34 34 Plate-Thick


531893.66 -397354.39 50135.45 534590.78

34 34 Plate-Thick


767834.46 -213452.97 102277.21 778381.21

35 35 Plate-Thick


525178.54 -253266.00 -106574.37 539505.62

35 35 Plate-Thick


322478.46 -368082.25 -223245.19 388363.45

35 35 Plate-Thick


382635.60 -212700.99 -70634.82 390901.43

35 35 Plate-Thick


590985.75 -103448.08 46036.00 594024.31

36 36 Plate-Thick


380555.82 -66983.69 -202976.07 458898.95

36 36 Plate-Thick


241538.40 -104373.45 -202432.54 334839.28

36 36 Plate-Thick


271071.07 -96446.71 -90565.64 292176.69

36 36 Plate-Thick


414613.66 -63522.44 -91109.18 431386.21

37 37 Plate-Thick


157104.89 -284775.35 491573.84 475107.60

37 37 Plate-Thick


330798.70 -501704.06 302641.14 429189.79

37 37 Plate-Thick


407675.03 -251130.92 129082.74 432063.91

37 37 Plate-Thick


248556.21 -48236.17 318015.43 451094.83

38 38 Plate-Thick


379101.43 -288967.20 164496.05 417408.19




m ShellTy

pe Joint OutputC

ase CaseTy



ck 48 COMB3 Combina

tion 227169.11 -460531.68 -10869.20 227340.86

38 38 Plate-Thick


279743.00 -235831.36 90360.02 295120.90

38 38 Plate-Thick


438053.84 -70460.06 265725.27 551569.26

39 39 Plate-Thick


285267.94 -160852.81 14391.57 285731.72

39 39 Plate-Thick


210008.87 -250965.17 -39038.23 213291.50

39 39 Plate-Thick


228730.85 -179688.19 11530.03 229056.10

39 39 Plate-Thick


309693.28 -95264.67 64959.83 319858.41

40 40 Plate-Thick


242934.05 -94714.00 -57175.01 252352.93

40 40 Plate-Thick


134378.44 -126929.59 -124046.41 183885.42

40 40 Plate-Thick


149811.48 -42357.37 -37874.10 157006.60

40 40 Plate-Thick


260559.62 -12169.58 28997.30 263608.61

41 41 Plate-Thick


92595.10 -79622.20 258020.94 278496.57

41 41 Plate-Thick


26344.34 -327203.26 190272.76 109287.12

41 41 Plate-Thick


44153.89 -238333.97 207590.63 153995.04

41 41 Plate-Thick


116971.13 2551.51 275338.81 340980.85

42 42 Plate-Thick


64470.29 -137628.38 220697.52 206152.01

42 42 Plate-Thick


91615.69 -281005.21 135486.94 135670.81

42 42 Plate-Thick


106518.21 -172642.25 91683.74 133936.62

42 42 Plate-Thick


84722.73 -34434.93 176894.31 211801.97

43 43 Plate-Thick


122104.78 -133202.49 86061.01 148405.52

43 43 Plate-Thick


41438.38 -216726.57 -8995.90 41751.47

43 43 Plate-Thick


53625.85 -98794.56 45478.66 66164.18

43 43 Plate-Thick


136590.95 -17635.81 140535.57 219779.53

44 44 Plate-Thick


73088.96 -46017.91 8564.39 73701.63

44 44 Plate-Thick


46612.63 -66642.95 -17214.93 49171.50

44 44 Plate-Thick


45406.74 -35434.28 1844.30 45448.79

44 44 Plate-Thick


72744.86 -15655.27 27623.62 80666.87

45 45 Plate-Thick


-597046.55 1417591.84 809382.10 1702476.71

45 45 Plate-Thick


269628.27 834613.43 1772227.88 2346722.12

45 45 Plate-Thick


-96064.00 -373798.21 968070.36 743048.59

45 45 Plate-Thick


-933872.44 174565.51 5224.58 174590.13




m ShellTy

pe Joint OutputC

ase CaseTy



ck 62 COMB3 Combina

tion -135296.81 -904727.16 1820685.52 1340875.31

46 46 Plate-Thick


866845.66 -1396365.84 943662.85 1208681.85

46 46 Plate-Thick


1040253.37 -288398.40 42866.35 1041634.94

46 46 Plate-Thick


69346.56 167969.78 919889.01 1039867.93

47 47 Plate-Thick


-40107.50 243905.78 486129.67 608345.53

47 47 Plate-Thick


67144.01 -231743.90 489652.06 429649.89

47 47 Plate-Thick


-55284.68 -250090.42 328631.52 190074.75

47 47 Plate-Thick


-148215.42 207781.94 325109.13 400430.64

48 48 Plate-Thick


60857.78 76302.77 484864.25 553506.02

48 48 Plate-Thick


161685.07 -374142.80 480653.69 444049.10

48 48 Plate-Thick


164046.28 -358517.50 329143.84 323007.05

48 48 Plate-Thick


77546.34 74586.85 333354.40 409424.28

49 49 Plate-Thick


-13533.02 188022.02 298810.96 402592.09

49 49 Plate-Thick


-205.78 -192378.24 356035.07 272481.01

49 49 Plate-Thick


-48115.35 -265066.81 285987.45 149277.86

49 49 Plate-Thick


-52953.43 105918.74 228763.34 268645.33

50 50 Plate-Thick


27228.31 24080.87 358826.77 384484.81

50 50 Plate-Thick


50432.34 -340797.91 304718.13 216919.99

50 50 Plate-Thick


52414.05 -269871.93 229095.44 171363.52

50 50 Plate-Thick


37867.01 85556.29 283204.08 345917.77

51 51 Plate-Thick


220823.63 67600.83 -106705.60 275572.01

51 51 Plate-Thick


113476.09 23123.25 -160257.54 234803.09

51 51 Plate-Thick


-171336.67 32546.89 -76549.77 58088.42

51 51 Plate-Thick


-60662.20 73689.77 -22997.84 77517.40

52 52 Plate-Thick


164905.06 300821.24 -193666.20 438106.66

52 52 Plate-Thick


-40820.40 161328.84 -125433.72 221343.32

52 52 Plate-Thick


-353356.04 19961.71 25186.78 21653.33

52 52 Plate-Thick


-142815.48 154599.68 -43045.70 160704.50

53 53 Plate-Thick


2115.66 404019.13 -144807.70 450758.47

53 53 Plate-Thick


-268050.37 158769.06 -145924.29 203889.04

53 53 Plate-Thick


-566406.20 108394.93 44729.57 111346.94




m ShellTy

pe Joint OutputC

ase CaseTy



ck 74 COMB3 Combina

tion -283649.87 340482.59 45846.16 343832.28

54 54 Plate-Thick


-129470.47 979138.85 -251197.29 1033401.14

54 54 Plate-Thick


-681381.03 591932.98 205101.44 624154.69

54 54 Plate-Thick


-1054311.03 -23641.00 605770.53 256340.35

54 54 Plate-Thick


-492070.92 352601.10 149471.80 378271.25

55 55 Plate-Thick


63543.29 100039.54 -70173.99 154299.23

55 55 Plate-Thick


-21247.28 61056.10 -29006.16 70251.40

55 55 Plate-Thick


-186746.84 -20601.08 35844.41 -13197.86

55 55 Plate-Thick


-100566.35 17087.31 -5323.42 17327.69

56 56 Plate-Thick


3107.66 184654.50 -21296.75 187119.30

56 56 Plate-Thick


-75837.48 74595.24 3326.82 74668.77

56 56 Plate-Thick


-242376.49 14936.51 53368.92 25566.53

56 56 Plate-Thick


-158312.70 119745.95 28745.34 122686.51

57 57 Plate-Thick


-19579.35 388541.29 -36920.82 391854.46

57 57 Plate-Thick


-213839.63 183663.65 128778.25 221736.95

57 57 Plate-Thick


-408871.47 -50805.98 259308.07 85269.82

57 57 Plate-Thick


-209132.00 148503.61 93609.00 171523.50

58 58 Plate-Thick


-166807.88 427019.80 271925.64 532724.12

58 58 Plate-Thick


-24024.23 173050.27 482640.45 567109.60

58 58 Plate-Thick


-243101.85 -115378.40 328322.55 155235.61

58 58 Plate-Thick


-372081.20 124947.97 117607.73 151371.70

59 59 Plate-Thick


-2159.09 39114.66 8391.26 40755.44

59 59 Plate-Thick


-13242.05 11753.98 22236.93 24764.42

59 59 Plate-Thick


-61391.56 -14058.68 27261.05 -1624.36

59 59 Plate-Thick


-49631.11 12606.07 13415.38 15374.63

60 60 Plate-Thick


11110.37 151077.42 -1739.22 151099.03

60 60 Plate-Thick


-71383.69 51688.20 84374.08 94582.41

60 60 Plate-Thick


-132646.71 -62623.31 137594.07 44343.67

60 60 Plate-Thick


-48142.02 34627.66 51480.78 59295.64

61 61 Plate-Thick


-45061.95 186113.92 133775.19 247320.70

61 61 Plate-Thick


-20732.88 22025.44 219145.51 220832.16




m ShellTy

pe Joint OutputC

ase CaseTy



ck 84 COMB3 Combina

tion -86584.32 -90600.79 174106.30 85525.32

61 61 Plate-Thick


-105850.69 68539.79 88735.98 105751.48

62 62 Plate-Thick


12881.08 197358.03 190114.73 316428.68

62 62 Plate-Thick


-53143.52 -72804.33 256928.39 194142.46

62 62 Plate-Thick


-119138.18 -162231.15 270211.88 130384.91

62 62 Plate-Thick


-46745.35 101331.29 203398.22 243747.38

63 63 Plate-Thick


350534.63 -1733831.83 214128.52 372304.83

63 63 Plate-Thick


677890.02 -624011.42 -165031.03 698483.85

63 63 Plate-Thick


356128.87 176264.30 774574.49 1045974.41

63 63 Plate-Thick


-1673.55 -905312.80 1153734.04 785556.15

64 64 Plate-Thick


84443.85 -654182.45 148191.24 113066.43

64 64 Plate-Thick


264719.77 -265404.78 142210.36 300459.42

64 64 Plate-Thick


404278.24 434948.15 457956.63 877826.50

64 64 Plate-Thick


211221.14 58764.55 463937.51 605151.08

65 65 Plate-Thick


110112.54 -257642.31 212099.60 206943.41

65 65 Plate-Thick


209002.35 -39181.28 108046.32 249448.63

65 65 Plate-Thick


194650.01 540143.71 283914.63 699735.53

65 65 Plate-Thick


83640.30 332136.65 387967.91 615266.32

66 66 Plate-Thick


-6030.52 -62991.04 144704.59 112969.88

66 66 Plate-Thick


25930.13 59225.77 122528.75 166232.48

66 66 Plate-Thick


110665.12 614300.58 225882.01 700765.06

66 66 Plate-Thick


73304.90 496677.87 248057.86 611095.46

67 67 Plate-Thick


260445.62 157842.61 1129688.65 1339997.01

67 67 Plate-Thick


263363.31 -40123.07 796148.00 922100.00

67 67 Plate-Thick


-10109.50 744892.60 607068.49 1082261.60

67 67 Plate-Thick


-28942.86 956046.42 940609.13 1525293.98

68 68 Plate-Thick


245104.33 -17519.53 592963.30 721121.22

68 68 Plate-Thick


316719.46 242854.30 329804.30 611652.66

68 68 Plate-Thick


126559.87 972764.59 546069.88 1240464.60

68 68 Plate-Thick


36326.85 727924.53 809228.87 1262141.72

69 69 Plate-Thick


88027.28 224645.90 382626.54 545012.84




m ShellTy

pe Joint OutputC

ase CaseTy



ck 88 COMB3 Combina

tion 132905.04 360844.46 288895.20 557438.01

69 69 Plate-Thick


156366.26 1067895.38 400461.43 1218835.60

69 69 Plate-Thick


101544.82 940231.55 494192.77 1169020.38

70 70 Plate-Thick


54877.34 357037.61 301405.13 543107.68

70 70 Plate-Thick


70003.00 458492.45 172897.20 524294.74

70 70 Plate-Thick


37790.18 1123194.91 259446.74 1182022.65

70 70 Plate-Thick


15040.10 1027831.45 387954.67 1159358.50

71 71 Plate-Thick


-21394.06 856415.11 820891.91 1348370.75

71 71 Plate-Thick


-5243.88 906595.96 727076.10 1308873.35

71 71 Plate-Thick


49121.29 1745609.16 761776.64 2037462.34

71 71 Plate-Thick


14850.63 1709846.14 855592.46 2066628.63

72 72 Plate-Thick


94420.96 934645.40 761613.25 1384331.45

72 72 Plate-Thick


96100.19 904215.85 592772.24 1217543.31

72 72 Plate-Thick


38432.73 1691583.36 558688.79 1862685.30

72 72 Plate-Thick


23583.99 1732385.23 727529.81 2000170.00

73 73 Plate-Thick


113287.51 915101.84 538073.76 1185201.33

73 73 Plate-Thick


127197.27 1005893.62 356937.05 1132611.59

73 73 Plate-Thick


46487.88 1761555.11 431860.34 1864160.68

73 73 Plate-Thick


20311.75 1680510.63 612997.05 1882317.42

74 74 Plate-Thick


14234.07 991983.08 373602.39 1118394.71

74 74 Plate-Thick


15136.20 1041743.29 273830.09 1110215.86

74 74 Plate-Thick


38137.90 1793099.84 315664.92 1848151.54

74 74 Plate-Thick


29501.38 1749475.72 415437.22 1844562.38

75 75 Plate-Thick


28875.01 1713291.75 884293.51 2092267.21

75 75 Plate-Thick


25478.18 1694069.87 732889.99 1970259.19

75 75 Plate-Thick


12131.77 2577112.91 708244.63 2759679.51

75 75 Plate-Thick


-1537.91 2609732.69 859648.15 2867324.33

76 76 Plate-Thick


29608.40 1703425.96 710012.37 1964029.77

76 76 Plate-Thick


35219.64 1734599.20 576406.12 1911659.99

76 76 Plate-Thick


38218.25 2589559.19 597360.16 2722495.94

76 76 Plate-Thick


18135.86 2569783.67 730966.41 2764346.97




m ShellTy

pe Joint OutputC

ase CaseTy



ck 97 COMB3 Combina

tion 40090.42 1741938.21 588597.87 1925673.16

77 77 Plate-Thick


35185.34 1742508.17 455990.99 1856661.61

77 77 Plate-Thick


32402.78 2573161.40 452644.15 2651392.60

77 77 Plate-Thick


26711.06 2580892.89 585251.03 2708608.00

78 78 Plate-Thick


34300.41 1745923.56 438496.02 1851721.16

78 78 Plate-Thick


30764.92 1783782.22 292749.13 1831378.25

78 78 Plate-Thick


5497.01 2594354.51 324181.36 2634331.75

78 78 Plate-Thick


443.04 2563177.07 469928.25 2646630.19

79 79 Plate-Thick


583.17 2566085.79 847927.75 2821005.58

79 79 Plate-Thick


-765.72 2566877.77 719985.09 2754985.64

79 79 Plate-Thick


28487.07 3507890.04 713233.24 3648418.04

79 79 Plate-Thick


12538.50 3520532.21 841175.90 3711807.02

80 80 Plate-Thick


28285.02 2578075.97 726195.94 2770395.21

80 80 Plate-Thick


24424.07 2563041.78 602010.64 2698568.07

80 80 Plate-Thick


51679.80 3479382.30 582795.51 3575762.17

80 80 Plate-Thick


41750.92 3505154.76 706980.80 3643910.91

81 81 Plate-Thick


32377.70 2569736.45 581885.20 2696814.12

81 81 Plate-Thick


29360.31 2597438.71 456104.96 2676039.74

81 81 Plate-Thick


48450.84 3490942.62 476966.42 3555805.46

81 81 Plate-Thick


40295.10 3472001.42 602746.66 3574789.40

82 82 Plate-Thick


12511.88 2598826.21 461223.55 2678615.73

82 82 Plate-Thick


4252.37 2612826.42 332885.39 2654636.46

82 82 Plate-Thick


14506.80 3486658.46 343362.69 3520288.03

82 82 Plate-Thick


14258.67 3479347.00 471700.84 3542411.64

83 83 Plate-Thick


16970.69 3510042.53 839394.52 3701281.34

83 83 Plate-Thick


13983.91 3468024.86 714958.90 3610166.22

83 83 Plate-Thick


58926.71 4465216.51 669507.03 4564697.75

83 83 Plate-Thick


44845.12 4520374.11 793942.66 4657043.20

84 84 Plate-Thick


43594.82 3477991.19 695083.95 3613334.85

84 84 Plate-Thick


44219.22 3478462.46 594677.85 3578522.29

84 84 Plate-Thick


115692.77 4459454.58 588861.52 4537868.00




m ShellTy

pe Joint OutputC

ase CaseTy



ck 110 COMB3 Combina

tion 101294.44 4469645.91 689267.62 4575822.44

85 85 Plate-Thick


50044.60 3484194.77 590922.70 3583031.71

85 85 Plate-Thick


40857.95 3489532.31 488827.31 3557481.62

85 85 Plate-Thick


104353.10 4448601.37 490269.68 4503243.41

85 85 Plate-Thick


102171.72 4452183.14 592365.07 4531405.95

86 86 Plate-Thick


24453.09 3491383.56 469856.93 3553932.59

86 86 Plate-Thick


16802.58 3537072.90 345272.02 3570617.91

86 86 Plate-Thick


43955.28 4469838.33 384447.68 4502984.56

86 86 Plate-Thick


42780.87 4431154.70 509032.59 4489426.53

87 87 Plate-Thick


50647.00 4529274.88 800267.19 4667975.76

87 87 Plate-Thick


53375.77 4457570.45 662979.13 4555206.58

87 87 Plate-Thick


91165.74 5506894.04 589851.93 5570393.02

87 87 Plate-Thick


72434.94 5590813.85 727139.99 5685018.69

88 88 Plate-Thick


107197.97 4473294.38 660678.37 4571078.34

88 88 Plate-Thick


99294.71 4403333.49 617536.55 4490184.09

88 88 Plate-Thick


260344.71 5453353.54 548575.42 5510670.93

88 88 Plate-Thick


253866.66 5534474.74 591717.24 5599967.20

89 89 Plate-Thick


101845.63 4408480.15 561827.89 4480567.53

89 89 Plate-Thick


98129.76 4459557.19 520813.55 4520886.97

89 89 Plate-Thick


256050.39 5488513.27 563104.06 5548427.03

89 89 Plate-Thick


248387.51 5446325.62 604118.41 5515614.28

90 90 Plate-Thick


56599.29 4454864.39 511162.21 4513489.75

90 90 Plate-Thick


