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.

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.

Penyusun,

Jakarta, 22 November 2009

Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

DAFTAR ISI LEMBAR ASISTENSI KATA PENGANTAR

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

ii

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

v

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

viii

BAB I

PENDAHULUAN ……………………………………………………………………………………………

I‐1

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

I‐1

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

I‐1

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

I‐1

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

I‐2

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

I‐2

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

I‐2

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

I‐3

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

I‐3

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

I‐5

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

I‐5

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

I‐8

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

I‐10

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

I‐10

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

I‐12

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

I‐14

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

I‐16

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

I‐18


ii

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

II‐1

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

II‐1

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

II‐3

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

III‐1

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

III‐1

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

III‐4

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

III‐4

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

III‐6

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

IV‐1

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

IV‐1

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

IV‐7

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

V‐1

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

V‐1

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

V‐1

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

V‐1

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

V‐4

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

V‐4

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

V‐4

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

V‐4

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

V‐5

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

VI‐1

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

VI‐1

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

VI‐1

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

VI‐2

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

VI‐5

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

VI‐5


iii

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

VI‐12

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

VI‐17

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

VI‐22

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

VI‐22

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

VI‐22

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

VI‐26

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

VI‐27

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

VI‐28

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

VI‐30

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

VI‐30

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

VI‐33

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

VII‐1

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

VII‐1

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

VII‐1

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

VII‐2

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

VII‐3

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

VII‐3

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

VII‐2

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

VII‐9

7.2.2.2 Daya Dukung Fondasi Terhadap Gaya Tekan ( Compressive )

VII‐11

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

VII‐13

7.2.3 Punching Shear pada Pile Cap ……………………………………………………….... VII‐14 7.2.4 Perhitungan Tulangan Fondasi ………………………………………………………..

VII‐19

7.2.4.1 Perhitungan Tulangan Pile Cap …………………………………………… VII‐19 7.2.4.2 Perhitungan Tulangan Pedestal …………………………………………..

VII‐22

7.2.4.3 Perhitungan Tulangan Bored Pile ……………………………………….. VII‐25 7.2.4.4 Perhitungan Tulangan Tie Beam ………………………………………….

VII‐26


iv

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

VIII‐1

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

VIII‐1

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

VIII‐3

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

VIII‐4

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


v

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

I‐6

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

I‐9

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

I‐10

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

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

I‐11

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

I‐12

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

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

I‐13

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

I‐14

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

I‐15

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

I‐16

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

I‐17

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

I‐18

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

II‐1

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

II‐2

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

II‐2

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

II‐3

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

II‐4

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

II‐4

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

II‐5

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

II‐5

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

III‐4

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

III‐6

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

III‐7

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

III‐7

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

IV‐10

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

IV‐10


v

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

V‐2

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

VI‐1

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

VI‐2

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

VI‐3

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

VI‐4

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

VI‐5

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

VI‐5

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

VI‐9

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

VI‐12

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

VI‐13

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

VI‐14

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

VI‐15

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

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

VI‐18

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

VI‐20

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

VI‐21

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

VI‐25

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

VI‐25

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

VI‐27

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

VI‐29

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

VI‐30

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

VI‐31

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

VI‐32

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

VI‐33

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

VII‐4

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

VII‐6

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

VII‐7

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

VII‐9

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

VII‐11

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

VII‐14

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

VII‐16


vi

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

VII‐18

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

VII‐19

Gambar 7.j Penulangan pile cap ....................................................................................... VII‐21 Gambar 7.k Penulangan pedestal .....................................................................................

VII‐24

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

VII‐27

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

VII‐28

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

VIII‐2

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

VIII‐3

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

VIII‐4

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

VIII‐5


vii

DAFTAR TABEL Tabel 1.1 Summary Preliminary Design ………………………………………………………………..........

I‐24

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

III‐1

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

III‐5

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

IV‐6

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

IV‐8

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

IV‐9


viii

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 : Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

I ‐ 1

1. Mutu beton ( f’c )

: 300 kg/cm2

2. Modulus elastisitas beton ( Ec ) : 4700 f'c = 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. Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

I ‐ 2

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 )


I ‐ 3

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

# Beban hidup pada lantai perkantoran

= 250 kg/m2

# Beban air hujan

2. Beban hidup (PPPURG pasal 2.1.2)

= 5 kg/m2

= 100 kg/m2

# Beban hidup pada tangga perkantoran

= 300 kg/m2

# Beban terpusat dari pekerja

3. Beban angin (PPPURG pasal 2.1.3) Beban angin dihitung dengan rumus :

Tekanan tiup ( P ) =

V2 ( kg/m2 ) 16

Dimana V adalah kecepatan angin dalam m/det., dalam perencanaan gedung ini diasumsikan nilai V = 79 km/jam = 79 m/det. Maka :

Tekanan tiup ( P ) =

79 2 = 30 ( kg/m2 ) 16

Jadi nilai tekanan tiup ( P ) tersebut memenuhi persyaratan batas minimum tekanan tiup ( P ) dalam ( PPPURG pasal 2.1.3 ) yakni minimum 25 kg/m2.


I ‐ 4

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

# 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

= 42 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. Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

I ‐ 5

Kolom

Balok Anak

Ly = 6,8 m

Pelat Lantai

Balok Induk

Lx = 3 m

Gambar 1.a Sketsa pelat lantai yang ditinjau

Lendutan balok atas tumpuan sederhanaakibat bebanmerataadalah:

5 (qu)( Ln)4 Δ= 384 EI Akibat pelat lantai yang ditinjau melendut pada kedua arah ( arah x dan arah y ), maka perhitungan lendutannya pun pada kedua arah tersebut.

5 (qx )( Lx )4 5 (qy )( Ly )4 Δx = dan Δy = 384 EI 384 EI Δx = Δy qx (Lx )4 = qy (Ly )4 qx (Lx )4 qx (3)4 qy = = = 0,038 qx ......................... ( 1 ) 6,8 4 Ly 4

qx + qy = qu qy = qu - qx ......................... ( 2 ) Pers. ( 1 ) & ( 2 ) ===> 0,038 qx = qu ‐ qx qu = 1,038 qx ......................... ( 3 ) Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

I ‐ 6

qu = 1,2 ( q DL ) + 1,6 ( q LL ) = 1,2 ( 384 ) + 1,6 ( 250 ) = 860,8 kg/m2 = 860,8 kg/m2 x 1m = 860,8 kg/m ......................... ( 4 ) Pers. ( 3 ) & ( 4 ) ===> 1,038 qx = 860,8 kg/m qx = 829,3 kg/m Dari Pers. ( 2 ) ===> qy = 31,5 kg/m MRx = 1 8 (qx) (Lx)2 = 1 8 (829,3) (3)2 = 932,9 kg m = 0,933 t m MRy = 1 8 (qy) (Ly)2 = 1 8 (31,5) (6,8)2 = 182,1 kg m = 0,182 t m Regangan leleh baja (ε y ) ditentukan berdasarkan hukum Hooke : Es =

fy fy 2400 ===> ε y = = = 0,0012 εy E s 2x10 5

Keadaan keseimbangan regangan memberikan : Kb =

0,003 0,003 = = 0,71 0,003 + ε y 0,003 + 0,0012

Harga perbandingan tulangan maksimum : K c = 0,75 K cb = 0,75 (0,71) = 0,53 K a = βK c = 0,85 (0,53) = 0,45 K z = 1 − 0,5 K a = 1 − 0,5 (0,45) = 0,77 Kd2 =

1 1 = = 0,0113 cm2 /kg = 0,00113 m2 /t 0,85 x fc' x K a x K z 0,85 x 300 x 0,45 x 0,77

MR = Φ Mn ===> Mn =

MR Φ

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

MR x 0,933 = = 1,166 t m 0,80 0,80

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

M MR = Φ Mn ===> Mn = R Φ Berdasarkan SK SNI T ‐ 15 ‐ 1991 ‐ 03 pasal 2.2.3 ayat 2, nilai Φ diambil 0.80 , maka : nx = MR x = 0,933 = 1,166 t m M 0,80 0,80 Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

I ‐ 7

M y 0,182 Mny = R = = 0,227 t m 0,80 0,80 b x d2 b x d2 Mo = ===> M = ; digunakan M terbesar ox Kd2 Kd2 1 x d2 1 ,166 = 0,00113 d = 0,036 m = 3,6 cm ===> maka diambil 12 cm 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 : A. Beban Mati ( Dead Load )

# Berat sendiri pelat lantai ( asumsi t = 10 cm ) = 0,10 m x 2400 kg/m3 = 240 kg/m2 # Genangan air hujan ( 5 mm )

= 0,005 m x 1000 kg/m3 = 5 kg/m2


= ( 11 + 7 ) kg/m2

= 18 kg/m2


= 40 kg/m2

q DL = 303 kg/m2



= 100 kg/m2

q LL

= 100 kg/m2


I ‐ 8

Kolom

Balok Anak

Pelat Atap

Ly = 6,8 m

Balok Induk

Lx = 3 m

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 Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

I ‐ 9

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 : A. Beban Mati ( Dead Load )


= 0,005 m x 1000 kg/m3 = 5 kg/m2


= ( 11 + 7 ) kg/m2

= 18 kg/m2


= 40 kg/m2

q DL = 303 kg/m2



= 100 kg/m2

q LL

= 100 kg/m2

Balok Induk yang Ditinjau

Kolom

Ly = 6,8 m

Balok Anak Pelat Atap

Pelat Atap Balok Induk

Lx = 3 m

Lx = 3 m

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


I ‐ 10

Selanjutnya adalah menentukan dimensi balok induk tersebut dengan analisa sebagai berikut :

h = 1,5 m

h = 1,5 m

Ly = 6,8 m

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 : Mmaks = qu 24 ( 3L2 ‐ 4h2 )

= ( 1570,8 24 ) ( 3 ( 6,8 )2 ‐ 4 ( 1,5 )2 ))

= 8490,2 kg m

= 8,49 t m M 8,49 Mn = maks = = 10,61 t m 0,80 0,80

b x d2 Mn = ; ambil b = 20 cm Kd2

0,20 x d2 10,61 = ===> d = 0,24 m ≈ 30 cm 0,00113

Maka digunakan dimensi balok induk pelat atap 20 cm x 30 cm. Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

I ‐ 11

1.6.3.2 Balok Induk Pelat Lantai

Pembebanan pada balok induk merupakan beban beban pelat lantai yang menumpu di‐ atasnya, yaitu : A. Beban Mati ( Dead Load )


= 2 x 21 kg/m2


= 0.005 m x 2200 kg/m3 = 11 kg/m2


= ( 11 + 7 ) kg/m2

= 18 kg/m2


= 25 kg/m2

= 42 kg/m2

q DL = 384 kg/m2



= 250 kg/m2

q LL

= 250 kg/m2

Balok Induk yang Ditinjau

Kolom

Ly = 6,8 m

Balok Anak Pelat Lantai

Pelat Lantai Balok Induk

Lx = 3 m

Lx = 3 m

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


I ‐ 12

Selanjutnya adalah menentukan dimensi balok induk tersebut dengan analisa sebagai berikut :

h = 1,5 m h = 4,4 m

h = 1,5 m

Ly = 6,8 m

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


= 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 : Mmaks = (( qu 24) ( 3L2 ‐ 4h2 )) + ( 1 8 ( qdinding ) ( L )2 )

= (( 2582,4 24) ( 3 ( 6,8 )2 ‐ 4 ( 1,5 )2 )) + ( 1 8 ( 1320 ) ( 6,8 )2 )

= 13957,87 + 7629,60 kg m

= 21587,47 kg m = 21,59 t m M 21,59 = 26,99 t m Mn = maks = 0,80 0,80 Mn =

b x d2 ; ambil b = 20 cm Kd2

26,99 =

0,20 x d2 ===> d = 0,39 m ≈ 40 cm 0,00113

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


I ‐ 13

1.6.3.3 Balok Anak Pelat Atap

Pembebanan pada balok anak merupakan beban beban pelat atap yang menumpu di‐ atasnya, yaitu : A. Beban Mati ( Dead Load )


= 0,005 m x 1000 kg/m3 = 5 kg/m2


= ( 11 + 7 ) kg/m2

= 18 kg/m2


= 40 kg/m2

q DL = 303 kg/m2



= 100 kg/m2

q LL

= 100 kg/m2

Balok Anak yang Ditinjau

Kolom

Ly = 6,8 m

Pelat Atap

Pelat Atap Balok Induk

Lx = 3 m

Lx = 3 m

Gambar 1.g Sketsa tributary pembebanan pada balok anak pelat atap Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

I ‐ 14

Selanjutnya adalah menentukan dimensi balok anak tersebut dengan analisa sebagai berikut :

h = 1,5 m

h = 1,5 m Ly = 6,8 m Gambar 1.h Sketsa tributary pembebanan pada balok anak pelat atap tampak samping


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

Maka : Mmaks = qu 24 ( 3L2 ‐ 4h2 )

= ( 1570,8 24 ) ( 3 ( 6,8 )2 ‐ 4 ( 1,5 )2 ))

= 8490,2 kg m

= 8,49 t m

Mmaks 8,49 M n = 0,80 = 0,80 = 10,61 t m

Mn =

b x d2 ; ambil b = 20 cm Kd2

10,61 =

0,20 x d2 ===> d = 0,24 m ≈ 25 cm 0,00113

Maka digunakan dimensi balok anak pelat atap 20 cm x 25 cm. Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

I ‐ 15

1.6.3.4 Balok Anak Pelat Lantai

Pembebanan pada balok anak merupakan beban beban pelat lantai yang menumpu di‐ atasnya, yaitu : A. Beban Mati ( Dead Load )


= 2 x 21 kg/m2


= 0.005 m x 2200 kg/m3 = 11 kg/m2


= ( 11 + 7 ) kg/m2

= 18 kg/m2


= 25 kg/m2

= 42 kg/m2

q DL = 384 kg/m2



= 250 kg/m2

q LL

= 250 kg/m2

Balok Anak yang Ditinjau

Kolom

Ly = 6,8 m

Pelat Lantai

Pelat Lantai Balok Induk

Lx = 3 m

Lx = 3 m

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


I ‐ 16

Selanjutnya adalah menentukan dimensi balok anak tersebut dengan analisa sebagai berikut :

h = 1,5 m

h = 1,5 m Ly = 6,8 m Gambar 1.j Sketsa tributary pembebanan pada balok anak pelat lantai tampak samping

Dari gambar 1.d tersebut maka selanjutnya diperoleh beban ekivalen sebagai berikut : 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 : Mmaks = ( qu 24) ( 3L2 ‐ 4h2 )

= ( 2582,4 24) ( 3 ( 6,8 )2 ‐ 4 ( 1,5 )2 )

= 13957,87 kg m

= 13,96 t m M 13,96 = 17,45 t m Mn = maks = 0,80 0,80

b x d2 Mn = ; ambil b = 20 cm Kd2

0,20 x d2 17,45 = ===> d = 0,31m ≈ 35 cm 0,00113

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


I ‐ 17

1.6.4 Kolom

Area Beban yang Dipikul oleh Kolom

Ly2 = 6,8 m

Balok Induk

Pelat Lantai

Kolom yang Ditinjau

Ly1 = 5 m

Balok Anak

Lx = 6 m

Lx = 6 m

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


I ‐ 18

A. Beban Pelat Lantai Tiap m2 1) Beban Mati ( Dead Load )


= 2 x 21 kg/m2


= 0.005 m x 2200 kg/m3 = 11 kg/m2


= ( 11 + 7 ) kg/m2

= 18 kg/m2


= 25 kg/m2

= 42 kg/m2

q DL = 384 kg/m2

2) Beban Hidup ( Live Load )


= 250 kg/m2

q LL

= 250 kg/m2

B. Beban Pelat Atap Tiap m2 1)

Beban Mati ( Dead Load )


= 0,005 m x 1000 kg/m3 = 5 kg/m2


= ( 11 + 7 ) kg/m2

= 18 kg/m2


= 40 kg/m2

2)

q DL = 303 kg/m2

Beban Hidup ( Live Load )


= 100 kg/m2

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


I ‐ 19

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 :

Pu Pu 20959,4 kg = 0,25 x f' c ===> A = = 279,4 cm2 = 2 A 0,25 x f' c 0,25 (300 kg/cm ) A = b x h ===> b = h = 16,7 cm ≈ 25 cm Maka digunakan dimensi kolom 25 cm x 25 cm.


I ‐ 20

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 : Pu Pu 55656,2 kg = 0,25 x f' c ===> A = = 742,1 cm2 = 2 A 0,25 x f' c 0,25 (300 kg/cm ) A = b x h ===> b = h = 27,2 cm ≈ 35 cm Maka digunakan dimensi kolom 35 cm x 35 cm. 3) Kolom Lantai 5 Pelat lantai ( luas = 35,4 m2 )

= 35,4 m2 x 860,8 kg/m2

= 30472,3 kg

Balok lnduk pelat lantai ( L = 11,9 m )

= 11,9 m x 134,4 kg/m

= 1599,4 kg


= 17,8 m x 110.4 kg/m

= 1965,1 kg


= 4,4 m x ( 0,35 m x 0,35 m ) x 2,4 x 103 kg/m3

= 1293,6 kg

Pu6

= 55656,2 kg


Maka : Pu Pu 90986,6 kg = 0,25 x f' c ===> A = = 1213,1 cm2 = 2 A 0,25 x f' c 0,25 (300 kg/cm )


I ‐ 21

A = b x h ===> b = h = 34,8 cm ≈ 45 cm Maka digunakan dimensi kolom 45 cm x 45 cm. 4) Kolom Lantai 4 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


= 17,8 m x 110,4 kg/m

= 1965,1 kg


= 4,4 m x ( 0,45 m x 0,45 m ) x 2,4x103 kg/m3

= 2138,4 kg

Pu5

= 90986,6 kg


Maka :

Pu Pu 127161,8 kg = 0,25 x f' c ===> A = = 1695,5 cm2 = 2 A 0,25 x f' c 0,25 (300 kg/cm ) A = b x h ===> b = h = 41,2 cm ≈ 50 cm Maka digunakan dimensi kolom 50 cm x 50 cm. 5) Kolom Lantai 3 Pelat lantai ( luas = 35,4 m2 )

= 35,4 m2 x 860,8 kg/m2

= 30472,3 kg


= 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

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


= 2640 kg

Pu4

= 127161,8 kg



I ‐ 22

Maka : Pu Pu 163838,6 kg = 0,25 x f' c ===> A = = 2184,5 cm2 = 2 A 0,25 x f' c 0,25 (300 kg/cm ) A = b x h ===> b = h = 46,7 cm ≈ 55 cm Maka digunakan dimensi kolom 55 cm x 55 cm. 6) Kolom Lantai 2 Pelat lantai ( luas = 35,4 m2 )

= 35,4 m2 x 860,8 kg/m2

= 30472,3 kg


= 11,9 m x 134,4 kg/m

= 1599,4 kg


= 17,8 m x 110,4 kg/m

= 1965,1 kg


= 4,4 m x ( 0,55 m x 0,55 m ) x 2,4 x 103 kg/m3

= 3194,4 kg

Pu3

= 163838,6 kg


Maka :

Pu Pu 201069,8 kg = 0,25 x f' c ===> A = = 2680,9 cm2 = A 0,25 x f' c 0,25 (300 kg/cm2 ) A = b x h ===> b = h = 51,8 cm ≈ 60 cm Maka digunakan dimensi kolom 60 cm x 60 cm. 7) Kolom Lantai 1 Pelat lantai ( luas = 35,4 m2 )

= 35,4 m2 x 860,8 kg/m2

= 30472,3 kg


= 11,9 m x 134,4 kg/m

= 1599,4 kg


= 17,8 m x 110,4 kg/m

= 1965,1 kg


I ‐ 23

= 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 :

Pu Pu 237052,2 kg = 0,25 x f' c ===> A = = 3160,7 cm2 = A 0,25 x f' c 0,25 (300 kg/cm2 ) A = b x h ===> b = h = 56,2 cm ≈ 65 cm Maka digunakan dimensi kolom 65 cm x 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


I ‐ 24

BAB II DENAH DAN POTONGAN STRUKTUR GEDUNG 2.1 Denah Struktur Gedung Denah struktur gedung yang direncanakan adalah sebagai berikut :

1

2

3

4

5

6

A

6,8 m

B 5 m

18,6 m

C

6,8 m

D 6 m

6 m

5 m

6 m

6 m

29 m

Gambar 2.a Sketsa denah lantai atap


II ‐ 1

2

3

4

5

6

6,8 m

A

5 m

B

C 6,8 m

18,6 m

1

D 6 m

6 m

5 m

6 m

6 m

29 m Gambar 2.b Sketsa denah lantai 1 – 6

Gambar 2.c Denah lantai atap pada pemodelan STAAD Pro


II ‐ 2

2.2 Potongan Struktur Gedung Potongan struktur gedung yang direncanakan terdiri dari potongan memanjang dan potongan melintang. 4,4 m 4,4 m

4,4 m 4,4 m

4,4 m 4,4 m

30,8 m

4,4 m

6 m

6 m

5 m

6 m

6 m

1

2

3

4

5

6

Gambar 2.d Potongan memanjang Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

II ‐ 3

4,4 m 4,4 m

4,4 m 4,4 m

4,4 m 4,4 m

6,8 m

30,8 m

4,4 m

A

5 m

B

6,8 m

C

D

Gambar 2.e Potongan melintang

Gambar 2.f Perspektif memanjang pada pemodelan STAAD Pro


II ‐ 4

Gambar 2.g Perspektif melintang pada pemodelan STAAD Pro

Gambar 2.h Tampak 3 dimensi pada pemodelan STAAD Pro


II ‐ 5

BAB III PEMERIKSAAN TATA LETAK STRUKTUR GEDUNG 3.1 Tata Letak Struktur Gedung Tabel 3.1 Pemeriksaan tata letak struktur No

1

Persyaratan

Keterangan

A atau B < 10 bentang

A = 3 bentang

A atau B < 50 m

B = 5 bentang A = 18,6 m

Hasil

OK

B = 29 m 2

3

4

5

6

A < 5*B

A < 5*29 = 145

A > 0,2*B

A > 0,2*29 = 5,8

Tinggi struktur < 10

Tinggi struktur = 7 lantai

Tinggi tingkat h < 40 m

h = 30,8 m

Panjang tonjolan K1 < 0,25 A

K1 = 0

K2 < 0,25 A

K2 = 0

H/A < 5

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

H/B < 5

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

Semua kolom portal harus vertikal dan menerus

Semua kolom portal vertikal dan menerus

OK

OK

OK

OK

OK


III ‐ 1

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

Tinggi tingkat tidak boleh berselisihan 10% dari tinggi lainnya

Tabel selisih tinggi tingkat

W(i−1 ) Wi < × 125 % Dij D (1+i )

OK

Jumlah berat masing‐masing lantai sama dengan nilai D ij

Selisih

( m )

Tinggi

1

4,40

0

2

4,40

0

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%

Tingkat

9

Persentase terhadap Tingkat

Tinggi

OK


III ‐ 2

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

10

Arah x ‐‐‐‐‐‐‐ (arah B)

OK

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


III ‐ 3

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.

Y

1

2

3

4

5

6

6,8 m

A

B

5 m

18,6 m

6,8 m

C

D

6 m

6 m

5 m

6 m

X

6 m

29 m

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 =

TOTAL SELF WEIGHT =

9.00

1885708.0 (KG UNIT)


III ‐ 4

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 Beban Tingkat Kolom 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 )

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

0

1395.26

0.00

K 2‐B

132,23

11,8 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

0

872.19

0.00

K 2‐C

149,89

6,8 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

1

Σ =

3052,83

27475.47 44256.86


III ‐ 5

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.

Y 14,5 m

1

2

3

4

5

6 A

6,8 m

B

5 m

18,6 m

9 m

6,8 m

C

D 6 m

6 m

5 m

6 m

X

6 m

29 m

Gambar 3.b Koordinat pusat massa dan pusat kekakuan Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

III ‐ 6

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

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


III ‐ 7

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

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

= 30589,4 kg

# Balok anak pelat lantai ( L = 132,4 m ) = 132,4 m x 110,4 kg/m

= 14617,0 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

# Berat dinding bata ( L = 108,8 m )

= 107078,4 kg = 108,8 m x 1320 kg/m

= 143616 kg = 489974,4 kg

Beban Hidup

# Beban hidup

= 505,4 m2 x 250 kg/m2

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

= 28,7 m2 x 300 kg/m2

= 126350 kg = 8610 kg = 134960 kg

Reduksi 30% beban hidup = 40488 kg

Maka berat total lantai 1 adalah : W1 = 489974,4 + 40488 = 530462,4 kg Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

IV ‐ 1

2. Berat total lantai 2 Beban Mati


= 505,4 m2 x 384 kg/m2

= 194073,6 kg


= 30589,4 kg


= 14617,0 kg



= 91238,4 kg = 108,8 m x 1320 kg/m

= 143616 kg = 474134,4 kg

Beban Hidup

# Beban hidup

= 505,4 m2 x 250 kg/m2

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

= 28,7 m2 x 300 kg/m2

= 126350 kg = 8610 kg

= 134960 kg

Reduksi 30% beban hidup = 40488 kg

Maka berat total lantai 2 adalah : W2 = 474134,4 + 40488 = 514622,4 kg 3. Berat total lantai 3 Beban Mati


= 505,4 m2 x 384 kg/m2

= 194073,6 kg


= 30589,4 kg


= 14617,0 kg



= 76665,6 kg = 108,8 m x 1320 kg/m

= 143616 kg = 459561,6 kg


IV ‐ 2

Beban Hidup

# Beban hidup

= 505,4 m2 x 250 kg/m2


= 28,7 m2 x 300 kg/m2

= 126350 kg = 8610 kg = 134960 kg

Reduksi 30% beban hidup = 40488 kg Maka berat total lantai 3 adalah : W3 = 459561,6 + 40488 = 500049,6 kg 4. Berat total lantai 4 Beban Mati


= 505,4 m2 x 384 kg/m2

= 194073,6 kg


= 30589,4 kg


= 14617,0 kg



= 63360 kg = 108,8 m x 1320 kg/m

= 143616 kg = 446256 kg

Beban Hidup

# Beban hidup

= 505,4 m2 x 250 kg/m2


= 28,7 m2 x 300 kg/m2

= 126350 kg = 8610 kg = 134960 kg

Reduksi 30% beban hidup = 40488 kg Maka berat total lantai 4 adalah : W4 = 446256 + 40488 = 486744 kg


IV ‐ 3

5. Berat total lantai 5 Beban Mati


= 505,4 m2 x 384 kg/m2

= 194073,6 kg


= 30589,4 kg


= 14617,0 kg



= 51321,6 kg = 108,8 m x 1320 kg/m

= 143616 kg = 434217,6 kg

Beban Hidup

# Beban hidup

= 505,4 m2 x 250 kg/m2


= 28,7 m2 x 300 kg/m2

= 126350 kg = 8610 kg = 134960 kg

Reduksi 30% beban hidup = 40488 kg Maka berat total lantai 5 adalah : W5 = 434217,6 + 40488 = 474705,6 kg 6. Berat total lantai 6 Beban Mati


= 505,4 m2 x 384 kg/m2

= 194073,6 kg


= 30589,4 kg


= 14617,0 kg



= 31046,4 kg = 108,8 m x 1320 kg/m

= 143616 kg = 413942,4 kg


IV ‐ 4

Beban Hidup

# Beban hidup

= 505,4 m2 x 250 kg/m2


= 28,7 m2 x 300 kg/m2

= 126350 kg = 8610 kg = 134960 kg

Reduksi 30% beban hidup = 40488 kg Maka berat total lantai 6 adalah : 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 )

= 14617,0 kg

= 132,4 m x 110,4 kg/m


= 15840 kg


= 108,8 m x 1320 kg/m

= 143616 kg

# Berat parapet ( L = 95,2 m )

= 95,2 m x 1100 kg/m

= 104720 kg

= 472820,6 kg

Beban Hidup

# Beban hidup

= 539,4 m2 x 100 kg/m2


= 28,7 m2 x 300 kg/m2

= 53940 kg = 8610 kg = 62550 kg

Reduksi 30% beban hidup = 18765 kg Maka berat total lantai 7 ( atap ) adalah : W7 = 472820,6 + 18765 = 491585,6 kg


IV ‐ 5

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


IV ‐ 6

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 :

V=

C 1 . I 0,85 x 1 ⋅ Wt = x 3452600 = 45888,2 kg R 5,5


IV ‐ 7

# Distribusi beban gempa nominal statik ekuivalen Fi

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

Fi =

Wi .z i

∑ W .z i

i=1

⋅V

n

i

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

zi

Wi

Wi x zi

Fi x‐y

Vi

ke‐

( m )

( kg )

( kg m )

( kg )

( 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

3452600,0

58103729,2

Σ =

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

30,8 m tinggi total gedung = 1,06 < 3 ( Pasal 6.1.4 ) = 29 m panjang denah gedung

# Analisis terhadap T Rayleigh Besarnya T yang dihitung sebelumnya memakai cara‐cara empiris, harus dibandingkan dengan TRayleigh, dengan rumus : n

Ti = 6,3

∑ W .d i

i =1

n

2 i

g ∑ Fi .di

i=1


IV ‐ 8

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

zi

Wi

Fi

( kg )

( kg )

di ( mm )

Wi . di2 2

( kg mm )

Fi . di

ke‐

( m )

( 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

2399968443,0

1354347,4

Σ =

3452600,0

2399968443,0 = 2,68 detik 9810 x 1354347,4

Ti = 6,3

Nilai T yang diijinkan :

− 0,2 ≤

T − T1 ≤ 0,2 T1

− 0,2 ≤

0,95 − 2,68 ≤ 0,2 0,95

− 0,2 ≤ − 1,82 ≤ 0,2 ===> OK

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


IV ‐ 9

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

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


IV ‐ 10

BAB V PERHITUNGAN MEKANIKA STRUKTUR 5.1 Mekanika Pelat 5.1.1 Beban Pelat Lantai 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


= 0.005 m x 2200 kg/m3

= 11 kg/m2


= ( 11 + 7 ) kg/m2

= 18 kg/m2


= 25 kg/m2

q DL = 384 kg/m2



= 250 kg/m2

q LL

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

= 250 kg/m2

5.1.2 Beban Pelat Atap A. Beban Mati ( Dead Load )

# Berat sendiri pelat lantai ( asumsi t = 10 cm ) = 0,10 m x 2400 kg/m3

= 240 kg/m2

# Genangan air hujan ( 5 mm )

= 0,005 m x 1000 kg/m3

= 5 kg/m2


= ( 11 + 7 ) kg/m2

= 18 kg/m2


= 40 kg/m2

q DL = 303 kg/m2


V ‐ 1



= 100 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.

Balok Anak 20/25 cm

Kolom

Pelat Lantai

Pelat Lantai

Pelat Lantai

6,6 m

Balok Induk 20/30 cm

Ln = 2,8 m

Ln = 2,8 m

Bentang Ujung Bentang Dalam

Gambar 5.a Model pelat Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

V ‐ 2

Tabel 5.1 Momen pendekatan untuk struktur balok dan pelat menerus


V ‐ 3

Tabel 5.2 Momen desain balok rangka di muka tumpuan Bentang

Bentang Ujung

Lokasi

Besar Momen

Negatif terluar

qu . ln2 16

‐ 590,4

‐ 523,8

Positif

qu . ln2 14

674,8

598,4

Negatif interior

qu . ln2 10

‐ 944,7

‐ 838,1

Negatif

qu . ln2 11

‐ 858,8

‐ 761,9

Positif

qu . ln2 16

‐ 590,4

‐ 523,8

Bentang Dalam

MPelat Lantai ( kg m ) MPelat Atap ( kg m )

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. ( Data hasil perhitungan terlampir ) Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

V ‐ 4

5.2.4 Mekanika Portal Memanjang Beban Gravitasi + Gempa Perhitungan mekanika portal memanjang beban gravitasi + gempa dilakukan dengan menggunakan software STAAD Pro. ( Data hasil perhitungan terlampir )


V ‐ 5

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.

Ø 10

Ø 10

120

d = 85

20

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 ).

qu . ln2 MU = − = 947,7 kg m 10

MR = φ bd2 k

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

k perlu =

MU 947,7 = = 163840,83 kg/m2 = 1,6067 Mpa 2 2 φ bd 0,8 ( 1 ) ( 0,085 )


VI ‐ 1

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 : a =

As. fy 787,5 x 24 = = 7,41 mm 0,85 . fc . b 0,85 . 3 . 1000

φ Mn = φ As fy ( d ‐ 1/2 a ) = 0,8 x 787,5 x 24 ( 85 ‐ 7,41 / 2 ) = 1229180,4 kg mm = 1229,2 kg m > M pelat = 947,7 kg m ===> OK Panjang penyaluran tulangan tumpuan = 0,25 Ln = 0,25 x 5400 mm = 1350 mm

1350

1350

Ø10‐200

Ø10‐200

Ø10‐200

200

350

400

5400

120

200

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.


VI ‐ 2

Ø 10

Ø 10

100

d = 65

20

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 ). qu . ln2 = 944,7 kg m 10

MU = −

MR = φ bd2 k

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

k perlu =

MU 944,7 = = 279497,04 kg/m2 = 2,7409 Mpa 2 2 φ bd 0,8 ( 1 ) ( 0,065 )

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 :


VI ‐ 3

a =

As. fy 1099x 24 = = 10,34 mm 0,85 . fc . b 0,85 . 3 . 1000

φ Mn = φ As fy ( d ‐ 1/2 a ) = 0,8 x 1099 x 24 ( 65 ‐ 10,34 / 2 ) = 1262460,86 kg mm = 1262,5 kg m > M pelat = 838,1 kg m ===> OK Panjang penyaluran tulangan tumpuan = 0,25 Ln = 0,25 x 5400 mm = 1350 mm 1350

Ø10‐150

250

300

Ø10‐150

Ø10‐150

100

1350

200

5400

200

Gambar 6.d Penulangan tipikal pelat atap Tabel 6.1 Summary kebutuhan tulangan pelat lantai dan pelat atap Penulangan Pelat Lantai Bentang Bentang Ujung

Bentang Dalam

Lokasi

Kebutuhan Tulangan

As ( mm2 per m’ )

Ø10‐200 Ø10‐200 Ø10‐200 Ø10‐200 Ø10‐200

1099 1099 1099 1099 1099

Negatif eksterior Positif Negatif interior Negatif Positif

Penulangan Pelat Atap Bentang Bentang Ujung

Bentang Dalam

Lokasi

Kebutuhan Tulangan

As ( mm2 per m’ )

Ø10‐150 Ø10‐150 Ø10‐150 Ø10‐150 Ø10‐150

787,5 787,5 787,5 787,5 787,5

Negatif eksterior Positif Negatif interior Negatif Positif


VI ‐ 4

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 Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VI ‐ 5

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

No.

1

2

3

4

5 1

2

3

4

5

6

Beban

Lokasi

Negatif exterior Positif Mati ( DL ) Negatif interior Negatif exterior Positif Hidup ( LL ) Negatif interior Negatif exterior Positif Angin ( WL ) Negatif interior Negatif exterior Gempa arah sumbu X ( ELx ) Positif Negatif interior Negatif exterior Gempa arah sumbu Y ( ELy ) Positif Negatif interior Beban Kombinasi Negatif exterior Positif 1,4 DL Negatif interior Negatif exterior Positif 1,2 DL + 1,6 LL Negatif interior Negatif exterior Positif 1,2 DL + 1,0 LL + 1,6 WL Negatif interior Negatif exterior Positif 0,9 DL + 1,6 WL Negatif interior Negatif exterior Positif 1,2 DL + 1,0 LL + 1,0 ELx Negatif interior Negatif exterior Positif 1,2 DL + 1,0 LL – 1,0 Elx Negatif interior

Bentang Ujung ( kN m )

Dalam ( kN m )

60,84 41,29 61,38 14,56 14,64 14,21 0 0,34 7,62 0 0 15,88 0 0 0

62,03 40,59 60,45 14,23 14,66 14,52 0 0,43 7,68 0 0 15,88 0 0 0

85,17 57,81 85,93 96,30 72,98 96,38 72,78 63,64 100,04 39,97 36,61 67,42 71,26 64,98 103,73 86,64 63,17 86,89

86,84 56,82 84,62 97,20 72,16 95,76 74,20 62,67 99,34 41,36 35,84 66,69 72,86 63,95 102,94 87,69 62,38 86,15


VI ‐ 6

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

No.

Beban

7

1,2 DL + 1,0 LL + 1,0 Ely

8

1,2 DL + 1,0 LL – 1,0 Ely

9

0,9 DL + 1,0 ELx

10 0,9 DL – 1,0 ELx

11 0,9 DL + 1,0 ELy

12 0,9 DL – 1,0 ELy

Lokasi

Bentang Ujung ( kN m )

Negatif exterior Positif Negatif interior Negatif exterior Positif Negatif interior Negatif exterior Positif Negatif interior Negatif exterior Positif Negatif interior Negatif exterior Positif Negatif interior Negatif exterior Positif Negatif interior

Dalam ( kN m )

103,87 63,40 71,98 88,49 65,21 88,83 38,45 37,96 71,11 53,83 36,14 54,27 71,06 36,37 39,36 55,68 38,19 56,21

104,47 62,78 71,17 89,64 64,35 87,95 40,02 37,11 70,28 54,85 35,54 53,50 71,63 35,94 38,52 56,80 37,51 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


VI ‐ 7

bentang. Sengkang pertama harus dipasang pada jarak ≤ 50 mm dari muka perletakan. Spasi maksimum sengkang tidak boleh melebihi : ¾ d/4 ¾ delapan kali diameter tulangan longitudinal terkecil ¾ 24 kali diameter sengkang, dan ¾ 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


VI ‐ 8

b = 1500

d = 330

hf = 120

bw = 200

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, As =

MU 10652,98 ( 10 3 ) = 2054,97 mm2 = 0,80 x 24 x 270 φ fy z

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 Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VI ‐ 9

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, 1,4 1,4 ρ min = = = 0,0058 fy 240 As 2280,6 ρ aktual = = = 0,0349 > 0,0058 bw . d 200 x 326,50

Rasio penulangan ρaktual yang akan digunakan untuk menghitung k, As 2280,6 ρ = = = 0,0046 b . d 1500 x 326,50 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,

⎧ ⎛ 0,567 ( d ) ⎞⎫ − 1 ⎟⎬ As maks = 0,0425 hf ⎨ b + bw ⎜ hf ⎝ ⎠⎭ ⎩ ⎧ ⎛ 0,567 ( 326,50 ) ⎞⎫ = 0,0425 ( 120 ) ⎨ 1500 + 200 ⎜ − 1 ⎟⎬ 120 ⎝ ⎠⎭ ⎩ = 8203,57 mm2 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.


VI ‐ 10

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 M U ( kN m )

Lokasi

Bentang Ujung Bentang Dalam

Negatif exterior Positif Negatif interior Negatif exterior Positif Negatif interior

As perlu ( mm2 )

103,87 63,40 71,98 104,47 62,78 71,17

2043,17 1247,11 1415,88 2054,97 1234,91 1399,94

As terpasang ( mm2 )

6 D 22 = 2280,60 4 D 22 = 1520,40 4 D 22 = 1520,40 6 D 22 = 2280,60 4 D 22 = 1520,40 4 D 22 = 1520,40

M R ( kN m )

173,24 173,24 173,24 173,24 173,24 173,24

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

1,4 . b w . d = 464 mm2 , ini dipenuhi oleh tulangan 5 D22, dengan As = 1900,50 mm2. fy

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. Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VI ‐ 11

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


VI ‐ 12

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 : M + Mnr Wu x ln + Vu = nl ln 2 1662,13 + 1618,29 1205 x 5,40 + = 5,40 2 = 3860,98 kg

Vc = ( 1/6 fc' ) bw . d = ( 1/6 300 ) ( 20 ) ( 32,65 ) = 1885,05 kg

1/2 φ Vc = 1/2 ( 0,60 ) ( 1885,05 ) = 565,51 kg Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VI ‐ 13

Karena Vu > Vc ===> 3860,98 kg > 565,51 kg, maka balok tersebut memerlukan sengkang. Menghitung Vs pada tumpuan, Vs perlu =

Vu 3860,98 ‐ Vc = ‐ 1885,05 = 3262,92 kg φ 0,75

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.


VI ‐ 14

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 : Av =

0,40 . bw . s , fy

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 : Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VI ‐ 15

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

0,40 ( 200 ) ( 163,2 ) = 54,4 mm2 240

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

A v . Fy . d Vs

=

54,4 x 24 x 326,5 = 130,6 mm ===> diambil s = 80 mm 3262,92

Kontrol kuat geser nominal tak boleh lebih besar dari Vs max ( SK SNI T‐15‐1991‐03 Pasal 13.5 ( 6 ( 9 ) ) Vsmax = 2 3 b w d fc ' = 2 3 x 200 x 326,5 x 3 = 75401,90 kg > 3262,92 kN

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 )


VI ‐ 16

Vc = ( 1/6 fc' ) bw . d = ( 1/6 300 ) ( 20 ) ( 32,65 ) = 1885,05 kg

1/2 φ Vc = 1/2 ( 0,60 ) ( 1885,05 ) = 565,51kg Karena Vu > Vc ===> 1090,66 kg > 565,51 kg, maka balok tersebut memerlukan sengkang. Menghitung Vs pada tumpuan, Vs perlu =

Vu 1090,66 = 1454,21 kg = 0,75 φ

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

A v . Fy . d Vs

=

54,4 x 24 x 326,5 = 293,13 mm ===> diambil s = 150 mm 1454,21

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 :

ln ‐ 4h 5400 ‐ 4 ( 400 ) + 1 = + 1 = 26,3 ≈ 26 buah di bagian tengah balok s 150 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 ).


VI ‐ 17

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 )


VI ‐ 18

Id 9 fy α . β . γ . λ = db 10 fc' ⎛ c + K tr ⎞ ⎜ ⎟ ⎝ db ⎠ dimana : α = 1,3 β = 1,0 γ = 0,8 λ = 1,0 K tr = 0 c = 40 + 10 + 22 / 2 = 61 mm c =

400 − 2 ( 40 + 10 ) − 22 = 19,8 mm 7 x 2

pakai c = 19,8 mm c + K tr 19,8 + 0 = = 0,9 db 22 Jadi :

Id 9 fy α . β . γ . λ 9 x 240 1,3 x 1,0 x 0,8 x 1,0 = = = 10,13 db 0,9 10 fc' ⎛ c + K tr ⎞ 10 x 30 ⎜ ⎟ ⎝ db ⎠ ld = 10,13 x 22 = 222,86 mm

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 ) ). 2 Dicoba dulu solusi kemungkinan Vu dari tulangan geser terpasang φ Vn lebih besar dari gaya 3 geser berfaktor Vu, berikut ini diperiksa ketentuan di lokasi = 850 mm


VI ‐ 19

Gambar 6.m Diagram geser maksimum pada perletakan interior

Vu = ø ( 4354,90 – 4008,9 ) = 257,25 kg 2 2 φ Vn = x 0,75 ( Vs + Vc ) 3 3 2 = x 0,75 ( 1454,21 + 1885,05 ) 3

= 1669,63 kg > Vu = 257 kg ( pada jarak 1,5 m ) 2 Karena Φ Vn > Vu maka penghentian 4 D22 boleh dilakukan pada jarak = 850 mm dari muka 3 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 =

fy . db 5,4 fc'

=

240 ( 22 ) = 178,52 mm 5,4 30


VI ‐ 20

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

dipakai = 337,5 mm

ld ≥ 1/3 ( 379,94 ) + 337,5 = 464,15 mm ===> dipakai ld = 470 mm 6 D22

Ø10–80

Ø10–150

Ø10–80

600

200

2 D22

200

200

2 D22

200

6 D22

4 D22

200

600

2 D22

200

850 180

850 470

470

400

270

50

50 Ø10–80

Ø10–150

Ø10–80

800

3800

800

6000

Gambar 6.n Penulangan balok rangka lantai 2 as A


VI ‐ 21

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.


VI ‐ 22

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.

1 2 3 4 5 No. 1 2 3 4 5 6 7 8 9 10 11 12

Jenis Beban

Mati ( DL ) Hidup ( LL ) Angin ( WL ) Gempa arah sumbu X ( ELx ) Gempa arah sumbu Y ( ELy ) Beban Kombinasi 1,4 DL 1,2 DL + 1,6 LL 1,2 DL + 1,0 LL + 1,6 WL 0,9 DL + 1,6 WL 1,2 DL + 1,0 LL + 1,0 ELx 1,2 DL + 1,0 LL – 1,0 Elx 1,2 DL + 1,0 LL + 1,0 Ely 1,2 DL + 1,0 LL – 1,0 Ely 0,9 DL + 1,0 ELx 0,9 DL – 1,0 ELx 0,9 DL + 1,0 ELy 0,9 DL – 1,0 ELy

Aksial ( kg )

Momen ( kN m )

17,47 19,75 860,43 1536,18 0,127

14,10 5,61 63,02 1,73 78,30

24,45 10,64 1375,47 1360,96 1534,98 1,335 1537,39 1,082 1520,46 15,85 1551,90 15,59

19,74 23,12 80,92 88,15 21,65 58,38 20,12 98,22 10,24 65,61 10,97 90,99


VI ‐ 23

Tabel 6.4 Summary beban Pu dan Mu pada kolom K 2‐A ( eksterior ) lantai 1 No.

1 2 3 4 5 No. 1 2 3 4 5 6 7 8 9 10 11 12

Jenis Beban

Mati ( DL ) Hidup ( LL ) Angin ( WL ) Gempa arah sumbu X ( ELx ) Gempa arah sumbu Y ( ELy ) Beban Kombinasi 1,4 DL 1,2 DL + 1,6 LL 1,2 DL + 1,0 LL + 1,6 WL 0,9 DL + 1,6 WL 1,2 DL + 1,0 LL + 1,0 ELx 1,2 DL + 1,0 LL – 1,0 Elx 1,2 DL + 1,0 LL + 1,0 Ely 1,2 DL + 1,0 LL – 1,0 Ely 0,9 DL + 1,0 ELx 0,9 DL – 1,0 ELx 0,9 DL + 1,0 ELy 0,9 DL – 1,0 ELy

Aksial ( kg )

Momen ( kN m )

742,91 310,04 790,93 1397,73 30,22

27,63 1,658 59,48 1,511 73,48

1040,07 1387,55 2467,02 1934,10 2599,26 1171,31 196,20 1231,75 2066,35 638,40 729,11 698,84

38,69 35,81 68,09 75,71 36,33 54,30 33,31 100,56 26,38 54,02 23,36 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.


VI ‐ 24

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 )


VI ‐ 25

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. Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VI ‐ 26

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 :

M + Mnb 10015,75 + 1062,24 Vu = nt = = 2769,50 kg hn 4 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 ) ) Vc =

fc' 3 . b w . d = . 650 . 587 = 110144 kg 6 6


VI ‐ 27

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

A s fy d s

=

452,4 x 40 x 587 = 106223,52 kg 100

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 : ld 9 fy α β γ λ = db 10 fc' ⎛ c + K tr ⎞ ⎜⎜ ⎟⎟ ⎝ db ⎠

Dimana :

α = 1,0 β = 1,0 c = 40 + 12 + 22/2 = 63 mm γ = 1,0 λ = 1,0 Ktr = 0 c + K tr 63 = = 2,86 ===> diambil 2,5 ( maksimum ) db 22


VI ‐ 28

Jadi : ld 9 x 240 1,0 x 1,0 x 1,0 x 1,0 9 fy α β γ λ = = 15,8 = 2,5 db 10 30 10 fc' ⎛ c + K tr ⎞ ⎜⎜ ⎟⎟ d ⎝ b ⎠ ld = 15,8 x 22 = 347,6 mm 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.

650 650

400

4 Ø 12 – 150

16 D22 POTONGAN A

4 Ø 12 – 150

4 Ø 12 – 100

460

1070

700 1070

700

A

4 Ø 12 – 100 4 Ø 12 – 100

400

4000

650

φ 12

Gambar 6.r Detail penulangan kolom tengah ( K 5‐C ) Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VI ‐ 29

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 )


VI ‐ 30

66,10 kN m

Vh = 83,62 kN

6 D22 C2 = T2

73,71 kN m

T1 = 683,88 kN x

x

58,50 kN m C1 = T1

T2 = 227,96 kN 2 D22

Vh = 83,62 kN

66,10 kN m

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 ). Mpr + + Mpr ‐ 73,71 + 58,50 Mu = = = 66,10 kN m = 6740,32 kg m 2 2


VI ‐ 31

Sehingga :

M 2 x 66,10 Vh = u = = 66,10 kN = 6740,32 kg hin 2 42 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 : φVc = 0,75 x 1,7 x A j x fc' Dimana : Aj adalah luas efektif hubungan balok‐kolom seperti ditunjukkan pada Gambar di bawah ini :

Gambar 6.u Luas efektif hubungan balok‐kolom

Maka :

φVc = 0,75 x 1,7 x A j x fc' = 0,75 x 1,7 x ( 650 x 650 ) x 30 = 2950,51 kN > Vx ‐x ===> OK


VI ‐ 32

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 : Mpr 104,47 Mu = = = 52,23 kN m = 5325,98 kg m 2 2 M 2 x 52,23 Vh = u = = 52,23 kN = 5325,98 kg hin 2 42

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 ) ) φVc = 0,75 x 1,7 x A j x fc' = 0,75 x 1,7 x ( 650 x 650 ) x 30 = 2950,51 kN > Vx ‐x ===> OK

52,23 kN m Vh = 52,23 kN

6 D22

T1 = 683,88 kN

x

x

104,47 kN m C1 = T1

2 D22

Vh = 52,23 kN 52,23 kN m

Gambar 6.v Analisa geser dari HBK kolom tepi ( K 2‐A ) Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VI ‐ 33

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. Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VII ‐ 1

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 )

# Compression index ( Cc )

= 0,330 kg/cm2 = 0,251

# Coeff. Of consolidation ( cv ) = 4,9 x 10‐5 cm2/det Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VII ‐ 2

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 ). Ag (trial) ≥

Pu ; 0,40 ( f' c + fy ρ t )

dimana ρ t = 0,015 Pu = beban aksial kolom lantai 1 = 237052,2 kg 237052,2 Ag (trial) ≥ = 1763,8 cm 2 0,40 ( 300 + 2400 x 0,015 )

4900 cm 2 > 1763,8 cm 2 ===> OK

Direncanakan tinggi pedestal dari muka pile cap = 150 cm Cek kelangsingan pedestal : ⎛M klu ≤ 34 ‐ 12 ⎜⎜ 1 r ⎝ M2

⎞ ⎟⎟ ⎠

⎛M klu 1,0 x 150 cm = = 7,14 ; 34 ‐ 12 ⎜⎜ 1 r 0,3 x 70 cm ⎝ M2

⎞ ⎟⎟ = 34 ‐ 12 (+ 0,5 ) = 28 ⎠

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,


VII ‐ 3

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 : 4000

1500 500

1500 500

Bored Pile 9 Ø 60 cm

500 1500

4000

500 1500

Tie Beam 30 x 45 cm Pedestal 70 x 70 cm

Tie Beam 30 x 45 cm

1650

Pedestal 70 x 70 cm

800

1650 700

450 250

800 1400

100

4000

Pile Cap 400 x 400 cm

9800

Bored Pile 9 Ø 60 cm

Isometrik

500 1500

1500 500

Gambar 7.a Rencana fondasi bored pile Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VII ‐ 4

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

Resultan = 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

Resultan = 7,306 ton m

Jika gaya‐gaya reaksi perletakan di atas ditransfer menjadi gaya aksial pada tiap‐tiap bored pile, maka : My Fz M y x i Q i = ± 2 ± x 2 i Σx Σy n

dimana : 1 1 Σx 2 = Σy 2 = s 2n ( n ‐ 1 ) = x 1,52 x 9 x ( 9 ‐ 1 ) = 13,5 m 2 12 12


VII ‐ 5

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

4000 500 1500

500 1500

4000

1500 500

1

1500 500

2 Y

Fy

3 S

X 4

Fz

5

My

6 S

7

8

S

9

Mx

Fx

S

Gambar 7.b Transfer gaya pada tiap‐tiap bored pile ( uplift terbesar ) Q 1 =

279,963 2,164 ( 1,5 ) 0,005 ( 1,5 ) − − = 30,866 ton 9 13,5 13,5

Q 2 =

279,963 0,005 ( 1,5 ) − = 31,106 ton 9 13,5

Q 3 =

279,963 2,164 ( 1,5 ) 0,005 ( 1,5 ) + − = 31,347 ton 9 13,5 13,5

Q 4 =

279,963 2,164 ( 1,5 ) − = 30,866 ton 9 13,5

Q 5 =

279,963 = 31,107 ton 9

Q 6 =

279,963 2,164 ( 1,5 ) + = 31,347 ton 9 13,5

Q 7 =

279,963 2,164 ( 1,5 ) 0,005 ( 1,5 ) − + = 30,867 ton 9 13,5 13,5

Q 8 =

279,963 0,005 ( 1,5 ) + = 31,107 ton 9 13,5

Q 9 =

279,963 2,164 ( 1,5 ) 0,005 ( 1,5 ) + + = 31,348 ton 9 13,5 13,5


VII ‐ 6

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 :

4000 500 1500

500 1500

4000

1500 500

1

1500 500

2 Y

My

3

5

6 S

7

8

S

Fy

S

X 4

Fz

Mx Fx

9

S

Gambar 7.c Transfer gaya pada tiap‐tiap bored pile ( compressive terbesar ) Q 1 =

237,052 6,126 ( 1,5 ) 3,981 ( 1,5 ) + + = 27,462ton 13,5 13,5 9

Q 2 =

237,052 3,981 ( 1,5 ) + = 26,781 ton 9 13,5

Q 3 =

237,052 6,126 ( 1,5 ) 3,981 ( 1,5 ) − + = 26,101 ton 9 13,5 13,5

Q 4 = Q 5 =

237,052 6,126 ( 1,5 ) + = 27,020 ton 9 13,5

237,052 = 26,339 ton 9


VII ‐ 7

Q 6 =

237,052 6,126 ( 1,5 ) = 25,658 ton − 9 13,5

Q 7 =

3,981 ( 1,5 ) 237,052 6,126 ( 1,5 ) − = 26,577 ton + 13,5 13,5 9

Q 8 =

237,052 3,981 ( 1,5 ) − = 25,897 ton 9 13,5

Q 9 =

237,052 6,126 ( 1,5 ) 3,981 ( 1,5 ) − − = 25,216 ton 9 13,5 13,5

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


VII ‐ 8

7.2.2.1 Daya Dukung Fondasi Terhadap Gaya Tarik ( Uplift ) Fz

Fy

Fx

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

= 1 ‐ tan −1

T all

=

ca

= α .

d ⎡ (n − 1)m + (m − 1)n ⎤ ⎥⎦ s ⎢⎣ 90mn

Tu tot + berat bored pile + berat pile cap SF qca 15


VII ‐ 9

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

60 ⎡ (3 − 1)3 + (3 − 1)3 ⎤ Eff = 1 − tan −1 ⎥ 150 ⎢⎣ 90 (3 x 3) ⎦

= 0,677

ca

110 = 5,13 t/m2 = 0,70 x 15

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 Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VII ‐ 10

7.2.2.2 Daya Dukung Fondasi Terhadap Gaya Tekan ( Compressive ) Fz

Fy

Fx

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

=

Eff

= 1 − tan −1

cb

=

Qu tot SF d ⎡ (n − 1)m + (m − 1)n ⎤ ⎥⎦ s ⎢⎣ 90mn

qcb qca ; ca = α . 15 15


VII ‐ 11

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 d


s

= jarak center to center bored pile = 150 cm

Eff

= faktor efisiensi

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

= factor adhesi = 0,70

60 Eff = 1 − tan −1 150

⎡ (3 − 1)3 + (3 − 1)3 ⎤ ⎢ ⎥ 90 (3 x 3) ⎣ ⎦

= 0,677

ca

110 = 5,13 t/m2 = 0,70 x 15

cb

=

250 = 16,67 t/m2 15

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 Qall =

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

Qu tot 826,82 = = 275,61 ton > 237,051 ton ===> OK SF 3


VII ‐ 12

7.2.2.3 Daya Dukung Fondasi Terhadap Gaya Geser ( Shear ) H =

k .d . a β

β

4

=

k.d 4 .E.I

Hall = n tot . H . Eff dimana : H = kapasitas daya dukung lateral bored pile yang diijinkan k

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

d


a

= displacement normal bored pile = 1 cm

Eff = faktor efisiensi 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

=

H =

4

0,5 x 30 = 0,00554 cm‐1 4 x 100.000 x39.741

0.001 x 0,5 x 30 x 1,0 = 2,706 ton 0,00554

60 ⎡ (3 − 1)3 + (3 − 1)3 ⎤ Eff = 1 − tan −1 ⎥ 150 ⎢⎣ 90 (3 x 3) ⎦

= 0,677

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


VII ‐ 13

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.