45821.23 4524550.52 382529.85 4556987.60

90 90 Plate-Thick


79121.77 5511409.68 443686.98 5547409.64

90 90 Plate-Thick


79896.12 5449669.12 572319.34 5509990.25

91 91 Plate-Thick


93016.18 5706860.65 658392.54 5783043.19

91 91 Plate-Thick


84530.52 5460577.34 658340.59 5540022.48

91 91 Plate-Thick


315637.37 6576223.72 428213.52 6605377.04

91 91 Plate-Thick


309353.54 6833599.79 428265.47 6861591.95

92 92 Plate-Thick


250968.02 5493003.28 562225.92 5552625.76

92 92 Plate-Thick


255912.21 5458169.29 577712.63 5521552.25




m ShellTy

pe Joint OutputC

ase CaseTy




tion 504810.66 6567183.94 539504.48 6614821.35

92 92 Plate-Thick


487479.67 6611453.74 524017.77 6655969.44

93 93 Plate-Thick


259644.69 5463614.67 576214.84 5526653.02

93 93 Plate-Thick


235840.45 5426460.40 591568.77 5493027.11

93 93 Plate-Thick


481025.33 6510713.82 555248.95 6561418.01

93 93 Plate-Thick


490081.52 6559539.23 539895.02 6607190.27

94 94 Plate-Thick


83479.02 5404994.04 503703.52 5452252.00

94 94 Plate-Thick


76700.32 5561891.99 512693.59 5609401.28

94 94 Plate-Thick


305341.16 6612660.15 651872.08 6679327.57

94 94 Plate-Thick


299936.01 6465490.03 642882.01 6531809.93

95 95 Plate-Thick


6527778.61 166979.53 -705414.48 6605070.09

95 95 Plate-Thick


6644109.60 144435.55 -589926.92 6697218.91

95 95 Plate-Thick


7484827.01 181855.62 -683655.32 7548275.02

95 95 Plate-Thick


7382446.05 190742.80 -799142.87 7470176.69

96 96 Plate-Thick


6356019.19 332623.14 -428510.03 6386351.05

96 96 Plate-Thick


6575027.23 355164.77 -665669.29 6645471.43

96 96 Plate-Thick


7500518.49 829162.84 -840611.19 7604807.77

96 96 Plate-Thick


7289048.97 798863.88 -603451.94 7344680.56

97 97 Plate-Thick


6704215.42 378440.13 -402229.57 6729688.94

97 97 Plate-Thick


6353168.25 334045.07 -661500.22 6425009.51

97 97 Plate-Thick


7300735.84 841621.61 -370104.25 7321873.47

97 97 Plate-Thick


7664483.95 874021.91 -110833.59 7666292.49

98 98 Plate-Thick


6923601.05 163932.81 -480127.62 6957533.35

98 98 Plate-Thick


6646891.01 173332.56 -374919.89 6668532.37

98 98 Plate-Thick


7552198.05 231077.95 -140010.12 7554874.65

98 98 Plate-Thick


7834512.58 216164.93 -245217.85 7842397.44

99 99 Plate-Thick


7053555.10 136307.68 -518578.46 7092216.27

99 99 Plate-Thick


7759018.11 225350.76 -964713.21 7880591.24

99 99 Plate-Thick


8677495.66 953798.57 -1529772.64 8969450.01

99 99 Plate-Thick


7987813.02 848568.65 -1083637.89 8148669.84

100 100 Plate-Thick


7444044.07 819237.38 -535871.30 7487109.99




m ShellTy

pe Joint OutputC

ase CaseTy




tion 7184512.95 776587.25 -911207.61 7311567.55

100 100 Plate-Thick


8100050.96 1424268.06 -689947.01 8170611.68

100 100 Plate-Thick


8383854.19 1442842.26 -314610.70 8398085.17

101 101 Plate-Thick


7488753.46 859132.87 -33443.03 7488922.16

101 101 Plate-Thick


7445034.27 850224.23 -445406.08 7474980.51

101 101 Plate-Thick


8407983.33 1537452.08 -409785.90 8432338.26

101 101 Plate-Thick


8453147.31 1545479.74 2177.15 8453147.99

102 102 Plate-Thick


8285843.75 302307.96 16079.54 8285876.14

102 102 Plate-Thick


7341806.18 193122.77 -400998.16 7364229.44

102 102 Plate-Thick


8336783.94 894936.64 369886.86 8355123.47

102 102 Plate-Thick


9285914.99 999860.18 786964.56 9359994.33

103 103 Plate-Thick


8234330.12 861281.84 -991246.12 8365269.68

103 103 Plate-Thick


6645969.68 584083.60 -1629245.67 7056110.36

103 103 Plate-Thick


7568698.78 1566746.61 -324109.75 7586150.20

103 103 Plate-Thick


9212995.62 1789592.27 313889.80 9226244.43

104 104 Plate-Thick


8924959.18 1558282.67 -412515.57 8947987.04

104 104 Plate-Thick


8319860.52 1461010.56 -591833.92 8370553.80

104 104 Plate-Thick


9265270.83 1878891.65 -91837.89 9266412.52

104 104 Plate-Thick


9894586.20 1953079.76 87480.46 9895549.73

105 105 Plate-Thick


9175531.07 1692102.28 -144637.33 9178325.53

105 105 Plate-Thick


8929522.62 1639614.15 -265486.61 8939178.42

105 105 Plate-Thick


9913670.26 1989985.78 -61798.04 9914152.20

105 105 Plate-Thick


10174593.69 2027667.01 59051.24 10175021.69

106 106 Plate-Thick


8346182.71 854306.08 921400.04 8457838.45

106 106 Plate-Thick


9050191.11 995225.72 242090.25 9057460.52

106 106 Plate-Thick


10157586.11 2012805.85 -336747.16 10171485.25

106 106 Plate-Thick


9422135.92 1903138.55 342562.63 9437710.68

107 107 Plate-Thick


-4775544.60 366358.28 277856.47 381329.41

107 107 Plate-Thick

1 COMB3 Combination

-1035174.93 129580.41 40326.20 130974.92

107 107 Plate-Thick

2 COMB3 Combination

-1331343.91 53869.88 -782169.21 406008.40

107 107 Plate-Thick


-5078520.64 296891.98 -544638.94 351519.85




m ShellTy

pe Joint OutputC

ase CaseTy




tion -5226450.01 -614753.92 -880362.56 -452409.62

109 108 Plate-Thick

2 COMB3 Combination

-1301619.65 374490.22 -450675.67 487983.83

109 108 Plate-Thick

5 COMB3 Combination

-770364.98 457902.02 -278590.37 518136.78

109 108 Plate-Thick


-4693181.75 -532321.70 -708277.25 -415060.73

110 109 Plate-Thick


-4703290.14 -586099.43 -222356.66 -574125.47

110 109 Plate-Thick

5 COMB3 Combination

-774084.16 442541.89 -762800.85 809887.55

110 109 Plate-Thick

7 COMB3 Combination

-1425231.27 364829.78 -569592.39 530702.23

110 109 Plate-Thick


-5376338.10 -643220.86 -29148.20 -643041.36

111 110 Plate-Thick


-5228411.72 254747.93 -353121.24 277395.76

111 110 Plate-Thick

7 COMB3 Combination

-1458676.01 39269.20 -249979.73 79884.99

111 110 Plate-Thick

9 COMB3 Combination

-1312496.15 114884.55 -1062617.27 681236.93

111 110 Plate-Thick


-5094350.62 342759.80 -1165758.78 582166.05

112 111 Plate-Thick


-16870658.5 -2067294.61 -1407565.01 -1934646.14

112 111 Plate-Thick


-5790081.96 202164.74 -156978.31 206274.27

112 111 Plate-Thick


-4247507.27 424380.72 -106734.65 426817.92

112 111 Plate-Thick


-15323441.7 -1849215.46 -1357321.35 -1713846.18

113 112 Plate-Thick


-15554500.4 -3125444.93 -502722.42 -3105144.29

113 112 Plate-Thick


-4455456.50 -494429.33 -961433.84 -273400.48

113 112 Plate-Thick


-4998037.20 -559418.68 -632659.11 -471003.70

113 112 Plate-Thick


-16131941.9 -3155301.58 -173947.69 -3152970.29

114 113 Plate-Thick


-16146335.6 -3257128.51 -517696.28 -3236368.63

114 113 Plate-Thick


-5012915.94 -603953.90 -304307.49 -583049.65

114 113 Plate-Thick


-4754094.58 -562842.85 59674.89 -561993.38

114 113 Plate-Thick


-15878529.5 -3226050.41 -153713.91 -3224183.23

115 114 Plate-Thick


-15631303.3 -1893760.39 675822.30 -1860593.19

115 114 Plate-Thick


-4550459.61 359172.80 -770928.90 477380.88

115 114 Plate-Thick


-6317771.17 129241.24 -748794.53 215068.12

115 114 Plate-Thick


-17423724.1 -2099452.59 697956.67 -2067729.25

116 115 Plate-Thick


-35207126. -7020820.17 -541428.78 -7010423.74

116 115 Plate-Thick


-16720380.2 -2049653.00 146810.28 -2048184.01

116 115 Plate-Thick


-15890487.9 -1854728.12 1243519.20 -1745408.13




m ShellTy

pe Joint OutputC

ase CaseTy




tion -34318827. -6884370.33 555280.14 -6873135.92

117 116 Plate-Thick


-34825151. -6974584.99 12040.61 -6974579.78

117 116 Plate-Thick


-16540916.3 -3339074.58 -325462.56 -3331055.89

117 116 Plate-Thick


-16947784.5 -3436871.48 -351951.88 -3427709.54

117 116 Plate-Thick


-35261552. -7042755.66 -14448.72 -7042748.26

118 117 Plate-Thick


-34401364. -6907207.76 -14121.09 -6907200.51

118 117 Plate-Thick


-16120510.5 -3217698.09 -350093.62 -3208205.94

118 117 Plate-Thick


-16525416.2 -3254945.29 -320451.75 -3247211.62

118 117 Plate-Thick


-34816168. -6936298.58 15520.77 -6936289.94

119 118 Plate-Thick


-32587564. -6573125.17 -534486.39 -6562148.37

119 118 Plate-Thick


-14220708.3 -1589703.67 -1918176.99 -1304829.30

119 118 Plate-Thick


-15896147.0 -1911357.44 -861262.25 -1858515.71

119 118 Plate-Thick


-34345724. -6813532.53 522428.36 -6803622.93



m Joint OutputC

ase SMinTop SAngleTop SVMTop S11Bot S22Bot S12Bot

Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2 1 1 1 COMB3 -184062.30 73.171 1282842.96 69657.22 -1066464.75 -378241.51 1 1 2 COMB3 -169920.58 73.996 1297497.41 65477.59 -1099722.31 -364150.10 1 1 3 COMB3 -260293.72 70.972 1159313.65 125576.02 -872322.12 -390619.25 1 1 4 COMB3 -281742.60 70.238 1157011.41 136339.49 -844716.84 -404710.65 2 2 2 COMB3 -379101.35 78.739 1354395.41 321762.00 -1067110.94 -287966.80 2 2 5 COMB3 -406254.35 75.191 1634543.46 288708.52 -1275557.05 -444623.34 2 2 6 COMB3 -390685.04 66.513 1544483.56 120299.54 -1041240.25 -622231.34 2 2 3 COMB3 -349862.80 68.713 1239041.58 168467.86 -845098.25 -465574.80 3 3 5 COMB3 -465936.32 71.428 1759225.53 268610.41 -1282029.49 -587298.01 3 3 7 COMB3 -631298.66 67.448 1866083.65 322436.09 -1159686.71 -743752.88 3 3 8 COMB3 -456956.27 64.999 1488142.10 159909.54 -909034.35 -636995.33 3 3 6 COMB3 -290928.61 70.139 1381593.51 117345.26 -1039378.29 -480540.45 4 4 7 COMB3 -332823.96 66.720 1675863.90 48966.24 -1200621.25 -659757.73 4 4 9 COMB3 -336076.19 67.850 1730330.32 69712.33 -1271274.63 -654324.21 4 4 10 COMB3 -472306.38 63.914 1625151.81 122524.69 -986901.23 -714425.71 4 4 8 COMB3 -486759.81 63.074 1596217.89 121138.91 -930547.90 -719859.24 5 5 4 COMB3 -238994.32 72.056 1077983.04 127233.38 -826668.52 -345107.92 5 5 3 COMB3 -287260.50 69.968 1282012.51 122838.06 -949590.79 -450961.32 5 5 11 COMB3 -292802.62 62.896 1254246.89 7431.60 -796574.21 -557563.07 5 5 12 COMB3 -243443.88 63.993 1045969.48 23057.88 -682393.62 -451709.68 6 6 3 COMB3 -345699.61 68.226 1361422.44 139174.04 -948720.96 -517040.58 6 6 6 COMB3 -398222.38 66.672 1410936.43 152463.06 -923269.04 -569884.93 6 6 13 COMB3 -378749.11 64.052 1239284.20 113696.65 -740661.76 -544704.14 6 6 11 COMB3 -329413.36 65.968 1192306.87 110090.40 -773645.09 -491859.79 7 7 6 COMB3 -358118.03 67.565 1363814.39 138602.57 -929508.08 -531652.00




m Joint OutputC


Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2 7 7 8 COMB3 -392839.65 67.030 1475774.50 144233.35 -990998.99 -586541.57 7 7 14 COMB3 -435793.06 62.481 1389109.03 103885.35 -787052.98 -637080.86 7 7 13 COMB3 -409078.51 63.075 1287185.91 113399.36 -737254.28 -582191.30 8 8 8 COMB3 -417942.97 65.082 1559956.51 111498.90 -1001969.38 -659639.09 8 8 10 COMB3 -548693.56 61.888 1657007.40 135322.03 -899693.12 -773771.17 8 8 15 COMB3 -430464.69 58.775 1367132.46 19146.68 -688773.28 -678500.36 8 8 14 COMB3 -298548.85 62.843 1267051.35 9032.10 -801600.12 -564368.28 9 9 12 COMB3 -275713.92 62.684 1132564.77 13547.60 -707085.25 -507599.10 9 9 11 COMB3 -272566.36 63.609 1148121.12 23641.30 -738385.45 -501648.52 9 9 16 COMB3 -331683.92 61.475 1127923.09 45135.37 -638343.11 -527218.97 9 9 17 COMB3 -342633.94 60.907 1123456.02 45966.75 -615577.06 -533169.55

10 10 11 COMB3 -338918.30 65.187 1162579.15 110968.82 -727509.61 -493043.30 10 10 13 COMB3 -371375.30 64.703 1264009.63 114257.27 -779602.04 -544000.94 10 10 18 COMB3 -387657.26 60.958 1234767.98 61956.01 -668722.35 -586569.82 10 10 16 COMB3 -361611.51 61.540 1141453.85 71286.32 -626523.25 -535612.18 11 11 13 COMB3 -391065.87 63.588 1316359.19 100682.87 -786130.49 -584668.98 11 11 14 COMB3 -450593.45 62.099 1364796.24 114876.04 -746805.78 -634025.06 11 11 19 COMB3 -413829.45 59.954 1220953.39 69353.98 -615779.91 -595546.11 11 11 18 COMB3 -358469.09 61.889 1176666.29 66690.42 -663961.90 -546190.03 12 12 14 COMB3 -355020.50 60.956 1329832.77 8247.72 -769519.71 -624467.73 12 12 15 COMB3 -357496.53 60.904 1313656.63 13350.26 -753757.69 -618412.48 12 12 20 COMB3 -405617.64 58.999 1205739.07 45839.35 -590847.95 -598754.28 12 12 19 COMB3 -410494.09 59.526 1230928.99 54605.81 -617341.28 -604809.53 13 13 17 COMB3 -333681.41 60.738 1080350.53 45095.06 -585557.97 -515053.33 13 13 16 COMB3 -356722.10 60.994 1150357.18 54230.25 -627246.22 -545566.12 13 13 21 COMB3 -363063.47 58.875 1171887.81 12919.68 -597244.18 -579867.03 13 13 22 COMB3 -346955.43 58.939 1110888.31 16072.81 -565120.51 -549354.23 14 14 16 COMB3 -375953.70 60.888 1174120.23 64437.35 -628581.45 -559400.68 14 14 18 COMB3 -383543.68 61.196 1188066.32 74219.20 -639593.06 -562566.65 14 14 23 COMB3 -403307.03 60.014 1167171.70 74749.92 -583475.76 -569398.37 14 14 21 COMB3 -402237.69 60.068 1161795.70 76221.32 -581207.19 -566232.40 15 15 18 COMB3 -380666.02 60.954 1199183.60 64011.24 -645991.54 -570171.93 15 15 19 COMB3 -387997.72 60.954 1201035.25 70473.15 -641550.30 -571757.63 15 15 24 COMB3 -404477.51 59.799 1147886.62 76688.82 -563106.65 -563172.39 15 15 23 COMB3 -404211.59 60.228 1155163.69 82949.83 -577478.89 -561586.69 16 16 19 COMB3 -375759.29 60.307 1219534.35 41258.68 -652935.75 -586599.63 16 16 20 COMB3 -415641.27 59.132 1245733.52 47008.73 -616142.20 -616724.38 16 16 25 COMB3 -387435.64 57.516 1134125.02 19076.36 -521278.71 -578561.46 16 16 24 COMB3 -352573.00 59.209 1113540.97 25750.52 -567751.75 -548436.70 17 17 22 COMB3 -383914.50 57.572 1141421.72 14727.99 -530781.50 -581113.95 17 17 21 COMB3 -347842.35 59.454 1119664.62 24381.55 -580997.88 -548127.18 17 17 26 COMB3 -399576.84 59.708 1206203.54 54765.62 -610900.57 -590274.47 17 17 27 COMB3 -441354.44 58.365 1235596.62 57395.87 -570355.14 -623261.24 18 18 21 COMB3 -402833.56 59.767 1167627.82 69254.43 -579296.94 -572379.46 18 18 23 COMB3 -406855.55 60.164 1157261.31 83655.88 -575690.64 -563523.38 18 18 28 COMB3 -401225.36 60.514 1153102.51 86239.08 -583905.04 -557048.08 18 18 26 COMB3 -404325.74 60.542 1172908.14 84706.15 -597638.83 -565904.15 19 19 23 COMB3 -401005.88 60.078 1162086.20 75185.21 -582657.92 -566125.43 19 19 24 COMB3 -400828.44 60.208 1148343.74 81136.03 -574514.66 -558399.31 19 19 29 COMB3 -399364.96 60.319 1126219.73 87611.54 -560362.41 -546990.21 19 19 28 COMB3 -405928.10 60.569 1148346.82 92964.76 -577286.76 -554716.34 20 20 24 COMB3 -363938.00 58.849 1164918.19 15151.69 -590715.26 -577035.52 20 20 25 COMB3 -357173.08 58.555 1101356.44 20903.93 -542171.52 -549928.95 20 20 30 COMB3 -350823.94 59.623 1019513.93 57107.56 -504062.58 -501092.97 20 20 29 COMB3 -364698.72 60.322 1092174.42 63682.58 -562144.48 -528199.54 21 21 27 COMB3 -408272.80 58.790 1197951.21 46142.57 -578317.18 -597724.06




m Joint OutputC


Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2 21 21 26 COMB3 -445563.73 58.792 1229649.25 72306.99 -571498.12 -616137.31 21 21 31 COMB3 -371309.41 59.894 1257849.49 18638.85 -677726.68 -608246.78 21 21 32 COMB3 -341911.05 60.386 1237935.86 6643.57 -695778.59 -589833.52 22 22 26 COMB3 -430052.53 59.451 1199023.37 80061.59 -574696.86 -593003.53 22 22 28 COMB3 -370895.74 61.898 1135843.71 88021.35 -621158.44 -529742.13 22 22 33 COMB3 -440129.56 63.151 1250323.03 152347.45 -682960.46 -568511.41 22 22 31 COMB3 -503370.10 61.194 1318746.85 155957.24 -645513.34 -631772.81 23 23 28 COMB3 -410119.52 60.458 1220490.90 76402.33 -628891.46 -588842.79 23 23 29 COMB3 -381605.95 60.997 1071582.94 97114.55 -544054.78 -513169.08 23 23 34 COMB3 -378796.24 65.627 1017869.89 182440.03 -577803.76 -433398.59 23 23 33 COMB3 -413453.07 64.895 1174211.50 174928.06 -673035.13 -509072.30 24 24 29 COMB3 -343708.16 60.649 1060710.13 57811.90 -560338.32 -508393.06 24 24 30 COMB3 -379344.82 59.011 1042985.11 66647.12 -487524.36 -520641.91 24 24 35 COMB3 -290348.93 60.807 947491.05 38483.19 -516476.31 -450790.01 24 24 34 COMB3 -263692.35 63.021 979852.08 40448.34 -597779.09 -438541.15 25 25 32 COMB3 -482802.07 56.476 1392959.22 3879.29 -608401.88 -722912.47 25 25 31 COMB3 -214848.00 66.033 1186902.73 3693.86 -853649.80 -474992.36 25 25 36 COMB3 -588691.25 66.678 1691472.43 289777.34 -1019551.96 -693344.27 25 25 37 COMB3 -846051.03 60.007 1898137.68 302756.54 -784701.09 -941264.38 26 26 31 COMB3 -462771.65 62.397 1499219.21 102936.38 -853438.04 -688199.59 26 26 33 COMB3 -427969.19 63.895 1146193.46 176535.91 -619197.82 -513120.50 26 26 38 COMB3 -448964.22 75.724 1117564.99 371604.32 -745905.49 -304031.26 26 26 36 COMB3 -472187.34 71.912 1446318.79 315704.91 -994729.70 -479110.36 27 27 33 COMB3 -382121.98 65.350 1103496.21 165767.80 -645291.33 -471471.28 27 27 34 COMB3 -444759.15 63.649 1035170.15 211640.79 -505345.05 -470623.76 27 27 39 COMB3 -312698.49 69.603 942221.81 184085.81 -617505.07 -345884.34 27 27 38 COMB3 -265476.13 71.428 1041422.77 148977.29 -766491.01 -346731.85 28 28 34 COMB3 -296225.83 61.315 984923.71 43017.85 -549606.24 -462786.59 28 28 35 COMB3 -308280.42 60.044 873338.89 62517.92 -431627.93 -426429.04 28 28 40 COMB3 -228607.65 66.499 779412.51 90563.74 -501500.91 -317469.75 28 28 39 COMB3 -227664.83 67.523 909386.08 81272.92 -627531.04 -353827.30 29 29 37 COMB3 -452876.15 67.581 2548844.31 53615.88 -1892790.24 -967745.51 29 29 36 COMB3 -657710.96 65.728 1565614.19 355715.81 -827473.75 -669715.30 29 29 41 COMB3 -712523.07 -81.762 1627978.88 674282.05 -1111999.48 264143.16 29 29 42 COMB3 -401985.80 89.255 2429993.39 401545.06 -2203493.27 -33887.05 30 30 36 COMB3 -391002.46 74.613 1251440.04 292418.23 -910671.76 -358224.17 30 30 38 COMB3 -606662.11 69.850 1136964.96 451019.32 -549321.82 -424170.44 30 30 43 COMB3 -324944.52 83.950 985502.45 312648.10 -769701.22 -116018.17 30 30 41 COMB3 -168576.53 87.814 1237823.71 166664.91 -1142984.41 -50071.91 31 31 38 COMB3 -291559.55 68.849 959672.35 152036.77 -640556.94 -360626.51 31 31 39 COMB3 -379721.62 67.712 825533.80 243490.79 -431116.84 -332357.03 31 31 44 COMB3 -277993.77 79.595 752435.24 250207.66 -546097.34 -151321.81 31 31 43 COMB3 -204935.02 79.525 919409.19 171731.74 -766445.88 -179591.29 32 32 39 COMB3 -235814.98 66.574 755984.04 102132.94 -476287.75 -308537.43 32 32 40 COMB3 -332881.65 61.297 751200.03 134483.98 -328842.89 -362332.17 32 32 45 COMB3 -135224.18 67.600 596328.01 40499.60 -422379.42 -229823.34 32 32 44 COMB3 -64176.23 74.627 658915.85 15780.13 -576083.50 -176028.61 33 33 42 COMB3 -774383.47 11.459 1565843.03 -956640.01 703255.12 -350891.49 33 33 41 COMB3 -1010070.32 -4.276 1390839.52 -567466.57 1001252.02 117945.77 33 33 46 COMB3 -423624.06 8.094 1025100.73 -722218.72 400451.33 -162948.77 33 33 47 COMB3 -379833.16 22.790 1613139.19 -1123883.16 114388.42 -631786.03 34 34 41 COMB3 -284256.01 -3.312 883724.95 -703310.98 280949.63 57142.51 34 34 43 COMB3 -490453.75 -6.422 851533.97 -480511.86 478153.57 109284.28 34 34 48 COMB3 -400051.51 3.079 812214.48 -531893.66 397354.39 -50135.45 34 34 46 COMB3 -223999.72 5.887 911268.54 -767834.46 213452.97 -102277.21 35 35 43 COMB3 -267593.07 -7.657 712067.64 -525178.54 253266.00 106574.37




m Joint OutputC


Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2 35 35 44 COMB3 -433967.24 -16.443 712524.21 -322478.46 368082.25 223245.19 35 35 49 COMB3 -220966.83 -6.675 536662.39 -382635.60 212700.99 70634.82 35 35 48 COMB3 -106486.64 3.776 653804.21 -590985.75 103448.08 -46036.00 36 36 44 COMB3 -145326.81 -21.105 546258.58 -380555.82 66983.69 202976.07 36 36 45 COMB3 -197674.33 -24.745 466242.01 -241538.40 104373.45 202432.54 36 36 50 COMB3 -117552.32 -13.118 365420.05 -271071.07 96446.71 90565.64 36 36 49 COMB3 -80294.99 -10.431 476633.51 -414613.66 63522.44 91109.18 37 37 47 COMB3 -602778.06 32.899 935656.48 -157104.89 284775.35 -491573.84 37 37 46 COMB3 -600095.15 18.010 895473.49 -330798.70 501704.06 -302641.14 37 37 51 COMB3 -275519.79 10.699 617764.14 -407675.03 251130.92 -129082.74 37 37 52 COMB3 -250774.80 32.492 616033.89 -248556.21 48236.17 -318015.43 38 38 46 COMB3 -327273.96 13.109 646486.41 -379101.43 288967.20 -164496.05 38 38 48 COMB3 -460703.42 -0.905 607180.55 -227169.11 460531.68 10869.20 38 38 53 COMB3 -251209.27 9.658 473644.96 -279743.00 235831.36 -90360.02 38 38 51 COMB3 -183975.48 23.132 662986.32 -438053.84 70460.06 -265725.27 39 39 48 COMB3 -161316.59 1.846 392121.06 -285267.94 160852.81 -14391.57 39 39 49 COMB3 -254247.80 -4.807 405418.43 -210008.87 250965.17 39038.23 39 39 54 COMB3 -180013.43 1.616 355112.24 -228730.85 179688.19 -11530.03 39 39 53 COMB3 -105429.80 8.894 383598.04 -309693.28 95264.67 -64959.83 40 40 49 COMB3 -104132.88 -9.355 317496.29 -242934.05 94714.00 57175.01 40 40 50 COMB3 -176436.57 -21.757 312070.22 -134378.44 126929.59 124046.41 40 40 55 COMB3 -49552.49 -10.757 186779.52 -149811.48 42357.37 37874.10 40 40 54 COMB3 -15218.57 6.002 271537.93 -260559.62 12169.58 -28997.30 41 41 52 COMB3 -265523.67 35.772 471179.99 -92595.10 79622.20 -258020.94 41 41 51 COMB3 -410146.03 23.553 474328.07 -26344.34 327203.26 -190272.76 41 41 56 COMB3 -348175.12 27.884 445598.06 -44153.89 238333.97 -207590.63 41 41 57 COMB3 -221458.21 39.131 490738.92 -116971.13 -2551.51 -275338.81 42 42 51 COMB3 -279310.10 32.699 422010.81 -64470.29 137628.38 -220697.52 42 42 53 COMB3 -325060.33 18.013 410087.78 -91615.69 281005.21 -135486.94 42 42 58 COMB3 -200060.67 16.650 291133.54 -106518.21 172642.25 -91683.74 42 42 56 COMB3 -161514.17 35.693 324277.54 -84722.73 34434.93 -176894.31 43 43 53 COMB3 -159503.22 16.993 266714.52 -122104.78 133202.49 -86061.01 43 43 54 COMB3 -217039.66 -1.993 240647.30 -41438.38 216726.57 8995.90 43 43 59 COMB3 -111332.89 15.413 155367.19 -53625.85 98794.56 -45478.66 43 43 58 COMB3 -100824.40 30.623 283950.25 -136590.95 17635.81 -140535.57 44 44 54 COMB3 -46630.58 4.092 105086.12 -73088.96 46017.91 -8564.39 44 44 55 COMB3 -69201.81 -8.455 103002.35 -46612.63 66642.95 17214.93 44 44 60 COMB3 -35476.34 1.306 70260.37 -45406.74 35434.28 -1844.30 44 44 59 COMB3 -23577.28 16.002 94683.35 -72744.86 15655.27 -27623.62 45 45 61 COMB3 -881931.42 70.609 2275455.49 597046.55 -1417591.84 -809382.10 45 45 62 COMB3 -1242480.41 49.528 3156995.18 -269628.27 -834613.43 -1772227.88 45 45 63 COMB3 -1212910.81 40.918 1710124.41 96064.00 373798.21 -968070.36 45 45 64 COMB3 -933897.06 89.730 1032324.87 933872.44 -174565.51 -5224.58 46 46 62 COMB3 -2380899.28 39.034 3264830.32 135296.81 904727.16 -1820685.52 46 46 42 COMB3 -1738202.03 19.913 2565773.05 -866845.66 1396365.84 -943662.85 46 46 47 COMB3 -289779.96 1.846 1212773.97 -1040253.37 288398.40 -42866.35 46 46 63 COMB3 -802551.59 46.534 1599988.14 -69346.56 -167969.78 -919889.01 47 47 64 COMB3 -404547.25 53.142 883089.62 40107.50 -243905.78 -486129.67 47 47 63 COMB3 -594249.78 36.514 890534.22 -67144.01 231743.90 -489652.06 47 47 65 COMB3 -495449.85 36.745 613002.02 55284.68 250090.42 -328631.52 47 47 66 COMB3 -340864.12 59.350 642670.58 148215.42 -207781.94 -325109.13 48 48 63 COMB3 -416345.47 45.456 842711.21 -60857.78 -76302.77 -484864.25 48 48 47 COMB3 -656506.84 30.432 959011.00 -161685.07 374142.80 -480653.69 48 48 52 COMB3 -517478.27 25.778 734347.63 -164046.28 358517.50 -329143.84 48 48 65 COMB3 -257291.09 44.873 582381.46 -77546.34 -74586.85 -333354.40 49 49 66 COMB3 -228103.09 54.319 553121.96 13533.02 -188022.02 -298810.96




m Joint OutputC


Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2 49 49 65 COMB3 -465065.02 37.448 645951.05 205.78 192378.24 -356035.07 49 49 67 COMB3 -462460.02 34.614 552438.40 48115.35 265066.81 -285987.45 49 49 68 COMB3 -215680.02 54.575 420273.26 52953.43 -105918.74 -228763.34 50 50 65 COMB3 -333175.63 44.874 622041.43 -27228.31 -24080.87 -358826.77 50 50 52 COMB3 -507285.56 28.651 643764.94 -50432.34 340797.91 -304718.13 50 50 57 COMB3 -388821.39 27.439 497169.32 -52414.05 269871.93 -229095.44 50 50 67 COMB3 -222494.47 47.406 496112.56 -37867.01 -85556.29 -283204.08 51 51 69 COMB3 12852.45 -27.161 269375.84 -220823.63 -67600.83 106705.60 51 51 70 COMB3 -98203.74 -37.128 296369.71 -113476.09 -23123.25 160257.54 51 51 71 COMB3 -196878.20 -71.548 231455.47 171336.67 -32546.89 76549.77 51 51 72 COMB3 -64489.83 -80.551 123154.26 60662.20 -73689.77 22997.84 52 52 70 COMB3 27619.64 -54.668 424970.52 -164905.06 -300821.24 193666.20 52 52 73 COMB3 -100834.87 -64.431 285446.43 40820.40 -161328.84 125433.72 52 52 74 COMB3 -355047.66 86.158 366354.58 353356.04 -19961.71 -25186.78 52 52 71 COMB3 -148920.29 -81.928 268207.66 142815.48 -154599.68 43045.70 53 53 73 COMB3 -44623.68 -72.112 474646.16 -2115.66 -404019.13 144807.70 53 53 75 COMB3 -313170.35 -72.818 451107.99 268050.37 -158769.06 145924.29 53 53 76 COMB3 -569358.21 86.224 632426.45 566406.20 -108394.93 -44729.57 53 53 74 COMB3 -286999.56 85.821 547054.93 283649.87 -340482.59 -45846.16 54 54 75 COMB3 -183732.76 -77.811 1136461.74 129470.47 -979138.85 251197.29 54 54 61 COMB3 -713602.75 81.072 1159394.87 681381.03 -591932.98 -205101.44 54 54 64 COMB3 -1334292.37 65.194 1479215.83 1054311.03 23641.00 -605770.53 54 54 76 COMB3 -517741.07 80.255 779096.60 492070.92 -352601.10 -149471.80 55 55 72 COMB3 9283.60 -52.288 149873.23 -63543.29 -100039.54 70173.99 55 55 71 COMB3 -30442.57 -72.411 89446.31 21247.28 -61056.10 29006.16 55 55 77 COMB3 -194150.06 78.330 187899.08 186746.84 20601.08 -35844.41 55 55 78 COMB3 -100806.73 -87.415 110494.31 100566.35 -17087.31 5323.42 56 56 71 COMB3 642.86 -83.398 186798.70 -3107.66 -184654.50 21296.75 56 56 74 COMB3 -75911.02 88.734 130407.41 75837.48 -74595.24 -3326.82 56 56 79 COMB3 -253006.52 78.735 266710.41 242376.49 -14936.51 -53368.92 56 56 77 COMB3 -161253.25 84.159 246653.99 158312.70 -119745.95 -28745.34 57 57 74 COMB3 -22892.51 -84.872 403787.71 19579.35 -388541.29 36920.82 57 57 76 COMB3 -251912.93 73.530 410470.22 213839.63 -183663.65 -128778.25 57 57 80 COMB3 -544947.28 62.311 592204.39 408871.47 50805.98 -259308.07 57 57 79 COMB3 -232151.88 76.184 350904.98 209132.00 -148503.61 -93609.00 58 58 76 COMB3 -272512.20 68.758 709388.26 166807.88 -427019.80 -271925.64 58 58 64 COMB3 -418083.57 50.770 856449.87 24024.23 -173050.27 -482640.45 58 58 66 COMB3 -513715.85 50.504 606423.17 243101.85 115378.40 -328322.55 58 58 80 COMB3 -398504.93 77.337 491977.58 372081.20 -124947.97 -117607.73 59 59 78 COMB3 -3799.87 78.936 42782.13 2159.09 -39114.66 -8391.26 59 59 77 COMB3 -26252.49 59.669 44188.21 13242.05 -11753.98 -22236.93 59 59 81 COMB3 -73825.89 65.481 73027.26 61391.56 14058.68 -27261.05 59 59 82 COMB3 -52399.68 78.339 61544.54 49631.11 -12606.07 -13415.38 60 60 77 COMB3 11088.76 -89.288 145871.10 -11110.37 -151077.42 1739.22 60 60 79 COMB3 -114277.90 63.052 181146.21 71383.69 -51688.20 -84374.08 60 60 83 COMB3 -239613.69 52.138 264587.29 132646.71 62623.31 -137594.07 60 60 81 COMB3 -72810.00 64.398 114606.22 48142.02 -34627.66 -51480.78 61 61 79 COMB3 -106268.73 65.414 314234.03 45061.95 -186113.92 -133775.19 61 61 80 COMB3 -219539.60 47.786 381373.68 20732.88 -22025.44 -219145.51 61 61 84 COMB3 -262710.44 44.670 314324.27 86584.32 90600.79 -174106.30 61 61 83 COMB3 -143062.38 67.249 216285.18 105850.69 -68539.79 -88735.98 62 62 80 COMB3 -106189.57 57.941 380794.91 -12881.08 -197358.03 -190114.73 62 62 66 COMB3 -320090.31 43.904 449769.08 53143.52 72804.33 -256928.39 62 62 68 COMB3 -411754.24 42.720 490130.92 119138.18 162231.15 -270211.88 62 62 84 COMB3 -189161.44 55.001 375902.16 46745.35 -101331.29 -203398.22 63 63 61 COMB3 -1755602.03 5.805 1968341.56 -350534.63 1733831.83 -214128.52




m Joint OutputC


Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2 63 63 75 COMB3 -644605.25 -7.113 1163461.20 -677890.02 624011.42 165031.03 63 63 85 COMB3 -513581.24 41.689 1376597.61 -356128.87 -176264.30 -774574.49 63 63 86 COMB3 -1692542.49 34.307 2193487.11 1673.55 905312.80 -1153734.04 64 64 75 COMB3 -682805.04 10.932 745794.25 -84443.85 654182.45 -148191.24 64 64 73 COMB3 -301144.43 14.107 521004.32 -264719.77 265404.78 -142210.36 64 64 87 COMB3 -38600.11 45.959 897749.15 -404278.24 -434948.15 -457956.63 64 64 85 COMB3 -335165.38 40.335 825451.00 -211221.14 -58764.55 -463937.51 65 65 73 COMB3 -354473.18 24.538 491764.89 -110112.54 257642.31 -212099.60 65 65 70 COMB3 -79627.57 20.523 297368.72 -209002.35 39181.28 -108046.32 65 65 88 COMB3 35058.19 60.659 682881.71 -194650.01 -540143.71 -283914.63 65 65 87 COMB3 -199489.37 53.879 735586.67 -83640.30 -332136.65 -387967.91 66 66 70 COMB3 -181991.44 39.433 257764.68 6030.52 62991.04 -144704.59 66 66 69 COMB3 -81076.59 48.869 218367.15 -25930.13 -59225.77 -122528.75 66 66 89 COMB3 24200.65 69.054 688983.58 -110665.12 -614300.58 -225882.01 66 66 88 COMB3 -41112.69 65.238 632654.48 -73304.90 -496677.87 -248057.86 67 67 86 COMB3 -921708.79 43.700 1969828.95 -260445.62 -157842.61 -1129688.65 67 67 85 COMB3 -698859.76 39.605 1408222.98 -263363.31 40123.07 -796148.00 67 67 90 COMB3 -347478.50 60.938 1291547.18 10109.50 -744892.60 -607068.49 67 67 91 COMB3 -598190.42 58.818 1896515.16 28942.86 -956046.42 -940609.13 68 68 85 COMB3 -493536.42 38.757 1058061.25 -245104.33 17519.53 -592963.30 68 68 87 COMB3 -52078.89 41.805 639285.05 -316719.46 -242854.30 -329804.30 68 68 92 COMB3 -141140.14 63.885 1316720.29 -126559.87 -972764.59 -546069.88 68 68 90 COMB3 -497890.34 56.569 1571402.14 -36326.85 -727924.53 -809228.87 69 69 87 COMB3 -232339.67 50.061 691121.42 -88027.28 -224645.90 -382626.54 69 69 88 COMB3 -63688.50 55.765 591857.88 -132905.04 -360844.46 -288895.20 69 69 93 COMB3 5426.04 69.348 1216131.66 -156366.26 -1067895.38 -400461.43 69 69 92 COMB3 -127244.02 65.158 1237558.30 -101544.82 -940231.55 -494192.77 70 70 88 COMB3 -131192.73 58.311 619216.65 -54877.34 -357037.61 -301405.13 70 70 89 COMB3 4200.70 69.164 522207.06 -70003.00 -458492.45 -172897.20 70 70 94 COMB3 -21037.56 77.225 1192680.60 -37790.18 -1123194.91 -259446.74 70 70 93 COMB3 -116486.96 71.272 1221773.91 -15040.10 -1027831.45 -387954.67 71 71 91 COMB3 -513349.71 59.066 1665478.12 21394.06 -856415.11 -820891.91 71 71 90 COMB3 -407521.27 61.045 1553260.05 5243.88 -906595.96 -727076.10 71 71 95 COMB3 -242731.89 69.037 2169038.64 -49121.29 -1745609.16 -761776.64 71 71 96 COMB3 -341931.86 67.364 2257103.78 -14850.63 -1709846.14 -855592.46 72 72 90 COMB3 -355265.08 59.441 1591977.22 -94420.96 -934645.40 -761613.25 72 72 92 COMB3 -217227.27 62.140 1339433.84 -96100.19 -904215.85 -592772.24 72 72 97 COMB3 -132669.22 72.972 1932438.53 -38432.73 -1691583.36 -558688.79 72 72 95 COMB3 -244200.77 69.793 2132781.54 -23583.99 -1732385.23 -727529.81 73 73 92 COMB3 -156811.97 63.345 1270883.92 -113287.51 -915101.84 -538073.76 73 73 93 COMB3 479.31 70.454 1132372.01 -127197.27 -1005893.62 -356937.05 73 73 98 COMB3 -56117.69 76.635 1892843.53 -46487.88 -1761555.11 -431860.34 73 73 97 COMB3 -181495.04 71.778 1979315.69 -20311.75 -1680510.63 -612997.05 74 74 93 COMB3 -112177.56 71.306 1178494.51 -14234.07 -991983.08 -373602.39 74 74 94 COMB3 -53336.37 75.961 1137822.00 -15136.20 -1041743.29 -273830.09 74 74 99 COMB3 -16913.81 80.107 1856666.23 -38137.90 -1793099.84 -315664.92 74 74 98 COMB3 -65585.28 77.108 1878214.03 -29501.38 -1749475.72 -415437.22 75 75 96 COMB3 -350100.45 66.802 2287499.97 -28875.01 -1713291.75 -884293.51 75 75 95 COMB3 -250711.14 69.351 2106832.52 -25478.18 -1694069.87 -732889.99 75 75 100 COMB3 -170434.83 75.545 2848723.32 -12131.77 -2577112.91 -708244.63 75 75 101 COMB3 -259129.56 73.319 3005279.59 1537.91 -2609732.69 -859648.15 76 76 95 COMB3 -230995.41 69.845 2089127.49 -29608.40 -1703425.96 -710012.37 76 76 97 COMB3 -141841.15 72.924 1986382.36 -35219.64 -1734599.20 -576406.12 76 76 102 COMB3 -94718.50 77.454 2771069.56 -38218.25 -2589559.19 -597360.16 76 76 100 COMB3 -176427.44 75.095 2856649.69 -18135.86 -2569783.67 -730966.41 77 77 97 COMB3 -143644.53 72.664 2001365.36 -40090.42 -1741938.21 -588597.87