W = 5000

d/2

Pedestal

Daerah Kritis d/2

Pile Cap

Bored Pile 700

Pedestal Pile Cap

d = 800

Punching Shear

Bored Pile

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


VII ‐ 14

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 :

(

)

⎛ 2⎞ Vc = ⎜⎜ 1 + ⎟⎟ 2 fc' b 0 d βc ⎠ ⎝

Tetapi nilai tersebut tidak boleh lebih besar dari : Vc = 4 f' c b 0 d

Karena βc = 1 ===> ( pebandingan lebar pedestal = 0,70 / 0,70 ), kuat geser maksimum akan menjadi : Vc = 4 f' c b 0 d b 0 = 4 B = 4 ( 150 cm ) = 600 cm Vc = 4 300 x 600 x 80 = 3325537,55 kg

φVc = 0,75 ( 3325537,55 ) = 2494153,16 kg φVc > Vu ===> OK


VII ‐ 15

Untuk arah kerja satu arah ( one way shear )

1350

Pedestal

W = 5000

Daerah Kritis

d

d

Pile Cap

Bored Pile

700

Pedestal Pile Cap d = 800

Punching Shear 45°

45°

Bored Pile

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 : ⎛1 ⎞ ⎛1 ⎞ Vc = ⎜ fc' ⎟ bwd = ⎜ 300 ⎟ x 500 x 80 = 115470,54 kg ⎝6 ⎠ ⎝6 ⎠ Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VII ‐ 16

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.


VII ‐ 17

Gambar 7.h Layout fondasi Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VII ‐ 18

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 e= 1650

1

Pedestal

W = 5000

4 Daerah Kritis

700

7

A

Pile Cap

Bored Pile

700

Pedestal

Pile Cap

d = 800

Bored Pile

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

Potongan A Gambar 7.i Analisis momen fondasi bored pile


VII ‐ 19

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

kperlu =

Mu 133,75 = = 52,25 ton/m 2 = 0,5124 MPa 2 φbd 0,80 ( 5 ) ( 0,80 )2

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.


VII ‐ 20

Gambar 7.j Penulangan pile cap Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VII ‐ 21

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 : Mu 6,126 e = = = 0,026 m Pu 237,052

Dengan ukuran pedestal 700 mm x 700 mm, direncanakan pedestal menggunakan jumlah tulangan 2 %. Maka : ρ = ρ' =

As = 0,02 bd

dengan d’ = selimut beton + dia. sengkang + 1/2 dia. tulangan pokok pedestal

As = As’ = 0,02 ( 700 ) ( 639 ) = 8946 mm2

= 40 + 10 + ( 22/2 ) = 61 mm

Dicoba dengan 5 D22 pada masing‐masing sisi pedestal ( As = 1899,7 mm2, Astotal = 9498,5 mm2 )

ρ =

1899,7 = 0,0042 700 ( 639 )

Pemeriksaan Pu terhadap beban Pnb :

d = 700 ‐ 61 = 639 cb =

600 600 ( 639 ) ( d ) = = 456,43 mm 600 + fy 600 + 240

β1 = 0,85

ab = β1cb = 0,85 ( 456,43 ) = 387,96 mm


VII ‐ 22

εs' =

0,003 ( cb ‐ d' ) 0,003 ( 456,43 ‐ 61 ) = = 0,0026 cb 456,43

fs' = Es εs' = 200000 ( 0,0026 ) = 520 Mpa φPnb = 0,65 ( 0,85 fc' ab b + As' fs' ‐ As fy ) = 0,65 ( 0,85 ( 30 ) ( 387,06 ) ( 700 ) + 1899,7 ( 520 ) ‐ 1899,7 ( 240 ) )

= 0,65 ( 6909021 + 987844 ‐ 455928 ) = 4836609 N = 493,197 ton

Memeriksa kekuatan penampang, Pn =

=

As' fy e + 0,50 ( d ‐ d' )

+

b h fc' 3 h e + 1,18 d2

1899,7 ( 240 ) 700 ( 700 ) ( 30 ) + 26 3 ( 700 ) ( 26 ) + 0,50 + 1,18 ( 639 ‐ 61 ) ( 639 )2

= 10144398 + 11189613,27 = 21334011,27 N = 2359,013 ton φPn = 0,65 ( 2359,013 ) = 1533,36 ton > Pu = 237,052 ton ===> OK

Dengan demikian pedestal menggunakan tulangan 25 D22. Panjang penyaluran dasar tulangan pedestal : l db =

db fy 4 fc'

=

22 ( 240 ) = 241 mm ===> diambil 250 mm 4 30

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.


VII ‐ 23

Gambar 7.k Penulangan pedestal Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VII ‐ 24

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 : Ag perlu =

Pu 0,85φ { 0,85 fc' ( 1 ‐ ρg ) + fy ρg }

=

31348 0,85 ( 0,70 ) { 0,85 ( 300 ) ( 1 ‐ 0,03 ) + 2400 ( 0,03 ) }

Ag perlu = 190 cm

2

Ag aktual = 2826 cm 2

Luas tulangan yang diperlukan : Ast perlu =

Pu 0,80φ ( fy )

=

31348 0,80 ( 0,70 ) ( 2400 )

Ast perlu = 23,32 cm 2

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 ⎛ Ag ⎞ fc' ρs ( min ) = 0,45 ⎜ − 1 ⎟ ⎝ Ac ⎠ fy ⎛ 2826 ⎞ 300 = 0,45 ⎜ − 1⎟ = 0,039 ⎝ 1661,06 ⎠ 2400


VII ‐ 25

Spasi maksimum sengkang spiral : s maks = =

4 Asp ( Dc ‐ selimut ) Dc 2 ρs ( min )

4 ( 113,04 ) ( 460 ‐ 70 ) = 21,37 mm ===> dipakai spasi 20 mm 2 460 ( 0,039 )

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 : As ada = As ‐ 8 D16 = 16,08 cm 2 φMn = 0,85 As ada fy ( d ‐ a/2 ) a =

As ada fy 81,18 ( 2400 ) = 25,47 cm = ( 0,85 fc' ) b ( 0,85 ( 300 ) ) 30

φMn = 0,80 ( 16,08 ) ( 2400 ) ( 40 ‐ 25,47/2 ) = 841768,70 kg cm = 7,42 ton m Mu < φMn ===> OK

Cek kapasitas penampang dengan tulangan rencana terhadap geser :


VII ‐ 26

φVc = φ 2 fc' bw d = 0,60 x 2 300 ( 30 ) ( 40 ) = 24941,53 kg φVs = 0,60 = 0,60

Av fy d s

1,57 ( 2400 ) ( 40 ) = 4521,6 kg 20

φVn = φVc + φVs = 24941,53 + 4521,6 = 29463,13 kg = 29,463 ton Vu < φVn ===> OK

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


VII ‐ 27

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

Ø10 – 300

3 D16

25 D22

2 D16

B

700

D22 – 150

A

A

B

Ø10 – 200 700

Ø10 – 300 25 D22

8 D22

Potongan A ‐ A

Ø12 – 20

300 Ø10 – 200

C

C

450

8 D16

Potongan B ‐ B

Ø10 – 20

8 D22

600

Potongan C ‐ C

Gambar 7.m Penulangan fondasi


VII ‐ 28

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


VIII ‐ 1

1500

250 150

1500 4400

2200

150

1500

6800

3750

1500

2175

500

4850

2175

UP

3750

1500

6800

Gambar 8.a Geometri tangga


VIII ‐ 2

Gambar 8.b Geometri tangga pada pemodelan SAP 2000 8.2 Pembebanan Tangga A. Beban Mati ( Dead Load )

# Berat sendiri pelat tangga ( asumsi t = 15 cm ) = 0,15 m x 2400 kg/m3 = 360 kg/m2 # Adukan ( asumsi t = 2 cm )

= 2 x 21 kg/m2


= 0.005 m x 2200 kg/m3 = 11 kg/m2

= 42 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


VIII ‐ 3

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 : d = tebal slab tangga ‐ tebal selimut ‐ 1/2 dia. tulangan lentur = 150 ‐ 40 ‐ 1/2 ( 16 ) = 102 mm

Maka rasio tulangan minimum adalah :


VIII ‐ 4

ρmin = 1,4/fy = 1,4/240 = 0,0058

Rasio tulangan seimbang dan maksimum adalah : ⎧ 600 ⎫ ρb = {( 0,85 x β 1 x fc' ) / fy } x ⎨ ⎬ ⎩ 600 + fy ⎭ β 1 = 0,85 ‐ 0,008 ( fc' ‐ 30 ) = 0,85 ‐ 0,008 ( 30 ‐ 30 ) = 0,85

⎧ 600 ⎫ ρb = {( 0,85 x 0,85 x 30 ) / 240 } x ⎨ ⎬ = 0,064 ⎩ 600 + 240 ⎭ ρmaks = 0,75 ρb = 0,75 ( 0,064 ) = 0,048 m = fy / ( 0,85 x fc' ) = 240 / ( 0,85 x 30 ) = 9,41

Gambar 8.d Momen maksimum pada struktur tangga Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

VIII ‐ 5

Dari perhitungan SAP 2000 di atas diperoleh nilai Mu = 120179,65 kg m Tulangan lentur yang diperlukan adalah : k =

Mu 120179,65 = 2 φ bd 0,80 ( 2,175 ) ( 0,102 )2

= 6638674 kg/m 2 = 65,10 MPa dari Tabel A ‐ 11 diperoleh ρ dengan nilai yang terbesar = 0,048

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 )


VIII ‐ 6

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 ). Tugas Perencanaan Struktur Gedung INSTITUT SAINS DAN TEKNOLOGI NASIONAL

LAMPIRAN 1

PRINT OUT ANALISA STRUKTUR GEDUNG DENGAN SOFTWARE STAAD PRO 2007

Job No

Sheet No

Rev

1 Part

Software licensed to Bravo corp. Job Title

Ref

Perencanaan Struktur Gedung - Graha ISTN

By Client

File

Institut Sains dan Teknologi Nasional

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Job Information Engineer

Checked

Name:

G.Ginanjar

Ir. Ari M.

Date:

05-Oct-09

05-Oct-09

Structure Type

Approved

SPACE FRAME

Number of Nodes

533

Highest Node

541

Number of Elements

978

Highest Beam

1470

Number of Plates

330

Highest Plate

1409

Number of Basic Load Cases

5

Number of Combination Load Cases

12

Included in this printout are data for: The Whole Structure All 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 ( EL

Primary

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 )

Print Time/Date: 18/11/2009 23:37

STAAD.Pro for Windows Release 2007

Print Run 1 of 105

Job No

Sheet No

Rev

2 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Node

X

Y

Z

(cm)

(cm)

(cm)

2

0.000

0.000

0.000

3

600.000

0.000

0.000

4

1.2E 3

0.000

0.000

5

1.7E 3

0.000

0.000

6

2.3E 3

0.000

0.000

7

2.9E 3

0.000

0.000

8

0.000

0.000

680.000

9

0.000

0.000

1.18E 3

10

0.000

0.000

1.86E 3

11

600.000

0.000

680.000

12

600.000

0.000

1.18E 3

13

600.000

0.000

1.86E 3

14

1.2E 3

0.000

680.000

15

1.2E 3

0.000

1.18E 3 1.86E 3

16

1.2E 3

0.000

17

1.7E 3

0.000

680.000

18

1.7E 3

0.000

1.18E 3 1.86E 3

19

1.7E 3

0.000

20

2.3E 3

0.000

680.000

21

2.3E 3

0.000

1.18E 3 1.86E 3

22

2.3E 3

0.000

23

2.9E 3

0.000

680.000

24

2.9E 3

0.000

1.18E 3 1.86E 3

25

2.9E 3

0.000

26

300.000

0.000

0.000

27

300.000

0.000

680.000

28

300.000

0.000

1.18E 3

29

300.000

0.000

1.86E 3

30

900.000

0.000

0.000

31

900.000

0.000

680.000

32

900.000

0.000

1.18E 3

33

900.000

0.000

1.86E 3

34

2E 3

0.000

0.000

35

2E 3

0.000

680.000

36

2E 3

0.000

1.18E 3

37

2E 3

0.000

1.86E 3

38

2.6E 3

0.000

0.000

39

2.6E 3

0.000

680.000

40

2.6E 3

0.000

1.18E 3

41

2.6E 3

0.000

1.86E 3

42

0.000

0.000

930.000

43

300.000

0.000

930.000

44

600.000

0.000

930.000

45

900.000

0.000

930.000

46

1.2E 3

0.000

930.000

47

1.7E 3

0.000

930.000

48

2E 3

0.000

930.000

49

2.3E 3

0.000

930.000

50

2.6E 3

0.000

930.000

Print Time/Date: 18/11/2009 23:37


Print Run 2 of 105

Job No

Sheet No

Rev

3 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Cont... Node

X

Y

Z

(cm)

(cm)

(cm)

51

2.9E 3

0.000

930.000

52

0.000

0.000

1.52E 3

53

300.000

0.000

1.52E 3

54

600.000

0.000

1.52E 3

55

900.000

0.000

1.52E 3

56

1.2E 3

0.000

1.52E 3

57

1.7E 3

0.000

1.52E 3

58

2E 3

0.000

1.52E 3

59

2.3E 3

0.000

1.52E 3

60

2.6E 3

0.000

1.52E 3

61

2.9E 3

0.000

1.52E 3

62

0.000

-440.000

0.000

63

600.000

-440.000

0.000

64

1.2E 3

-440.000

0.000

65

1.7E 3

-440.000

0.000

66

2.3E 3

-440.000

0.000

67

2.9E 3

-440.000

0.000

68

0.000

-440.000

680.000

69

0.000

-440.000

1.18E 3

70

0.000

-440.000

1.86E 3

71

600.000

-440.000

680.000

72

600.000

-440.000

1.18E 3

73

600.000

-440.000

1.86E 3

74

1.2E 3

-440.000

680.000

75

1.2E 3

-440.000

1.18E 3

76

1.2E 3

-440.000

1.86E 3

77

1.7E 3

-440.000

680.000

78

1.7E 3

-440.000

1.18E 3

79

1.7E 3

-440.000

1.86E 3

80

2.3E 3

-440.000

680.000

81

2.3E 3

-440.000

1.18E 3

82

2.3E 3

-440.000

1.86E 3

83

2.9E 3

-440.000

680.000

84

2.9E 3

-440.000

1.18E 3

85

2.9E 3

-440.000

1.86E 3

86

300.000

-440.000

0.000

87

300.000

-440.000

680.000

88

300.000

-440.000

1.18E 3

89

300.000

-440.000

1.86E 3

90

900.000

-440.000

0.000

91

900.000

-440.000

680.000

92

900.000

-440.000

1.18E 3

93

900.000

-440.000

1.86E 3

94

2E 3

-440.000

0.000

95

2E 3

-440.000

680.000

96

2E 3

-440.000

1.18E 3

97

2E 3

-440.000

1.86E 3

98

2.6E 3

-440.000

0.000

99

2.6E 3

-440.000

680.000

Print Time/Date: 18/11/2009 23:37


Print Run 3 of 105

Job No

Sheet No

Rev

4 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Cont... Node

X

Y

Z

(cm)

(cm)

(cm)

100

2.6E 3

-440.000

1.18E 3

101

2.6E 3

-440.000

1.86E 3

102

0.000

-440.000

930.000

103

300.000

-440.000

930.000

104

600.000

-440.000

930.000

105

900.000

-440.000

930.000

106

1.2E 3

-440.000

930.000

107

1.7E 3

-440.000

930.000

108

2E 3

-440.000

930.000

109

2.3E 3

-440.000

930.000

110

2.6E 3

-440.000

930.000

111

2.9E 3

-440.000

930.000

112

0.000

-440.000

1.52E 3

113

300.000

-440.000

1.52E 3

114

600.000

-440.000

1.52E 3

115

900.000

-440.000

1.52E 3

116

1.2E 3

-440.000

1.52E 3

117

1.7E 3

-440.000

1.52E 3

118

2E 3

-440.000

1.52E 3

119

2.3E 3

-440.000

1.52E 3

120

2.6E 3

-440.000

1.52E 3

121

2.9E 3

-440.000

1.52E 3

122

0.000

-880.000

0.000

123

600.000

-880.000

0.000

124

1.2E 3

-880.000

0.000

125

1.7E 3

-880.000

0.000

126

2.3E 3

-880.000

0.000

127

2.9E 3

-880.000

0.000

128

0.000

-880.000

680.000

129

0.000

-880.000

1.18E 3

130

0.000

-880.000

1.86E 3

131

600.000

-880.000

680.000

132

600.000

-880.000

1.18E 3

133

600.000

-880.000

1.86E 3

134

1.2E 3

-880.000

680.000

135

1.2E 3

-880.000

1.18E 3

136

1.2E 3

-880.000

1.86E 3

137

1.7E 3

-880.000

680.000

138

1.7E 3

-880.000

1.18E 3

139

1.7E 3

-880.000

1.86E 3

140

2.3E 3

-880.000

680.000

141

2.3E 3

-880.000

1.18E 3

142

2.3E 3

-880.000

1.86E 3

143

2.9E 3

-880.000

680.000

144

2.9E 3

-880.000

1.18E 3

145

2.9E 3

-880.000

1.86E 3

146

300.000

-880.000

0.000

147

300.000

-880.000

680.000

148

300.000

-880.000

1.18E 3

Print Time/Date: 18/11/2009 23:37


Print Run 4 of 105

Job No

Sheet No

Rev

5 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Cont... Node

X

Y

Z

(cm)

(cm)

(cm)

149

300.000

-880.000

150

900.000

-880.000

1.86E 3 0.000

151

900.000

-880.000

680.000

152

900.000

-880.000

1.18E 3

153

900.000

-880.000

1.86E 3

154

2E 3

-880.000

0.000

155

2E 3

-880.000

680.000

156

2E 3

-880.000

1.18E 3

157

2E 3

-880.000

1.86E 3

158

2.6E 3

-880.000

0.000

159

2.6E 3

-880.000

680.000

160

2.6E 3

-880.000

1.18E 3

161

2.6E 3

-880.000

1.86E 3

162

0.000

-880.000

930.000

163

300.000

-880.000

930.000

164

600.000

-880.000

930.000

165

900.000

-880.000

930.000

166

1.2E 3

-880.000

930.000

167

1.7E 3

-880.000

930.000

168

2E 3

-880.000

930.000

169

2.3E 3

-880.000

930.000

170

2.6E 3

-880.000

930.000

171

2.9E 3

-880.000

930.000

172

0.000

-880.000

1.52E 3

173

300.000

-880.000

1.52E 3

174

600.000

-880.000

1.52E 3

175

900.000

-880.000

1.52E 3

176

1.2E 3

-880.000

1.52E 3

177

1.7E 3

-880.000

1.52E 3

178

2E 3

-880.000

1.52E 3

179

2.3E 3

-880.000

1.52E 3

180

2.6E 3

-880.000

1.52E 3

181

2.9E 3

-880.000

1.52E 3

182

0.000

-1.32E 3

0.000

183

600.000

-1.32E 3

0.000

184

1.2E 3

-1.32E 3

0.000

185

1.7E 3

-1.32E 3

0.000

186

2.3E 3

-1.32E 3

0.000

187

2.9E 3

-1.32E 3

0.000

188

0.000

-1.32E 3

680.000

189

0.000

-1.32E 3

1.18E 3

190

0.000

-1.32E 3

1.86E 3

191

600.000

-1.32E 3

680.000

192

600.000

-1.32E 3

1.18E 3

193

600.000

-1.32E 3

1.86E 3

194

1.2E 3

-1.32E 3

680.000

195

1.2E 3

-1.32E 3

1.18E 3

196

1.2E 3

-1.32E 3

1.86E 3

197

1.7E 3

-1.32E 3

680.000

Print Time/Date: 18/11/2009 23:37


Print Run 5 of 105

Job No

Sheet No

Rev

6 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Cont... Node

X

Y

Z

(cm)

(cm)

(cm)

198

1.7E 3

-1.32E 3

1.18E 3

199

1.7E 3

-1.32E 3

1.86E 3

200

2.3E 3

-1.32E 3

680.000

201

2.3E 3

-1.32E 3

1.18E 3 1.86E 3

202

2.3E 3

-1.32E 3

203

2.9E 3

-1.32E 3

680.000

204

2.9E 3

-1.32E 3

1.18E 3 1.86E 3

205

2.9E 3

-1.32E 3

206

300.000

-1.32E 3

0.000

207

300.000

-1.32E 3

680.000

208

300.000

-1.32E 3

1.18E 3

209

300.000

-1.32E 3

1.86E 3

210

900.000

-1.32E 3

0.000

211

900.000

-1.32E 3

680.000

212

900.000

-1.32E 3

1.18E 3

213

900.000

-1.32E 3

1.86E 3

214

2E 3

-1.32E 3

0.000

215

2E 3

-1.32E 3

680.000

216

2E 3

-1.32E 3

1.18E 3

217

2E 3

-1.32E 3

1.86E 3

218

2.6E 3

-1.32E 3

0.000

219

2.6E 3

-1.32E 3

680.000

220

2.6E 3

-1.32E 3

1.18E 3

221

2.6E 3

-1.32E 3

1.86E 3

222

0.000

-1.32E 3

930.000

223

300.000

-1.32E 3

930.000

224

600.000

-1.32E 3

930.000

225

900.000

-1.32E 3

930.000

226

1.2E 3

-1.32E 3

930.000

227

1.7E 3

-1.32E 3

930.000

228

2E 3

-1.32E 3

930.000

229

2.3E 3

-1.32E 3

930.000

230

2.6E 3

-1.32E 3

930.000

231

2.9E 3

-1.32E 3

930.000

232

0.000

-1.32E 3

1.52E 3

233

300.000

-1.32E 3

1.52E 3

234

600.000

-1.32E 3

1.52E 3

235

900.000

-1.32E 3

1.52E 3

236

1.2E 3

-1.32E 3

1.52E 3

237

1.7E 3

-1.32E 3

1.52E 3

238

2E 3

-1.32E 3

1.52E 3

239

2.3E 3

-1.32E 3

1.52E 3

240

2.6E 3

-1.32E 3

1.52E 3

241

2.9E 3

-1.32E 3

1.52E 3

242

0.000

-1.76E 3

0.000

243

600.000

-1.76E 3

0.000

244

1.2E 3

-1.76E 3

0.000

245

1.7E 3

-1.76E 3

0.000

246

2.3E 3

-1.76E 3

0.000

Print Time/Date: 18/11/2009 23:37


Print Run 6 of 105

Job No

Sheet No

Rev

7 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Cont... Node

X

Y

Z

(cm)

(cm)

(cm)

247

2.9E 3

-1.76E 3

0.000

248

0.000

-1.76E 3

680.000

249

0.000

-1.76E 3

1.18E 3

250

0.000

-1.76E 3

1.86E 3

251

600.000

-1.76E 3

680.000

252

600.000

-1.76E 3

1.18E 3

253

600.000

-1.76E 3

1.86E 3

254

1.2E 3

-1.76E 3

680.000

255

1.2E 3

-1.76E 3

1.18E 3 1.86E 3

256

1.2E 3

-1.76E 3

257

1.7E 3

-1.76E 3

680.000

258

1.7E 3

-1.76E 3

1.18E 3 1.86E 3

259

1.7E 3

-1.76E 3

260

2.3E 3

-1.76E 3

680.000

261

2.3E 3

-1.76E 3

1.18E 3 1.86E 3

262

2.3E 3

-1.76E 3

263

2.9E 3

-1.76E 3

680.000

264

2.9E 3

-1.76E 3

1.18E 3 1.86E 3

265

2.9E 3

-1.76E 3

266

300.000

-1.76E 3

0.000

267

300.000

-1.76E 3

680.000

268

300.000

-1.76E 3

1.18E 3

269

300.000

-1.76E 3

1.86E 3

270

900.000

-1.76E 3

0.000

271

900.000

-1.76E 3

680.000

272

900.000

-1.76E 3

1.18E 3

273

900.000

-1.76E 3

1.86E 3

274

2E 3

-1.76E 3

0.000

275

2E 3

-1.76E 3

680.000

276

2E 3

-1.76E 3

1.18E 3

277

2E 3

-1.76E 3

1.86E 3

278

2.6E 3

-1.76E 3

0.000

279

2.6E 3

-1.76E 3

680.000

280

2.6E 3

-1.76E 3

1.18E 3

281

2.6E 3

-1.76E 3

1.86E 3

282

0.000

-1.76E 3

930.000

283

300.000

-1.76E 3

930.000

284

600.000

-1.76E 3

930.000

285

900.000

-1.76E 3

930.000

286

1.2E 3

-1.76E 3

930.000

287

1.7E 3

-1.76E 3

930.000

288

2E 3

-1.76E 3

930.000

289

2.3E 3

-1.76E 3

930.000

290

2.6E 3

-1.76E 3

930.000

291

2.9E 3

-1.76E 3

930.000

292

0.000

-1.76E 3

1.52E 3

293

300.000

-1.76E 3

1.52E 3

294

600.000

-1.76E 3

1.52E 3

295

900.000

-1.76E 3

1.52E 3

Print Time/Date: 18/11/2009 23:37


Print Run 7 of 105

Job No

Sheet No

Rev

8 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Cont... Node

X

Y

Z

(cm)

(cm)

(cm)

296

1.2E 3

-1.76E 3

1.52E 3

297

1.7E 3

-1.76E 3

1.52E 3

298

2E 3

-1.76E 3

1.52E 3

299

2.3E 3

-1.76E 3

1.52E 3

300

2.6E 3

-1.76E 3

1.52E 3

301

2.9E 3

-1.76E 3

1.52E 3

302

0.000

-2.2E 3

0.000

303

600.000

-2.2E 3

0.000

304

1.2E 3

-2.2E 3

0.000

305

1.7E 3

-2.2E 3

0.000

306

2.3E 3

-2.2E 3

0.000

307

2.9E 3

-2.2E 3

0.000

308

0.000

-2.2E 3

680.000

309

0.000

-2.2E 3

1.18E 3

310

0.000

-2.2E 3

1.86E 3

311

600.000

-2.2E 3

680.000

312

600.000

-2.2E 3

1.18E 3

313

600.000

-2.2E 3

1.86E 3

314

1.2E 3

-2.2E 3

680.000

315

1.2E 3

-2.2E 3

1.18E 3 1.86E 3

316

1.2E 3

-2.2E 3

317

1.7E 3

-2.2E 3

680.000

318

1.7E 3

-2.2E 3

1.18E 3 1.86E 3

319

1.7E 3

-2.2E 3

320

2.3E 3

-2.2E 3

680.000

321

2.3E 3

-2.2E 3

1.18E 3 1.86E 3

322

2.3E 3

-2.2E 3

323

2.9E 3

-2.2E 3

680.000

324

2.9E 3

-2.2E 3

1.18E 3 1.86E 3

325

2.9E 3

-2.2E 3

326

300.000

-2.2E 3

0.000

327

300.000

-2.2E 3

680.000

328

300.000

-2.2E 3

1.18E 3

329

300.000

-2.2E 3

1.86E 3

330

900.000

-2.2E 3

0.000

331

900.000

-2.2E 3

680.000

332

900.000

-2.2E 3

1.18E 3

333

900.000

-2.2E 3

1.86E 3

334

2E 3

-2.2E 3

0.000

335

2E 3

-2.2E 3

680.000

336

2E 3

-2.2E 3

1.18E 3

337

2E 3

-2.2E 3

1.86E 3

338

2.6E 3

-2.2E 3

0.000

339

2.6E 3

-2.2E 3

680.000

340

2.6E 3

-2.2E 3

1.18E 3

341

2.6E 3

-2.2E 3

1.86E 3

342

0.000

-2.2E 3

930.000

343

300.000

-2.2E 3

930.000

344

600.000

-2.2E 3

930.000

Print Time/Date: 18/11/2009 23:37


Print Run 8 of 105

Job No

Sheet No

Rev

9 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Cont... Node

X

Y

Z

(cm)

(cm)

(cm)

345

900.000

-2.2E 3

930.000

346

1.2E 3

-2.2E 3

930.000

347

1.7E 3

-2.2E 3

930.000

348

2E 3

-2.2E 3

930.000

349

2.3E 3

-2.2E 3

930.000

350

2.6E 3

-2.2E 3

930.000

351

2.9E 3

-2.2E 3

930.000

352

0.000

-2.2E 3

1.52E 3

353

300.000

-2.2E 3

1.52E 3

354

600.000

-2.2E 3

1.52E 3

355

900.000

-2.2E 3

1.52E 3

356

1.2E 3

-2.2E 3

1.52E 3

357

1.7E 3

-2.2E 3

1.52E 3

358

2E 3

-2.2E 3

1.52E 3

359

2.3E 3

-2.2E 3

1.52E 3

360

2.6E 3

-2.2E 3

1.52E 3

361

2.9E 3

-2.2E 3

1.52E 3

362

0.000

-2.64E 3

0.000

363

600.000

-2.64E 3

0.000

364

1.2E 3

-2.64E 3

0.000

365

1.7E 3

-2.64E 3

0.000

366

2.3E 3

-2.64E 3

0.000

367

2.9E 3

-2.64E 3

0.000

368

0.000

-2.64E 3

680.000

369

0.000

-2.64E 3

1.18E 3

370

0.000

-2.64E 3

1.86E 3

371

600.000

-2.64E 3

680.000

372

600.000

-2.64E 3

1.18E 3

373

600.000

-2.64E 3

1.86E 3

374

1.2E 3

-2.64E 3

680.000

375

1.2E 3

-2.64E 3

1.18E 3 1.86E 3

376

1.2E 3

-2.64E 3

377

1.7E 3

-2.64E 3

680.000

378

1.7E 3

-2.64E 3

1.18E 3 1.86E 3

379

1.7E 3

-2.64E 3

380

2.3E 3

-2.64E 3

680.000

381

2.3E 3

-2.64E 3

1.18E 3 1.86E 3

382

2.3E 3

-2.64E 3

383

2.9E 3

-2.64E 3

680.000

384

2.9E 3

-2.64E 3

1.18E 3 1.86E 3

385

2.9E 3

-2.64E 3

386

300.000

-2.64E 3

0.000

387

300.000

-2.64E 3

680.000

388

300.000

-2.64E 3

1.18E 3

389

300.000

-2.64E 3

1.86E 3

390

900.000

-2.64E 3

0.000

391

900.000

-2.64E 3

680.000

392

900.000

-2.64E 3

1.18E 3

393

900.000

-2.64E 3

1.86E 3

Print Time/Date: 18/11/2009 23:37


Print Run 9 of 105

Job No

Sheet No

Rev

10 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Cont... Node

X

Y

Z

(cm)

(cm)

(cm)

394

2E 3

-2.64E 3

0.000

395

2E 3

-2.64E 3

680.000

396

2E 3

-2.64E 3

1.18E 3

397

2E 3

-2.64E 3

1.86E 3

398

2.6E 3

-2.64E 3

0.000

399

2.6E 3

-2.64E 3

680.000

400

2.6E 3

-2.64E 3

1.18E 3

401

2.6E 3

-2.64E 3

1.86E 3

402

0.000

-2.64E 3

930.000

403

300.000

-2.64E 3

930.000

404

600.000

-2.64E 3

930.000

405

900.000

-2.64E 3

930.000

406

1.2E 3

-2.64E 3

930.000

407

1.7E 3

-2.64E 3

930.000

408

2E 3

-2.64E 3

930.000

409

2.3E 3

-2.64E 3

930.000

410

2.6E 3

-2.64E 3

930.000

411

2.9E 3

-2.64E 3

930.000

412

0.000

-2.64E 3

1.52E 3

413

300.000

-2.64E 3

1.52E 3

414

600.000

-2.64E 3

1.52E 3

415

900.000

-2.64E 3

1.52E 3

416

1.2E 3

-2.64E 3

1.52E 3

417

1.7E 3

-2.64E 3

1.52E 3

418

2E 3

-2.64E 3

1.52E 3

419

2.3E 3

-2.64E 3

1.52E 3

420

2.6E 3

-2.64E 3

1.52E 3

421

2.9E 3

-2.64E 3

1.52E 3

422

0.000

-3.08E 3

0.000

423

600.000

-3.08E 3

0.000

424

1.2E 3

-3.08E 3

0.000

425

1.7E 3

-3.08E 3

0.000

426

2.3E 3

-3.08E 3

0.000

427

2.9E 3

-3.08E 3

0.000

428

0.000

-3.08E 3

680.000

429

0.000

-3.08E 3

1.18E 3

430

0.000

-3.08E 3

1.86E 3

431

600.000

-3.08E 3

680.000

432

1.2E 3

-3.08E 3

680.000

433

1.7E 3

-3.08E 3

680.000

434

2.3E 3

-3.08E 3

680.000

435

2.9E 3

-3.08E 3

680.000

436

600.000

-3.08E 3

1.18E 3

437

1.2E 3

-3.08E 3

1.18E 3

438

1.7E 3

-3.08E 3

1.18E 3

439

2.3E 3

-3.08E 3

1.18E 3

440

2.9E 3

-3.08E 3

1.18E 3

441

600.000

-3.08E 3

1.86E 3

442

1.2E 3

-3.08E 3

1.86E 3

Print Time/Date: 18/11/2009 23:37


Print Run 10 of 105

Job No

Sheet No

Rev

11 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Cont... Node

X

Y

Z

(cm)

(cm)

(cm)

443

1.7E 3

-3.08E 3

1.86E 3

444

2.3E 3

-3.08E 3

1.86E 3

445

2.9E 3

-3.08E 3

1.86E 3

446

1.45E 3

0.000

930.000

447

1.45E 3

0.000

960.000

448

1.2E 3

0.000

960.000

449

1.7E 3

0.000

960.000

450

1.45E 3

0.000

1.18E 3

451

1.45E 3

-440.000

930.000

452

1.45E 3

-440.000

960.000

453

1.2E 3

-440.000

960.000

454

1.7E 3

-440.000

960.000

455

1.45E 3

-440.000

1.18E 3

456

1.45E 3

-880.000

930.000

457

1.45E 3

-880.000

960.000

458

1.2E 3

-880.000

960.000

459

1.7E 3

-880.000

960.000

460

1.45E 3

-880.000

1.18E 3

461

1.45E 3

-1.32E 3

930.000

462

1.45E 3

-1.32E 3

960.000

463

1.2E 3

-1.32E 3

960.000

464

1.7E 3

-1.32E 3

960.000

465

1.45E 3

-1.32E 3

1.18E 3

466

1.45E 3

-1.76E 3

930.000

467

1.45E 3

-1.76E 3

960.000

468

1.2E 3

-1.76E 3

960.000

469

1.7E 3

-1.76E 3

960.000

470

1.45E 3

-1.76E 3

1.18E 3

471

1.45E 3

-2.2E 3

930.000

472

1.45E 3

-2.2E 3

960.000

473

1.2E 3

-2.2E 3

960.000

474

1.7E 3

-2.2E 3

960.000

475

1.45E 3

-2.2E 3

1.18E 3

476

1.45E 3

-2.64E 3

930.000

477

1.45E 3

-2.64E 3

960.000

478

1.2E 3

-2.64E 3

960.000

479

1.7E 3

-2.64E 3

960.000

480

1.45E 3

-2.64E 3

1.18E 3

481

1.3E 3

0.000

680.000

482

1.4E 3

0.000

680.000

483

1.5E 3

0.000

680.000

484

1.6E 3

0.000

680.000

486

1.3E 3

-440.000

680.000

487

1.4E 3

-440.000

680.000

488

1.5E 3

-440.000

680.000

489

1.6E 3

-440.000

680.000

491

1.3E 3

-880.000

680.000

492

1.4E 3

-880.000

680.000

493

1.5E 3

-880.000

680.000

Print Time/Date: 18/11/2009 23:37


Print Run 11 of 105

Job No

Sheet No

Rev

12 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Nodes Cont... Node

X

Y

Z

(cm)

(cm)

(cm)

494

1.6E 3

-880.000

680.000

496

1.3E 3

-1.32E 3

680.000

497

1.4E 3

-1.32E 3

680.000

498

1.5E 3

-1.32E 3

680.000

499

1.6E 3

-1.32E 3

680.000

501

1.3E 3

-1.76E 3

680.000

502

1.4E 3

-1.76E 3

680.000

503

1.5E 3

-1.76E 3

680.000

504

1.6E 3

-1.76E 3

680.000

506

1.3E 3

-2.2E 3

680.000

507

1.4E 3

-2.2E 3

680.000

508

1.5E 3

-2.2E 3

680.000

509

1.6E 3

-2.2E 3

680.000

511

1.3E 3

-2.64E 3

680.000

512

1.4E 3

-2.64E 3

680.000

513

1.5E 3

-2.64E 3

680.000

514

1.6E 3

-2.64E 3

680.000

516

1.65E 3

-2.64E 3

680.000

517

1.55E 3

-2.64E 3

680.000

518

1.65E 3

-2.2E 3

680.000

519

1.55E 3

-2.2E 3

680.000

520

1.65E 3

-1.76E 3

680.000

521

1.55E 3

-1.76E 3

680.000

522

1.65E 3

-1.32E 3

680.000

523

1.55E 3

-1.32E 3

680.000

524

1.65E 3

-880.000

680.000

525

1.55E 3

-880.000

680.000

526

1.65E 3

-440.000

680.000

527

1.55E 3

-440.000

680.000

528

1.25E 3

-2.64E 3

680.000

529

1.35E 3

-2.64E 3

680.000

530

1.25E 3

-2.2E 3

680.000

531

1.35E 3

-2.2E 3

680.000

532

1.25E 3

-1.76E 3

680.000

533

1.35E 3

-1.76E 3

680.000

534

1.25E 3

-1.32E 3

680.000

535

1.35E 3

-1.32E 3

680.000

536

1.25E 3

-880.000

680.000

537

1.35E 3

-880.000

680.000

538

1.25E 3

-440.000

680.000

539

1.35E 3

-440.000

680.000

540

1.25E 3

0.000

680.000

541

1.35E 3

0.000

680.000

Print Time/Date: 18/11/2009 23:37


Print Run 12 of 105

Job No

Sheet No

Rev

13 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Beam

Node A Node B

Length

Property

(cm)

β (degrees)