m Joint OutputC


Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2 77 77 98 COMB3 -78968.10 75.945 1897378.54 -35185.34 -1742508.17 -455990.99 77 77 103 COMB3 -45828.42 80.194 2674601.30 -32402.78 -2573161.40 -452644.15 77 77 102 COMB3 -101004.06 77.690 2760496.25 -26711.06 -2580892.89 -585251.03 78 78 98 COMB3 -71497.19 76.435 1888485.10 -34300.41 -1745923.56 -438496.02 78 78 99 COMB3 -16831.11 80.765 1839851.55 -30764.92 -1783782.22 -292749.13 78 78 104 COMB3 -34480.23 82.970 2651740.00 -5497.01 -2594354.51 -324181.36 78 78 103 COMB3 -83010.08 79.930 2689096.31 -443.04 -2563177.07 -469928.25 79 79 101 COMB3 -254336.61 73.267 2956390.46 -583.17 -2566085.79 -847927.75 79 79 100 COMB3 -188873.60 75.358 2854113.37 765.72 -2566877.77 -719985.09 79 79 105 COMB3 -112040.93 78.854 3705709.05 -28487.07 -3507890.04 -713233.24 79 79 106 COMB3 -178736.31 77.189 3804325.53 -12538.50 -3520532.21 -841175.90 80 80 100 COMB3 -164034.21 75.167 2855947.55 -28285.02 -2578075.97 -726195.94 80 80 102 COMB3 -111102.22 77.313 2755799.38 -24424.07 -2563041.78 -602010.64 80 80 107 COMB3 -44700.07 80.610 3598320.44 -51679.80 -3479382.30 -582795.51 80 80 105 COMB3 -97005.23 78.896 3693369.08 -41750.92 -3505154.76 -706980.80 81 81 102 COMB3 -94699.97 77.681 2745389.36 -32377.70 -2569736.45 -581885.20 81 81 103 COMB3 -49240.72 80.222 2700996.75 -29360.31 -2597438.71 -456104.96 81 81 108 COMB3 -16411.99 82.256 3564039.79 -48450.84 -3490942.62 -476966.42 81 81 107 COMB3 -62492.88 80.322 3606441.94 -40295.10 -3472001.42 -602746.66 82 82 103 COMB3 -67277.64 80.185 2712880.29 -12511.88 -2598826.21 -461223.55 82 82 104 COMB3 -37557.67 82.841 2673613.16 -4252.37 -2612826.42 -332885.39 82 82 109 COMB3 -19122.77 84.406 3529888.27 -14506.80 -3486658.46 -343362.69 82 82 108 COMB3 -48805.96 82.385 3567065.05 -14258.67 -3479347.00 -471700.84 83 83 106 COMB3 -174268.11 77.165 3791420.34 -16970.69 -3510042.53 -839394.52 83 83 105 COMB3 -128157.44 78.756 3675920.85 -13983.91 -3468024.86 -714958.90 83 83 110 COMB3 -40554.52 81.548 4585109.52 -58926.71 -4465216.51 -669507.03 83 83 111 COMB3 -91823.98 80.233 4703627.46 -44845.12 -4520374.11 -793942.66 84 84 105 COMB3 -91748.84 78.981 3660071.84 -43594.82 -3477991.19 -695083.95 84 84 107 COMB3 -55840.61 80.449 3606766.80 -44219.22 -3478462.46 -594677.85 84 84 112 COMB3 37279.35 82.415 4519343.65 -115692.77 -4459454.58 -588861.52 84 84 110 COMB3 -4882.09 81.243 4578265.44 -101294.44 -4469645.91 -689267.62 85 85 107 COMB3 -48792.34 80.505 3607675.35 -50044.60 -3484194.77 -590922.70 85 85 108 COMB3 -27091.35 82.086 3571104.37 -40857.95 -3489532.31 -488827.31 85 85 113 COMB3 49711.06 83.640 4478594.80 -104353.10 -4448601.37 -490269.68 85 85 112 COMB3 22948.91 82.382 4519975.19 -102171.72 -4452183.14 -592365.07 86 86 108 COMB3 -38095.94 82.417 3573132.88 -24453.09 -3491383.56 -469856.93 86 86 109 COMB3 -16742.43 84.451 3579018.49 -16802.58 -3537072.90 -345272.02 86 86 114 COMB3 10809.04 85.072 4497589.78 -43955.28 -4469838.33 -384447.68 86 86 113 COMB3 -15490.96 83.469 4497192.02 -42780.87 -4431154.70 -509032.59 87 87 111 COMB3 -88053.89 80.167 4712619.72 -50647.00 -4529274.88 -800267.19 87 87 110 COMB3 -44260.35 81.622 4577497.24 -53375.77 -4457570.45 -662979.13 87 87 115 COMB3 27666.77 83.856 5556611.29 -91165.74 -5506894.04 -589851.93 87 87 116 COMB3 -21769.90 82.618 5695934.84 -72434.94 -5590813.85 -727139.99 88 88 110 COMB3 9414.01 81.581 4566378.61 -107197.97 -4473294.38 -660678.37 88 88 112 COMB3 12444.10 81.994 4483974.99 -99294.71 -4403333.49 -617536.55 88 88 117 COMB3 203027.32 84.035 5412014.17 -260344.71 -5453353.54 -548575.42 88 88 115 COMB3 188374.20 83.684 5508196.45 -253866.66 -5534474.74 -591717.24 89 89 112 COMB3 29758.25 82.688 4465762.76 -101845.63 -4408480.15 -561827.89 89 89 113 COMB3 36799.97 83.284 4502599.78 -98129.76 -4459557.19 -520813.55 89 89 118 COMB3 196136.63 83.927 5453004.88 -256050.39 -5488513.27 -563104.06 89 89 117 COMB3 179098.86 83.457 5428281.22 -248387.51 -5446325.62 -604118.41 90 90 113 COMB3 -2026.07 83.457 4514503.13 -56599.29 -4454864.39 -511162.21 90 90 114 COMB3 13384.14 85.153 4550310.29 -45821.23 -4524550.52 -382529.85 90 90 119 COMB3 43121.81 85.361 5525974.92 -79121.77 -5511409.68 -443686.98 90 90 118 COMB3 19574.99 83.983 5500228.88 -79896.12 -5449669.12 -572319.34 91 91 116 COMB3 16833.64 83.400 5774644.77 -93016.18 -5706860.65 -658392.54




m Joint OutputC


Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2 91 91 115 COMB3 5085.38 83.119 5537481.54 -84530.52 -5460577.34 -658340.59 91 91 120 COMB3 286484.05 86.105 6466896.00 -315637.37 -6576223.72 -428213.52 91 91 121 COMB3 281361.38 86.260 6725326.86 -309353.54 -6833599.79 -428265.47 92 92 115 COMB3 191345.54 83.947 5459468.45 -250968.02 -5493003.28 -562225.92 92 92 117 COMB3 192529.24 83.739 5427849.16 -255912.21 -5458169.29 -577712.63 92 92 122 COMB3 457173.25 84.954 6398495.87 -504810.66 -6567183.94 -539504.48 92 92 120 COMB3 442963.98 85.144 6445912.78 -487479.67 -6611453.74 -524017.77 93 93 117 COMB3 196606.34 83.757 5431019.49 -259644.69 -5463614.67 -576214.84 93 93 118 COMB3 169273.74 83.580 5410376.62 -235840.45 -5426460.40 -591568.77 93 93 123 COMB3 430321.14 84.782 6357190.08 -481025.33 -6510713.82 -555248.95 93 93 122 COMB3 442430.47 84.956 6397459.32 -490081.52 -6559539.23 -539895.02 94 94 118 COMB3 36221.06 84.640 5434232.00 -83479.02 -5404994.04 -503703.52 94 94 119 COMB3 29191.03 84.706 5594862.89 -76700.32 -5561891.99 -512693.59 94 94 124 COMB3 238673.75 84.161 6563246.28 -305341.16 -6612660.15 -651872.08 94 94 123 COMB3 233616.11 84.110 6418191.45 -299936.01 -6465490.03 -642882.01 95 95 123 COMB3 89688.05 -6.253 6560685.87 -6527778.61 -166979.53 705414.48 95 95 124 COMB3 91326.24 -5.144 6652025.99 -6644109.60 -144435.55 589926.92 95 95 125 COMB3 118407.62 -5.302 7489773.22 -7484827.01 -181855.62 683655.32 95 95 126 COMB3 103012.17 -6.265 7419206.98 -7382446.05 -190742.80 799142.87 96 96 122 COMB3 302291.28 -4.049 6240698.81 -6356019.19 -332623.14 428510.03 96 96 123 COMB3 284720.58 -6.041 6507784.10 -6575027.23 -355164.77 665669.29 96 96 126 COMB3 724873.55 -7.072 7269526.73 -7500518.49 -829162.84 840611.19 96 96 127 COMB3 743232.28 -5.267 7002708.27 -7289048.97 -798863.88 603451.94 97 97 120 COMB3 352966.61 -3.624 6560331.02 -6704215.42 -378440.13 402229.57 97 97 122 COMB3 262203.81 -6.198 6298002.54 -6353168.25 -334045.07 661500.22 97 97 127 COMB3 820483.98 -3.269 6948060.53 -7300735.84 -841621.61 370104.25 97 97 128 COMB3 872213.37 -0.935 7269536.02 -7664483.95 -874021.91 110833.59 98 98 121 COMB3 130000.50 -4.043 6893452.52 -6923601.05 -163932.81 480127.62 98 98 120 COMB3 151691.21 -3.304 6593995.49 -6646891.01 -173332.56 374919.89 98 98 128 COMB3 228401.35 -1.095 7443302.66 -7552198.05 -231077.95 140010.12 98 98 129 COMB3 208280.06 -1.842 7740359.37 -7834512.58 -216164.93 245217.85 99 99 126 COMB3 97646.50 -4.264 7043900.65 -7053555.10 -136307.68 518578.46 99 99 125 COMB3 103777.63 -7.183 7829218.29 -7759018.11 -225350.76 964713.21 99 99 130 COMB3 661844.21 -10.805 8657522.32 -8677495.66 -953798.57 1529772.64 99 99 131 COMB3 687711.83 -8.443 7827504.78 -7987813.02 -848568.65 1083637.89

100 100 127 COMB3 776171.46 -4.595 7130776.75 -7444044.07 -819237.38 535871.30 100 100 126 COMB3 649532.65 -7.938 7009408.74 -7184512.95 -776587.25 911207.61 100 100 131 COMB3 1353707.34 -5.839 7584906.19 -8100050.96 -1424268.06 689947.01 100 100 132 COMB3 1428611.28 -2.590 7782747.94 -8383854.19 -1442842.26 314610.70 101 101 128 COMB3 858964.17 -0.289 7098525.11 -7488753.46 -859132.87 33443.03 101 101 127 COMB3 820277.98 -3.846 7100466.72 -7445034.27 -850224.23 445406.08 101 101 132 COMB3 1513097.15 -3.401 7786837.90 -8407983.33 -1537452.08 409785.90 101 101 133 COMB3 1545479.05 0.018 7796156.32 -8453147.31 -1545479.74 -2177.15 102 102 129 COMB3 302275.58 0.115 8138949.31 -8285843.75 -302307.96 -16079.54 102 102 128 COMB3 170699.52 -3.201 7280380.70 -7341806.18 -193122.77 400998.16 102 102 133 COMB3 876597.11 2.838 7953139.86 -8336783.94 -894936.64 -369886.86 102 102 134 COMB3 925780.84 5.378 8933155.13 -9285914.99 -999860.18 -786964.56 103 103 131 COMB3 730342.28 -7.525 8025062.40 -8234330.12 -861281.84 991246.12 103 103 130 COMB3 173942.92 -14.130 6970766.75 -6645969.68 -584083.60 1629245.67 103 103 135 COMB3 1549295.19 -3.082 6942391.84 -7568698.78 -1566746.61 324109.75 103 103 136 COMB3 1776343.46 2.417 8478797.28 -9212995.62 -1789592.27 -313889.80 104 104 132 COMB3 1535254.81 -3.195 8287704.10 -8924959.18 -1558282.67 412515.57 104 104 131 COMB3 1410317.28 -4.896 7762089.22 -8319860.52 -1461010.56 591833.92 104 104 136 COMB3 1877749.97 -0.712 8484830.00 -9265270.83 -1878891.65 91837.89 104 104 137 COMB3 1952116.23 0.631 9078292.74 -9894586.20 -1953079.76 -87480.46 105 105 133 COMB3 1689307.81 -1.107 8461111.24 -9175531.07 -1692102.28 144637.33




m Joint OutputC


Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2 105 105 132 COMB3 1629958.35 -2.083 8245919.39 -8929522.62 -1639614.15 265486.61 105 105 137 COMB3 1989503.83 -0.447 9084288.39 -9913670.26 -1989985.78 61798.04 105 105 138 COMB3 2027239.01 0.415 9328106.10 -10174593.7 -2027667.01 -59051.24 106 106 134 COMB3 742650.34 6.909 8112049.32 -8346182.71 -854306.08 -921400.04 106 106 133 COMB3 987956.31 1.720 8606118.37 -9050191.11 -995225.72 -242090.25 106 106 138 COMB3 1998906.71 -2.364 9333964.33 -10157586.1 -2012805.85 336747.16 106 106 139 COMB3 1887563.79 2.603 8649797.63 -9422135.92 -1903138.55 -342562.63 107 107 155 COMB3 -4790515.73 86.916 4992115.54 4775544.60 -366358.28 -277856.47 107 107 1 COMB3 -1036569.43 88.019 1107878.70 1035174.93 -129580.41 -40326.20 107 107 2 COMB3 -1683482.43 -65.762 1918974.70 1331343.91 -53869.88 782169.21 107 107 156 COMB3 -5133148.52 -84.272 5317629.50 5078520.64 -296891.98 544638.94 109 108 156 COMB3 -5388794.31 -79.552 5177435.29 5226450.01 614753.92 880362.56 109 108 2 COMB3 -1415113.26 -75.865 1712082.40 1301619.65 -374490.22 450675.67 109 108 5 COMB3 -830599.74 -77.800 1178442.15 770364.98 -457902.02 278590.37 109 108 157 COMB3 -4810442.72 -80.599 4616926.33 4693181.75 532321.70 708277.25 110 109 157 COMB3 -4715264.10 -86.918 4456027.65 4703290.14 586099.43 222356.66 110 109 5 COMB3 -1141429.82 -64.286 1698001.67 774084.16 -442541.89 762800.85 110 109 7 COMB3 -1591103.72 -73.764 1912500.51 1425231.27 -364829.78 569592.39 110 109 158 COMB3 -5376517.60 -89.647 5085579.66 5376338.10 643220.86 29148.20 111 110 158 COMB3 -5251059.55 -86.330 5395108.57 5228411.72 -254747.93 353121.24 111 110 7 COMB3 -1499291.80 -80.771 1540788.24 1458676.01 -39269.20 249979.73 111 110 9 COMB3 -1878848.52 -61.943 2296540.12 1312496.15 -114884.55 1062617.27 111 110 159 COMB3 -5333756.86 -78.395 5647389.81 5094350.62 -342759.80 1165758.78 112 111 160 COMB3 -17003307.0 -84.616 16123272.65 16870658.48 2067294.61 1407565.01 112 111 155 COMB3 -5794191.49 -88.500 5900033.62 5790081.96 -202164.74 156978.31 112 111 156 COMB3 -4249944.47 -88.692 4478633.06 4247507.27 -424380.72 106734.65 112 111 161 COMB3 -15458811.0 -84.305 14677127.87 15323441.73 1849215.46 1357321.35 113 112 161 COMB3 -15574801.0 -87.688 14277756.96 15554500.40 3125444.93 502722.42 113 112 156 COMB3 -4676485.35 -77.053 4545955.31 4455456.50 494429.33 961433.84 113 112 157 COMB3 -5086452.17 -82.044 4868069.68 4998037.20 559418.68 632659.11 113 112 162 COMB3 -16134273.2 -89.232 14811654.51 16131941.90 3155301.58 173947.69 114 113 162 COMB3 -16167095.5 -87.704 14816422.56 16146335.59 3257128.51 517696.28 114 113 157 COMB3 -5033820.19 -86.070 4769101.13 5012915.94 603953.90 304307.49 114 113 158 COMB3 -4754944.06 89.184 4500342.48 4754094.58 562842.85 -59674.89 114 113 163 COMB3 -15880396.7 -89.304 14538949.33 15878529.50 3226050.41 153713.91 115 114 163 COMB3 -15664470.5 87.190 14822018.64 15631303.33 1893760.39 -675822.30 115 114 158 COMB3 -4668667.69 -81.283 4924741.94 4550459.61 -359172.80 770928.90 115 114 159 COMB3 -6403598.06 -83.461 6513795.53 6317771.17 -129241.24 748794.53 115 114 164 COMB3 -17455447.4 87.398 16518928.82 17423724.07 2099452.59 -697956.67 116 115 168 COMB3 -35217522. -88.900 32288235.74 35207125.93 7020820.17 541428.78 116 115 163 COMB3 -16721849.2 89.427 15797654.05 16720380.19 2049653.00 -146810.28 116 115 164 COMB3 -15999807.9 84.976 15202437.56 15890487.92 1854728.12 -1243519.20 116 115 169 COMB3 -34330061. 88.841 31461689.56 34318826.59 6884370.33 -555280.14 117 116 167 COMB3 -34825156. 89.975 31914658.50 34825150.84 6974584.99 -12040.61 117 116 162 COMB3 -16548935.0 -88.589 15160400.87 16540916.27 3339074.58 325462.56 117 116 163 COMB3 -16956946.5 -88.509 15529447.47 16947784.52 3436871.48 351951.88 117 116 168 COMB3 -35261560. -89.971 32320885.09 35261552.39 7042755.66 14448.72 118 117 166 COMB3 -34401371. -89.971 31520574.07 34401363.93 6907207.76 14121.09 118 117 161 COMB3 -16130002.6 -88.447 14789225.81 16120510.48 3217698.09 350093.62 118 117 162 COMB3 -16533149.9 -88.618 15172435.25 16525416.19 3254945.29 320451.75 118 117 167 COMB3 -34816176. 89.968 31918382.85 34816167.77 6936298.58 -15520.77 119 118 165 COMB3 -32598541. -88.823 29863191.54 32587564.29 6573125.17 534486.39 119 118 160 COMB3 -14505582.7 -81.553 13899179.84 14220708.34 1589703.67 1918176.99 119 118 161 COMB3 -15948988.7 -86.489 15105723.31 15896147.02 1911357.44 861262.25 119 118 166 COMB3 -34355634. 88.913 31509618.88 34345724.21 6813532.53 -522428.36