1

2

26

300.000

5

0

2

3

30

300.000

5

0

3

4

5

500.000

5

0

4

5

34

300.000

5

0

5

6

38

300.000

5

0

6

2

8

680.000

5

0

7

8

42

250.000

5

0

8

9

52

340.000

5

0

9

3

11

680.000

5

0

10

11

44

250.000

5

0

11

12

54

340.000

5

0

12

4

14

680.000

5

0

13

14

46

250.000

5

0

14

15

56

340.000

5

0

15

5

17

680.000

5

0

16

17

47

250.000

5

0

17

18

57

340.000

5

0

18

6

20

680.000

5

0

19

20

49

250.000

5

0

20

21

59

340.000

5

0

21

7

23

680.000

5

0

22

23

51

250.000

5

0

23

24

61

340.000

5

0

24

8

27

300.000

5

0

25

11

31

300.000

5

0

26

14

540

50.000

5

0

27

17

35

300.000

5

0

28

20

39

300.000

5

0

29

9

28

300.000

5

0

30

12

32

300.000

5

0

31

15

450

250.000

5

0

32

18

36

300.000

5

0

33

21

40

300.000

5

0

34

10

29

300.000

5

0

35

13

33

300.000

5

0

36

16

19

500.000

5

0

37

19

37

300.000

5

0

38

22

41

300.000

5

0

39

26

3

300.000

5

0

40

27

11

300.000

5

0

41

26

27

680.000

6

0

42

28

12

300.000

5

0

43

27

43

250.000

6

0

44

29

13

300.000

5

0

45

28

53

340.000

6

0

46

30

4

300.000

5

0

47

31

14

300.000

5

0

48

30

31

680.000

6

0

49

32

15

300.000

5

0

Print Time/Date: 18/11/2009 23:37


Print Run 13 of 105

Job No

Sheet No

Rev

14 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

50

31

45

250.000

6

0

51

33

16

300.000

5

0

52

32

55

340.000

6

0

53

34

6

300.000

5

0

54

35

20

300.000

5

0

55

34

35

680.000

6

0

56

36

21

300.000

5

0

57

35

48

250.000

6

0

58

37

22

300.000

5

0

59

36

58

340.000

6

0

60

38

7

300.000

5

0

61

39

23

300.000

5

0

62

38

39

680.000

6

0

63

40

24

300.000

5

0

64

39

50

250.000

6

0

65

41

25

300.000

5

0

66

40

60

340.000

6

0

67

42

9

250.000

5

0

68

43

28

250.000

6

0

69

42

43

300.000

6

0

70

44

12

250.000

5

0

71

43

44

300.000

6

0

72

45

32

250.000

6

0

73

44

45

300.000

6

0

74

46

448

30.000

5

0

75

45

46

300.000

6

0

76

47

449

30.000

5

0

77

46

446

250.000

6

0

78

48

36

250.000

6

0

79

47

48

300.000

6

0

80

49

21

250.000

5

0

81

48

49

300.000

6

0

82

50

40

250.000

6

0

83

49

50

300.000

6

0

84

51

24

250.000

5

0

85

50

51

300.000

6

0

86

52

10

340.000

5

0

87

53

29

340.000

6

0

88

52

53

300.000

6

0

89

54

13

340.000

5

0

90

53

54

300.000

6

0

91

55

33

340.000

6

0

92

54

55

300.000

6

0

93

56

16

340.000

5

0

94

55

56

300.000

6

0

95

57

19

340.000

5

0

96

56

57

500.000

6

0

97

58

37

340.000

6

0

98

57

58

300.000

6

0

Print Time/Date: 18/11/2009 23:37


Print Run 14 of 105

Job No

Sheet No

Rev

15 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

99

59

22

340.000

5

0

100

58

59

300.000

6

0

101

60

41

340.000

6

0

102

59

60

300.000

6

0

103

61

25

340.000

5

0

104

60

61

300.000

6

0

105

62

86

300.000

3

0

106

63

90

300.000

3

0

107

64

65

500.000

3

0

108

65

94

300.000

3

0

109

66

98

300.000

3

0

110

62

68

680.000

3

0

111

68

102

250.000

3

0

112

69

112

340.000

3

0

113

63

71

680.000

3

0

114

71

104

250.000

3

0

115

72

114

340.000

3

0

116

64

74

680.000

3

0

117

74

106

250.000

3

0

118

75

116

340.000

3

0

119

65

77

680.000

3

0

120

77

107

250.000

3

0

121

78

117

340.000

3

0

122

66

80

680.000

3

0

123

80

109

250.000

3

0

124

81

119

340.000

3

0

125

67

83

680.000

3

0

126

83

111

250.000

3

0

127

84

121

340.000

3

0

128

68

87

300.000

3

0

129

71

91

300.000

3

0

130

74

538

50.000

3

0

131

77

95

300.000

3

0

132

80

99

300.000

3

0

133

69

88

300.000

3

0

134

72

92

300.000

3

0

135

75

455

250.000

3

0

136

78

96

300.000

3

0

137

81

100

300.000

3

0

138

70

89

300.000

3

0

139

73

93

300.000

3

0

140

76

79

500.000

3

0

141

79

97

300.000

3

0

142

82

101

300.000

3

0

143

86

63

300.000

3

0

144

87

71

300.000

3

0

145

86

87

680.000

4

0

146

88

72

300.000

3

0

147

87

103

250.000

4

0

Print Time/Date: 18/11/2009 23:37


Print Run 15 of 105

Job No

Sheet No

Rev

16 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

148

89

73

300.000

3

0

149

88

113

340.000

4

0

150

90

64

300.000

3

0

151

91

74

300.000

3

0

152

90

91

680.000

4

0

153

92

75

300.000

3

0

154

91

105

250.000

4

0

155

93

76

300.000

3

0

156

92

115

340.000

4

0

157

94

66

300.000

3

0

158

95

80

300.000

3

0

159

94

95

680.000

4

0

160

96

81

300.000

3

0

161

95

108

250.000

4

0

162

97

82

300.000

3

0

163

96

118

340.000

4

0

164

98

67

300.000

3

0

165

99

83

300.000

3

0

166

98

99

680.000

4

0

167

100

84

300.000

3

0

168

99

110

250.000

4

0

169

101

85

300.000

3

0

170

100

120

340.000

4

0

171

102

69

250.000

3

0

172

103

88

250.000

4

0

173

102

103

300.000

4

0

174

104

72

250.000

3

0

175

103

104

300.000

4

0

176

105

92

250.000

4

0

177

104

105

300.000

4

0

178

106

453

30.000

3

0

179

105

106

300.000

4

0

180

107

454

30.000

3

0

181

106

451

250.000

4

0

182

108

96

250.000

4

0

183

107

108

300.000

4

0

184

109

81

250.000

3

0

185

108

109

300.000

4

0

186

110

100

250.000

4

0

187

109

110

300.000

4

0

188

111

84

250.000

3

0

189

110

111

300.000

4

0

190

112

70

340.000

3

0

191

113

89

340.000

4

0

192

112

113

300.000

4

0

193

114

73

340.000

3

0

194

113

114

300.000

4

0

195

115

93

340.000

4

0

196

114

115

300.000

4

0

Print Time/Date: 18/11/2009 23:37


Print Run 16 of 105

Job No

Sheet No

Rev

17 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

197

116

76

340.000

3

0

198

115

116

300.000

4

0

199

117

79

340.000

3

0

200

116

117

500.000

4

0

201

118

97

340.000

4

0

202

117

118

300.000

4

0

203

119

82

340.000

3

0

204

118

119

300.000

4

0

205

120

101

340.000

4

0

206

119

120

300.000

4

0

207

121

85

340.000

3

0

208

120

121

300.000

4

0

209

122

146

300.000

3

0

210

123

150

300.000

3

0

211

124

125

500.000

3

0

212

125

154

300.000

3

0

213

126

158

300.000

3

0

214

122

128

680.000

3

0

215

128

162

250.000

3

0

216

129

172

340.000

3

0

217

123

131

680.000

3

0

218

131

164

250.000

3

0

219

132

174

340.000

3

0

220

124

134

680.000

3

0

221

134

166

250.000

3

0

222

135

176

340.000

3

0

223

125

137

680.000

3

0

224

137

167

250.000

3

0

225

138

177

340.000

3

0

226

126

140

680.000

3

0

227

140

169

250.000

3

0

228

141

179

340.000

3

0

229

127

143

680.000

3

0

230

143

171

250.000

3

0

231

144

181

340.000

3

0

232

128

147

300.000

3

0

233

131

151

300.000

3

0

234

134

536

50.000

3

0

235

137

155

300.000

3

0

236

140

159

300.000

3

0

237

129

148

300.000

3

0

238

132

152

300.000

3

0

239

135

460

250.000

3

0

240

138

156

300.000

3

0

241

141

160

300.000

3

0

242

130

149

300.000

3

0

243

133

153

300.000

3

0

244

136

139

500.000

3

0

245

139

157

300.000

3

0

Print Time/Date: 18/11/2009 23:37


Print Run 17 of 105

Job No

Sheet No

Rev

18 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

246

142

161

300.000

3

0

247

146

123

300.000

3

0

248

147

131

300.000

3

0

249

146

147

680.000

4

0

250

148

132

300.000

3

0

251

147

163

250.000

4

0

252

149

133

300.000

3

0

253

148

173

340.000

4

0

254

150

124

300.000

3

0

255

151

134

300.000

3

0

256

150

151

680.000

4

0

257

152

135

300.000

3

0

258

151

165

250.000

4

0

259

153

136

300.000

3

0

260

152

175

340.000

4

0

261

154

126

300.000

3

0

262

155

140

300.000

3

0

263

154

155

680.000

4

0

264

156

141

300.000

3

0

265

155

168

250.000

4

0

266

157

142

300.000

3

0

267

156

178

340.000

4

0

268

158

127

300.000

3

0

269

159

143

300.000

3

0

270

158

159

680.000

4

0

271

160

144

300.000

3

0

272

159

170

250.000

4

0

273

161

145

300.000

3

0

274

160

180

340.000

4

0

275

162

129

250.000

3

0

276

163

148

250.000

4

0

277

162

163

300.000

4

0

278

164

132

250.000

3

0

279

163

164

300.000

4

0

280

165

152

250.000

4

0

281

164

165

300.000

4

0

282

166

458

30.000

3

0

283

165

166

300.000

4

0

284

167

459

30.000

3

0

285

166

456

250.000

4

0

286

168

156

250.000

4

0

287

167

168

300.000

4

0

288

169

141

250.000

3

0

289

168

169

300.000

4

0

290

170

160

250.000

4

0

291

169

170

300.000

4

0

292

171

144

250.000

3

0

293

170

171

300.000

4

0

294

172

130

340.000

3

0

Print Time/Date: 18/11/2009 23:37


Print Run 18 of 105

Job No

Sheet No

Rev

19 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

295

173

149

340.000

4

0

296

172

173

300.000

4

0

297

174

133

340.000

3

0

298

173

174

300.000

4

0

299

175

153

340.000

4

0

300

174

175

300.000

4

0

301

176

136

340.000

3

0

302

175

176

300.000

4

0

303

177

139

340.000

3

0

304

176

177

500.000

4

0

305

178

157

340.000

4

0

306

177

178

300.000

4

0

307

179

142

340.000

3

0

308

178

179

300.000

4

0

309

180

161

340.000

4

0

310

179

180

300.000

4

0

311

181

145

340.000

3

0

312

180

181

300.000

4

0

313

182

206

300.000

3

0

314

183

210

300.000

3

0

315

184

185

500.000

3

0

316

185

214

300.000

3

0

317

186

218

300.000

3

0

318

182

188

680.000

3

0

319

188

222

250.000

3

0

320

189

232

340.000

3

0

321

183

191

680.000

3

0

322

191

224

250.000

3

0

323

192

234

340.000

3

0

324

184

194

680.000

3

0

325

194

226

250.000

3

0

326

195

236

340.000

3

0

327

185

197

680.000

3

0

328

197

227

250.000

3

0

329

198

237

340.000

3

0

330

186

200

680.000

3

0

331

200

229

250.000

3

0

332

201

239

340.000

3

0

333

187

203

680.000

3

0

334

203

231

250.000

3

0

335

204

241

340.000

3

0

336

188

207

300.000

3

0

337

191

211

300.000

3

0

338

194

534

50.000

3

0

339

197

215

300.000

3

0

340

200

219

300.000

3

0

341

189

208

300.000

3

0

342

192

212

300.000

3

0

343

195

465

250.000

3

0

Print Time/Date: 18/11/2009 23:37


Print Run 19 of 105

Job No

Sheet No

Rev

20 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

344

198

216

300.000

3

0

345

201

220

300.000

3

0

346

190

209

300.000

3

0

347

193

213

300.000

3

0

348

196

199

500.000

3

0

349

199

217

300.000

3

0

350

202

221

300.000

3

0

351

206

183

300.000

3

0

352

207

191

300.000

3

0

353

206

207

680.000

4

0

354

208

192

300.000

3

0

355

207

223

250.000

4

0

356

209

193

300.000

3

0

357

208

233

340.000

4

0

358

210

184

300.000

3

0

359

211

194

300.000

3

0

360

210

211

680.000

4

0

361

212

195

300.000

3

0

362

211

225

250.000

4

0

363

213

196

300.000

3

0

364

212

235

340.000

4

0

365

214

186

300.000

3

0

366

215

200

300.000

3

0

367

214

215

680.000

4

0

368

216

201

300.000

3

0

369

215

228

250.000

4

0

370

217

202

300.000

3

0

371

216

238

340.000

4

0

372

218

187

300.000

3

0

373

219

203

300.000

3

0

374

218

219

680.000

4

0

375

220

204

300.000

3

0

376

219

230

250.000

4

0

377

221

205

300.000

3

0

378

220

240

340.000

4

0

379

222

189

250.000

3

0

380

223

208

250.000

4

0

381

222

223

300.000

4

0

382

224

192

250.000

3

0

383

223

224

300.000

4

0

384

225

212

250.000

4

0

385

224

225

300.000

4

0

386

226

463

30.000

3

0

387

225

226

300.000

4

0

388

227

464

30.000

3

0

389

226

461

250.000

4

0

390

228

216

250.000

4

0

391

227

228

300.000

4

0

392

229

201

250.000

3

0

Print Time/Date: 18/11/2009 23:37


Print Run 20 of 105

Job No

Sheet No

Rev

21 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

393

228

229

300.000

4

0

394

230

220

250.000

4

0

395

229

230

300.000

4

0

396

231

204

250.000

3

0

397

230

231

300.000

4

0

398

232

190

340.000

3

0

399

233

209

340.000

4

0

400

232

233

300.000

4

0

401

234

193

340.000

3

0

402

233

234

300.000

4

0

403

235

213

340.000

4

0

404

234

235

300.000

4

0

405

236

196

340.000

3

0

406

235

236

300.000

4

0

407

237

199

340.000

3

0

408

236

237

500.000

4

0

409

238

217

340.000

4

0

410

237

238

300.000

4

0

411

239

202

340.000

3

0

412

238

239

300.000

4

0

413

240

221

340.000

4

0

414

239

240

300.000

4

0

415

241

205

340.000

3

0

416

240

241

300.000

4

0

417

242

266

300.000

3

0

418

243

270

300.000

3

0

419

244

245

500.000

3

0

420

245

274

300.000

3

0

421

246

278

300.000

3

0

422

242

248

680.000

3

0

423

248

282

250.000

3

0

424

249

292

340.000

3

0

425

243

251

680.000

3

0

426

251

284

250.000

3

0

427

252

294

340.000

3

0

428

244

254

680.000

3

0

429

254

286

250.000

3

0

430

255

296

340.000

3

0

431

245

257

680.000

3

0

432

257

287

250.000

3

0

433

258

297

340.000

3

0

434

246

260

680.000

3

0

435

260

289

250.000

3

0

436

261

299

340.000

3

0

437

247

263

680.000

3

0

438

263

291

250.000

3

0

439

264

301

340.000

3

0

440

248

267

300.000

3

0

441

251

271

300.000

3

0

Print Time/Date: 18/11/2009 23:37


Print Run 21 of 105

Job No

Sheet No

Rev

22 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

442

254

532

50.000

3

0

443

257

275

300.000

3

0

444

260

279

300.000

3

0

445

249

268

300.000

3

0

446

252

272

300.000

3

0

447

255

470

250.000

3

0

448

258

276

300.000

3

0

449

261

280

300.000

3

0

450

250

269

300.000

3

0

451

253

273

300.000

3

0

452

256

259

500.000

3

0

453

259

277

300.000

3

0

454

262

281

300.000

3

0

455

266

243

300.000

3

0

456

267

251

300.000

3

0

457

266

267

680.000

4

0

458

268

252

300.000

3

0

459

267

283

250.000

4

0

460

269

253

300.000

3

0

461

268

293

340.000

4

0

462

270

244

300.000

3

0

463

271

254

300.000

3

0

464

270

271

680.000

4

0

465

272

255

300.000

3

0

466

271

285

250.000

4

0

467

273

256

300.000

3

0

468

272

295

340.000

4

0

469

274

246

300.000

3

0

470

275

260

300.000

3

0

471

274

275

680.000

4

0

472

276

261

300.000

3

0

473

275

288

250.000

4

0

474

277

262

300.000

3

0

475

276

298

340.000

4

0

476

278

247

300.000

3

0

477

279

263

300.000

3

0

478

278

279

680.000

4

0

479

280

264

300.000

3

0

480

279

290

250.000

4

0

481

281

265

300.000

3

0

482

280

300

340.000

4

0

483

282

249

250.000

3

0

484

283

268

250.000

4

0

485

282

283

300.000

4

0

486

284

252

250.000

3

0

487

283

284

300.000

4

0

488

285

272

250.000

4

0

489

284

285

300.000

4

0

490

286

468

30.000

3

0

Print Time/Date: 18/11/2009 23:37


Print Run 22 of 105

Job No

Sheet No

Rev

23 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

491

285

286

300.000

4

492

287

469

30.000

3

0

493

286

466

250.000

4

0

494

288

276

250.000

4

0

495

287

288

300.000

4

0

496

289

261

250.000

3

0

497

288

289

300.000

4

0

498

290

280

250.000

4

0

499

289

290

300.000

4

0

500

291

264

250.000

3

0

501

290

291

300.000

4

0

502

292

250

340.000

3

0

503

293

269

340.000

4

0

504

292

293

300.000

4

0

505

294

253

340.000

3

0

506

293

294

300.000

4

0

507

295

273

340.000

4

0

508

294

295

300.000

4

0

509

296

256

340.000

3

0

510

295

296

300.000

4

0

511

297

259

340.000

3

0

512

296

297

500.000

4

0

513

298

277

340.000

4

0

514

297

298

300.000

4

0

515

299

262

340.000

3

0

516

298

299

300.000

4

0

517

300

281

340.000

4

0

518

299

300

300.000

4

0

519

301

265

340.000

3

0

520

300

301

300.000

4

0

521

302

326

300.000

3

0

522

303

330

300.000

3

0

523

304

305

500.000

3

0

524

305

334

300.000

3

0

525

306

338

300.000

3

0

526

302

308

680.000

3

0

527

308

342

250.000

3

0

528

309

352

340.000

3

0

529

303

311

680.000

3

0

530

311

344

250.000

3

0

531

312

354

340.000

3

0

532

304

314

680.000

3

0

533

314

346

250.000

3

0

534

315

356

340.000

3

0

535

305

317

680.000

3

0

536

317

347

250.000

3

0

537

318

357

340.000

3

0

538

306

320

680.000

3

0

539

320

349

250.000

3

0

Print Time/Date: 18/11/2009 23:37

0


Print Run 23 of 105

Job No

Sheet No

Rev

24 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

540

321

359

340.000

3

0

541

307

323

680.000

3

0

542

323

351

250.000

3

0

543

324

361

340.000

3

0

544

308

327

300.000

3

0

545

311

331

300.000

3

0

546

314

530

50.000

3

0

547

317

335

300.000

3

0

548

320

339

300.000

3

0

549

309

328

300.000

3

0

550

312

332

300.000

3

0

551

315

475

250.000

3

0

552

318

336

300.000

3

0

553

321

340

300.000

3

0

554

310

329

300.000

3

0

555

313

333

300.000

3

0

556

316

319

500.000

3

0

557

319

337

300.000

3

0

558

322

341

300.000

3

0

559

326

303

300.000

3

0

560

327

311

300.000

3

0

561

326

327

680.000

4

0

562

328

312

300.000

3

0

563

327

343

250.000

4

0

564

329

313

300.000

3

0

565

328

353

340.000

4

0

566

330

304

300.000

3

0

567

331

314

300.000

3

0

568

330

331

680.000

4

0

569

332

315

300.000

3

0

570

331

345

250.000

4

0

571

333

316

300.000

3

0

572

332

355

340.000

4

0

573

334

306

300.000

3

0

574

335

320

300.000

3

0

575

334

335

680.000

4

0

576

336

321

300.000

3

0

577

335

348

250.000

4

0

578

337

322

300.000

3

0

579

336

358

340.000

4

0

580

338

307

300.000

3

0

581

339

323

300.000

3

0

582

338

339

680.000

4

0

583

340

324

300.000

3

0

584

339

350

250.000

4

0

585

341

325

300.000

3

0

586

340

360

340.000

4

0

587

342

309

250.000

3

0

588

343

328

250.000

4

0

Print Time/Date: 18/11/2009 23:37


Print Run 24 of 105

Job No

Sheet No

Rev

25 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

589

342

343

300.000

4

0

590

344

312

250.000

3

0

591

343

344

300.000

4

0

592

345

332

250.000

4

0

593

344

345

300.000

4

0

594

346

473

30.000

3

0

595

345

346

300.000

4

0

596

347

474

30.000

3

0

597

346

471

250.000

4

0

598

348

336

250.000

4

0

599

347

348

300.000

4

0

600

349

321

250.000

3

0

601

348

349

300.000

4

0

602

350

340

250.000

4

0

603

349

350

300.000

4

0

604

351

324

250.000

3

0

605

350

351

300.000

4

0

606

352

310

340.000

3

0

607

353

329

340.000

4

0

608

352

353

300.000

4

0

609

354

313

340.000

3

0

610

353

354

300.000

4

0

611

355

333

340.000

4

0

612

354

355

300.000

4

0

613

356

316

340.000

3

0

614

355

356

300.000

4

0

615

357

319

340.000

3

0

616

356

357

500.000

4

0

617

358

337

340.000

4

0

618

357

358

300.000

4

0

619

359

322

340.000

3

0

620

358

359

300.000

4

0

621

360

341

340.000

4

0

622

359

360

300.000

4

0

623

361

325

340.000

3

0

624

360

361

300.000

4

0

625

362

386

300.000

3

0

626

363

390

300.000

3

0

627

364

365

500.000

3

0

628

365

394

300.000

3

0

629

366

398

300.000

3

0

630

362

368

680.000

3

0

631

368

402

250.000

3

0

632

369

412

340.000

3

0

633

363

371

680.000

3

0

634

371

404

250.000

3

0

635

372

414

340.000

3

0

636

364

374

680.000

3

0

637

374

406

250.000

3

0

Print Time/Date: 18/11/2009 23:37


Print Run 25 of 105

Job No

Sheet No

Rev

26 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

638

375

416

340.000

3

0

639

365

377

680.000

3

0

640

377

407

250.000

3

0

641

378

417

340.000

3

0

642

366

380

680.000

3

0

643

380

409

250.000

3

0

644

381

419

340.000

3

0

645

367

383

680.000

3

0

646

383

411

250.000

3

0

647

384

421

340.000

3

0

648

368

387

300.000

3

0

649

371

391

300.000

3

0

650

374

528

50.000

3

0

651

377

395

300.000

3

0

652

380

399

300.000

3

0

653

369

388

300.000

3

0

654

372

392

300.000

3

0

655

375

480

250.000

3

0

656

378

396

300.000

3

0

657

381

400

300.000

3

0

658

370

389

300.000

3

0

659

373

393

300.000

3

0

660

376

379

500.000

3

0

661

379

397

300.000

3

0

662

382

401

300.000

3

0

663

386

363

300.000

3

0

664

387

371

300.000

3

0

665

386

387

680.000

4

0

666

388

372

300.000

3

0

667

387

403

250.000

4

0

668

389

373

300.000

3

0

669

388

413

340.000

4

0

670

390

364

300.000

3

0

671

391

374

300.000

3

0

672

390

391

680.000

4

0

673

392

375

300.000

3

0

674

391

405

250.000

4

0

675

393

376

300.000

3

0

676

392

415

340.000

4

0

677

394

366

300.000

3

0

678

395

380

300.000

3

0

679

394

395

680.000

4

0

680

396

381

300.000

3

0

681

395

408

250.000

4

0

682

397

382

300.000

3

0

683

396

418

340.000

4

0

684

398

367

300.000

3

0

685

399

383

300.000

3

0

686

398

399

680.000

4

0

Print Time/Date: 18/11/2009 23:37


Print Run 26 of 105

Job No

Sheet No

Rev

27 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

687

400

384

300.000

3

0

688

399

410

250.000

4

0

689

401

385

300.000

3

0

690

400

420

340.000

4

0

691

402

369

250.000

3

0

692

403

388

250.000

4

0

693

402

403

300.000

4

0

694

404

372

250.000

3

0

695

403

404

300.000

4

0

696

405

392

250.000

4

0

697

404

405

300.000

4

0

698

406

478

30.000

3

0

699

405

406

300.000

4

0

700

407

479

30.000

3

0

701

406

476

250.000

4

0

702

408

396

250.000

4

0

703

407

408

300.000

4

0

704

409

381

250.000

3

0

705

408

409

300.000

4

0

706

410

400

250.000

4

0

707

409

410

300.000

4

0

708

411

384

250.000

3

0

709

410

411

300.000

4

0

710

412

370

340.000

3

0

711

413

389

340.000

4

0

712

412

413

300.000

4

0

713

414

373

340.000

3

0

714

413

414

300.000

4

0

715

415

393

340.000

4

0

716

414

415

300.000

4

0

717

416

376

340.000

3

0

718

415

416

300.000

4

0

719

417

379

340.000

3

0

720

416

417

500.000

4

0

721

418

397

340.000

4

0

722

417

418

300.000

4

0

723

419

382

340.000

3

0

724

418

419

300.000

4

0

725

420

401

340.000

4

0

726

419

420

300.000

4

0

727

421

385

340.000

3

0

728

420

421

300.000

4

0

833

2

62

440.000

7

0

834

62

122

440.000

8

0

835

122

182

440.000

9

0

836

182

242

440.000

10

0

837

242

302

440.000

11

0

838

302

362

440.000

12

0

839

362

422

440.000

13

0

Print Time/Date: 18/11/2009 23:37


Print Run 27 of 105

Job No

Sheet No

Rev

28 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

840

8

68

440.000

7

0

841

68

128

440.000

8

0

842

128

188

440.000

9

0

843

188

248

440.000

10

0

844

248

308

440.000

11

0

845

308

368

440.000

12

0

846

368

428

440.000

13

0

847

9

69

440.000

7

0

848

69

129

440.000

8

0

849

129

189

440.000

9

0

850

189

249

440.000

10

0

851

249

309

440.000

11

0

852

309

369

440.000

12

0

853

369

429

440.000

13

0

854

10

70

440.000

7

0

855

70

130

440.000

8

0

856

130

190

440.000

9

0

857

190

250

440.000

10

0

858

250

310

440.000

11

0

859

310

370

440.000

12

0

860

370

430

440.000

13

0

861

7

67

440.000

7

0

862

67

127

440.000

8

0

863

127

187

440.000

9

0

864

187

247

440.000

10

0

865

247

307

440.000

11

0

866

307

367

440.000

12

0

867

367

427

440.000

13

0

868

6

66

440.000

7

0

869

66

126

440.000

8

0

870

126

186

440.000

9

0

871

186

246

440.000

10

0

872

246

306

440.000

11

0

873

306

366

440.000

12

0

874

366

426

440.000

13

0

875

5

65

440.000

7

0

876

65

125

440.000

8

0

877

125

185

440.000

9

0

878

185

245

440.000

10

0

879

245

305

440.000

11

0

880

305

365

440.000

12

0

881

365

425

440.000

13

0

882

4

64

440.000

7

0

883

64

124

440.000

8

0

884

124

184

440.000

9

0

885

184

244

440.000

10

0

886

244

304

440.000

11

0

887

304

364

440.000

12

0

888

364

424

440.000

13

0

Print Time/Date: 18/11/2009 23:37


Print Run 28 of 105

Job No

Sheet No

Rev

29 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

889

3

63

440.000

7

0

890

63

123

440.000

8

0

891

123

183

440.000

9

0

892

183

243

440.000

10

0

893

243

303

440.000

11

0

894

303

363

440.000

12

0

895

363

423

440.000

13

0

896

23

83

440.000

7

0

897

83

143

440.000

8

0

898

143

203

440.000

9

0

899

203

263

440.000

10

0

900

263

323

440.000

11

0

901

323

383

440.000

12

0

902

383

435

440.000

13

0

903

20

80

440.000

7

0

904

80

140

440.000

8

0

905

140

200

440.000

9

0

906

200

260

440.000

10

0

907

260

320

440.000

11

0

908

320

380

440.000

12

0

909

380

434

440.000

13

0

910

17

77

440.000

7

0

911

77

137

440.000

8

0

912

137

197

440.000

9

0

913

197

257

440.000

10

0

914

257

317

440.000

11

0

915

317

377

440.000

12

0

916

377

433

440.000

13

0

917

14

74

440.000

7

0

918

74

134

440.000

8

0

919

134

194

440.000

9

0

920

194

254

440.000

10

0

921

254

314

440.000

11

0

922

314

374

440.000

12

0

923

374

432

440.000

13

0

924

11

71

440.000

7

0

925

71

131

440.000

8

0

926

131

191

440.000

9

0

927

191

251

440.000

10

0

928

251

311

440.000

11

0

929

311

371

440.000

12

0

930

371

431

440.000

13

0

931

24

84

440.000

7

0

932

84

144

440.000

8

0

933

144

204

440.000

9

0

934

204

264

440.000

10

0

935

264

324

440.000

11

0

936

324

384

440.000

12

0

937

384

440

440.000

13

0

Print Time/Date: 18/11/2009 23:37


Print Run 29 of 105

Job No

Sheet No

Rev

30 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

938

21

81

440.000

7

0

939

81

141

440.000

8

0

940

141

201

440.000

9

0

941

201

261

440.000

10

0

942

261

321

440.000

11

0

943

321

381

440.000

12

0

944

381

439

440.000

13

0

945

18

78

440.000

7

0

946

78

138

440.000

8

0

947

138

198

440.000

9

0

948

198

258

440.000

10

0

949

258

318

440.000

11

0

950

318

378

440.000

12

0

951

378

438

440.000

13

0

952

15

75

440.000

7

0

953

75

135

440.000

8

0

954

135

195

440.000

9

0

955

195

255

440.000

10

0

956

255

315

440.000

11

0

957

315

375

440.000

12

0

958

375

437

440.000

13

0

959

12

72

440.000

7

0

960

72

132

440.000

8

0

961

132

192

440.000

9

0

962

192

252

440.000

10

0

963

252

312

440.000

11

0

964

312

372

440.000

12

0

965

372

436

440.000

13

0

966

25

85

440.000

7

0

967

85

145

440.000

8

0

968

145

205

440.000

9

0

969

205

265

440.000

10

0

970

265

325

440.000

11

0

971

325

385

440.000

12

0

972

385

445

440.000

13

0

973

22

82

440.000

7

0

974

82

142

440.000

8

0

975

142

202

440.000

9

0

976

202

262

440.000

10

0

977

262

322

440.000

11

0

978

322

382

440.000

12

0

979

382

444

440.000

13

0

980

19

79

440.000

7

0

981

79

139

440.000

8

0

982

139

199

440.000

9

0

983

199

259

440.000

10

0

984

259

319

440.000

11

0

985

319

379

440.000

12

0

986

379

443

440.000

13

0

Print Time/Date: 18/11/2009 23:37


Print Run 30 of 105

Job No

Sheet No

Rev

31 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

987

16

76

440.000

7

0

988

76

136

440.000

8

0

989

136

196

440.000

9

0

990

196

256

440.000

10

0

991

256

316

440.000

11

0

992

316

376

440.000

12

0

993

376

442

440.000

13

0

994

13

73

440.000

7

0

995

73

133

440.000

8

0

996

133

193

440.000

9

0

997

193

253

440.000

10

0

998

253

313

440.000

11

0

999

313

373

440.000

12

0

1000

373

441

440.000

13

0

1354

446

47

250.000

6

0

1355

448

15

220.000

5

0

1357

449

18

220.000

5

0

1359

450

18

250.000

5

0

1362

451

107

250.000

4

0

1363

453

75

220.000

3

0

1365

454

78

220.000

3

0

1367

455

78

250.000

3

0

1370

456

167

250.000

4

0

1371

458

135

220.000

3

0

1373

459

138

220.000

3

0

1375

460

138

250.000

3

0

1378

461

227

250.000

4

0

1379

463

195

220.000

3

0

1381

464

198

220.000

3

0

1383

465

198

250.000

3

0

1386

466

287

250.000

4

0

1387

468

255

220.000

3

0

1389

469

258

220.000

3

0

1391

470

258

250.000

3

0

1394

471

347

250.000

4

0

1395

473

315

220.000

3

0

1397

474

318

220.000

3

0

1399

475

318

250.000

3

0

1402

476

407

250.000

4

0

1403

478

375

220.000

3

0

1405

479

378

220.000

3

0

1407

480

378

250.000

3

0

1410

481

541

50.000

5

0

1411

482

483

100.000

5

0

1412

483

484

100.000

5

0

1413

484

17

100.000

5

0

1415

486

539

50.000

3

0

1416

487

488

100.000

3

0

1417

488

527

50.000

3

0

Print Time/Date: 18/11/2009 23:37


Print Run 31 of 105

Job No

Sheet No

Rev

32 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beams Cont... Beam

Node A Node B

Length

Property

(cm)

β (degrees)

1418

489

526

50.000

3

1420

491

537

50.000

3

0

1421

492

493

100.000

3

0

1422

493

525

50.000

3

0

1423

494

524

50.000

3

0

1425

496

535

50.000

3

0

1426

497

498

100.000

3

0

1427

498

523

50.000

3

0

1428

499

522

50.000

3

0

1430

501

533

50.000

3

0

1431

502

503

100.000

3

0

1432

503

521

50.000

3

0

1433

504

520

50.000

3

0

1435

506

531

50.000

3

0

1436

507

508

100.000

3

0

1437

508

519

50.000

3

0

1438

509

518

50.000

3

0

1440

511

529

50.000

3

0

1441

512

513

100.000

3

0

1442

513

517

50.000

3

0

1443

514

516

50.000

3

0

1445

516

377

50.000

3

0

1446

517

514

50.000

3

0

1447

518

317

50.000

3

0

1448

519

509

50.000

3

0

1449

520

257

50.000

3

0

1450

521

504

50.000

3

0

1451

522

197

50.000

3

0

1452

523

499

50.000

3

0

1453

524

137

50.000

3

0

1454

525

494

50.000

3

0

1455

526

77

50.000

3

0

1456

527

489

50.000

3

0

1457

528

511

50.000

3

0

1458

529

512

50.000

3

0

1459

530

506

50.000

3

0

1460

531

507

50.000

3

0

1461

532

501

50.000

3

0

1462

533

502

50.000

3

0

1463

534

496

50.000

3

0

1464

535

497

50.000

3

0

1465

536

491

50.000

3

0

1466

537

492

50.000

3

0

1467

538

486

50.000

3

0

1468

539

487

50.000

3

0

1469

540

481

50.000

5

0

1470

541

482

50.000

5

0

Print Time/Date: 18/11/2009 23:37

0


Print Run 32 of 105

Job No

Sheet No

Rev

33 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Plates Plate

Node A Node B Node C Node D Property

1001

2

26

27

8

2

1002

26

3

11

27

2

1003

3

30

31

11

2

1004

30

4

14

31

2

1005

5

34

35

17

2

1006

34

6

20

35

2

1007

6

38

39

20

2

1008

38

7

23

39

2

1009

8

27

43

42

2

1010

42

43

28

9

2

1011

27

11

44

43

2

1012

43

44

12

28

2

1013

11

31

45

44

2

1014

44

45

32

12

2

1015

31

14

46

45

2

1016

45

46

15

32

2

1017

14

17

47

46

2

1019

17

35

48

47

2

1020

47

48

36

18

2

1021

35

20

49

48

2

1022

48

49

21

36

2

1023

20

39

50

49

2

1024

49

50

40

21

2

1025

39

23

51

50

2

1026

50

51

24

40

2

1027

9

28

53

52

2

1028

28

12

54

53

2

1029

52

53

29

10

2

1030

53

54

13

29

2

1031

12

32

55

54

2

1032

32

15

56

55

2

1033

54

55

33

13

2

1034

55

56

16

33

2

1035

15

18

57

56

2

1036

56

57

19

16

2

1037

18

36

58

57

2

1038

57

58

37

19

2

1039

36

21

59

58

2

1040

58

59

22

37

2

1041

21

40

60

59

2

1042

40

24

61

60

2

1043

59

60

41

22

2

1044

60

61

25

41

2

1045

62

86

87

68

1

1046

86

63

71

87

1

1047

63

90

91

71

1

1048

90

64

74

91

1

1049

65

94

95

77

1

1050

94

66

80

95

1

Print Time/Date: 18/11/2009 23:37


Print Run 33 of 105

Job No

Sheet No

Rev

34 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Plates Cont... Plate


1051

66

98

99

80

1052

98

67

83

99

1 1

1053

68

87

103

102

1

1054

102

103

88

69

1

1055

87

71

104

103

1

1056

103

104

72

88

1

1057

71

91

105

104

1

1058

104

105

92

72

1

1059

91

74

106

105

1

1060

105

106

75

92

1

1061

74

77

107

106

1

1063

77

95

108

107

1

1064

107

108

96

78

1

1065

95

80

109

108

1

1066

108

109

81

96

1

1067

80

99

110

109

1

1068

109

110

100

81

1

1069

99

83

111

110

1

1070

110

111

84

100

1

1071

69

88

113

112

1

1072

88

72

114

113

1

1073

112

113

89

70

1

1074

113

114

73

89

1

1075

72

92

115

114

1

1076

92

75

116

115

1

1077

114

115

93

73

1

1078

115

116

76

93

1

1079

75

78

117

116

1

1080

116

117

79

76

1

1081

78

96

118

117

1

1082

117

118

97

79

1

1083

96

81

119

118

1

1084

118

119

82

97

1

1085

81

100

120

119

1

1086

100

84

121

120

1

1087

119

120

101

82

1

1088

120

121

85

101

1

1089

122

146

147

128

1

1090

146

123

131

147

1

1091

123

150

151

131

1

1092

150

124

134

151

1

1093

125

154

155

137

1

1094

154

126

140

155

1

1095

126

158

159

140

1

1096

158

127

143

159

1

1097

128

147

163

162

1

1098

162

163

148

129

1

1099

147

131

164

163

1

1100

163

164

132

148

1

Print Time/Date: 18/11/2009 23:37


Print Run 34 of 105

Job No

Sheet No

Rev

35 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36



1101

131

151

165

164

1

1102

164

165

152

132

1

1103

151

134

166

165

1

1104

165

166

135

152

1

1105

134

137

167

166

1

1107

137

155

168

167

1

1108

167

168

156

138

1

1109

155

140

169

168

1

1110

168

169

141

156

1

1111

140

159

170

169

1

1112

169

170

160

141

1

1113

159

143

171

170

1

1114

170

171

144

160

1

1115

129

148

173

172

1

1116

148

132

174

173

1

1117

172

173

149

130

1

1118

173

174

133

149

1

1119

132

152

175

174

1

1120

152

135

176

175

1

1121

174

175

153

133

1

1122

175

176

136

153

1

1123

135

138

177

176

1

1124

176

177

139

136

1

1125

138

156

178

177

1

1126

177

178

157

139

1

1127

156

141

179

178

1

1128

178

179

142

157

1

1129

141

160

180

179

1

1130

160

144

181

180

1

1131

179

180

161

142

1

1132

180

181

145

161

1

1133

182

206

207

188

1

1134

206

183

191

207

1

1135

183

210

211

191

1

1136

210

184

194

211

1

1137

185

214

215

197

1

1138

214

186

200

215

1

1139

186

218

219

200

1

1140

218

187

203

219

1

1141

188

207

223

222

1

1142

222

223

208

189

1

1143

207

191

224

223

1

1144

223

224

192

208

1

1145

191

211

225

224

1

1146

224

225

212

192

1

1147

211

194

226

225

1

1148

225

226

195

212

1

1149

194

197

227

226

1

1151

197

215

228

227

1

Print Time/Date: 18/11/2009 23:37


Print Run 35 of 105

Job No

Sheet No

Rev

36 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36



1152

227

228

216

198

1

1153

215

200

229

228

1

1154

228

229

201

216

1

1155

200

219

230

229

1

1156

229

230

220

201

1

1157

219

203

231

230

1

1158

230

231

204

220

1

1159

189

208

233

232

1

1160

208

192

234

233

1

1161

232

233

209

190

1

1162

233

234

193

209

1

1163

192

212

235

234

1

1164

212

195

236

235

1

1165

234

235

213

193

1

1166

235

236

196

213

1

1167

195

198

237

236

1

1168

236

237

199

196

1

1169

198

216

238

237

1

1170

237

238

217

199

1

1171

216

201

239

238

1

1172

238

239

202

217

1

1173

201

220

240

239

1

1174

220

204

241

240

1

1175

239

240

221

202

1

1176

240

241

205

221

1

1177

242

266

267

248

1

1178

266

243

251

267

1

1179

243

270

271

251

1

1180

270

244

254

271

1

1181

245

274

275

257

1

1182

274

246

260

275

1

1183

246

278

279

260

1

1184

278

247

263

279

1

1185

248

267

283

282

1

1186

282

283

268

249

1

1187

267

251

284

283

1

1188

283

284

252

268

1

1189

251

271

285

284

1

1190

284

285

272

252

1

1191

271

254

286

285

1

1192

285

286

255

272

1

1193

254

257

287

286

1

1195

257

275

288

287

1

1196

287

288

276

258

1

1197

275

260

289

288

1

1198

288

289

261

276

1

1199

260

279

290

289

1

1200

289

290

280

261

1

1201

279

263

291

290

1

Print Time/Date: 18/11/2009 23:37


Print Run 36 of 105

Job No

Sheet No

Rev

37 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36



1202

290

291

264

280

1

1203

249

268

293

292

1

1204

268

252

294

293

1

1205

292

293

269

250

1

1206

293

294

253

269

1

1207

252

272

295

294

1

1208

272

255

296

295

1

1209

294

295

273

253

1

1210

295

296

256

273

1

1211

255

258

297

296

1

1212

296

297

259

256

1

1213

258

276

298

297

1

1214

297

298

277

259

1

1215

276

261

299

298

1

1216

298

299

262

277

1

1217

261

280

300

299

1

1218

280

264

301

300

1

1219

299

300

281

262

1

1220

300

301

265

281

1

1221

302

326

327

308

1

1222

326

303

311

327

1

1223

303

330

331

311

1

1224

330

304

314

331

1

1225

305

334

335

317

1

1226

334

306

320

335

1

1227

306

338

339

320

1

1228

338

307

323

339

1

1229

308

327

343

342

1

1230

342

343

328

309

1

1231

327

311

344

343

1

1232

343

344

312

328

1

1233

311

331

345

344

1

1234

344

345

332

312

1

1235

331

314

346

345

1

1236

345

346

315

332

1

1237

314

317

347

346

1

1239

317

335

348

347

1

1240

347

348

336

318

1

1241

335

320

349

348

1

1242

348

349

321

336

1

1243

320

339

350

349

1

1244

349

350

340

321

1

1245

339

323

351

350

1

1246

350

351

324

340

1

1247

309

328

353

352

1

1248

328

312

354

353

1

1249

352

353

329

310

1

1250

353

354

313

329

1

1251

312

332

355

354

1

Print Time/Date: 18/11/2009 23:37


Print Run 37 of 105

Job No

Sheet No

Rev

38 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36



1252

332

315

356

355

1

1253

354

355

333

313

1

1254

355

356

316

333

1

1255

315

318

357

356

1

1256

356

357

319

316

1

1257

318

336

358

357

1

1258

357

358

337

319

1

1259

336

321

359

358

1

1260

358

359

322

337

1

1261

321

340

360

359

1

1262

340

324

361

360

1

1263

359

360

341

322

1

1264

360

361

325

341

1

1309

4

5

17

14

2

1310

362

386

387

368

1

1311

386

363

371

387

1

1312

363

390

391

371

1

1313

390

364

374

391

1

1314

365

394

395

377

1

1315

394

366

380

395

1

1316

366

398

399

380

1

1317

398

367

383

399

1

1318

368

387

403

402

1

1319

387

371

404

403

1

1320

371

391

405

404

1

1321

391

374

406

405

1

1322

374

377

407

406

1

1323

377

395

408

407

1

1324

395

380

409

408

1

1325

380

399

410

409

1

1326

399

383

411

410

1

1327

402

403

388

369

1

1328

403

404

372

388

1

1329

404

405

392

372

1

1330

405

406

375

392

1

1332

407

408

396

378

1

1333

408

409

381

396

1

1334

409

410

400

381

1

1335

410

411

384

400

1

1336

369

388

413

412

1

1337

388

372

414

413

1

1338

372

392

415

414

1

1339

392

375

416

415

1

1340

375

378

417

416

1

1341

378

396

418

417

1

1342

396

381

419

418

1

1343

381

400

420

419

1

1344

400

384

421

420

1

1345

412

413

389

370

1

Print Time/Date: 18/11/2009 23:37


Print Run 38 of 105

Job No

Sheet No

Rev

39 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36



1346

413

414

373

389

1

1347

414

415

393

373

1

1348

415

416

376

393

1

1349

416

417

379

376

1

1350

417

418

397

379

1

1351

418

419

382

397

1

1352

419

420

401

382

1

1353

420

421

385

401

1

1356

46

446

447

448

2

1358

446

47

449

447

2

1360

448

447

450

15

2

1361

447

449

18

450

2

1364

106

451

452

453

1

1366

451

107

454

452

1

1368

453

452

455

75

1

1369

452

454

78

455

1

1372

166

456

457

458

1

1374

456

167

459

457

1

1376

458

457

460

135

1

1377

457

459

138

460

1

1380

226

461

462

463

1

1382

461

227

464

462

1

1384

463

462

465

195

1

1385

462

464

198

465

1

1388

286

466

467

468

1

1390

466

287

469

467

1

1392

468

467

470

255

1

1393

467

469

258

470

1

1396

346

471

472

473

1

1398

471

347

474

472

1

1400

473

472

475

315

1

1401

472

474

318

475

1

1404

406

476

477

478

1

1406

476

407

479

477

1

1408

478

477

480

375

1

1409

477

479

378

480

1

Print Time/Date: 18/11/2009 23:37


Print Run 39 of 105

Job No

Sheet No

Rev

40 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Section Properties Prop

Section

Area

Iyy

Izz

J

(cm2)