m Joint OutputC

ase SMaxBot SMinBot SAngleBot SVMBot S13Avg S23Avg

Kgf/m2 Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 1 1 1 COMB3 184062.30 -1180869.82 -16.829 1282842.96 4222.19 -6715.67 1 1 2 COMB3 169920.58 -1204165.30 -16.004 1297497.41 4222.19 -13728.33 1 1 3 COMB3 260293.72 -1007039.82 -19.028 1159313.65 -3475.79 -13728.33 1 1 4 COMB3 281742.60 -990119.96 -19.762 1157011.41 -3475.79 -6715.67 2 2 2 COMB3 379101.35 -1124450.29 -11.261 1354395.41 7027.36 -5831.62 2 2 5 COMB3 406254.35 -1393102.88 -14.809 1634543.46 7027.36 -14939.26 2 2 6 COMB3 390685.04 -1311625.75 -23.487 1544483.56 -2970.34 -14939.26 2 2 3 COMB3 349862.80 -1026493.19 -21.287 1239041.58 -2970.34 -5831.62 3 3 5 COMB3 465936.32 -1479355.40 -18.572 1759225.53 -5340.75 -13899.19 3 3 7 COMB3 631298.66 -1468549.28 -22.552 1866083.65 -5340.75 -8554.65 3 3 8 COMB3 456956.27 -1206081.08 -25.001 1488142.10 526.08 -8554.65 3 3 6 COMB3 290928.61 -1212961.64 -19.861 1381593.51 526.08 -13899.19 4 4 7 COMB3 332823.96 -1484478.98 -23.280 1675863.90 -2486.09 -14379.69 4 4 9 COMB3 336076.19 -1537638.49 -22.150 1730330.32 -2486.09 -10857.22 4 4 10 COMB3 472306.38 -1336682.92 -26.086 1625151.81 1380.61 -10857.22 4 4 8 COMB3 486759.81 -1296168.80 -26.926 1596217.89 1380.61 -14379.69 5 5 4 COMB3 238994.32 -938429.46 -17.944 1077983.04 1926.05 -5466.89 5 5 3 COMB3 287260.50 -1114013.23 -20.032 1282012.51 1926.05 -8065.01 5 5 11 COMB3 292802.62 -1081945.23 -27.104 1254246.89 -925.97 -8065.01 5 5 12 COMB3 243443.88 -902779.63 -26.007 1045969.48 -925.97 -5466.89 6 6 3 COMB3 345699.61 -1155246.54 -21.774 1361422.44 777.62 -7047.59 6 6 6 COMB3 398222.38 -1169028.36 -23.328 1410936.43 777.62 -9233.17 6 6 13 COMB3 378749.11 -1005714.22 -25.948 1239284.20 -1621.54 -9233.17 6 6 11 COMB3 329413.36 -992968.05 -24.032 1192306.87 -1621.54 -7047.59 7 7 6 COMB3 358118.03 -1149023.54 -22.435 1363814.39 1472.89 -7763.55 7 7 8 COMB3 392839.65 -1239605.29 -22.970 1475774.50 1472.89 -10270.39 7 7 14 COMB3 435793.06 -1118960.69 -27.519 1389109.03 -1278.92 -10270.39 7 7 13 COMB3 409078.51 -1032933.43 -26.925 1287185.91 -1278.92 -7763.55 8 8 8 COMB3 417942.97 -1308413.46 -24.918 1559956.51 210.50 -8396.48 8 8 10 COMB3 548693.56 -1313064.66 -28.112 1657007.40 210.50 -10324.28 8 8 15 COMB3 430464.69 -1100091.29 -31.225 1367132.46 -1905.69 -10324.28 8 8 14 COMB3 298548.85 -1091116.87 -27.157 1267051.35 -1905.69 -8396.48 9 9 12 COMB3 275713.92 -969251.58 -27.316 1132564.77 1330.28 -2936.85 9 9 11 COMB3 272566.36 -987310.51 -26.391 1148121.12 1330.28 -5782.01 9 9 16 COMB3 331683.92 -924891.66 -28.525 1127923.09 -1792.93 -5782.01 9 9 17 COMB3 342633.94 -912244.25 -29.093 1123456.02 -1792.93 -2936.85

10 10 11 COMB3 338918.30 -955459.10 -24.813 1162579.15 2161.09 -2990.54 10 10 13 COMB3 371375.30 -1036720.07 -25.297 1264009.63 2161.09 -6653.02 10 10 18 COMB3 387657.26 -994423.60 -29.042 1234767.98 -1859.30 -6653.02 10 10 16 COMB3 361611.51 -916848.44 -28.460 1141453.85 -1859.30 -2990.54 11 11 13 COMB3 391065.87 -1076513.49 -26.412 1316359.19 375.79 -5036.51 11 11 14 COMB3 450593.45 -1082523.19 -27.901 1364796.24 375.79 -6488.22 11 11 19 COMB3 413829.45 -960255.38 -30.046 1220953.39 -1217.78 -6488.22 11 11 18 COMB3 358469.09 -955740.57 -28.111 1176666.29 -1217.78 -5036.51 12 12 14 COMB3 355020.50 -1116292.49 -29.044 1329832.77 1488.77 -5898.11 12 12 15 COMB3 357496.53 -1097903.96 -29.096 1313656.63 1488.77 -8443.85 12 12 20 COMB3 405617.64 -950626.24 -31.001 1205739.07 -1305.76 -8443.85 12 12 19 COMB3 410494.09 -973229.56 -30.474 1230928.99 -1305.76 -5898.11 13 13 17 COMB3 333681.41 -874144.32 -29.262 1080350.53 1410.29 272.91 13 13 16 COMB3 356722.10 -929738.07 -29.006 1150357.18 1410.29 -2568.78 13 13 21 COMB3 363063.47 -947387.97 -31.125 1171887.81 -1709.10 -2568.78 13 13 22 COMB3 346955.43 -896003.13 -31.061 1110888.31 -1709.10 272.91 14 14 16 COMB3 375953.70 -940097.80 -29.112 1174120.23 1129.96 -1136.88 14 14 18 COMB3 383543.68 -948917.54 -28.804 1188066.32 1129.96 -3573.77




m Joint OutputC


Kgf/m2 Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 14 14 23 COMB3 403307.03 -912032.87 -29.986 1167171.70 -1545.07 -3573.77 14 14 21 COMB3 402237.69 -907223.56 -29.932 1161795.70 -1545.07 -1136.88 15 15 18 COMB3 380666.02 -962646.33 -29.046 1199183.60 1770.49 -1727.08 15 15 19 COMB3 387997.72 -959074.86 -29.046 1201035.25 1770.49 -4961.97 15 15 24 COMB3 404477.51 -890895.34 -30.201 1147886.62 -1780.53 -4961.97 15 15 23 COMB3 404211.59 -898740.65 -29.772 1155163.69 -1780.53 -1727.08 16 16 19 COMB3 375759.29 -987436.37 -29.693 1219534.35 1652.25 -2613.51 16 16 20 COMB3 415641.27 -984774.75 -30.868 1245733.52 1652.25 -5581.77 16 16 25 COMB3 387435.64 -889637.98 -32.484 1134125.02 -1606.09 -5581.77 16 16 24 COMB3 352573.00 -894574.23 -30.791 1113540.97 -1606.09 -2613.51 17 17 22 COMB3 383914.50 -899968.01 -32.428 1141421.72 2011.13 3573.06 17 17 21 COMB3 347842.35 -904458.68 -30.546 1119664.62 2011.13 -410.69 17 17 26 COMB3 399576.84 -955711.79 -30.292 1206203.54 -2361.94 -410.69 17 17 27 COMB3 441354.44 -954313.72 -31.635 1235596.62 -2361.94 3573.06 18 18 21 COMB3 402833.56 -912876.08 -30.233 1167627.82 1870.87 2671.24 18 18 23 COMB3 406855.55 -898890.31 -29.836 1157261.31 1870.87 -1462.47 18 18 28 COMB3 401225.36 -898891.32 -29.486 1153102.51 -2666.79 -1462.47 18 18 26 COMB3 404325.74 -917258.42 -29.458 1172908.14 -2666.79 2671.24 19 19 23 COMB3 401005.88 -908478.60 -29.922 1162086.20 1320.65 772.35 19 19 24 COMB3 400828.44 -894207.07 -29.792 1148343.74 1320.65 -1661.01 19 19 29 COMB3 399364.96 -872115.83 -29.681 1126219.73 -1350.50 -1661.01 19 19 28 COMB3 405928.10 -890250.11 -29.431 1148346.82 -1350.50 772.35 20 20 24 COMB3 363938.00 -939501.57 -31.151 1164918.19 1261.29 -387.26 20 20 25 COMB3 357173.08 -878440.68 -31.445 1101356.44 1261.29 -2647.82 20 20 30 COMB3 350823.94 -797778.95 -30.377 1019513.93 -1220.19 -2647.82 20 20 29 COMB3 364698.72 -863160.61 -29.678 1092174.42 -1220.19 -387.26 21 21 27 COMB3 408272.80 -940447.41 -31.210 1197951.21 2012.08 7792.02 21 21 26 COMB3 445563.73 -944754.86 -31.208 1229649.25 2012.08 2389.74 21 21 31 COMB3 371309.41 -1030397.24 -30.106 1257849.49 -3918.15 2389.74 21 21 32 COMB3 341911.05 -1031046.07 -29.614 1237935.86 -3918.15 7792.02 22 22 26 COMB3 430052.53 -924687.80 -30.549 1199023.37 1413.05 4404.44 22 22 28 COMB3 370895.74 -904032.83 -28.102 1135843.71 1413.05 1632.00 22 22 33 COMB3 440129.56 -970742.58 -26.849 1250323.03 -1630.33 1632.00 22 22 31 COMB3 503370.10 -992926.20 -28.806 1318746.85 -1630.33 4404.44 23 23 28 COMB3 410119.52 -962608.65 -29.542 1220490.90 1657.42 3924.75 23 23 29 COMB3 381605.95 -828546.17 -29.003 1071582.94 1657.42 -379.28 23 23 34 COMB3 378796.24 -774159.96 -24.373 1017869.89 -3067.22 -379.28 23 23 33 COMB3 413453.07 -911560.13 -25.105 1174211.50 -3067.22 3924.75 24 24 29 COMB3 343708.16 -846234.57 -29.351 1060710.13 1669.63 3188.31 24 24 30 COMB3 379344.82 -800222.06 -30.989 1042985.11 1669.63 -166.29 24 24 35 COMB3 290348.93 -768342.04 -29.193 947491.05 -2012.79 -166.29 24 24 34 COMB3 263692.35 -821023.10 -26.979 979852.08 -2012.79 3188.31 25 25 32 COMB3 482802.07 -1087324.67 -33.524 1392959.22 4459.40 11550.92 25 25 31 COMB3 214848.00 -1064803.94 -23.967 1186902.73 4459.40 4025.16 25 25 36 COMB3 588691.25 -1318465.87 -23.322 1691472.43 -3801.82 4025.16 25 25 37 COMB3 846051.03 -1327995.58 -29.993 1898137.68 -3801.82 11550.92 26 26 31 COMB3 462771.65 -1213273.32 -27.603 1499219.21 3620.76 12344.02 26 26 33 COMB3 427969.19 -870631.10 -26.105 1146193.46 3620.76 -145.42 26 26 38 COMB3 448964.22 -823265.40 -14.276 1117564.99 -10089.21 -145.42 26 26 36 COMB3 472187.34 -1151212.12 -18.088 1446318.79 -10089.21 12344.02 27 27 33 COMB3 382121.98 -861645.51 -24.650 1103496.21 3118.70 9994.46 27 27 34 COMB3 444759.15 -738463.40 -26.351 1035170.15 3118.70 627.44 27 27 39 COMB3 312698.49 -746117.75 -20.397 942221.81 -7163.72 627.44 27 27 38 COMB3 265476.13 -882989.85 -18.572 1041422.77 -7163.72 9994.46 28 28 34 COMB3 296225.83 -802814.22 -28.685 984923.71 1178.99 5092.75 28 28 35 COMB3 308280.42 -677390.43 -29.956 873338.89 1178.99 1634.61




m Joint OutputC


Kgf/m2 Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 28 28 40 COMB3 228607.65 -639544.82 -23.501 779412.51 -2617.09 1634.61 28 28 39 COMB3 227664.83 -773922.95 -22.477 909386.08 -2617.09 5092.75 29 29 37 COMB3 452876.15 -2292050.50 -22.419 2548844.31 8341.79 34224.19 29 29 36 COMB3 657710.96 -1129468.90 -24.272 1565614.19 8341.79 -7130.99 29 29 41 COMB3 712523.07 -1150240.50 8.238 1627978.88 -37054.82 -7130.99 29 29 42 COMB3 401985.80 -2203934.01 -0.745 2429993.39 -37054.82 34224.19 30 30 36 COMB3 391002.46 -1009256.00 -15.387 1251440.04 6053.95 22747.42 30 30 38 COMB3 606662.11 -704964.60 -20.150 1136964.96 6053.95 -2142.10 30 30 43 COMB3 324944.52 -781997.63 -6.050 985502.45 -21267.90 -2142.10 30 30 41 COMB3 168576.53 -1144896.02 -2.186 1237823.71 -21267.90 22747.42 31 31 38 COMB3 291559.55 -780079.72 -21.151 959672.35 2010.72 11179.74 31 31 39 COMB3 379721.62 -567347.67 -22.288 825533.80 2010.72 -216.02 31 31 44 COMB3 277993.77 -573883.45 -10.405 752435.24 -10498.70 -216.02 31 31 43 COMB3 204935.02 -799649.16 -10.475 919409.19 -10498.70 11179.74 32 32 39 COMB3 235814.98 -609969.80 -23.426 755984.04 1365.77 6942.61 32 32 40 COMB3 332881.65 -527240.55 -28.703 751200.03 1365.77 1857.35 32 32 45 COMB3 135224.18 -517104.00 -22.400 596328.01 -4216.44 1857.35 32 32 44 COMB3 64176.23 -624479.59 -15.373 658915.85 -4216.44 6942.61 33 33 42 COMB3 774383.47 -1027768.36 -78.541 1565843.03 -10835.68 -11796.85 33 33 41 COMB3 1010070.32 -576284.87 85.724 1390839.52 -5250.69 -11796.85 33 33 46 COMB3 423624.06 -745391.45 -81.906 1025100.73 -5250.69 -17381.84 33 33 47 COMB3 379833.16 -1389327.90 -67.210 1613139.19 -10835.68 -17381.84 34 34 41 COMB3 284256.01 -706617.35 86.688 883724.95 -2088.85 -10326.08 34 34 43 COMB3 490453.75 -492812.04 83.578 851533.97 -3701.59 -10326.08 34 34 48 COMB3 400051.51 -534590.78 -86.921 812214.48 -3701.59 -8713.34 34 34 46 COMB3 223999.72 -778381.21 -84.113 911268.54 -2088.85 -8713.34 35 35 43 COMB3 267593.07 -539505.62 82.343 712067.64 -3581.29 -5162.27 35 35 44 COMB3 433967.24 -388363.45 73.557 712524.21 -2711.69 -5162.27 35 35 49 COMB3 220966.83 -390901.43 83.325 536662.39 -2711.69 -6031.87 35 35 48 COMB3 106486.64 -594024.31 -86.224 653804.21 -3581.29 -6031.87 36 36 44 COMB3 145326.81 -458898.95 68.895 546258.58 -1887.57 -1457.26 36 36 45 COMB3 197674.33 -334839.28 65.255 466242.01 -1289.31 -1457.26 36 36 50 COMB3 117552.32 -292176.69 76.882 365420.05 -1289.31 -2055.52 36 36 49 COMB3 80294.99 -431386.21 79.569 476633.51 -1887.57 -2055.52 37 37 47 COMB3 602778.06 -475107.60 -57.101 935656.48 -6916.95 -7774.59 37 37 46 COMB3 600095.15 -429189.79 -71.990 895473.49 -1492.43 -7774.59 37 37 51 COMB3 275519.79 -432063.91 -79.301 617764.14 -1492.43 -13199.12 37 37 52 COMB3 250774.80 -451094.83 -57.508 616033.89 -6916.95 -13199.12 38 38 46 COMB3 327273.96 -417408.19 -76.891 646486.41 -3715.05 -7487.17 38 38 48 COMB3 460703.42 -227340.86 89.095 607180.55 -1856.63 -7487.17 38 38 53 COMB3 251209.27 -295120.90 -80.342 473644.96 -1856.63 -9345.60 38 38 51 COMB3 183975.48 -551569.26 -66.868 662986.32 -3715.05 -9345.60 39 39 48 COMB3 161316.59 -285731.72 -88.154 392121.06 -1150.56 -4286.99 39 39 49 COMB3 254247.80 -213291.50 85.193 405418.43 -1005.01 -4286.99 39 39 54 COMB3 180013.43 -229056.10 -88.384 355112.24 -1005.01 -4432.54 39 39 53 COMB3 105429.80 -319858.41 -81.106 383598.04 -1150.56 -4432.54 40 40 49 COMB3 104132.88 -252352.93 80.645 317496.29 -1651.60 -732.97 40 40 50 COMB3 176436.57 -183885.42 68.243 312070.22 4.347E-02 -732.97 40 40 55 COMB3 49552.49 -157006.60 79.243 186779.52 4.347E-02 -2384.61 40 40 54 COMB3 15218.57 -263608.61 -83.998 271537.93 -1651.60 -2384.61 41 41 52 COMB3 265523.67 -278496.57 -54.228 471179.99 -406.55 -12848.71 41 41 51 COMB3 410146.03 -109287.12 -66.447 474328.07 -1700.97 -12848.71 41 41 56 COMB3 348175.12 -153995.04 -62.116 445598.06 -1700.97 -11554.29 41 41 57 COMB3 221458.21 -340980.85 -50.869 490738.92 -406.55 -11554.29 42 42 51 COMB3 279310.10 -206152.01 -57.301 422010.81 -1782.63 -6129.25 42 42 53 COMB3 325060.33 -135670.81 -71.987 410087.78 26.35 -6129.25