(cm4)

(cm4)

(cm4)

Material

3

Rect 0.40x0.20

800.000

26.7E 3

107E 3

73.2E 3

CONCRETE

4

Rect 0.35x0.20

700.000

23.3E 3

71.5E 3

60E 3

CONCRETE

5

Rect 0.30x0.20

600.000

20E 3

45E 3

47E 3

CONCRETE

6

Rect 0.25x0.20

500.000

16.7E 3

26E 3

34.2E 3

CONCRETE

7

Rect 0.25x0.25

625.000

32.6E 3

32.6E 3

54.9E 3

CONCRETE

8

Rect 0.35x0.35

1.22E 3

125E 3

125E 3

211E 3

CONCRETE CONCRETE

9

Rect 0.45x0.45

2.02E 3

342E 3

342E 3

577E 3

10

Rect 0.50x0.50

2.5E 3

521E 3

521E 3

879E 3

CONCRETE

11

Rect 0.55x0.55

3.03E 3

763E 3

763E 3

1.29E 6

CONCRETE

12

Rect 0.60x0.60

3.6E 3

1.08E 6

1.08E 6

1.82E 6

CONCRETE

13

Rect 0.65x0.65

4.22E 3

1.49E 6

1.49E 6

2.51E 6

CONCRETE

Plate Thickness Prop

Node A

Node B

Node C

Node D

(cm)

(cm)

(cm)

(cm)

Material

1

12.000

12.000

12.000

12.000

CONCRETE

2

10.000

10.000

10.000

10.000

CONCRETE

Materials Mat

Name

E

ν

(kN/mm2)

Density

α

(kg/m3)

(1/°K)

1

STEEL

205.000

0.300

7.83E 3

12E -6

2

ALUMINUM

68.948

0.330

2.71E 3

23E -6

3

CONCRETE

21.718

0.170

2.4E 3

10E -6

Supports Node

X

Y

Z

(kN/mm)

(kN/mm)

(kN/mm)

422

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

423

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

424

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

425

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

426

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

427

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

428

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

429

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

430

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

431

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

432

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

433

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

434

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

435

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

436

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

437

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

Print Time/Date: 18/11/2009 23:37

rX

rY

rZ

(kN-m/deg) (kN-m/deg) (kN-m/deg)


Print Run 40 of 105

Job No

Sheet No

Rev

41 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Supports Cont... Node

X

Y

Z

(kN/mm)

(kN/mm)

(kN/mm)

rX

rY

rZ

438

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

439

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

440

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

441

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

442

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

443

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

444

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

445

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

(kN-m/deg) (kN-m/deg) (kN-m/deg)

Releases Beam 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

Fixed

1

26

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

2

3

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

2

30

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

3

4

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

3

5

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

4

5

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

4

34

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

5

6

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

5

38

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

6

2

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

6

8

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

7

8

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

7

42

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

8

9

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

8

52

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

9

3

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

9

11

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

10

11

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

10

44

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

11

12

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

11

54

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

12

4

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

12

14

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

13

14

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

13

46

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

14

15

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

14

56

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

16

17

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

16

47

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

17

18

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

17

57

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

18

6

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

18

20

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

19

20

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

Print Time/Date: 18/11/2009 23:37


Print Run 41 of 105

Job No

Sheet No

Rev

42 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Releases Cont... Beam Node

x

y

z

rx

ry

rz

19

49

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

20

21

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

20

59

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

21

7

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

21

23

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

22

23

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

22

51

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

23

24

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

23

61

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

24

8

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

24

27

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

25

11

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

25

31

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

26

14

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

27

17

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

27

35

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

28

20

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

28

39

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

29

9

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

29

28

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

30

12

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

30

32

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

31

15

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

32

18

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

32

36

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

33

21

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

33

40

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

34

10

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

34

29

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

35

13

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

35

33

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

36

16

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

36

19

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

37

19

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

37

37

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

38

22

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

38

41

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

39

26

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

39

3

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

40

27

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

40

11

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

41

26

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

41

27

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

42

28

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

42

12

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

43

27

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

43

43

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

44

29

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

44

13

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

Print Time/Date: 18/11/2009 23:37


Print Run 42 of 105

Job No

Sheet No

Rev

43 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


x

y

z

rx

ry

rz

45

28

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

45

53

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

46

30

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

46

4

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

47

31

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

47

14

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

48

30

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

48

31

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

49

32

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

49

15

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

50

31

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

50

45

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

51

33

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

51

16

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

52

32

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

52

55

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

53

34

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

53

6

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

54

35

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

54

20

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

55

34

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

55

35

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

56

36

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

56

21

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

57

35

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

57

48

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

58

37

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

58

22

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

59

36

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

59

58

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

60

38

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

60

7

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

61

39

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

61

23

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

62

38

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

62

39

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

63

40

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

63

24

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

64

39

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

64

50

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

65

41

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

65

25

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

66

40

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

66

60

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

67

42

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

67

9

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

68

43

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

68

28

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

69

42

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

Print Time/Date: 18/11/2009 23:37


Print Run 43 of 105

Job No

Sheet No

Rev

44 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

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370

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

711

413

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

711

389

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

712

412

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

712

413

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

713

414

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

713

373

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

714

413

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

714

414

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

715

415

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

715

393

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

716

414

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

716

415

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

717

416

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

717

376

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

718

415

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

718

416

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

719

417

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

719

379

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

720

416

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

720

417

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

721

418

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

721

397

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

722

417

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

722

418

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

723

419

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

723

382

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

724

418

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

724

419

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

725

420

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

725

401

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

726

419

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

726

420

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

727

421

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

727

385

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

728

420

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

728

421

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

Print Time/Date: 18/11/2009 23:37


Print Run 69 of 105

Job No

Sheet No

Rev

70 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


x

y

z

rx

ry

rz

1354

47

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1355

15

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1357

18

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1359

18

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1362

107

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1363

75

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1365

78

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1367

78

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1370

167

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1371

135

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1373

138

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1375

138

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1378

227

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1379

195

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1381

198

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1383

198

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1386

287

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1387

255

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1389

258

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1391

258

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1394

347

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1395

315

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1397

318

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1399

318

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1402

407

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1403

375

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1405

378

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1407

378

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1413

17

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1445

377

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1447

317

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1449

257

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1451

197

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1453

137

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

1455

77

Fixed

Fixed

Fixed

Fixed

Fixed

Fixed

Basic Load Cases Number

Name

1

DEAD LOAD ( DL )

2

LIVE LOAD ( LL )

3

WIND LOAD ( WL )

4


5


Print Time/Date: 18/11/2009 23:37


Print Run 70 of 105

Job No

Sheet No

Rev

71 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Chd

Date/Time

Ir. Ari M.

18-Nov-2009 23:36

Combination Load Cases Comb.

Combination L/C Name

Primary

Primary L/C Name

Factor

6

COMB. 1 ( 1.4 DL )

1

DEAD LOAD ( DL )

1.40

7

COMB. 2 ( 1.2 DL + 1.6 LL )

1

DEAD LOAD ( DL )

1.20

2

LIVE LOAD ( LL )

1.60

1

DEAD LOAD ( DL )

1.20

2

LIVE LOAD ( LL )

1.00

3

WIND LOAD ( WL )

1.60

1

DEAD LOAD ( DL )

0.90

3

WIND LOAD ( WL )

1.60

1

DEAD LOAD ( DL )

1.20

2

LIVE LOAD ( LL )

1.00

4


1.00 1.20

8

COMB. 3 ( 1.2 DL + 1.0 LL + 1.6 WL )

9

COMB. 4 ( 0.9 DL + 1.6 LL )

10

COMB. 5 ( 1.2 DL + 1.0 LL + 1.0 ELX )

11

12

13

14

COMB. 6 ( 1.2 DL + 1.0 LL + 1.0 ELY )

COMB. 7 ( 1.2 DL + 1.0 LL - 1.0 ELX )

COMB. 8 ( 1.2 DL + 1.0 LL - 1.0 ELY )

COMB. 9 ( 0.9 DL + 1.0 ELX )

15

COMB. 10 ( 0.9 DL + 1.0 ELY )

16

COMB. 11 ( 0.9 DL - 1.0 ELX )

17

COMB. 12 ( 0.9 DL - 1.0 ELY )

1

DEAD LOAD ( DL )

2

LIVE LOAD ( LL )

1.00

5


1.00 1.20

1

DEAD LOAD ( DL )

2

LIVE LOAD ( LL )

4


1

DEAD LOAD ( DL )

2

LIVE LOAD ( LL )

5


1.00 -1.00 1.20 1.00 -1.00

1

DEAD LOAD ( DL )

4


0.90 1.00

1

DEAD LOAD ( DL )

0.90

5


1.00

1

DEAD LOAD ( DL )

0.90

4


1

DEAD LOAD ( DL )

5


-1.00 0.90 -1.00

Load Generators There is no data of this type.

Print Time/Date: 18/11/2009 23:37


Print Run 71 of 105

Job No

Sheet No

Rev

72 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Node Loads : 1 DEAD LOAD ( DL ) Node

FX

FY

FZ

MX

MY

MZ

(kg)

(kg)

(kg)

(kNm)

(kNm)

(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

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 72 of 105

Job No

Sheet No

Rev

73 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Node Loads : 1 DEAD LOAD ( DL ) Cont... Node

FX

FY

FZ

MX

MY

MZ

(kg)

(kg)

(kg)

(kNm)

(kNm)

(kNm)

539

-

-504.180

-

-

-

-

540

-

-847.800

-

-

-

-

541

-

-504.180

-

-

-

-

Beam Loads : 1 DEAD LOAD ( DL ) Beam

Type

Direction

Fa

Da

Fb

Db

(cm)

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

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 73 of 105

Job No

Sheet No

Rev

74 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beam Loads : 1 DEAD LOAD ( DL ) Cont... Beam

Type

Direction

Fa

Da

Fb

Db

(cm)

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

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 74 of 105

Job No

Sheet No

Rev

75 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Da

Fb

Db

(cm)

Ecc. (cm)

311

UNI

kN/m

GY

-12.945

-

-

-

-

313

UNI

kN/m

GY

-12.945

-

-

-

-

314

UNI

kN/m

GY

-12.945

-

-

-

-

315

UNI

kN/m

GY

-12.945

-

-

-

-

316

UNI

kN/m

GY

-12.945

-

-

-

-

317

UNI

kN/m

GY

-12.945

-

-

-

-

318

UNI

kN/m

GY

-12.945

-

-

-

-

319

UNI

kN/m

GY

-12.945

-

-

-

-

320

UNI

kN/m

GY

-12.945

-

-

-

-

324

UNI

kN/m

GY

-12.945

-

-

-

-

327

UNI

kN/m

GY

-12.945

-

-

-

-

333

UNI

kN/m

GY

-12.945

-

-

-

-

334

UNI

kN/m

GY

-12.945

-

-

-

-

335

UNI

kN/m

GY

-12.945

-

-

-

-

346

UNI

kN/m

GY

-12.945

-

-

-

-

347

UNI

kN/m

GY

-12.945

-

-

-

-

348

UNI

kN/m

GY

-12.945

-

-

-

-

349

UNI

kN/m

GY

-12.945

-

-

-

-

350

UNI

kN/m

GY

-12.945

-

-

-

-

351

UNI

kN/m

GY

-12.945

-

-

-

-

356

UNI

kN/m

GY

-12.945

-

-

-

-

358

UNI

kN/m

GY

-12.945

-

-

-

-

363

UNI

kN/m

GY

-12.945

-

-

-

-

365

UNI

kN/m

GY

-12.945

-

-

-

-

370

UNI

kN/m

GY

-12.945

-

-

-

-

372

UNI

kN/m

GY

-12.945

-

-

-

-

377

UNI

kN/m

GY

-12.945

-

-

-

-

379

UNI

kN/m

GY

-12.945

-

-

-

-

396

UNI

kN/m

GY

-12.945

-

-

-

-

398

UNI

kN/m

GY

-12.945

-

-

-

-

415

UNI

kN/m

GY

-12.945

-

-

-

-

417

UNI

kN/m

GY

-12.945

-

-

-

-

418

UNI

kN/m

GY

-12.945

-

-

-

-

419

UNI

kN/m

GY

-12.945

-

-

-

-

420

UNI

kN/m

GY

-12.945

-

-

-

-

421

UNI

kN/m

GY

-12.945

-

-

-

-

422

UNI

kN/m

GY

-12.945

-

-

-

-

423

UNI

kN/m

GY

-12.945

-

-

-

-

424

UNI

kN/m

GY

-12.945

-

-

-

-

428

UNI

kN/m

GY

-12.945

-

-

-

-

431

UNI

kN/m

GY

-12.945

-

-

-

-

437

UNI

kN/m

GY

-12.945

-

-

-

-

438

UNI

kN/m

GY

-12.945

-

-

-

-

439

UNI

kN/m

GY

-12.945

-

-

-

-

450

UNI

kN/m

GY

-12.945

-

-

-

-

451

UNI

kN/m

GY

-12.945

-

-

-

-

452

UNI

kN/m

GY

-12.945

-

-

-

-

453

UNI

kN/m

GY

-12.945

-

-

-

-

454

UNI

kN/m

GY

-12.945

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 75 of 105

Job No

Sheet No

Rev

76 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Da

Fb

Db

(cm)

Ecc. (cm)

455

UNI

kN/m

GY

-12.945

-

-

-

-

460

UNI

kN/m

GY

-12.945

-

-

-

-

462

UNI

kN/m

GY

-12.945

-

-

-

-

467

UNI

kN/m

GY

-12.945

-

-

-

-

469

UNI

kN/m

GY

-12.945

-

-

-

-

474

UNI

kN/m

GY

-12.945

-

-

-

-

476

UNI

kN/m

GY

-12.945

-

-

-

-

481

UNI

kN/m

GY

-12.945

-

-

-

-

483

UNI

kN/m

GY

-12.945

-

-

-

-

500

UNI

kN/m

GY

-12.945

-

-

-

-

502

UNI

kN/m

GY

-12.945

-

-

-

-

519

UNI

kN/m

GY

-12.945

-

-

-

-

521

UNI

kN/m

GY

-12.945

-

-

-

-

522

UNI

kN/m

GY

-12.945

-

-

-

-

523

UNI

kN/m

GY

-12.945

-

-

-

-

524

UNI

kN/m

GY

-12.945

-

-

-

-

525

UNI

kN/m

GY

-12.945

-

-

-

-

526

UNI

kN/m

GY

-12.945

-

-

-

-

527

UNI

kN/m

GY

-12.945

-

-

-

-

528

UNI

kN/m

GY

-12.945

-

-

-

-

532

UNI

kN/m

GY

-12.945

-

-

-

-

535

UNI

kN/m

GY

-12.945

-

-

-

-

541

UNI

kN/m

GY

-12.945

-

-

-

-

542

UNI

kN/m

GY

-12.945

-

-

-

-

543

UNI

kN/m

GY

-12.945

-

-

-

-

554

UNI

kN/m

GY

-12.945

-

-

-

-

555

UNI

kN/m

GY

-12.945

-

-

-

-

556

UNI

kN/m

GY

-12.945

-

-

-

-

557

UNI

kN/m

GY

-12.945

-

-

-

-

558

UNI

kN/m

GY

-12.945

-

-

-

-

559

UNI

kN/m

GY

-12.945

-

-

-

-

564

UNI

kN/m

GY

-12.945

-

-

-

-

566

UNI

kN/m

GY

-12.945

-

-

-

-

571

UNI

kN/m

GY

-12.945

-

-

-

-

573

UNI

kN/m

GY

-12.945

-

-

-

-

578

UNI

kN/m

GY

-12.945

-

-

-

-

580

UNI

kN/m

GY

-12.945

-

-

-

-

585

UNI

kN/m

GY

-12.945

-

-

-

-

587

UNI

kN/m

GY

-12.945

-

-

-

-

604

UNI

kN/m

GY

-12.945

-

-

-

-

606

UNI

kN/m

GY

-12.945

-

-

-

-

623

UNI

kN/m

GY

-12.945

-

-

-

-

625

UNI

kN/m

GY

-12.945

-

-

-

-

626

UNI

kN/m

GY

-12.945

-

-

-

-

627

UNI

kN/m

GY

-12.945

-

-

-

-

628

UNI

kN/m

GY

-12.945

-

-

-

-

629

UNI

kN/m

GY

-12.945

-

-

-

-

630

UNI

kN/m

GY

-12.945

-

-

-

-

631

UNI

kN/m

GY

-12.945

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 76 of 105

Job No

Sheet No

Rev

77 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Da

Fb

Db

(cm)

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

Y1

X2

Y2

(cm)

(cm)

(cm)

(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

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 77 of 105

Job No

Sheet No

Rev

78 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Plate Loads : 1 DEAD LOAD ( DL ) Cont... Plate

Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(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

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 78 of 105

Job No

Sheet No

Rev

79 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

1073

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1074

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1075

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1076

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1077

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1078

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1079

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1080

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1081

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1082

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1083

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1084

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1085

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1086

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1087

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1088

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1089

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1090

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1091

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1092

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1093

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1094

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1095

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1096

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1097

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1098

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1099

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1100

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1101

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1102

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1103

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1104

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1105

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1107

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1108

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1109

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1110

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1111

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1112

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1113

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1114

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1115

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1116

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1117

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1118

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1119

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1120

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1121

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1122

PRE

N/mm2

GY

-0.001

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 79 of 105

Job No

Sheet No

Rev

80 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

1123

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1124

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1125

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1126

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1127

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1128

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1129

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1130

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1131

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1132

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1133

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1134

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1135

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1136

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1137

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1138

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1139

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1140

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1141

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1142

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1143

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1144

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1145

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1146

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1147

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1148

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1149

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1151

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1152

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1153

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1154

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1155

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1156

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1157

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1158

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1159

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1160

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1161

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1162

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1163

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1164

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1165

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1166

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1167

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1168

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1169

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1170

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1171

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1172

PRE

N/mm2

GY

-0.001

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 80 of 105

Job No

Sheet No

Rev

81 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

1173

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1174

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1175

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1176

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1177

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1178

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1179

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1180

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1181

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1182

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1183

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1184

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1185

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1186

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1187

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1188

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1189

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1190

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1191

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1192

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1193

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1195

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1196

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1197

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1198

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1199

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1200

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1201

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1202

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1203

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1204

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1205

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1206

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1207

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1208

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1209

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1210

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1211

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1212

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1213

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1214

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1215

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1216

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1217

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1218

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1219

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1220

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1221

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1222

PRE

N/mm2

GY

-0.001

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 81 of 105

Job No

Sheet No

Rev

82 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

1223

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1224

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1225

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1226

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1227

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1228

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1229

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1230

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1231

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1232

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1233

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1234

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1235

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1236

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1237

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1239

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1240

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1241

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1242

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1243

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1244

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1245

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1246

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1247

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1248

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1249

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1250

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1251

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1252

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1253

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1254

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1255

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1256

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1257

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1258

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1259

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1260

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1261

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1262

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1263

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1264

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1309

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1310

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1311

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1312

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1313

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1314

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1315

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1316

PRE

N/mm2

GY

-0.001

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 82 of 105

Job No

Sheet No

Rev

83 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

1317

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1318

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1319

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1320

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1321

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1322

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1323

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1324

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1325

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1326

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1327

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1328

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1329

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1330

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1332

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1333

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1334

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1335

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1336

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1337

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1338

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1339

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1340

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1341

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1342

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1343

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1344

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1345

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1346

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1347

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1348

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1349

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1350

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1351

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1352

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1353

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1356

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1358

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1360

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1361

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1364

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1366

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1368

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1369

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1372

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1374

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1376

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1377

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1380

PRE

N/mm2

GY

-0.001

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 83 of 105

Job No

Sheet No

Rev

84 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(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 Y

Factor -1.000

Plate Loads : 2 LIVE LOAD ( LL ) Plate

Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(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

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 84 of 105

Job No

Sheet No

Rev

85 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Plate Loads : 2 LIVE LOAD ( LL ) Cont... Plate

Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

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

-0.002

-

-

-

-

-

1046

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1047

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1048

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1049

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1050

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1051

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1052

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1053

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1054

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1055

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1056

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1057

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1058

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1059

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1060

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1061

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1063

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1064

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1065

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1066

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1067

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1068

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1069

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1070

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1071

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1072

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1073

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1074

PRE

N/mm2

GY

-0.002

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 85 of 105

Job No

Sheet No

Rev

86 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

1075

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1076

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1077

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1078

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1079

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1080

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1081

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1082

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1083

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1084

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1085

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1086

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1087

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1088

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1089

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1090

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1091

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1092

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1093

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1094

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1095

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1096

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1097

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1098

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1099

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1100

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1101

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1102

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1103

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1104

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1105

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1107

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1108

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1109

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1110

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1111

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1112

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1113

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1114

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1115

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1116

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1117

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1118

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1119

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1120

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1121

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1122

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1123

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1124

PRE

N/mm2

GY

-0.002

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 86 of 105

Job No

Sheet No

Rev

87 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

1125

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1126

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1127

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1128

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1129

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1130

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1131

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1132

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1133

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1134

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1135

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1136

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1137

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1138

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1139

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1140

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1141

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1142

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1143

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1144

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1145

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1146

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1147

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1148

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1149

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1151

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1152

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1153

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1154

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1155

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1156

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1157

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1158

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1159

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1160

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1161

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1162

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1163

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1164

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1165

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1166

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1167

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1168

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1169

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1170

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1171

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1172

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1173

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1174

PRE

N/mm2

GY

-0.002

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 87 of 105

Job No

Sheet No

Rev

88 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

1175

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1176

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1177

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1178

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1179

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1180

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1181

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1182

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1183

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1184

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1185

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1186

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1187

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1188

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1189

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1190

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1191

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1192

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1193

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1195

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1196

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1197

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1198

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1199

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1200

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1201

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1202

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1203

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1204

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1205

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1206

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1207

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1208

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1209

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1210

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1211

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1212

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1213

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1214

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1215

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1216

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1217

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1218

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1219

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1220

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1221

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1222

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1223

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1224

PRE

N/mm2

GY

-0.002

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 88 of 105

Job No

Sheet No

Rev

89 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

1225

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1226

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1227

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1228

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1229

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1230

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1231

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1232

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1233

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1234

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1235

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1236

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1237

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1239

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1240

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1241

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1242

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1243

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1244

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1245

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1246

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1247

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1248

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1249

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1250

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1251

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1252

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1253

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1254

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1255

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1256

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1257

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1258

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1259

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1260

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1261

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1262

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1263

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1264

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1309

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1310

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1311

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1312

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1313

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1314

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1315

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1316

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1317

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1318

PRE

N/mm2

GY

-0.002

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 89 of 105

Job No

Sheet No

Rev

90 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(cm)

1319

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1320

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1321

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1322

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1323

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1324

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1325

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1326

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1327

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1328

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1329

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1330

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1332

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1333

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1334

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1335

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1336

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1337

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1338

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1339

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1340

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1341

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1342

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1343

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1344

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1345

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1346

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1347

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1348

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1349

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1350

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1351

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1352

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1353

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1356

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1358

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1360

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1361

PRE

N/mm2

GY

-0.001

-

-

-

-

-

1364

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1366

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1368

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1369

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1372

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1374

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1376

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1377

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1380

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1382

PRE

N/mm2

GY

-0.002

-

-

-

-

-

1384

PRE

N/mm2

GY

-0.002

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 90 of 105

Job No

Sheet No

Rev

91 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Type

Direction

Fa

Fb

X1

Y1

X2

Y2

(cm)

(cm)

(cm)

(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 2

FX

FY

FZ

MX

MY

MZ

(kg)

(kg)

(kg)

(kNm)

(kNm)

(kNm)

-

-

-

-

-

302.980

-

267.330 -

-

-

-

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

591.840

-

522.210

-

-

-

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

561.620

-

-

-

-

123

-

-

991.090

-

-

-

124

-

-

908.500

-

-

-

125

-

-

908.500

-

-

-

126

-

-

991.090

-

-

-

127

-

-

495.550

-

-

-

-

-

-

128

974.580

Print Time/Date: 18/11/2009 23:37

-

495.550

-

-

-


Print Run 91 of 105

Job No

Sheet No

Rev

92 Part


Ref


By Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Node Loads : 3 WIND LOAD ( WL ) Cont... Node

FX

FY

FZ

MX

MY

MZ

(kg)

(kg)

(kg)

(kNm)

(kNm)

(kNm) -

129

974.580

-

-

-

-

130

561.620

-

-

-

-

-

-

-

-

182

526.620

-

464.670

-

-

-

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

484.450

-

427.460

-

-

-

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

461.180

-

406.930

-

-

-

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

461.180

-

406.930

-

-

-

363

-

-

813.860

-

-

-

-

364

-

-

746.040

-

-

-

365

-

-

746.040

-

-

-

366

-

-

813.860

-

-

-

367

-

-

406.930

-

-

-

368

800.280

-

-

-

-

-

369

800.280

-

-

-

-

-

370

461.180

-

-

-

-

-

Print Time/Date: 18/11/2009 23:37


Print Run 92 of 105

Job No

Sheet No

Rev

93 Part


Ref


By Client

File


Date05-Oct-09

G.Ginanjar

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Node Loads : 4 EARTHQUAKE LOAD - X DIRECTION ( ELX ) Node

FX

FY

FZ

MX

MY

MZ

(kg)

(kg)

(kg)

(kNm)

(kNm)

(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

FY

FZ

MX

MY

MZ

(kg)

(kg)

(kg)

(kNm)

(kNm)

(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 Summary Node

L/C

X

Y

Z

Resultant

rX

rY

rZ

(mm)

(mm)

(mm)

(mm)

(rad)

(rad)

(rad)

Max X

10

10:COMB. 5 ( 1

20.033

-3.565

-3.647

20.672

-0.004

0.000

Min X

25

16:COMB. 11 (

-2.346

-2.097

20.050

-0.003

-0.000

0.002

Max Y

509

4:EARTHQUAK

-19.802 4.962

0.346

-0.022

4.975

0.000

0.000

-0.000

-5.129

25.591

0.000

0.000

0.000

25.461

31.778

0.001

0.000

-0.003

-26.009 -4.655

26.253

-0.004

0.000

0.003

7.308

0.005

0.000

-0.000 -0.000

Min Y

58

7:COMB. 2 ( 1.