m Joint OutputC


Kgf/m2 Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 42 42 58 COMB3 200060.67 -133936.62 -73.350 291133.54 26.35 -7938.24 42 42 56 COMB3 161514.17 -211801.97 -54.307 324277.54 -1782.63 -7938.24 43 43 53 COMB3 159503.22 -148405.52 -73.007 266714.52 -332.21 -4447.72 43 43 54 COMB3 217039.66 -41751.47 88.007 240647.30 -1000.36 -4447.72 43 43 59 COMB3 111332.89 -66164.18 -74.587 155367.19 -1000.36 -3779.57 43 43 58 COMB3 100824.40 -219779.53 -59.377 283950.25 -332.21 -3779.57 44 44 54 COMB3 46630.58 -73701.63 -85.908 105086.12 -40.35 -930.19 44 44 55 COMB3 69201.81 -49171.50 81.545 103002.35 117.79 -930.19 44 44 60 COMB3 35476.34 -45448.79 -88.694 70260.37 117.79 -1088.33 44 44 59 COMB3 23577.28 -80666.87 -73.998 94683.35 -40.35 -1088.33 45 45 61 COMB3 881931.42 -1702476.71 -19.391 2275455.49 46366.45 -57078.12 45 45 62 COMB3 1242480.41 -2346722.12 -40.472 3156995.18 -11269.77 -57078.12 45 45 63 COMB3 1212910.81 -743048.59 -49.082 1710124.41 -11269.77 558.09 45 45 64 COMB3 933897.06 -174590.13 -0.270 1032324.87 46366.45 558.09 46 46 62 COMB3 2380899.28 -1340875.31 -50.966 3264830.32 10784.58 -43908.44 46 46 42 COMB3 1738202.03 -1208681.85 -70.087 2565773.05 -29671.40 -43908.44 46 46 47 COMB3 289779.96 -1041634.94 -88.154 1212773.97 -29671.40 -3452.46 46 46 63 COMB3 802551.59 -1039867.93 -43.466 1599988.14 10784.58 -3452.46 47 47 64 COMB3 404547.25 -608345.53 -36.858 883089.62 23087.44 -40647.46 47 47 63 COMB3 594249.78 -429649.89 -53.486 890534.22 -11570.21 -40647.46 47 47 65 COMB3 495449.85 -190074.75 -53.255 613002.02 -11570.21 -5989.80 47 47 66 COMB3 340864.12 -400430.64 -30.650 642670.58 23087.44 -5989.80 48 48 63 COMB3 416345.47 -553506.02 -44.544 842711.21 14633.69 -37179.90 48 48 47 COMB3 656506.84 -444049.10 -59.568 959011.00 -15585.38 -37179.90 48 48 52 COMB3 517478.27 -323007.05 -64.222 734347.63 -15585.38 -6960.83 48 48 65 COMB3 257291.09 -409424.28 -45.127 582381.46 14633.69 -6960.83 49 49 66 COMB3 228103.09 -402592.09 -35.681 553121.96 6821.52 -23409.10 49 49 65 COMB3 465065.02 -272481.01 -52.552 645951.05 -2458.65 -23409.10 49 49 67 COMB3 462460.02 -149277.86 -55.386 552438.40 -2458.65 -14128.93 49 49 68 COMB3 215680.02 -268645.33 -35.425 420273.26 6821.52 -14128.93 50 50 65 COMB3 333175.63 -384484.81 -45.126 622041.43 3663.15 -21971.09 50 50 52 COMB3 507285.56 -216919.99 -61.349 643764.94 -4293.65 -21971.09 50 50 57 COMB3 388821.39 -171363.52 -62.561 497169.32 -4293.65 -14014.29 50 50 67 COMB3 222494.47 -345917.77 -42.594 496112.56 3663.15 -14014.29 51 51 69 COMB3 -12852.45 -275572.01 62.839 269375.84 14184.58 -2177.63 51 51 70 COMB3 98203.74 -234803.09 52.872 296369.71 14106.78 -2177.63 51 51 71 COMB3 196878.20 -58088.42 18.452 231455.47 14106.78 -2099.83 51 51 72 COMB3 64489.83 -77517.40 9.449 123154.26 14184.58 -2099.83 52 52 70 COMB3 -27619.64 -438106.66 35.332 424970.52 15690.60 -7044.65 52 52 73 COMB3 100834.87 -221343.32 25.569 285446.43 15296.41 -7044.65 52 52 74 COMB3 355047.66 -21653.33 -3.842 366354.58 15296.41 -6650.46 52 52 71 COMB3 148920.29 -160704.50 8.072 268207.66 15690.60 -6650.46 53 53 73 COMB3 44623.68 -450758.47 17.888 474646.16 17459.06 -14791.69 53 53 75 COMB3 313170.35 -203889.04 17.182 451107.99 11722.70 -14791.69 53 53 76 COMB3 569358.21 -111346.94 -3.776 632426.45 11722.70 -9055.33 53 53 74 COMB3 286999.56 -343832.28 -4.179 547054.93 17459.06 -9055.33 54 54 75 COMB3 183732.76 -1033401.14 12.189 1136461.74 21552.54 -22249.90 54 54 61 COMB3 713602.75 -624154.69 -8.928 1159394.87 15193.38 -22249.90 54 54 64 COMB3 1334292.37 -256340.35 -24.806 1479215.83 15193.38 -15890.74 54 54 76 COMB3 517741.07 -378271.25 -9.745 779096.60 21552.54 -15890.74 55 55 72 COMB3 -9283.60 -154299.23 37.712 149873.23 7757.77 -1439.59 55 55 71 COMB3 30442.57 -70251.40 17.589 89446.31 8708.98 -1439.59 55 55 77 COMB3 194150.06 13197.86 -11.670 187899.08 8708.98 -2390.81 55 55 78 COMB3 100806.73 -17327.69 2.585 110494.31 7757.77 -2390.81 56 56 71 COMB3 -642.86 -187119.30 6.602 186798.70 8849.76 -6024.85 56 56 74 COMB3 75911.02 -74668.77 -1.266 130407.41 7534.56 -6024.85




m Joint OutputC


Kgf/m2 Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 56 56 79 COMB3 253006.52 -25566.53 -11.265 266710.41 7534.56 -4709.65 56 56 77 COMB3 161253.25 -122686.51 -5.841 246653.99 8849.76 -4709.65 57 57 74 COMB3 22892.51 -391854.46 5.128 403787.71 10052.08 -10541.75 57 57 76 COMB3 251912.93 -221736.95 -16.470 410470.22 9161.14 -10541.75 57 57 80 COMB3 544947.28 -85269.82 -27.689 592204.39 9161.14 -9650.80 57 57 79 COMB3 232151.88 -171523.50 -13.816 350904.98 10052.08 -9650.80 58 58 76 COMB3 272512.20 -532724.12 -21.242 709388.26 9792.12 -11539.29 58 58 64 COMB3 418083.57 -567109.60 -39.230 856449.87 11407.77 -11539.29 58 58 66 COMB3 513715.85 -155235.61 -39.496 606423.17 11407.77 -13154.94 58 58 80 COMB3 398504.93 -151371.70 -12.663 491977.58 9792.12 -13154.94 59 59 78 COMB3 3799.87 -40755.44 -11.064 42782.13 2481.03 -1441.99 59 59 77 COMB3 26252.49 -24764.42 -30.331 44188.21 2296.07 -1441.99 59 59 81 COMB3 73825.89 1624.36 -24.519 73027.26 2296.07 -1257.03 59 59 82 COMB3 52399.68 -15374.63 -11.661 61544.54 2481.03 -1257.03 60 60 77 COMB3 -11088.76 -151099.03 0.712 145871.10 3650.15 -5551.69 60 60 79 COMB3 114277.90 -94582.41 -26.948 181146.21 2370.61 -5551.69 60 60 83 COMB3 239613.69 -44343.67 -37.862 264587.29 2370.61 -4272.14 60 60 81 COMB3 72810.00 -59295.64 -25.602 114606.22 3650.15 -4272.14 61 61 79 COMB3 106268.73 -247320.70 -24.586 314234.03 2587.73 -7498.36 61 61 80 COMB3 219539.60 -220832.16 -42.214 381373.68 3739.01 -7498.36 61 61 84 COMB3 262710.44 -85525.32 -45.330 314324.27 3739.01 -8649.64 61 61 83 COMB3 143062.38 -105751.48 -22.751 216285.18 2587.73 -8649.64 62 62 80 COMB3 106189.57 -316428.68 -32.059 380794.91 4299.45 -14493.55 62 62 66 COMB3 320090.31 -194142.46 -46.096 449769.08 1976.38 -14493.55 62 62 68 COMB3 411754.24 -130384.91 -47.280 490130.92 1976.38 -12170.48 62 62 84 COMB3 189161.44 -243747.38 -34.999 375902.16 4299.45 -12170.48 63 63 61 COMB3 1755602.03 -372304.83 -84.195 1968341.56 46926.02 64229.20 63 63 75 COMB3 644605.25 -698483.85 82.887 1163461.20 46926.02 9909.13 63 63 85 COMB3 513581.24 -1045974.41 -48.311 1376597.61 -12702.47 9909.13 63 63 86 COMB3 1692542.49 -785556.15 -55.693 2193487.11 -12702.47 64229.20 64 64 75 COMB3 682805.04 -113066.43 -79.068 745794.25 26053.07 47404.59 64 64 73 COMB3 301144.43 -300459.42 -75.893 521004.32 26053.07 16924.99 64 64 87 COMB3 38600.11 -877826.50 -44.041 897749.15 -7405.14 16924.99 64 64 85 COMB3 335165.38 -605151.08 -49.665 825451.00 -7405.14 47404.59 65 65 73 COMB3 354473.18 -206943.41 -65.462 491764.89 12607.06 33316.40 65 65 70 COMB3 79627.57 -249448.63 -69.477 297368.72 12607.06 19898.05 65 65 88 COMB3 -35058.19 -699735.53 -29.341 682881.71 -2122.60 19898.05 65 65 87 COMB3 199489.37 -615266.32 -36.121 735586.67 -2122.60 33316.40 66 66 70 COMB3 181991.44 -112969.88 -50.567 257764.68 4651.06 28029.90 66 66 69 COMB3 81076.59 -166232.48 -41.131 218367.15 4651.06 22710.21 66 66 89 COMB3 -24200.65 -700765.06 -20.946 688983.58 -1188.49 22710.21 66 66 88 COMB3 41112.69 -611095.46 -24.762 632654.48 -1188.49 28029.90 67 67 86 COMB3 921708.79 -1339997.01 -46.300 1969828.95 7132.27 42034.38 67 67 85 COMB3 698859.76 -922100.00 -50.395 1408222.98 7132.27 30029.48 67 67 90 COMB3 347478.50 -1082261.60 -29.062 1291547.18 -6045.81 30029.48 67 67 91 COMB3 598190.42 -1525293.98 -31.182 1896515.16 -6045.81 42034.38 68 68 85 COMB3 493536.42 -721121.22 -51.243 1058061.25 12357.93 41152.53 68 68 87 COMB3 52078.89 -611652.66 -48.195 639285.05 12357.93 26001.60 68 68 92 COMB3 141140.14 -1240464.60 -26.115 1316720.29 -4273.63 26001.60 68 68 90 COMB3 497890.34 -1262141.72 -33.431 1571402.14 -4273.63 41152.53 69 69 87 COMB3 232339.67 -545012.84 -39.939 691121.42 8291.76 37662.55 69 69 88 COMB3 63688.50 -557438.01 -34.235 591857.88 8291.76 27092.01 69 69 93 COMB3 -5426.04 -1218835.60 -20.652 1216131.66 -3311.80 27092.01 69 69 92 COMB3 127244.02 -1169020.38 -24.842 1237558.30 -3311.80 37662.55 70 70 88 COMB3 131192.73 -543107.68 -31.689 619216.65 2809.64 32091.87 70 70 89 COMB3 -4200.70 -524294.74 -20.836 522207.06 2809.64 28696.30




m Joint OutputC


Kgf/m2 Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 70 70 94 COMB3 21037.56 -1182022.65 -12.775 1192680.60 -917.76 28696.30 70 70 93 COMB3 116486.96 -1159358.50 -18.728 1221773.91 -917.76 32091.87 71 71 91 COMB3 513349.71 -1348370.75 -30.934 1665478.12 5350.92 42245.14 71 71 90 COMB3 407521.27 -1308873.35 -28.955 1553260.05 5350.92 34790.34 71 71 95 COMB3 242731.89 -2037462.34 -20.963 2169038.64 -2832.40 34790.34 71 71 96 COMB3 341931.86 -2066628.63 -22.636 2257103.78 -2832.40 42245.14 72 72 90 COMB3 355265.08 -1384331.45 -30.559 1591977.22 2780.11 38231.47 72 72 92 COMB3 217227.27 -1217543.31 -27.860 1339433.84 2780.11 33918.32 72 72 97 COMB3 132669.22 -1862685.30 -17.028 1932438.53 -1954.54 33918.32 72 72 95 COMB3 244200.77 -2000170.00 -20.207 2132781.54 -1954.54 38231.47 73 73 92 COMB3 156811.97 -1185201.33 -26.655 1270883.92 3698.86 37075.06 73 73 93 COMB3 -479.31 -1132611.59 -19.546 1132372.01 3698.86 32159.94 73 73 98 COMB3 56117.69 -1864160.68 -13.365 1892843.53 -1696.58 32159.94 73 73 97 COMB3 181495.04 -1882317.42 -18.222 1979315.69 -1696.58 37075.06 74 74 93 COMB3 112177.56 -1118394.71 -18.694 1178494.51 1882.53 35837.28 74 74 94 COMB3 53336.37 -1110215.86 -14.039 1137822.00 1882.53 32841.44 74 74 99 COMB3 16913.81 -1848151.54 -9.893 1856666.23 -1406.08 32841.44 74 74 98 COMB3 65585.28 -1844562.38 -12.892 1878214.03 -1406.08 35837.28 75 75 96 COMB3 350100.45 -2092267.21 -23.198 2287499.97 3074.90 43066.07 75 75 95 COMB3 250711.14 -1970259.19 -20.649 2106832.52 3074.90 37931.21 75 75 100 COMB3 170434.83 -2759679.51 -14.455 2848723.32 -2561.77 37931.21 75 75 101 COMB3 259129.56 -2867324.33 -16.681 3005279.59 -2561.77 43066.07 76 76 95 COMB3 230995.41 -1964029.77 -20.155 2089127.49 3244.31 41545.78 76 76 97 COMB3 141841.15 -1911659.99 -17.076 1986382.36 3244.31 36803.94 76 76 102 COMB3 94718.50 -2722495.94 -12.546 2771069.56 -1960.92 36803.94 76 76 100 COMB3 176427.44 -2764346.97 -14.905 2856649.69 -1960.92 41545.78 77 77 97 COMB3 143644.53 -1925673.16 -17.336 2001365.36 1669.85 39501.30 77 77 98 COMB3 78968.10 -1856661.61 -14.055 1897378.54 1669.85 36494.72 77 77 103 COMB3 45828.42 -2651392.60 -9.806 2674601.30 -1630.55 36494.72 77 77 102 COMB3 101004.06 -2708608.00 -12.310 2760496.25 -1630.55 39501.30 78 78 98 COMB3 71497.19 -1851721.16 -13.565 1888485.10 1103.23 38017.58 78 78 99 COMB3 16831.11 -1831378.25 -9.235 1839851.55 1103.23 36076.64 78 78 104 COMB3 34480.23 -2634331.75 -7.030 2651740.00 -1027.39 36076.64 78 78 103 COMB3 83010.08 -2646630.19 -10.070 2689096.31 -1027.39 38017.58 79 79 101 COMB3 254336.61 -2821005.58 -16.733 2956390.46 2392.83 44985.72 79 79 100 COMB3 188873.60 -2754985.64 -14.642 2854113.37 2392.83 41290.42 79 79 105 COMB3 112040.93 -3648418.04 -11.146 3705709.05 -1663.58 41290.42 79 79 106 COMB3 178736.31 -3711807.02 -12.811 3804325.53 -1663.58 44985.72 80 80 100 COMB3 164034.21 -2770395.21 -14.833 2855947.55 1930.29 43574.12 80 80 102 COMB3 111102.22 -2698568.07 -12.687 2755799.38 1930.29 40333.33 80 80 107 COMB3 44700.07 -3575762.17 -9.390 3598320.44 -1627.20 40333.33 80 80 105 COMB3 97005.23 -3643910.91 -11.104 3693369.08 -1627.20 43574.12 81 81 102 COMB3 94699.97 -2696814.12 -12.319 2745389.36 1914.64 42496.55 81 81 103 COMB3 49240.72 -2676039.74 -9.778 2700996.75 1914.64 39241.98 81 81 108 COMB3 16411.99 -3555805.46 -7.744 3564039.79 -1657.98 39241.98 81 81 107 COMB3 62492.88 -3574789.40 -9.678 3606441.94 -1657.98 42496.55 82 82 103 COMB3 67277.64 -2678615.73 -9.815 2712880.29 1261.47 41258.13 82 82 104 COMB3 37557.67 -2654636.46 -7.159 2673613.16 1261.47 38595.26 82 82 109 COMB3 19122.77 -3520288.03 -5.594 3529888.27 -1661.63 38595.26 82 82 108 COMB3 48805.96 -3542411.64 -7.615 3567065.05 -1661.63 41258.13 83 83 106 COMB3 174268.11 -3701281.34 -12.835 3791420.34 1614.43 46906.79 83 83 105 COMB3 128157.44 -3610166.22 -11.244 3675920.85 1614.43 44470.23 83 83 110 COMB3 40554.52 -4564697.75 -8.452 4585109.52 -1060.25 44470.23 83 83 111 COMB3 91823.98 -4657043.20 -9.767 4703627.46 -1060.25 46906.79 84 84 105 COMB3 91748.84 -3613334.85 -11.019 3660071.84 1790.59 46184.17 84 84 107 COMB3 55840.61 -3578522.29 -9.551 3606766.80 1790.59 43605.37




m Joint OutputC


Kgf/m2 Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 84 84 112 COMB3 -37279.35 -4537868.00 -7.585 4519343.65 -1040.21 43605.37 84 84 110 COMB3 4882.09 -4575822.44 -8.757 4578265.44 -1040.21 46184.17 85 85 107 COMB3 48792.34 -3583031.71 -9.495 3607675.35 1673.61 45541.22 85 85 108 COMB3 27091.35 -3557481.62 -7.914 3571104.37 1673.61 42173.22 85 85 113 COMB3 -49711.06 -4503243.41 -6.360 4478594.80 -2023.53 42173.22 85 85 112 COMB3 -22948.91 -4531405.95 -7.618 4519975.19 -2023.53 45541.22 86 86 108 COMB3 38095.94 -3553932.59 -7.583 3573132.88 1739.80 44348.65 86 86 109 COMB3 16742.43 -3570617.91 -5.549 3579018.49 1739.80 40884.14 86 86 114 COMB3 -10809.04 -4502984.56 -4.928 4497589.78 -2063.28 40884.14 86 86 113 COMB3 15490.96 -4489426.53 -6.531 4497192.02 -2063.28 44348.65 87 87 111 COMB3 88053.89 -4667975.76 -9.833 4712619.72 1198.11 48643.58 87 87 110 COMB3 44260.35 -4555206.58 -8.378 4577497.24 1198.11 47437.16 87 87 115 COMB3 -27666.77 -5570393.02 -6.144 5556611.29 -126.21 47437.16 87 87 116 COMB3 21769.90 -5685018.69 -7.382 5695934.84 -126.21 48643.58 88 88 110 COMB3 -9414.01 -4571078.34 -8.419 4566378.61 1599.42 49537.52 88 88 112 COMB3 -12444.10 -4490184.09 -8.006 4483974.99 1599.42 46558.60 88 88 117 COMB3 -203027.32 -5510670.93 -5.965 5412014.17 -1670.61 46558.60 88 88 115 COMB3 -188374.20 -5599967.20 -6.316 5508196.45 -1670.61 49537.52 89 89 112 COMB3 -29758.25 -4480567.53 -7.312 4465762.76 1729.93 48523.73 89 89 113 COMB3 -36799.97 -4520886.97 -6.716 4502599.78 1729.93 45551.48 89 89 118 COMB3 -196136.63 -5548427.03 -6.073 5453004.88 -1532.78 45551.48 89 89 117 COMB3 -179098.86 -5515614.28 -6.543 5428281.22 -1532.78 48523.73 90 90 113 COMB3 2026.07 -4513489.75 -6.543 4514503.13 1890.17 47084.71 90 90 114 COMB3 -13384.14 -4556987.60 -4.847 4550310.29 1890.17 43115.26 90 90 119 COMB3 -43121.81 -5547409.64 -4.639 5525974.92 -2467.21 43115.26 90 90 118 COMB3 -19574.99 -5509990.25 -6.017 5500228.88 -2467.21 47084.71 91 91 116 COMB3 -16833.64 -5783043.19 -6.600 5774644.77 -481.54 50645.08 91 91 115 COMB3 -5085.38 -5540022.48 -6.881 5537481.54 -481.54 51422.24 91 91 120 COMB3 -286484.05 -6605377.04 -3.895 6466896.00 371.56 51422.24 91 91 121 COMB3 -281361.38 -6861591.95 -3.740 6725326.86 371.56 50645.08 92 92 115 COMB3 -191345.54 -5552625.76 -6.053 5459468.45 955.67 51057.89 92 92 117 COMB3 -192529.24 -5521552.25 -6.261 5427849.16 955.67 50330.29 92 92 122 COMB3 -457173.25 -6614821.35 -5.046 6398495.87 156.97 50330.29 92 92 120 COMB3 -442963.98 -6655969.44 -4.856 6445912.78 156.97 51057.89 93 93 117 COMB3 -196606.34 -5526653.02 -6.243 5431019.49 2147.62 52321.95 93 93 118 COMB3 -169273.74 -5493027.11 -6.420 5410376.62 2147.62 46913.84 93 93 123 COMB3 -430321.14 -6561418.01 -5.218 6357190.08 -3788.99 46913.84 93 93 122 COMB3 -442430.47 -6607190.27 -5.044 6397459.32 -3788.99 52321.95 94 94 118 COMB3 -36221.06 -5452252.00 -5.360 5434232.00 2908.48 50730.32 94 94 119 COMB3 -29191.03 -5609401.28 -5.294 5594862.89 2908.48 45368.70 94 94 124 COMB3 -238673.75 -6679327.57 -5.839 6563246.28 -2977.09 45368.70 94 94 123 COMB3 -233616.11 -6531809.93 -5.890 6418191.45 -2977.09 50730.32 95 95 123 COMB3 -89688.05 -6605070.09 83.747 6560685.87 43819.40 -684.93 95 95 124 COMB3 -91326.24 -6697218.91 84.856 6652025.99 40879.30 -684.93 95 95 125 COMB3 -118407.62 -7548275.02 84.698 7489773.22 40879.30 2255.18 95 95 126 COMB3 -103012.17 -7470176.69 83.735 7419206.98 43819.40 2255.18 96 96 122 COMB3 -302291.28 -6386351.05 85.951 6240698.81 45327.44 -222.99 96 96 123 COMB3 -284720.58 -6645471.43 83.959 6507784.10 47521.29 -222.99 96 96 126 COMB3 -724873.55 -7604807.77 82.928 7269526.73 47521.29 -2416.84 96 96 127 COMB3 -743232.28 -7344680.56 84.733 7002708.27 45327.44 -2416.84 97 97 120 COMB3 -352966.61 -6729688.94 86.376 6560331.02 51196.51 -1622.01 97 97 122 COMB3 -262203.81 -6425009.51 83.802 6298002.54 44115.92 -1622.01 97 97 127 COMB3 -820483.98 -7321873.47 86.731 6948060.53 44115.92 5458.58 97 97 128 COMB3 -872213.37 -7666292.49 89.065 7269536.02 51196.51 5458.58 98 98 121 COMB3 -130000.50 -6957533.35 85.957 6893452.52 45825.02 -1064.65 98 98 120 COMB3 -151691.21 -6668532.37 86.696 6593995.49 44910.34 -1064.65




m Joint OutputC


Kgf/m2 Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 98 98 128 COMB3 -228401.35 -7554874.65 88.905 7443302.66 44910.34 -149.97 98 98 129 COMB3 -208280.06 -7842397.44 88.158 7740359.37 45825.02 -149.97 99 99 126 COMB3 -97646.50 -7092216.27 85.736 7043900.65 44242.07 -2815.01 99 99 125 COMB3 -103777.63 -7880591.24 82.817 7829218.29 48317.62 -2815.01 99 99 130 COMB3 -661844.21 -8969450.01 79.195 8657522.32 48317.62 -6890.56 99 99 131 COMB3 -687711.83 -8148669.84 81.557 7827504.78 44242.07 -6890.56

100 100 127 COMB3 -776171.46 -7487109.99 85.405 7130776.75 47328.67 545.77 100 100 126 COMB3 -649532.65 -7311567.55 82.062 7009408.74 45361.54 545.77 100 100 131 COMB3 -1353707.34 -8170611.68 84.161 7584906.19 45361.54 2512.90 100 100 132 COMB3 -1428611.28 -8398085.17 87.410 7782747.94 47328.67 2512.90 101 101 128 COMB3 -858964.17 -7488922.16 89.711 7098525.11 50970.00 -2403.47 101 101 127 COMB3 -820277.98 -7474980.51 86.154 7100466.72 45316.95 -2403.47 101 101 132 COMB3 -1513097.15 -8432338.26 86.599 7786837.90 45316.95 3249.58 101 101 133 COMB3 -1545479.05 -8453147.99 -89.982 7796156.32 50970.00 3249.58 102 102 129 COMB3 -302275.58 -8285876.14 -89.885 8138949.31 54005.00 1177.98 102 102 128 COMB3 -170699.52 -7364229.44 86.799 7280380.70 45664.44 1177.98 102 102 133 COMB3 -876597.11 -8355123.47 -87.162 7953139.86 45664.44 9518.55 102 102 134 COMB3 -925780.84 -9359994.33 -84.622 8933155.13 54005.00 9518.55 103 103 131 COMB3 -730342.28 -8365269.68 82.475 8025062.40 55435.52 4550.48 103 103 130 COMB3 -173942.92 -7056110.36 75.870 6970766.75 39555.09 4550.48 103 103 135 COMB3 -1549295.19 -7586150.20 86.918 6942391.84 39555.09 20430.91 103 103 136 COMB3 -1776343.46 -9226244.43 -87.583 8478797.28 55435.52 20430.91 104 104 132 COMB3 -1535254.81 -8947987.04 86.805 8287704.10 53514.71 -1395.68 104 104 131 COMB3 -1410317.28 -8370553.80 85.104 7762089.22 42157.47 -1395.68 104 104 136 COMB3 -1877749.97 -9266412.52 89.288 8484830.00 42157.47 9961.56 104 104 137 COMB3 -1952116.23 -9895549.73 -89.369 9078292.74 53514.71 9961.56 105 105 133 COMB3 -1689307.81 -9178325.53 88.893 8461111.24 50080.90 1710.46 105 105 132 COMB3 -1629958.35 -8939178.42 87.917 8245919.39 48997.10 1710.46 105 105 137 COMB3 -1989503.83 -9914152.20 89.553 9084288.39 48997.10 2794.26 105 105 138 COMB3 -2027239.01 -10175021.7 -89.585 9328106.10 50080.90 2794.26 106 106 134 COMB3 -742650.34 -8457838.45 -83.091 8112049.32 53588.50 -5309.68 106 106 133 COMB3 -987956.31 -9057460.52 -88.280 8606118.37 55488.06 -5309.68 106 106 138 COMB3 -1998906.71 -10171485.3 87.636 9333964.33 55488.06 -7209.24 106 106 139 COMB3 -1887563.79 -9437710.68 -87.397 8649797.63 53588.50 -7209.24 107 107 155 COMB3 4790515.73 -381329.41 -3.084 4992115.54 184211.23 -6448.06 107 107 1 COMB3 1036569.43 -130974.92 -1.981 1107878.70 184211.23 -804.74 107 107 2 COMB3 1683482.43 -406008.40 24.238 1918974.70 189854.55 -804.74 107 107 156 COMB3 5133148.52 -351519.85 5.728 5317629.50 189854.55 -6448.06 109 108 156 COMB3 5388794.31 452409.62 10.448 5177435.29 201211.72 9326.46 109 108 2 COMB3 1415113.26 -487983.83 14.135 1712082.40 201211.72 -1041.16 109 108 5 COMB3 830599.74 -518136.78 12.200 1178442.15 190844.11 -1041.16 109 108 157 COMB3 4810442.72 415060.73 9.401 4616926.33 190844.11 9326.46 110 109 157 COMB3 4715264.10 574125.47 3.082 4456027.65 190275.57 -9936.34 110 109 5 COMB3 1141429.82 -809887.55 25.714 1698001.67 190275.57 3200.27 110 109 7 COMB3 1591103.72 -530702.23 16.236 1912500.51 203412.19 3200.27 110 109 158 COMB3 5376517.60 643041.36 0.353 5085579.66 203412.19 -9936.34 111 110 158 COMB3 5251059.55 -277395.76 3.670 5395108.57 190025.12 5479.75 111 110 7 COMB3 1499291.80 -79884.99 9.229 1540788.24 190025.12 2694.80 111 110 9 COMB3 1878848.52 -681236.93 28.057 2296540.12 187240.18 2694.80 111 110 159 COMB3 5333756.86 -582166.05 11.605 5647389.81 187240.18 5479.75 112 111 160 COMB3 17003306.95 1934646.14 5.384 16123272.65 555984.74 13531.12 112 111 155 COMB3 5794191.49 -206274.27 1.500 5900033.62 555984.74 8465.31 112 111 156 COMB3 4249944.47 -426817.92 1.308 4478633.06 550918.93 8465.31 112 111 161 COMB3 15458811.01 1713846.18 5.695 14677127.87 550918.93 13531.12 113 112 161 COMB3 15574801.03 3105144.29 2.312 14277756.96 556724.23 -1006.14 113 112 156 COMB3 4676485.35 273400.48 12.947 4545955.31 556724.23 -3732.22




m Joint OutputC


Kgf/m2 Kgf/m2 Degrees Kgf/m2 Kgf/m2 Kgf/m2 113 112 157 COMB3 5086452.17 471003.70 7.956 4868069.68 553998.14 -3732.22 113 112 162 COMB3 16134273.20 3152970.29 0.768 14811654.51 553998.14 -1006.14 114 113 162 COMB3 16167095.48 3236368.63 2.296 14816422.56 550728.27 -3451.81 114 113 157 COMB3 5033820.19 583049.65 3.930 4769101.13 550728.27 7058.27 114 113 158 COMB3 4754944.06 561993.38 -0.816 4500342.48 561238.36 7058.27 114 113 163 COMB3 15880396.68 3224183.23 0.696 14538949.33 561238.36 -3451.81 115 114 163 COMB3 15664470.53 1860593.19 -2.810 14822018.64 549847.72 -15242.15 115 114 158 COMB3 4668667.69 -477380.88 8.717 4924741.94 549847.72 -6520.91 115 114 159 COMB3 6403598.06 -215068.12 6.539 6513795.53 558568.97 -6520.91 115 114 164 COMB3 17455447.41 2067729.25 -2.602 16518928.82 558568.97 -15242.15 116 115 168 COMB3 35217522.36 7010423.74 1.100 32288235.74 921768.36 7936.70 116 115 163 COMB3 16721849.17 2048184.01 -0.573 15797654.05 921768.36 8618.25 116 115 164 COMB3 15999807.91 1745408.13 -5.024 15202437.56 922449.91 8618.25 116 115 169 COMB3 34330061.00 6873135.92 -1.159 31461689.56 922449.91 7936.70 117 116 167 COMB3 34825156.04 6974579.78 -0.025 31914658.50 914654.54 -3679.88 117 116 162 COMB3 16548934.97 3331055.89 1.411 15160400.87 914654.54 -4611.59 117 116 163 COMB3 16956946.46 3427709.54 1.491 15529447.47 913722.82 -4611.59 117 116 168 COMB3 35261559.79 7042748.26 0.029 32320885.09 913722.82 -3679.88 118 117 166 COMB3 34401371.18 6907200.51 0.029 31520574.07 904797.34 -10389.02 118 117 161 COMB3 16130002.63 3208205.94 1.553 14789225.81 904797.34 7074.88 118 117 162 COMB3 16533149.87 3247211.62 1.382 15172435.25 922261.25 7074.88 118 117 167 COMB3 34816176.41 6936289.94 -0.032 31918382.85 922261.25 -10389.02 119 118 165 COMB3 32598541.09 6562148.37 1.177 29863191.54 912251.03 -21433.71 119 118 160 COMB3 14505582.72 1304829.30 8.447 13899179.84 912251.03 -6645.96 119 118 161 COMB3 15948988.75 1858515.71 3.511 15105723.31 927038.78 -6645.96 119 118 166 COMB3 34355633.82 6803622.93 -1.087 31509618.88 927038.78 -21433.71



m Joint OutputC

ase SMaxAvg SAngleAvg

Kgf/m2 Degrees 1 1 1 COMB3 7932.66 -57.842 1 1 2 COMB3 14362.94 -72.905 1 1 3 COMB3 14161.51 -104.208 1 1 4 COMB3 7561.83 -117.364 2 2 2 COMB3 9131.89 -39.687 2 2 5 COMB3 16509.55 -64.808 2 2 6 COMB3 15231.70 -101.245 2 2 3 COMB3 6544.51 -116.992 3 3 5 COMB3 14889.96 -111.019 3 3 7 COMB3 10084.92 -121.977 3 3 8 COMB3 8570.81 -86.481 3 3 6 COMB3 13909.14 -87.832 4 4 7 COMB3 14593.02 -99.809 4 4 9 COMB3 11138.22 -102.897 4 4 10 COMB3 10944.65 -82.753 4 4 8 COMB3 14445.82 -84.516 5 5 4 COMB3 5796.25 -70.592 5 5 3 COMB3 8291.81 -76.568 5 5 11 COMB3 8117.99 -96.550 5 5 12 COMB3 5544.76 -99.613 6 6 3 COMB3 7090.37 -83.704 6 6 6 COMB3 9265.86 -85.186




m Joint OutputC


Kgf/m2 Degrees 6 6 13 COMB3 9374.48 -99.961 6 6 11 COMB3 7231.73 -102.957 7 7 6 COMB3 7902.04 -79.258 7 7 8 COMB3 10375.47 -81.839 7 7 14 COMB3 10349.71 -97.098 7 7 13 COMB3 7868.19 -99.355 8 8 8 COMB3 8399.12 -88.564 8 8 10 COMB3 10326.43 -88.832 8 8 15 COMB3 10498.69 -100.458 8 8 14 COMB3 8610.03 -102.787 9 9 12 COMB3 3224.08 -65.631 9 9 11 COMB3 5933.07 -77.043 9 9 16 COMB3 6053.62 -107.228 9 9 17 COMB3 3440.88 -121.404

10 10 11 COMB3 3689.67 -54.147 10 10 13 COMB3 6995.22 -72.005 10 10 18 COMB3 6907.95 -105.614 10 10 16 COMB3 3521.42 -121.870 11 11 13 COMB3 5050.51 -85.733 11 11 14 COMB3 6499.09 -86.685 11 11 19 COMB3 6601.51 -100.630 11 11 18 COMB3 5181.64 -103.593 12 12 14 COMB3 6083.10 -75.834 12 12 15 COMB3 8574.09 -80.001 12 12 20 COMB3 8544.21 -98.791 12 12 19 COMB3 6040.92 -102.483 13 13 17 COMB3 1436.46 10.952 13 13 16 COMB3 2930.45 -61.233 13 13 21 COMB3 3085.39 -123.637 13 13 22 COMB3 1730.75 170.928 14 14 16 COMB3 1602.91 -45.175 14 14 18 COMB3 3748.15 -72.454 14 14 23 COMB3 3893.47 -113.381 14 14 21 COMB3 1918.27 -143.654 15 15 18 COMB3 2473.35 -44.289 15 15 19 COMB3 5268.38 -70.363 15 15 24 COMB3 5271.76 -109.740 15 15 23 COMB3 2480.54 -135.873 16 16 19 COMB3 3091.98 -57.699 16 16 20 COMB3 5821.17 -73.511 16 16 25 COMB3 5808.24 -106.053 16 16 24 COMB3 3067.56 -121.572 17 17 22 COMB3 4100.17 60.627 17 17 21 COMB3 2052.63 -11.542 17 17 26 COMB3 2397.38 -170.136 17 17 27 COMB3 4283.17 123.466 18 18 21 COMB3 3261.24 54.993 18 18 23 COMB3 2374.65 -38.015 18 18 28 COMB3 3041.48 -151.260 18 18 26 COMB3 3774.56 134.952 19 19 23 COMB3 1529.92 30.320 19 19 24 COMB3 2122.04 -51.512 19 19 29 COMB3 2140.75 -129.113 19 19 28 COMB3 1555.76 150.235 20 20 24 COMB3 1319.40 -17.068 20 20 25 COMB3 2932.89 -64.529




m Joint OutputC


Kgf/m2 Degrees 20 20 30 COMB3 2915.45 -114.742 20 20 29 COMB3 1280.17 -162.392 21 21 27 COMB3 8047.61 75.521 21 21 26 COMB3 3123.99 49.904 21 21 31 COMB3 4589.41 148.620 21 21 32 COMB3 8721.67 116.695 22 22 26 COMB3 4625.56 72.213 22 22 28 COMB3 2158.73 49.113 22 22 33 COMB3 2306.81 134.971 22 22 31 COMB3 4696.50 110.312 23 23 28 COMB3 4260.36 67.106 23 23 29 COMB3 1700.27 -12.890 23 23 34 COMB3 3090.58 -172.951 23 23 33 COMB3 4981.11 128.008 24 24 29 COMB3 3599.02 62.360 24 24 30 COMB3 1677.89 -5.688 24 24 35 COMB3 2019.65 -175.277 24 24 34 COMB3 3770.49 122.264 25 25 32 COMB3 12381.84 68.890 25 25 31 COMB3 6007.34 42.070 25 25 36 COMB3 5536.76 133.366 25 25 37 COMB3 12160.50 108.218 26 26 31 COMB3 12864.09 73.652 26 26 33 COMB3 3623.68 -2.300 26 26 38 COMB3 10090.26 -179.174 26 26 36 COMB3 15942.62 129.260 27 27 33 COMB3 10469.74 72.670 27 27 34 COMB3 3181.19 11.375 27 27 39 COMB3 7191.14 174.994 27 27 38 COMB3 12296.67 125.632 28 28 34 COMB3 5227.44 76.965 28 28 35 COMB3 2015.43 54.198 28 28 40 COMB3 3085.63 148.012 28 28 39 COMB3 5725.84 117.198 29 29 37 COMB3 35226.14 76.302 29 29 36 COMB3 10974.36 -40.526 29 29 41 COMB3 37734.74 -169.107 29 29 42 COMB3 50441.60 137.274 30 30 36 COMB3 23539.23 75.097 30 30 38 COMB3 6421.75 -19.486 30 30 43 COMB3 21375.50 -174.249 30 30 41 COMB3 31141.10 133.075 31 31 38 COMB3 11359.12 79.804 31 31 39 COMB3 2022.29 -6.132 31 31 44 COMB3 10500.92 -178.821 31 31 43 COMB3 15336.53 133.201 32 32 39 COMB3 7075.67 78.871 32 32 40 COMB3 2305.45 53.672 32 32 45 COMB3 4607.40 156.226 32 32 44 COMB3 8122.69 121.271 33 33 42 COMB3 16018.04 -132.568 33 33 41 COMB3 12912.61 -113.993 33 33 46 COMB3 18157.59 -106.808 33 33 47 COMB3 20482.68 -121.939 34 34 41 COMB3 10535.23 -101.436 34 34 43 COMB3 10969.49 -109.721