0.114

Max Z

9

9:COMB. 4 ( 0.

18.757

-25.072 -3.130

Min Z

25

13:COMB. 8 ( 1

0.107

-3.571

Max rX

5

6:COMB. 1 ( 1.

0.022

-5.633

-0.003

Min rX

22

7:COMB. 2 ( 1.

0.131

-5.978

-5.154

7.894

539

10:COMB. 5 ( 1

18.688

-4.893

-3.549

19.641

-0.006 -0.000

0.000

Max rY

0.000

0.000

Min rY

514

6:COMB. 1 ( 1.

0.002

-1.120

-0.537

1.242

-0.000

0.000

Max rZ

24

7:COMB. 2 ( 1.

0.085

-5.495

-5.175

7.549

0.001

-0.000 0.000

Min rZ

9

7:COMB. 2 ( 1.

0.113

-5.495

-5.012

7.438

0.001

0.000

Max Rst

55

8:COMB. 3 ( 1.

18.871

-22.506

23.540

37.640

0.000

0.000

-0.005 -0.000

Print Time/Date: 18/11/2009 23:37


0.005

Print Run 93 of 105

Job No

Sheet No

Rev

94 Part


Ref


By Client

G.Ginanjar

File


Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Beam Force Detail Summary Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A. Shear Torsion Bending Axial Beam L/C d Fx Fy Fz Mx My Mz (cm)

(kg)

(kg)

(kg)

(kNm)

(kNm)

(kNm)

Max Fx

965

7:COMB. 2 ( 1.

440.000

280E 3

-7.021

-1.03E 3

-0.022

-21.219

0.054

Min Fx

839

3:WIND LOAD

0.000

760.812

1.09E 3

0.073

13.017

-6.213

Max Fy

109

7:COMB. 2 ( 1.

0.000

-4.73E 3 168.469

Min Fy

143

7:COMB. 2 ( 1.

300.000

166.243

8.91E 3

1.566

5.330

-0.023

104.416

-0.574

-5.337

-0.008

104.369

Max Fz

999

8:COMB. 3 ( 1.

0.000

168E 3

-8.91E 3 1.14E 3

Min Fz

880

13:COMB. 8 ( 1

0.000

153E 3

-1.93E 3

4.44E 3

-0.137

-82.059

14.803

0.097

51.685

-42.353

6.814

-0.075

62.912

0.002

-72.381

Max Mx

105

8:COMB. 3 ( 1.

0.000

640.948

7.36E 3

-3.15E 3 3.900

Min Mx

164

8:COMB. 3 ( 1.

0.000

282.901

-2.28E 3

-0.506

Max My

1000

8:COMB. 3 ( 1.

440.000

206E 3

1.29E 3

3.76E 3

-6.858 -0.077

Min My

881

13:COMB. 8 ( 1

440.000

188E 3

-1.24E 3

-2.77E 3

-0.228

Max Mz

606

8:COMB. 3 ( 1.

340.000

75.859

-8.28E 3

0.043

Min Mz

937

10:COMB. 5 ( 1

440.000

191E 3

3.02E 3

-1.05E 3

117.468

-63.848

0.285

-101.921 -0.001

110.713

-0.330

-23.972

-95.461

17.181

Reaction Summary Node

L/C

Horizontal FX

Vertical FY

Horizontal FZ

MX

Moment MY

MZ

(kg)

(kg)

(kg)

(kNm)

(kNm)

(kNm)

Max FX

422

12:COMB. 7 ( 1

3.05E 3

148E 3

1.51E 3

30.106

0.221

-94.050

Min FX

427

10:COMB. 5 ( 1

148E 3

1.52E 3

30.856

-0.247

93.851

Max FY

436

7:COMB. 2 ( 1.

-3.05E 3 7.021

280E 3

1.03E 3

21.219

-0.022

-0.054

Min FY

422

3:WIND LOAD

-760.812

-1.09E 3

-60.079

0.073

39.041

2.77E 3

101.921

-0.228

-17.181

-117.468

-0.077

63.848

101.921

-0.228

-17.181

Max FZ

425

13:COMB. 8 ( 1

1.24E 3

-4.73E 3 188E 3

Min FZ

441

8:COMB. 3 ( 1.

-1.29E 3

206E 3

Max MX

425

13:COMB. 8 ( 1

1.24E 3

188E 3

-3.76E 3 2.77E 3

Min MX

441

8:COMB. 3 ( 1.

-1.29E 3

206E 3

-3.76E 3

63.848

427

12:COMB. 7 ( 1

-623.328

141E 3

1.34E 3

-117.468 23.554

-0.077

Max MY

0.625

-41.749

Min MY

422

10:COMB. 5 ( 1

629.500

141E 3

1.32E 3

22.801

Max MZ

440

10:COMB. 5 ( 1

-3.02E 3

191E 3

1.05E 3

23.972

-0.651 -0.330

95.461

Min MZ

429

12:COMB. 7 ( 1

3.02E 3

191E 3

1.03E 3

23.169

0.293

-95.080

Print Time/Date: 18/11/2009 23:37


41.553

Print Run 94 of 105

Job No

Sheet No

Rev

95 Part



Ref By

Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

440.00cm 440.00cm 440.00cm 440.00cm 440.00cm 440.00cm 440.00cm 680.00cm Y X Z

600.00cm 600.00cm 500.00cm 500.00cm Load 1 600.00cm 680.00cm 600.00cm

Whole Structure (Input data was modified after picture taken)

Print Time/Date: 18/11/2009 23:37


Print Run 95 of 105

Job No

Sheet No

Rev

96 Part



Ref By

Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Y X Z

Load 1


Print Time/Date: 18/11/2009 23:37


Print Run 96 of 105

Job No

Sheet No

Rev

97 Part



Ref By

Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Y X Z

Load 2


Print Time/Date: 18/11/2009 23:37


Print Run 97 of 105

Job No

Sheet No

Rev

98 Part



Ref By

Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Y X Z

Load 3


Print Time/Date: 18/11/2009 23:37


Print Run 98 of 105

Job No

Sheet No

Rev

99 Part



Ref By

Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Y X Z

Load 4


Print Time/Date: 18/11/2009 23:37


Print Run 99 of 105

Job No

Sheet No

Rev

100 Part



Ref By

Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Y X Z

Load 5


Print Time/Date: 18/11/2009 23:37


Print Run 100 of 105

Job No

Sheet No

Rev

101 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Y X Z

Load 12 : Bending Z

Whole Structure Mz 0.770389kNm:1cm 12 COMB. 7 ( 1.2 DL + 1.0 LL - 1.0 ELX ) (Input data was modified after picture taken)

Print Time/Date: 18/11/2009 23:37



Job No

Sheet No

Rev

102 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Y X Z

Load 12 : Shear Y

Whole Structure Fy 61.9303kg:1cm 12 COMB. 7 ( 1.2 DL + 1.0 LL - 1.0 ELX ) (Input data was modified after picture taken)

Print Time/Date: 18/11/2009 23:37



Job No

Sheet No

Rev

103 Part



Ref By

Client


File

G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

Y X Z

Load 10 : Displacement

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)

Print Time/Date: 18/11/2009 23:37



Job No

Sheet No

Rev

104 Part



Ref By

Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36

3D Rendered View (Input data was modified after picture taken)


Print Time/Date: 18/11/2009 23:37



Job No

Sheet No

Rev

105 Part



Ref By

Client

File


G.Ginanjar

Date05-Oct-09

PSG_Graha ISTN.std

Date/Time

Chd

Ir. Ari M.

18-Nov-2009 23:36


Print Time/Date: 18/11/2009 23:37



Thursday, November 19, 2009, 02:55 AM STAAD SPACE 617. 618. 619. 620. 621. 622. 623. 624. 625. 626. 627. 628. 629. 630. 631. 632. 633. 634. 635. 636. 637. 638. 639. 640. 641. 642. 643.

-- PAGE NO. 1008

CODE ACI CLB 0.04 MEMB 1 TO 728 833 TO 1000 1354 1355 1357 1359 1362 1363 1365 1367 1370 1371 1373 1375 1378 1379 1381 1383 1386 1387 1389 1391 1394 1395 1397 1399 1402 1403 1405 1407 1410 TO 1413 1415 TO 1418 1420 TO 1423 1425 TO 1428 1430 TO 1433 1435 TO 1438 1440 TO 1443 1445 TO 1470 CLS 0.04 ALL CLT 0.04 MEMB 1 TO 728 833 TO 1000 1354 1355 1357 1359 1362 1363 1365 1367 1370 1371 1373 1375 1378 1379 1381 1383 1386 1387 1389 1391 1394 1395 1397 1399 1402 1403 1405 1407 1410 TO 1413 1415 TO 1418 1420 TO 1423 1425 TO 1428 1430 TO 1433 1435 TO 1438 1440 TO 1443 1445 TO 1470 UNIT CM KG FC 300 MEMB 1 TO 728 833 TO 1000 1354 1355 1357 1359 1362 1363 1365 1367 1370 1371 1373 1375 1378 1379 1381 1383 1386 1387 1389 1391 1394 1395 1397 1399 1402 1403 1405 1407 1410 TO 1413 1415 TO 1418 1420 TO 1423 1425 TO 1428 1430 1431 TO 1433 1435 TO 1438 1440 TO 1443 1445 TO 1470 FYMAIN 2400 MEMB 1 TO 728 833 TO 1000 1354 1355 1357 1359 1362 1363 1365 1367 1370 1371 1373 1375 1378 1379 1381 1383 1386 1387 1389 1391 1394 1395 1397 1399 1402 1403 1405 1407 1410 TO 1413 1415 TO 1418 1420 TO 1423 1425 TO 1428 1430 TO 1433 1435 TO 1438 1440 TO 1443 1445 TO 1470 FYSEC 2400 ALL MAXMAIN 25 ALL MINMAIN 12 ALL MINSEC 8 ALL DESIGN BEAM 1 TO 728 1354 1355 1357 1359 1362 1363 1365 1367 1370 1371 1373 1375 1378 1379 1381 1383 1386 1387 1389 1391 1394 1395 1397 1399 1402 1403 1405 1407 1410 TO 1413 1415 TO 1418 1420 TO 1423 1425 TO 1428 1430 TO 1433 1435 TO 1438 1440 TO 1443 1445 TO 1470

D:\Giens\Others\Privacy\My Mine\Kuliah\Perencanaan Struktur Gedung\Analisa Struktur Gedung_STAAD ProPage 2007\PSG_Graha 1008 of 1918ISTN.a

Thursday, November 19, 2009, 02:55 AM STAAD SPACE

-- PAGE NO. 1009

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

NO.

3000. MM

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

235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL

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

1 2 3

60. 244. 246.

B E A M

2 - 25MM 3 - 16MM 3 - 12MM

N O.

0. 0. 1187.

1 D E S I G N

3000. 1331. 3000.

YES YES NO

YES NO YES

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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|



-- PAGE NO. 1010

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

NO.

3000. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2 3

60. 244. 212.

B E A M

2 - 25MM 3 - 16MM 3 - 16MM

N O.

0. 0. 0.

2 D E S I G N

3000. 3000. 3000.

YES YES YES

YES 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. AT END SUPPORT - Vu= 19.80 KNS Vc= 43.01 KNS Vs= 0.00 KNS Tu= 4.03 KN-MET Tc= 1.2 KN-MET Ts= 5.4 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 = 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|



-- PAGE NO. 1011

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

NO.

5000. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2

56. 240.

B E A M

3 - 16MM 2 - 25MM

N O.

0. 0.

3 D E S I G N

3995. 5000.

YES YES

NO 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 | | | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|



-- PAGE NO. 1012

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

NO.

3000. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2 3

60. 240. 246.

B E A M

2 - 25MM 2 - 25MM 3 - 12MM

N O.

0. 0. 1937.

4 D E S I G N

3000. 1816. 3000.

YES YES NO

YES NO YES


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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

3000. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1

60.

2 - 25MM

0.

3000.

YES

YES


Thursday, November 19, 2009, 02:55 AM STAAD SPACE 2 3

-- PAGE NO. 1013

244. 212.

B E A M

3 - 16MM 3 - 16MM

N O.

0. 0.

5 D E S I G N

3000. 3000.

YES YES

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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

6800. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2 3

54. 246. 244.

B E A M

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

N O.

0. 0. 1652.

6 D E S I G N

5268. 755. 6800.

YES YES NO

NO NO YES


AT START SUPPORT - Vu= 18.13 KNS Vc= 44.08 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 6 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 8 MM 2-LEGGED STIRRUPS AT 123. MM C/C FOR 3156. MM



-- PAGE NO. 1014

AT END SUPPORT - Vu= 20.36 KNS Vc= 43.49 KNS Vs= 0.00 KNS Tu= 0.02 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 6 NO STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 8 MM 2-LEGGED STIRRUPS AT 123. MM C/C FOR 3156. MM

___ 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 | | | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

2500. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2

56. 244.

B E A M

2 - 16MM 3 - 16MM

N O.

0. 0.

7 D E S I G N

2500. 2414.

YES YES

YES NO


AT START SUPPORT - Vu= 21.61 KNS Vc= 43.75 KNS Vs= 0.00 KNS Tu= 0.74 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET LOAD 6 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 1006. MM AT END SUPPORT - Vu= 6.67 KNS Vc= 42.80 KNS Vs= Tu= 0.53 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1



-- PAGE NO. 1015

___ 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

3400. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2 3

60. 240. 246.

B E A M

2 - 25MM 2 - 25MM 3 - 12MM

N O.

0. 0. 2787.

8 D E S I G N

3400. 1982. 3400.

YES YES NO

YES NO YES





-- PAGE NO. 1016

___ 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

6800. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2

54. 246.

B E A M

3 - 12MM 3 - 12MM

N O.

0. 0.

9 D E S I G N

5260. 6800.

YES YES

NO YES


AT START SUPPORT - Vu= 3.16 KNS Vc= 44.62 KNS Vs= Tu= 0.02 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 5.76 KNS Vc= 43.17 KNS Vs= Tu= 0.02 KN-MET Tc= 1.2 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.

0.00 KNS LOAD 1 0.00 KNS LOAD 1



-- PAGE NO. 1017

___ 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 | | | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

2500. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2 3

60. 240. 246.

B E A M

2 - 25MM 2 - 25MM 3 - 12MM

N O.

0. 0. 1374.

10 D E S I G N

2500. 1607. 2500.

YES YES NO

YES NO YES





-- PAGE NO. 1018

___ 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

3400. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2 3 4 5

60. 110. 242. 202. 246.

B E A M

2 1 2 2 3

N O.

-

25MM 25MM 20MM 20MM 12MM

0. 0. 0. 0. 1654.

11 D E S I G N

3400. 3400. 1934. 1934. 3400.

YES YES YES YES NO

YES YES NO NO YES





-- PAGE NO. 1019

___ 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

6800. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2 3 4

60. 110. 240. 190.

2 1 2 1

-

25MM 25MM 25MM 25MM

0. 0. 0. 0.

5908. 5908. 1375. 1375.

YES YES YES YES

NO NO NO 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



-- PAGE NO. 1020

___ 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

2500. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2 3

54. 240. 246.

B E A M

3 - 12MM 2 - 25MM 3 - 12MM

N O.

0. 0. 2208.

13 D E S I G N

2500. 2232. 2500.

YES YES NO

YES NO YES





-- PAGE NO. 1021

___ 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

3400. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2 3 4

56. 88. 240. 246.

B E A M

3 3 2 3

N O.

-

16MM 16MM 25MM 12MM

0. 0. 0. 2787.

14 D E S I G N

3400. 3400. 2549. 3400.

YES YES YES NO

YES YES NO YES





-- PAGE NO. 1022

___ 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

6800. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2 3 4

56. 88. 240. 190.

3 3 2 1

-

16MM 16MM 25MM 25MM

0. 0. 0. 0.

***MEMBER FAILS IN MAX REINFORCEMENT. INCREASE MEMBER SIZE. MAX NEG MOMENT = 75.86 KN-MET, LOADING

6800. 6800. 1375. 1375.

YES YES YES YES

YES YES NO NO

6



-- PAGE NO. 1023

___ 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|

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

NO.

2500. MM


235.

FC -

29.

MPA, SIZE -

200. X

300. MMS

LEVEL


1 2

56. 240.

B E A M

2 - 16MM 2 - 25MM

N O.

0. 0.

16 D E S I G N

2500. 2500.

YES YES

YES YES





-- PAGE NO. 1819

==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 8 SPACING 250.00 MM

STA

0.650

==================================================================== COLUMN

NO.

834



STA

0.650

==================================================================== COLUMN

NO.

835


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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 8 SPACING 192.00 MM

END

0.650



-- PAGE NO. 1820

==================================================================== COLUMN

NO.

836



END

0.650

==================================================================== COLUMN

NO.

837



END

0.650

==================================================================== COLUMN

NO.

838



END

0.650



-- PAGE NO. 1821

==================================================================== COLUMN

NO.

839



END

0.650

==================================================================== COLUMN

NO.

840



STA

0.650

==================================================================== COLUMN

NO.

841



END

0.650



-- PAGE NO. 1822

==================================================================== COLUMN

NO.

842



END

0.650

==================================================================== COLUMN

NO.

843



END

0.650

==================================================================== COLUMN

NO.

844



END

0.650



-- PAGE NO. 1823

==================================================================== COLUMN

NO.

845



END

0.650

==================================================================== COLUMN

NO.

846



END

0.650

==================================================================== COLUMN

NO.

847



STA

0.650



-- PAGE NO. 1824

==================================================================== COLUMN

NO.

848



STA

0.650

==================================================================== COLUMN

NO.

849



END

0.650

==================================================================== COLUMN

NO.

850



END

0.650



-- PAGE NO. 1825

==================================================================== COLUMN

NO.

851



END

0.650

==================================================================== COLUMN

NO.

852



END

0.650

==================================================================== COLUMN

NO.

853



END

0.650



-- PAGE NO. 1826

==================================================================== COLUMN

NO.

854


*** NO PROPER BAR ARRANGEMENT IS POSSIBLE. AREA OF STEEL REQUIRED =

4037.5

SQ. MM

==================================================================== COLUMN

NO.

855



STA

0.650

==================================================================== COLUMN

NO.

856



END

0.650

==================================================================== COLUMN

NO.

857


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



-- PAGE NO. 1827

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------8 - 20 MM 1.005 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 8 SPACING 320.00 MM

END

0.650

==================================================================== COLUMN

NO.

858



END

0.650

==================================================================== COLUMN

NO.

859



END

0.650

==================================================================== COLUMN

NO.

860


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



-- PAGE NO. 1828

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------40 - 12 MM 1.071 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 8 SPACING 192.00 MM

END

0.650

==================================================================== COLUMN

NO.

861



STA

0.650

==================================================================== COLUMN

NO.

862



STA

0.650

==================================================================== COLUMN

NO.

863


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 ----------------------------------------------------------



-- PAGE NO. 1829

20 - 12 MM 1.117 1 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 8 SPACING 192.00 MM

END

0.650

==================================================================== COLUMN

NO.

864



END

0.650

==================================================================== COLUMN

NO.

865



END

0.650

==================================================================== COLUMN

NO.

866


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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)

END

0.650



-- PAGE NO. 1830

TIE BAR NUMBER

8 SPACING 192.00 MM

==================================================================== COLUMN

NO.

867



END

0.650

==================================================================== COLUMN

NO.

868



END

0.650

==================================================================== COLUMN

NO.

869



END

0.650



-- PAGE NO. 1831

==================================================================== COLUMN

NO.

870



END

0.650

==================================================================== COLUMN

NO.

871



END

0.650

==================================================================== COLUMN

NO.

872



END

0.650



-- PAGE NO. 1832

==================================================================== COLUMN

NO.

873



END

0.650

==================================================================== COLUMN

NO.

874



END

0.650

==================================================================== COLUMN

NO.

875



STA

0.650



-- PAGE NO. 1833

==================================================================== COLUMN

NO.

876



END

0.650

==================================================================== COLUMN

NO.

877



END

0.650

==================================================================== COLUMN

NO.

878



END

0.650



-- PAGE NO. 1834

==================================================================== COLUMN

NO.

879



END

0.650

==================================================================== COLUMN

NO.

880



END

0.650

==================================================================== COLUMN

NO.

881



STA

0.650



-- PAGE NO. 1875

ELEMENT DESIGN SUMMARY ---------------------ELEMENT

LONG. REINF (SQ.MM/MM)

MOM-X /LOAD (KN-MM/MM)

TRANS. REINF (SQ.MM/MM)

MOM-Y /LOAD (KN-MM/MM)

1001 1001 1001 1001 1001

TOP : BOTT: TOP : BOTT: TOP : BOTT:

Longitudinal direction Longitudinal direction Transverse direction Transverse direction 0.180 2.37 0.180 0.00

/ /

Only Only Only Only 8 5

minimum steel minimum steel minimum steel minimum steel 0.180 0.180

required. required. required. required. 0.18 / 0.06 /

6 2

1002 1002 1002 1002 1002



/ /




3 7

1003 1003 1003 1003 1003



/ /




3 7

1004 1004 1004 1004 1004



/ /




6 2

1005 1005 1005 1005 1005



/ /




6 2

1006 1006 1006 1006 1006



/ /




3 7

1007 1007 1007 1007 1007



/ /




3 7

1008 TOP : Longitudinal direction - Only minimum steel required.



-- PAGE NO. 1876

1008 1008 1008 1008

BOTT: Longitudinal direction TOP : Transverse direction BOTT: Transverse direction TOP : 0.180 2.35 BOTT: 0.180 0.12

- Only minimum steel required. - Only minimum steel required. - Only minimum steel required. / 7 0.180 0.18 / / 3 0.180 0.06 /

6 2

1009 1009 1009 1009 1009



/ /




7 2

1010 1010 1010 1010 1010



/ /




7 8

1011 1011 1011 1011 1011



/ /




7 8

1012 1012 1012 1012 1012



/ /




4 7

1013 1013 1013 1013 1013



/ /




7 7

1014 1014 1014 1014 1014



/ /




4 7

1015 1015 1015 1015 1015



/ /




2 6




-- PAGE NO. 1877

1016 1016 1016 1016



2 7

1019 1019 1019 1019 1019



/ /




2 6

1020 1020 1020 1020 1020



/ /




4 7

1021 1021 1021 1021 1021



/ /




7 4

1022 1022 1022 1022 1022



/ /




7 7

1023 1023 1023 1023 1023



/ /




7 4

1024 1024 1024 1024 1024



/ /




7 7

1025 1025 1025 1025 1025



/ /




7 4




-- PAGE NO. 1878

1026 1026 1026 1026



7 8

1027 1027 1027 1027 1027



/ /




8 8

1028 1028 1028 1028 1028



/ /




7 8

1029 1029 1029 1029 1029



/ /




7 3

1030 1030 1030 1030 1030



/ /




7 3

1031 1031 1031 1031 1031



/ /




7 3

1032 1032 1032 1032 1032



/ /




7 4

1033 1033 1033 1033 1033



/ /




7 3




-- PAGE NO. 1879

1034 1034 1034 1034



7 3

1035 1035 1035 1035 1035



/ /




8 3

1036 1036 1036 1036 1036



/ /




7 3

1037 1037 1037 1037 1037



/ /




7 3

1038 1038 1038 1038 1038



/ /




7 3

1039 1039 1039 1039 1039



/ /




7 4

1040 1040 1040 1040 1040



/ /




7 3

1041 1041 1041 1041 1041



/ /




7 4




-- PAGE NO. 1880

1042 1042 1042 1042



7 4

1043 1043 1043 1043 1043



/ /




7 3

1044 1044 1044 1044 1044



/ /




7 3

1045 1045 1045 1045 1045



/ /




9 2

1046 1046 1046 1046 1046



/ /




5 7

1047 1047 1047 1047 1047



/ /




3 7

1048 1048 1048 1048 1048



/ /




15 7

1049 1049 1049 1049 1049



/ /




9 7




-- PAGE NO. 1881

1050 1050 1050 1050



5 7

1051 1051 1051 1051 1051



/ /




3 7

1052 1052 1052 1052 1052



/ /




6 2

1053 1053 1053 1053 1053



/ /




8 2

1054 1054 1054 1054 1054



/ /




4 8

1055 1055 1055 1055 1055



/ /




7 4

1056 1056 1056 1056 1056



/ /




7 8

1057 1057 1057 1057 1057



/ /




7 8




-- PAGE NO. 1882

1058 1058 1058 1058



4 8

1059 1059 1059 1059 1059



/ /




7 4

1060 1060 1060 1060 1060



/ /




7 8

1061 1061 1061 1061 1061



/ /




3 13

1063 1063 1063 1063 1063



/ /




8 13

1064 1064 1064 1064 1064



/ /




4 8

1065 1065 1065 1065 1065



/ /




7 4

1066 1066 1066 1066 1066



/ /




7 8




-- PAGE NO. 1883

1067 1067 1067 1067



7 8

1068 1068 1068 1068 1068



/ /




4 8

1069 1069 1069 1069 1069



/ /




7 4

1070 1070 1070 1070 1070



/ /




7 8

1071 1071 1071 1071 1071



/ /




8 8

1072 1072 1072 1072 1072



/ /




8 4

1073 1073 1073 1073 1073



/ /




7 5

1074 1074 1074 1074 1074



/ /




7 3




-- PAGE NO. 1884

1075 1075 1075 1075



8 3

1076 1076 1076 1076 1076



/ /




8 4

1077 1077 1077 1077 1077



/ /




7 5

1078 1078 1078 1078 1078



/ /




7 3

1079 1079 1079 1079 1079



/ /




8 17

1080 1080 1080 1080 1080



/ /




13 3

1081 1081 1081 1081 1081



/ /




8 3

1082 1082 1082 1082 1082



/ /




7 5




-- PAGE NO. 1885

1083 1083 1083 1083



8 4

1084 1084 1084 1084 1084



/ /




7 3

1085 1085 1085 1085 1085



/ /




8 3

1086 1086 1086 1086 1086



/ /




8 4

1087 1087 1087 1087 1087



/ /




7 5

1088 1088 1088 1088 1088



/ /




7 3

1089 1089 1089 1089 1089



/ /




4 12

1090 1090 1090 1090 1090



/ /




5 7




-- PAGE NO. 1886

1091 1091 1091 1091



4 7

1092 1092 1092 1092 1092



/ /




5 7

1093 1093 1093 1093 1093



/ /




4 7

1094 1094 1094 1094 1094



/ /




5 7

1095 1095 1095 1095 1095



/ /




4 7

1096 1096 1096 1096 1096



/ /




5 10

1097 1097 1097 1097 1097



/ /




8 17

1098 1098 1098 1098 1098



/ /




17 8




-- PAGE NO. 1887

1099 1099 1099 1099



1100 1100 1100 1100 1100



/ /




17 8

1101 1101 1101 1101 1101



/ /




8 17

1102 1102 1102 1102 1102



/ /




4 8

1103 1103 1103 1103 1103



/ /




8 4

1104 1104 1104 1104 1104



/ /




17 8

1105 1105 1105 1105 1105



/ /




5 13

1107 1107 1107 1107 1107



/ /




8 17

8 4




-- PAGE NO. 1888

1108 1108 1108 1108



1109 1109 1109 1109 1109



/ /




8 4

1110 1110 1110 1110 1110



/ /




17 8

1111 1111 1111 1111 1111



/ /




8 8

1112 1112 1112 1112 1112



/ /




4 8

1113 1113 1113 1113 1113



/ /




8 4

1114 1114 1114 1114 1114



/ /




17 8

1115 1115 1115 1115 1115



/ /




8 17

17 8




-- PAGE NO. 1889

1116 1116 1116 1116



8 17

1117 1117 1117 1117 1117



/ /




13 5

1118 1118 1118 1118 1118



/ /




13 5

1119 1119 1119 1119 1119



/ /




8 17

1120 1120 1120 1120 1120



/ /




8 17

1121 1121 1121 1121 1121



/ /




13 5

1122 1122 1122 1122 1122



/ /




13 5

1123 1123 1123 1123 1123



/ /




8 17




-- PAGE NO. 1890

1124 1124 1124 1124



13 5

1125 1125 1125 1125 1125



/ /




8 17

1126 1126 1126 1126 1126



/ /




13 5

1127 1127 1127 1127 1127



/ /




8 17

1128 1128 1128 1128 1128



/ /




13 5

1129 1129 1129 1129 1129



/ /




8 17

1130 1130 1130 1130 1130



/ /




8 17

1131 1131 1131 1131 1131



/ /




13 5



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


CLIENT NAME


SITE NAME

Jakarta Selatan - Indonesia

DOCUMENT NO. REFERENCE NO. STRUCTURE NAME

ISO SAMPLE

LOAD COMBINATION GROUP REV

DATE

DESCRIPTION

Copyright (c) GS E&C. All Rights Reserved

PREP'D

CHK'D

APPR'D

APPR'D

11/18/2009

Calculation Sheet of Foundation

I.. I..