m Joint OutputC


Kgf/m2 Degrees 34 34 48 COMB3 9466.99 -113.017 34 34 46 COMB3 8960.22 -103.481 35 35 43 COMB3 6282.88 -124.751 35 35 44 COMB3 5831.15 -117.713 35 35 49 COMB3 6613.37 -114.207 35 35 48 COMB3 7014.91 -120.699 36 36 44 COMB3 2384.64 -142.331 36 36 45 COMB3 1945.74 -131.501 36 36 50 COMB3 2426.41 -122.098 36 36 49 COMB3 2790.71 -132.561 37 37 47 COMB3 10406.17 -131.659 37 37 46 COMB3 7916.54 -100.866 37 37 51 COMB3 13283.22 -96.451 37 37 52 COMB3 14901.71 -117.657 38 38 46 COMB3 8358.19 -116.390 38 38 48 COMB3 7713.94 -103.927 38 38 53 COMB3 9528.23 -101.236 38 38 51 COMB3 10056.92 -111.679 39 39 48 COMB3 4438.70 -105.023 39 39 49 COMB3 4403.22 -103.194 39 39 54 COMB3 4545.05 -102.775 39 39 53 COMB3 4579.43 -104.551 40 40 49 COMB3 1806.94 -156.069 40 40 50 COMB3 732.97 -89.997 40 40 55 COMB3 2384.61 -89.999 40 40 54 COMB3 2900.71 -124.707 41 41 52 COMB3 12855.14 -91.812 41 41 51 COMB3 12960.81 -97.541 41 41 56 COMB3 11678.83 -98.375 41 41 57 COMB3 11561.44 -92.015 42 42 51 COMB3 6383.22 -106.217 42 42 53 COMB3 6129.31 -89.754 42 42 58 COMB3 7938.28 -89.810 42 42 56 COMB3 8135.93 -102.657 43 43 53 COMB3 4460.11 -94.272 43 43 54 COMB3 4558.83 -102.676 43 43 59 COMB3 3909.71 -104.825 43 43 58 COMB3 3794.14 -95.023 44 44 54 COMB3 931.06 -92.484 44 44 55 COMB3 937.62 -82.783 44 44 60 COMB3 1094.69 -83.823 44 44 59 COMB3 1089.08 -92.123 45 45 61 COMB3 73537.47 -50.912 45 45 62 COMB3 58180.06 -101.169 45 45 63 COMB3 11283.58 177.165 45 45 64 COMB3 46369.80 0.690 46 46 62 COMB3 45213.47 -76.200 46 46 42 COMB3 52993.80 -124.049 46 46 47 COMB3 29871.58 -173.363 46 46 63 COMB3 11323.72 -17.751 47 47 64 COMB3 46746.61 -60.404 47 47 63 COMB3 42262.10 -105.889 47 47 65 COMB3 13028.72 -152.630 47 47 66 COMB3 23851.79 -14.544 48 48 63 COMB3 39956.10 -68.516 48 48 47 COMB3 40314.38 -112.743




m Joint OutputC


Kgf/m2 Degrees 48 48 52 COMB3 17069.19 -155.933 48 48 65 COMB3 16204.87 -25.439 49 49 66 COMB3 24382.76 -73.754 49 49 65 COMB3 23537.86 -95.996 49 49 67 COMB3 14341.25 -99.872 49 49 68 COMB3 15689.48 -64.229 50 50 65 COMB3 22274.37 -80.534 50 50 52 COMB3 22386.70 -101.058 50 50 57 COMB3 14657.28 -107.034 50 50 67 COMB3 14485.13 -75.351 51 51 69 COMB3 14350.77 -8.728 51 51 70 COMB3 14273.87 -8.775 51 51 71 COMB3 14262.21 -8.466 51 51 72 COMB3 14339.17 -8.421 52 52 70 COMB3 17199.47 -24.179 52 52 73 COMB3 16840.64 -24.728 52 52 74 COMB3 16679.59 -23.498 52 52 71 COMB3 17041.81 -22.970 53 53 73 COMB3 22882.59 -40.272 53 53 75 COMB3 18873.68 -51.602 53 53 76 COMB3 14812.86 -37.685 53 53 74 COMB3 19667.69 -27.414 54 54 75 COMB3 30976.92 -45.912 54 54 61 COMB3 26942.47 -55.673 54 54 64 COMB3 21985.32 -46.285 54 54 76 COMB3 26777.37 -36.401 55 55 72 COMB3 7890.21 -10.513 55 55 71 COMB3 8827.16 -9.386 55 55 77 COMB3 9031.18 -15.351 55 55 78 COMB3 8117.81 -17.128 56 56 71 COMB3 10705.94 -34.247 56 56 74 COMB3 9647.20 -38.647 56 56 79 COMB3 8885.40 -32.008 56 56 77 COMB3 10024.92 -28.021 57 57 74 COMB3 14566.15 -46.362 57 57 76 COMB3 13966.20 -49.008 57 57 80 COMB3 13306.55 -46.491 57 57 79 COMB3 13934.93 -43.833 58 58 76 COMB3 15134.10 -49.682 58 58 64 COMB3 16226.29 -45.328 58 58 66 COMB3 17412.34 -49.069 58 58 80 COMB3 16399.33 -53.337 59 59 78 COMB3 2869.65 -30.165 59 59 77 COMB3 2711.32 -32.130 59 59 81 COMB3 2617.64 -28.699 59 59 82 COMB3 2781.30 -26.869 60 60 77 COMB3 6644.16 -56.676 60 60 79 COMB3 6036.64 -66.877 60 60 83 COMB3 4885.79 -60.974 60 60 81 COMB3 5619.14 -49.489 61 61 79 COMB3 7932.33 -70.960 61 61 80 COMB3 8378.88 -63.497 61 61 84 COMB3 9423.19 -66.622 61 61 83 COMB3 9028.44 -73.344 62 62 80 COMB3 15117.81 -73.477 62 62 66 COMB3 14627.68 -82.235




m Joint OutputC


Kgf/m2 Degrees 62 62 68 COMB3 12329.91 -80.776 62 62 84 COMB3 12907.59 -70.543 63 63 61 COMB3 79545.21 53.848 63 63 75 COMB3 47960.84 11.924 63 63 85 COMB3 16110.36 142.042 63 63 86 COMB3 65473.22 101.187 64 64 75 COMB3 54092.12 61.207 64 64 73 COMB3 31067.96 33.009 64 64 87 COMB3 18474.08 113.631 64 64 85 COMB3 47979.49 98.878 65 65 73 COMB3 35621.91 69.273 65 65 70 COMB3 23555.68 57.642 65 65 88 COMB3 20010.94 96.089 65 65 87 COMB3 33383.95 93.645 66 66 70 COMB3 28413.16 80.579 66 66 69 COMB3 23181.59 78.426 66 66 89 COMB3 22741.29 92.996 66 66 88 COMB3 28055.09 92.428 67 67 86 COMB3 42635.18 80.370 67 67 85 COMB3 30864.85 76.639 67 67 90 COMB3 30632.03 101.383 67 67 91 COMB3 42466.94 98.185 68 68 85 COMB3 42968.00 73.285 68 68 87 COMB3 28788.91 64.579 68 68 92 COMB3 26350.47 99.334 68 68 90 COMB3 41373.84 95.929 69 69 87 COMB3 38564.51 77.584 69 69 88 COMB3 28332.49 72.983 69 69 93 COMB3 27293.68 96.969 69 69 92 COMB3 37807.88 95.025 70 70 88 COMB3 32214.63 84.997 70 70 89 COMB3 28833.52 84.408 70 70 94 COMB3 28710.97 91.832 70 70 93 COMB3 32104.99 91.638 71 71 91 COMB3 42582.67 82.781 71 71 90 COMB3 35199.43 81.256 71 71 95 COMB3 34905.44 94.654 71 71 96 COMB3 42339.98 93.836 72 72 90 COMB3 38332.42 85.841 72 72 92 COMB3 34032.06 85.314 72 72 97 COMB3 33974.59 93.298 72 72 95 COMB3 38281.40 92.927 73 73 92 COMB3 37259.11 84.303 73 73 93 COMB3 32371.95 83.439 73 73 98 COMB3 32204.66 93.020 73 73 97 COMB3 37113.85 92.620 74 74 93 COMB3 35886.69 86.993 74 74 94 COMB3 32895.35 86.719 74 74 99 COMB3 32871.53 92.452 74 74 98 COMB3 35864.86 92.247 75 75 96 COMB3 43175.71 85.916 75 75 95 COMB3 38055.64 85.365 75 75 100 COMB3 38017.62 93.864 75 75 101 COMB3 43142.20 93.404 76 76 95 COMB3 41672.26 85.535 76 76 97 COMB3 36946.66 84.962




m Joint OutputC


Kgf/m2 Degrees 76 76 102 COMB3 36856.14 93.050 76 76 100 COMB3 41592.03 92.702 77 77 97 COMB3 39536.58 87.579 77 77 98 COMB3 36532.91 87.380 77 77 103 COMB3 36531.13 92.558 77 77 102 COMB3 39534.94 92.364 78 78 98 COMB3 38033.58 88.338 78 78 99 COMB3 36093.50 88.248 78 78 104 COMB3 36091.26 91.631 78 78 103 COMB3 38031.46 91.548 79 79 101 COMB3 45049.31 86.955 79 79 100 COMB3 41359.70 86.683 79 79 105 COMB3 41323.92 92.307 79 79 106 COMB3 45016.47 92.118 80 80 100 COMB3 43616.85 87.464 80 80 102 COMB3 40379.50 87.260 80 80 107 COMB3 40366.14 92.310 80 80 105 COMB3 43604.49 92.139 81 81 102 COMB3 42539.66 87.420 81 81 103 COMB3 39288.66 87.207 81 81 108 COMB3 39276.99 92.419 81 81 107 COMB3 42528.88 92.234 82 82 103 COMB3 41277.41 88.249 82 82 104 COMB3 38615.87 88.128 82 82 109 COMB3 38631.01 92.465 82 82 108 COMB3 41291.57 92.306 83 83 106 COMB3 46934.56 88.029 83 83 105 COMB3 44499.52 87.921 83 83 110 COMB3 44482.86 91.366 83 83 111 COMB3 46918.77 91.295 84 84 105 COMB3 46218.86 87.780 84 84 107 COMB3 43642.12 87.649 84 84 112 COMB3 43617.78 91.367 84 84 110 COMB3 46195.88 91.290 85 85 107 COMB3 45571.96 87.895 85 85 108 COMB3 42206.41 87.727 85 85 113 COMB3 42221.73 92.747 85 85 112 COMB3 45586.15 92.544 86 86 108 COMB3 44382.76 87.753 86 86 109 COMB3 40921.14 87.563 86 86 114 COMB3 40936.17 92.889 86 86 113 COMB3 44396.62 92.664 87 87 111 COMB3 48658.33 88.589 87 87 110 COMB3 47452.29 88.553 87 87 115 COMB3 47437.33 90.152 87 87 116 COMB3 48643.74 90.149 88 88 110 COMB3 49563.33 88.151 88 88 112 COMB3 46586.06 88.032 88 88 117 COMB3 46588.56 92.055 88 88 115 COMB3 49565.68 91.932 89 89 112 COMB3 48554.56 87.958 89 89 113 COMB3 45584.31 87.825 89 89 118 COMB3 45577.26 91.927 89 89 117 COMB3 48547.93 91.809 90 90 113 COMB3 47122.64 87.701 90 90 114 COMB3 43156.67 87.490




m Joint OutputC


Kgf/m2 Degrees 90 90 119 COMB3 43185.79 93.275 90 90 118 COMB3 47149.31 93.000 91 91 116 COMB3 50647.37 90.545 91 91 115 COMB3 51424.49 90.537 91 91 120 COMB3 51423.58 89.586 91 91 121 COMB3 50646.44 89.580 92 92 115 COMB3 51066.83 88.928 92 92 117 COMB3 50339.36 88.912 92 92 122 COMB3 50330.53 89.821 92 92 120 COMB3 51058.13 89.824 93 93 117 COMB3 52366.01 87.650 93 93 118 COMB3 46962.97 87.379 93 93 123 COMB3 47066.60 94.617 93 93 122 COMB3 52458.96 94.142 94 94 118 COMB3 50813.62 86.719 94 94 119 COMB3 45461.84 86.332 94 94 124 COMB3 45466.28 93.754 94 94 123 COMB3 50817.60 93.359 95 95 123 COMB3 43824.76 -0.895 95 95 124 COMB3 40885.04 -0.960 95 95 125 COMB3 40941.46 3.158 95 95 126 COMB3 43877.40 2.946 96 96 122 COMB3 45327.98 -0.282 96 96 123 COMB3 47521.81 -0.269 96 96 126 COMB3 47582.71 -2.911 96 96 127 COMB3 45391.82 -3.052 97 97 120 COMB3 51222.20 -1.815 97 97 122 COMB3 44145.73 -2.106 97 97 127 COMB3 44452.34 7.054 97 97 128 COMB3 51486.68 6.086 98 98 121 COMB3 45837.39 -1.331 98 98 120 COMB3 44922.96 -1.358 98 98 128 COMB3 44910.59 -0.191 98 98 129 COMB3 45825.27 -0.188 99 99 126 COMB3 44331.53 -3.641 99 99 125 COMB3 48399.55 -3.334 99 99 130 COMB3 48806.47 -8.116 99 99 131 COMB3 44775.44 -8.853

100 100 127 COMB3 47331.81 0.661 100 100 126 COMB3 45364.83 0.689 100 100 131 COMB3 45431.09 3.171 100 100 132 COMB3 47395.33 3.039 101 101 128 COMB3 51026.63 -2.700 101 101 127 COMB3 45380.64 -3.036 101 101 132 COMB3 45433.31 4.102 101 101 133 COMB3 51073.48 3.648 102 102 129 COMB3 54017.85 1.250 102 102 128 COMB3 45679.63 1.478 102 102 133 COMB3 46645.94 11.774 102 102 134 COMB3 54837.42 9.996 103 103 131 COMB3 55621.98 4.693 103 103 130 COMB3 39815.98 6.563 103 103 135 COMB3 44519.97 27.317 103 103 136 COMB3 59080.62 20.231 104 104 132 COMB3 53532.91 -1.494 104 104 131 COMB3 42180.57 -1.896




m Joint OutputC


Kgf/m2 Degrees 104 104 136 COMB3 43318.42 13.295 104 104 137 COMB3 54433.97 10.545 105 105 133 COMB3 50110.10 1.956 105 105 132 COMB3 49026.94 1.999 105 105 137 COMB3 49076.71 3.264 105 105 138 COMB3 50158.79 3.194 106 106 134 COMB3 53850.91 -5.659 106 106 133 COMB3 55741.53 -5.466 106 106 138 COMB3 55954.43 -7.403 106 106 139 COMB3 54071.26 -7.662 107 107 155 COMB3 184324.05 -2.005 107 107 1 COMB3 184212.99 -0.250 107 107 2 COMB3 189856.26 -0.243 107 107 156 COMB3 189964.02 -1.945 109 108 156 COMB3 201427.75 2.654 109 108 2 COMB3 201214.42 -0.296 109 108 5 COMB3 190846.95 -0.313 109 108 157 COMB3 191071.86 2.798 110 109 157 COMB3 190534.84 -2.989 110 109 5 COMB3 190302.48 0.964 110 109 7 COMB3 203437.36 0.901 110 109 158 COMB3 203654.73 -2.797 111 110 158 COMB3 190104.12 1.652 111 110 7 COMB3 190044.23 0.812 111 110 9 COMB3 187259.57 0.825 111 110 159 COMB3 187320.35 1.676 112 111 160 COMB3 556149.37 1.394 112 111 155 COMB3 556049.18 0.872 112 111 156 COMB3 550983.96 0.880 112 111 161 COMB3 551085.07 1.407 113 112 161 COMB3 556725.13 -0.104 113 112 156 COMB3 556736.74 -0.384 113 112 157 COMB3 554010.71 -0.386 113 112 162 COMB3 553999.06 -0.104 114 113 162 COMB3 550739.09 -0.359 114 113 157 COMB3 550773.50 0.734 114 113 158 COMB3 561282.74 0.721 114 113 163 COMB3 561248.97 -0.352 115 114 163 COMB3 550058.94 -1.588 115 114 158 COMB3 549886.39 -0.679 115 114 159 COMB3 558607.03 -0.669 115 114 164 COMB3 558776.89 -1.563 116 115 168 COMB3 921802.53 0.493 116 115 163 COMB3 921808.65 0.536 116 115 164 COMB3 922490.17 0.535 116 115 169 COMB3 922484.05 0.493 117 116 167 COMB3 914661.94 -0.231 117 116 162 COMB3 914666.16 -0.289 117 116 163 COMB3 913734.46 -0.289 117 116 168 COMB3 913730.23 -0.231 118 117 166 COMB3 904856.98 -0.658 118 117 161 COMB3 904825.00 0.448 118 117 162 COMB3 922288.39 0.440 118 117 167 COMB3 922319.76 -0.645 119 118 165 COMB3 912502.79 -1.346 119 118 160 COMB3 912275.24 -0.417




m Joint OutputC


Kgf/m2 Degrees 119 118 161 COMB3 927062.60 -0.411 119 118 166 COMB3 927286.53 -1.324

Table: Joint Restraint Assignments

Table: Joint Restraint Assignments Joint U1 U2 U3 R1 R2 R3

135 Yes Yes Yes Yes Yes Yes 136 Yes Yes Yes Yes Yes Yes 137 Yes Yes Yes Yes Yes Yes 138 Yes Yes Yes Yes Yes Yes 139 Yes Yes Yes Yes Yes Yes 165 Yes Yes Yes Yes Yes Yes 166 Yes Yes Yes Yes Yes Yes 167 Yes Yes Yes Yes Yes Yes 168 Yes Yes Yes Yes Yes Yes 169 Yes Yes Yes Yes Yes Yes

Table: Load Case Definitions, Part 1 of 2

Table: Load Case Definitions, Part 1 of 2 Case Type InitialCond ModalCase BaseCase DesTypeOpt DesignType AutoType

DEAD LinStatic Zero Prog Det DEAD None

MODAL LinModal Zero Prog Det OTHER None Live Load LinStatic Zero Prog Det LIVE None

Table: Load Case Definitions, Part 2 of 2

Table: Load Case Definitions, Part 2 of 2 Case RunCase CaseStatus GUID Notes

DEAD Yes Finished

MODAL No Not Run Live Load Yes Finished

Table: Load Pattern Definitions

Table: Load Pattern Definitions LoadPat DesignType SelfWtMult AutoLoad GUID Notes

Dead Load DEAD 1.000000 Live Load LIVE 0.000000

Table: Material Properties 03b - Concrete Data, Part 1 of 2

Table: Material Properties 03b - Concrete Data, Part 1 of 2 Material Fc LtWtConc SSCurveOpt SSHysType SFc SCap FinalSlope FAngle

Kgf/m2 Degrees 4000Psi 2812278.50 No Mander Takeda 0.002000 0.005000 -0.100000 0.000



Table: Material Properties 03b - Concrete Data, Part 2 of 2

Table: Material Properties 03b - Concrete Data, Part 2

of 2 Material DAngle

Degrees 4000Psi 0.000

Table: Material Properties 03e - Rebar Data, Part 1 of 2

Table: Material Properties 03e - Rebar Data, Part 1 of 2 Material Fy Fu EffFy EffFu SSCurveO

pt SSHysTyp

e SHard SCap

Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2

A615Gr60 42184177.57

63276266.35

46402595.33

69603892.99

Simple Kinematic 0.010000 0.090000



Material FinalSlope UseCTDef

A615Gr60 -0.100000 No

Table: Preferences - Concrete Design - ACI 318-05/IBC2003, Part 1 of 2

Table: Preferences - Concrete Design - ACI 318-05/IBC2003, Part 1 of 2 THDesign NumCurves NumPoints MinEccen PatLLF UFLimit SeisCat PhiT PhiCTi

ed

Envelopes 24 11 Yes 0.750000 0.950000 D 0.900000 0.650000



PhiCSpiral PhiV PhiVSeismic

PhiVJoint

0.700000 0.750000 0.600000 0.850000

Table: Project Information

Table: Project Information Item Data

Company Name Bravo corp.

Client Name Project Name

Project Number Model Name

Model Description



Table: Project Information Item Data

Revision Number

Frame Type Engineer Checker

Supervisor Issue Code

Design Code



3D Model



Live Load Attachment

Deformed Shape



Stress Contour

LAMPIRAN 4

TABEL

KOEFISIEN UNTUK

PERHITUNGAN BETON

LAMPIRAN 5

DATA SOIL TEST

SOIL TEST

PERENCANAAN FONDASI GRAHA ISTN

GRAHA ISTN

JAKARTA SELATAN 19‐11‐2009

Gedung Graha ISTN Jakarta Selatan 1 Non Jamil

Gedung Graha ISTN Jakarta SelatanS1 Jamil

Gedung Graha ISTN Jakarta Selatan ISTN 1 19‐11‐2009

Laporan an Struktur Gedung_Gabungan

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Transcript of Laporan an Struktur Gedung_Gabungan