Project Na. : Perencanaan Pondasi Graha Project No. : Perencanaan Pondasi Graha Client : Institut Sains da...

FOUNDATION LISTS GROUP NAME : GROUP-1 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


No.

Description

No.

Description

Page 1

11/18/2009


I.. I..

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



Page 2

11/18/2009 Project Na. : Perencanaan Pondasi Graha


I.. I..

Project No. : Perencanaan Pondasi Graha Client : Institut Sains da...

Page 3

1. GENERAL 1.1 CODE & STANDARD Items

Description

Design 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 WEIGHT Items

Value 2

Concrete (fck : compressive strength)

225.000 kgf/cm

Lean Concrete (Lfck : compressive strength)

0.000 kgf/cm2

Reinforcement (10M ~ 16M , yield strength)

4200.000 kgf/cm2

Reinforcement (19M ~ , yield strength)

4200.000 kgf/cm2

Rs (Soil unit weight)

1.600 ton/m3

Rc (Concrete unit weight)

2.400 ton/m3

Es (Steel Modulus of Elasticity)

2.000 106 kgf/cm2

Ec (Concrete Modulus of Elasticity)

250998.000 kgf/cm2

- Pile Capacity Items

Value

Pile 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 FACTORS Items

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


I.. I..

Safety factor against overturning for OVM1(FO1)

1.5


1.2


1.2


1.2


1.2


1.2

Safety factor against sliding for the SL1(FS1)

1.5

Safety factor against sliding for the SL2(FS2)

1.2

Friction factoragainst (μ) Safety factor sliding for the SL3(FS3)

1.2

1.4 LOAD COMBINATION Comb . ID 1

Load Combination for Reinforcement 1.0 SW + 1.0 Bundle



Page 4

11/18/2009

I.. I..

2. DRAWING 2.1 LOCATION PLAN 2.2 DETAIL SKETCH




Page 5

11/18/2009

Page 6

REFERENCE DWGS NO.

A02

A01

A03

6000

A04

A05

5000

DWG NO.

DWG TITLE

A06

6000

6000

6000

NOTES * OUTPUT UNIT : mm

04

23

24 F20

26 F21

27 F22

28 F23

F24

6800

F19

25

03 5000

16

17 F13

18 F14

19 F15

21 F16

22 F17

F18 Perencanaan Pondasi Graha ISTN PROJECT

02

10

11 F8

13 F9

14 F10

15 F11

F12

6800

F7

12

FOUNDATION LOCATION PLAN 4

5 F1

Y

6 F2

7 F3

8 F4

ISO SAMPLE

9 F5

F6

SQUAD CHECK

01

PROCESS PIPING

Z

X

SCALE

VESSELS STRUCT.

JOB NO.

ELEC.

MICROFILM NO.

AS SHOWN Perencanaan Pondasi Graha ISTN


INST.

11/18/2009

Page 7

OUTPUT UNIT : mm Copyright (c) GS E&C. All Rights Reserved

11/18/2009

Page 8

REFERENCE DWGS 4000 TOP

DWG TITLE

500

16M@200

500

16M@200

1500x2

75 PROJ.

FOOTING REINF. PLAN

Perencanaan Pondasi Graha ISTN PROJECT 700 105

105 122.5x4

FOUNDATION DETAIL FOR

10M

F1 ~ F24 SQUAD CHECK

800

50 100

50 TYP.

105

700

500

22M

105 122.5x4

10M @200

1500

100 75

50 GR.

* OUTPUT UNIT : mm

16M@200

FOUNDATION PLAN (24 EA)

TOG EL. + 1000

16-22M 150

PEDESTAL LEAN CONC. 50 THK

PROCESS PIPING

SECTION

SCALE REV.


NOTES * PILE 9-¥õ600 PHC-12 * ANCHOR BOLT 1X16-M22 ANC. BOLTS (TYPE TYPE I-L)

500

4000

1500x2

16M@200

2000

500

2000

CL FOOTING BOTTOM

DWG NO.

50 TYP.

NO.

DATE

DESCRIPTION

DRWNCHKD APPD APPD APPD

VESSELS STRUCT.

JOB NO.

ELEC.

INST.

MICROFILM NO.

AS SHOWN Perencanaan Pondasi Graha ISTN

11/18/2009


Project Na. : Perencanaan Pondasi Graha I... Project No. : Perencanaan Pondasi Graha I... Client : Institut Sains da...

3. FRAME ANALYSIS 3.1 FRAME DRAWING Sturcture 1

(P23) 57 81 96 (Girder_24) (P24) 56 80 60 84 97 (Girder_25) (P25) 59 83 55 79 90 (Girder_18) 63 87 86 19 (P26) 66 90 6298 (Girder_26) 58 82 91 (Girder_19) (P16) 39 63 20 99 (Girder_27) (P27) 65 89 62 69 93 61 85 92 (Girder_20) (P17) 92 38 101 (Girder_29) 42 66 21 93 (Girder_21) (P28) 68 100 (Girder_28) 65 64 88 72 96 84 (Girder_12) 61 102 (Girder_30) 69 (P18) 95 41 37 45 68 22 91 (P10) 71 67 94 (Girder_22) 21 45 85 (Girder_13) 13 64 72 (P19) 103 (Girder_31) 48 44 44 40 23 (P11) 20 106 (Girder_34) 70 94 95 (Girder_23) 24 48 86 (Girder_14) 14 67 104 (Girder_32) (P21) 47 71 51 75 43 24 74 107 (Girder_35) (P12) 23 47 87 (Girder_15) 19 43 70 78 (Girder_6) 27 51 15 105 (Girder_33) 78 (P22) 50 54 77 50 (Girder_36) 7 46 5446 (P13) 108 30 88 (Girder_16) 26 16 22 73 79 (Girder_7) (P4) 53 49 3 27 8 109 (Girder_37) (P14) 29 53 26 33 57 89 (Girder_17) 17 25 49 76 80 (Girder_8) 56 2 73 (Girder_1) 6 30 (P5) 52 9 81 (Girder_9) 110 (Girder_38) 6052 (P15) 32 29 28 36 25 59 18 5 74 (Girder_2) 9 33 (P6) 1 10 55 35 32 31 82 (Girder_10) 1 (P7) 12 36 8 75 (Girder_3) 4 28 11 35 34 58 83 (Girder_11) 2 11 76 (Girder_4)15 39 (P8) 7 31 12 38 34 3 14 77 (Girder_5)18 42 (P9) 10 41 4 17 13 37 5 16 40 6

Z

Y X


Page 9

11/18/2009


I.. I..


Page 10

3.2 FRAME ANALYSIS DATA (Staad Analysis) 3.2.1 Structure 1 Member and Force

Member 73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

Unit ( tonf,tonf-m )

LC#

Axial

Shear-Y

Shear-Z

Torsion

Moment-Y

Moment-Z

i

-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

i

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

i

0.01

-1

0.11

-0.09

0.28

-1.16

j

0.01

0.62

0.11

-0.09

-0.27

-0.2

i

-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

i

-0.3

-1.14

-0.03

0.07

-0.09

-1.46

1

1

1

1

1 j

-0.3

0.81

-0.03

0.07

0.09

-0.48

i

-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

i

-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

i

-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

i

-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

i

-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

i

-0.56

-1.2

-0.05

0.1

-0.16

-1.58

j

-0.56

1

-0.05

0.1

0.17

-0.9

i

-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

i

-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

i

-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

i

0.05

-0.69

0.02

-0.03

0.05

-0.39

1

1

1

1

1

1

1

1

1

1 j

0.05

0.93

0.02

-0.03

-0.04

-0.97

i

-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

i

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

i

-0.24

-1

-0.01

0.03

-0.03

-0.9

j

-0.24

1.2

-0.01

0.03

0.03

-1.59

i

-0.54

-1.11

0

0.02

-0.01

-1.26

j

-0.54

1.09

0

0.02

0

-1.21

i

-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

1

1

1

1

1




I.. I..

93

94

95

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110


Page 11

i

-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

i

-0.63

-1.11

0

0.02

-0.01

-1.28

j

-0.63

1.09

0

0.02

0

-1.2

i

-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

i

-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

i

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

i

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

i

-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

i

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

i

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

i

-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

i

-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

i

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

i

-1

-0.94

-0.05

0.07

-0.13

-0.85

j

-1

1.01

-0.05

0.07

0.14

-1.06

i

-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

i

-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

i

-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

i

-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

i

-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

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1

Support Reactions


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




I.. I..


Page 12

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




I.. I..


Page 13

4. FOUNDATION DATA 4.1 FOOTING DATA F1

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider

Self Weight (except Pr.SW)

43.128 tonf

800

1500

4000

4000

Ft. Name

500

Unit : mm

The Origin coordinate The Center of Gravity & Pile (0,0) mm

F2

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf



800

1500

4000

4000

Ft. Name

500

Unit : mm


Calculation Sheet of Foundation Unit : mm

Client : Institut Sains da...

F3

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800


F4

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

1500

4000

Ft. Name



500

Unit : mm 4000

Page 14

Ft. Name

1500

4000

4000

Project No. : Perencanaan Pondasi Graha

800

I..

500

I..




F5

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800


F6

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

1500

4000

Ft. Name



500

Unit : mm 4000

Page 15

Ft. Name

1500

4000

4000


800

I..

500

I..




F7

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800


F8

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

1500

4000

Ft. Name



500

Unit : mm 4000

Page 16

Ft. Name

1500

4000

4000


800

I..

500

I..




F9

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800


F10

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

1500

4000

Ft. Name



500

Unit : mm 4000

Page 17

Ft. Name

1500

4000

4000


800

I..

500

I..




F11

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800


F12

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

1500

4000

Ft. Name



500

Unit : mm 4000

Page 18

Ft. Name

1500

4000

4000


800

I..

500

I..




F13

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800


F14

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

1500

4000

Ft. Name



500

Unit : mm 4000

Page 19

Ft. Name

1500

4000

4000


800

I..

500

I..




F15

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800


F16

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

1500

4000

Ft. Name



500

Unit : mm 4000

Page 20

Ft. Name

1500

4000

4000


800

I..

500

I..




F17

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800


F18

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

1500

4000

Ft. Name



500

Unit : mm 4000

Page 21

Ft. Name

1500

4000

4000


800

I..

500

I..




F19

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800


F20

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

1500

4000

Ft. Name



500

Unit : mm 4000

Page 22

Ft. Name

1500

4000

4000


800

I..

500

I..




F21

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800


F22

Ft. Type

ISO

Area

16.000 m2

Ft. Thickness

800.00 mm

Ft. Volume

12.800 m3

Ft. Weight

30.720 tonf

Soil Height

500.00 mm

Soil Volume

7.755 m3

Soil Weight

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

1500

4000

Ft. Name



500

Unit : mm 4000

Page 23

Ft. Name

1500

4000

4000


800

I..

500

I..



I.. I..

Unit : mm


Ft. Name

Page 24

F23

Ft. Type

4000

Area Ft. Thickness

800.00 mm

Ft. Volume Ft. Weight

30.720 tonf

Soil Height

500.00 mm

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

800

500

Soil Weight

1500

4000

Soil Volume


Unit : mm

Ft. Name

F24

Ft. Type

4000

Area Ft. Thickness

800.00 mm

Ft. Volume Ft. Weight

30.720 tonf

Soil Height

500.00 mm

12.408 tonf

Buoyancy

Not Consider


43.128 tonf

The Center of Gravity & Pile (0,0) mm

800

The Origin coordinate

500

Soil Weight

1500

4000

Soil Volume

4.2 PIER DATA Off X , Off Y is offset position from the Center of the footing If Pier Shape is Circle or Circle wall, Pl is a Diameter. and Pw is a Inner Diameter Area is pier concrete area Weight is pier and inner soil weight in case circle wall except Tank1 Type(Circle Ring Footing Shape) Unit( Length : mm , Weight : tonf , Area : m2 )




I.. I..

Pl

Pw

Ph


Area

Weight

Page 25

Ft.Name

Pr.Name

Shape

F1

4

Rectangle

700.000

700.000

1500.000

0.490

1.764

Off X 0.000

Off Y 0.000

F2

5

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F3

6

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F4

7

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F5

8

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F6

9

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F7

10

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F8

11

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F9

12

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F10

13

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F11

14

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F12

15

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F13

16

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F14

17

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F15

18

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F16

19

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F17

21

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F18

22

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F19

23

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F20

24

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F21

25

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F22

26

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F23

27

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

F24

28

Rectangle

700.000

700.000

1500.000

0.490

1.764

0.000

0.000

4.3 LOAD CASE Fz Fy

Mz

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.

My Fx Mx

Index

Load Case Name

1

SW

2

Bundle

Unit( tonf , tonf-m )

Ft.Name F1

Pr.Name

Load Case

4

5

6

F4

8

My

-1.764

0.000

0.000

2

-2.045

1.843

152.166

-2.617

-2.255

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

-2.376

0.022

220.931

-0.009

-2.702 0.000

0.000

0.000

-43.128

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

-2.078

-0.990

196.248

1.444

-2.258

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

-2.075

0.978

196.267

-1.365

-2.244

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

-2.366

-0.033

220.920

0.086

-2.654

Footing SW F5

Mx

0.000

Footing SW 7

Fz

0.000

Footing SW F3

Fy

1 Footing SW

F2

Fx


11/18/2009


I.. I..

Footing SW F6

9

10

11

12

0.000

-43.128

0.000

0.000

-1.764

0.000

0.000

2

-2.031

-1.853

152.160

2.692

-2.177

13

0.000

0.000

-43.128

0.000

0.000

0.000

0.000

-1.764

0.000

0.000

2

1.043

2.037

204.671

-2.909

2.170

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

1.027

0.007

279.963

-0.005

2.164

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

1.014

-1.296

238.875

1.863

2.162

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

1.021

1.289

238.679

-1.818

2.182

Footing SW F11

14

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

1.039

-0.011

279.901

0.045

2.215

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

1.060

-2.041

204.678

2.950

2.252

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

0.067

1.761

191.824

-2.532

0.784

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

0.971

-0.003

250.036

-0.005

2.091

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

0.212

-1.195

229.192

1.703

1.027

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

0.163

1.216

224.030

-1.719

0.972

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

0.983

0.005

249.944

0.017

2.143

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

0.085

-1.761

191.852

2.547

0.866

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

1.454

2.036

154.484

-2.958

2.764

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

0.850

0.036

221.643

-0.084

1.923

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

1.473

-1.387

194.638

1.964

2.831

Footing SW F12

15 Footing SW

F13

16 Footing SW

F14

17 Footing SW

F15

18 Footing SW

F16

19 Footing SW

F17

21 Footing SW

F18

22 Footing SW

F19

23 Footing SW

F20

24 Footing SW

F21

25 Footing SW

F22

26

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

1.535

1.396

194.496

-1.986

2.932

0.000

0.000

-43.128

0.000

0.000

0.000

0.000

-1.764

0.000

0.000

Footing SW F23

27

0.000

1

Footing SW F10

Page 26

0.000

Footing SW F9


0.000

Footing SW F8


1 Footing SW

F7

Project Na. : Perencanaan Pondasi Graha

1


11/18/2009


I.. I..

2

28


Page 27

0.860

-0.026

221.662

0.061

1.972

0.000

0.000

-43.128

0.000

0.000

1

0.000

0.000

-1.764

0.000

0.000

2

1.468

-2.030

154.488

2.940

2.840

0.000

0.000

-43.128

0.000

0.000

Footing SW F24


Footing SW

4.4 LOAD COMBINATION In Pier Top without Self Weight

In Footing Bottom In Footing Bottom Center with Pier Self Weight, with Pier & Footing Self Weight & Soil Weight, But without Footing Self Weight, Case PileType (Frame Analysis) in centroid of Pile Group Case NonPileType in centroid of Footing

4.4.1 Load Combination in Pier Top (Without SW)


Σ Fx

Σ Fy

Σ Fz

Σ Mx

ΣMy

F1 F2

4

1

-2.045

1.843

152.166

-2.617

-2.255

5

1

-2.376

0.022

220.931

-0.009

-2.702

F3

6

1

-2.078

-0.990

196.248

1.444

-2.258

F4

7

1

-2.075

0.978

196.267

-1.365

-2.244

F5

8

1

-2.366

-0.033

220.920

0.086

-2.654

F6

9

1

-2.031

-1.853

152.160

2.692

-2.177

F7

10

1

1.043

2.037

204.671

-2.909

2.170

F8

11

1

1.027

0.007

279.963

-0.005

2.164

F9

12

1

1.014

-1.296

238.875

1.863

2.162

F10

13

1

1.021

1.289

238.679

-1.818

2.182

F11

14

1

1.039

-0.011

279.901

0.045

2.215

F12

15

1

1.060

-2.041

204.678

2.950

2.252

F13

16

1

0.067

1.761

191.824

-2.532

0.784

F14

17

1

0.971

-0.003

250.036

-0.005

2.091

F15

18

1

0.212

-1.195

229.192

1.703

1.027

F16

19

1

0.163

1.216

224.030

-1.719

0.972

F17

21

1

0.983

0.005

249.944

0.017

2.143

F18

22

1

0.085

-1.761

191.852

2.547

0.866

F19

23

1

1.454

2.036

154.484

-2.958

2.764

F20

24

1

0.850

0.036

221.643

-0.084

1.923

F21

25

1

1.473

-1.387

194.638

1.964

2.831

F22

26

1

1.535

1.396

194.496

-1.986

2.932

F23

27

1

0.860

-0.026

221.662

0.061

1.972

F24

28

1

1.468

-2.030

154.488

2.940

2.840

Ft.Name

Pr.Name L.Comb.

4.4.2 Load Combination in Footing Bottom (With Pier SW)


Σ Fx

Σ Fy

Σ Fz

Σ Mx

ΣMy

F1

4

1

-2.540

1.300

148.330

-6.600

6.430

F2

5

1

-1.850

-0.670

216.110

-0.030

6.300

F3

6

1

-2.100

-1.710

191.500

3.480

6.370

Ft.Name

Pr.Name L.Comb.


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Page 28

F4

7

1

-2.520

0.540

191.750

-3.670

6.570

F5

8

1

-2.110

-0.600

216.090

0.030

6.640

F6

9

1

-1.690

-2.380

148.390

6.270

6.590

F7

10

1

0.520

2.400

200.210

-6.700

-4.100

F8

11

1

1.180

0.450

274.280

-0.270

-4.090

F9

12

1

1.240

-0.580

233.390

3.450

-3.940

F10

13

1

0.820

1.520

233.230

-3.950

-3.720

F11

14

1

0.850

0.420

274.230

-0.130

-3.650

F12

15

1

1.230

-1.420

199.860

6.150

-3.690

F13

16

1

0.350

1.770

187.160

-6.270

-2.270

F14

17

1

0.040

-0.460

244.390

0.200

-2.250

F15

18

1

0.940

-1.710

223.790

4.120

-2.290

F16

19

1

0.560

0.760

218.510

-3.610

-2.090

F17

21

1

-0.260

-0.530

244.300

0.380

-1.840

F18

22

1

1.140

-2.690

187.250

6.750

-1.990

F19

23

1

0.530

2.240

150.680

-6.350

-4.940

F20

24

1

1.910

0.580

216.810

0.020

-5.120

F21

25

1

1.340

-0.320

190.130

4.010

-4.920

F22

26

1

0.850

1.520

189.740

-3.820

-4.690

F23

27

1

1.630

0.590

216.840

0.210

-4.740

F24

28

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 Condition There is no Load Combination Load Combination of Ultimate Condition : PileType - C.G. of Load is coordinate from left bottom. Unit : mm p


Ft.Name

Sec.Na

L.Comb.

F1 p

S1

1

-2.540

1.300

105.202

-6.600

6.430

2000.0 , 2000.0

F2 p

S1

1

-1.850

-0.670

172.982

-0.030

6.300

2000.0 , 2000.0

F3 p

S1

1

-2.100

-1.710

148.372

3.480

6.370

2000.0 , 2000.0

F4

p

S1

1

-2.520

0.540

148.622

-3.670

6.570

2000.0 , 2000.0

F5 p

S1

1

-2.110

-0.600

172.962

0.030

6.640

2000.0 , 2000.0

F6 p

S1

1

-1.690

-2.380

105.262

6.270

6.590

2000.0 , 2000.0

F7 p

S1

1

0.520

2.400

157.082

-6.700

-4.100

2000.0 , 2000.0

F8

p

S1

1

1.180

0.450

231.152

-0.270

-4.090

2000.0 , 2000.0

F9 p

S1

1

1.240

-0.580

190.262

3.450

-3.940

2000.0 , 2000.0

F10 p

S1

1

0.820

1.520

190.102

-3.950

-3.720

2000.0 , 2000.0

F11 p

S1

1

0.850

0.420

231.102

-0.130

-3.650

2000.0 , 2000.0

F12

p

S1

1

1.230

-1.420

156.732

6.150

-3.690

2000.0 , 2000.0

F13 p

S1

1

0.350

1.770

144.032

-6.270

-2.270

2000.0 , 2000.0

F14 p

S1

1

0.040

-0.460

201.262

0.200

-2.250

2000.0 , 2000.0

F15 p

S1

1

0.940

-1.710

180.662

4.120

-2.290

2000.0 , 2000.0

F16

p

S1

1

0.560

0.760

175.382

-3.610

-2.090

2000.0 , 2000.0

F17 p

S1

1

-0.260

-0.530

201.172

0.380

-1.840

2000.0 , 2000.0

F18 p

S1

1

1.140

-2.690

144.122

6.750

-1.990

2000.0 , 2000.0


Σ Fx

Σ Fy

Σ Fz

Σ Mx

Σ My

C.G. of Loads

11/18/2009


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Page 29

F19 p

S1

1

0.530

2.240

107.552

-6.350

-4.940

2000.0 , 2000.0

F20 p

S1

1

1.910

0.580

173.682

0.020

-5.120

2000.0 , 2000.0

F21

p

S1

1

1.340

-0.320

147.002

4.010

-4.920

2000.0 , 2000.0

F22 p

S1

1

0.850

1.520

146.612

-3.820

-4.690

2000.0 , 2000.0

F23 p

S1

1

1.630

0.590

173.712

0.210

-4.740

2000.0 , 2000.0

F24 p

S1

1

1.320

-1.030

107.552

6.530

-4.660

2000.0 , 2000.0

4.4.4 Pile Reaction Table

4000

8

9

4000

7

4

5

Footing Name

F1

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

6

Origin Point (0,0) mm The Center of Gravity & Pile (0,0) mm

1

2

3

4000

8

9

4000

7

4

5

Footing Name

F1

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1 2

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.32

33

10

2

0.32

33

10

2

X

Y

XY-Dir.

XY-Dir.

PHC-12

-1500

-1500

-13.14

PHC-12

0

-1500

-12.42


11/18/2009


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Page 30

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

4000

8

9

4000

7

4

5

Footing Name

F2

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F2

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1 2

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.22

33

10

2

0.22

33

10

2

-18.52

0.22

33

10

2

-19.92

0.22

33

10

2

X

Y

XY-Dir.

XY-Dir.

PHC-12

-1500

-1500

-19.92

PHC-12

0

-1500

-19.22

3

PHC-12

1500

-1500

4

PHC-12

-1500

0


11/18/2009


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Page 31

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

4000

8

9

4000

7

4

5

Footing Name

F3

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F3

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.3

33

10

2

-16.1

0.3

33

10

2

-1500

-15.39

0.3

33

10

2

0

-17.19

0.3

33

10

2

0

0

-16.49

0.3

33

10

2

1500

0

-15.78

0.3

33

10

2

X

Y

XY-Dir.

XY-Dir.

PHC-12

-1500

-1500

-16.81

2

PHC-12

0

-1500

3

PHC-12

1500

4

PHC-12

-1500

5

PHC-12

6

PHC-12


11/18/2009


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Page 32

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

4000

8

9

4000

7

4

5

Footing Name

F4

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F4

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1 2

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.29

33

10

2

0.29

33

10

2

-16.19

0.29

33

10

2

0

-17.24

0.29

33

10

2

0

0

-16.51

0.29

33

10

2

1500

0

-15.78

0.29

33

10

2

-1500

1500

-16.84

0.29

33

10

2

0

1500

-16.11

0.29

33

10

2

X

Y

XY-Dir.

XY-Dir.

PHC-12

-1500

-1500

-17.65

PHC-12

0

-1500

-16.92

3

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

6

PHC-12

7

PHC-12

8

PHC-12


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9

PHC-12

1500

1500

-15.38

4000

8

9

4000

7

4

5

0.29

Project Na. : Perencanaan Pondasi Graha Project No. : Perencanaan Pondasi Graha Client : Institut Sains da... 33

10

Footing Name

F5

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 33 2

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F5

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.24

33

10

2

-19.21

0.24

33

10

2

-1500

-18.48

0.24

33

10

2

0

-19.96

0.24

33

10

2

0

0

-19.22

0.24

33

10

2

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

X

Y

XY-Dir.

XY-Dir.

PHC-12

-1500

-1500

-19.95

2

PHC-12

0

-1500

3

PHC-12

1500

4

PHC-12

-1500

5

PHC-12

6


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4000

8

9

4000

7

4

5


Footing Name

F6

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 34

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F6

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.32

33

10

2

-11

0.32

33

10

2

-10.27

0.32

33

10

2

-12.43

0.32

33

10

2

0

-11.7

0.32

33

10

2

1500

0

-10.96

0.32

33

10

2

-1500

1500

-13.12

0.32

33

10

2

0

1500

-12.39

0.32

33

10

2

1500

1500

-11.66

0.32

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-11.73

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

0

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


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4000

8

9

4000

7

4

5


Footing Name

F7

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 35

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F7

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.27

33

10

2

-18.2

0.27

33

10

2

-18.65

0.27

33

10

2

-17

0.27

33

10

2

0

-17.45

0.27

33

10

2

1500

0

-17.91

0.27

33

10

2

-1500

1500

-16.25

0.27

33

10

2

0

1500

-16.71

0.27

33

10

2

1500

1500

-17.16

0.27

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-17.74

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

0

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


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4000

8

9

4000

7

4

5


Footing Name

F8

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 36

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F8

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.14

33

10

2

-25.71

0.14

33

10

2

-26.17

0.14

33

10

2

0

-25.23

0.14

33

10

2

0

-25.68

0.14

33

10

2

1500

0

-26.14

0.14

33

10

2

-1500

1500

-25.2

0.14

33

10

2

0

1500

-25.65

0.14

33

10

2

1500

1500

-26.11

0.14

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-25.26

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


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4000

8

9

4000

7

4

5


Footing Name

F9

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 37

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F9

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.15

33

10

2

-20.76

0.15

33

10

2

-21.19

0.15

33

10

2

0

-20.7

0.15

33

10

2

0

-21.14

0.15

33

10

2

1500

0

-21.58

0.15

33

10

2

-1500

1500

-21.09

0.15

33

10

2

0

1500

-21.52

0.15

33

10

2

1500

1500

-21.96

0.15

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-20.32

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F10

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 38

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F10

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.19

33

10

2

-21.56

0.19

33

10

2

-21.97

0.19

33

10

2

0

-20.71

0.19

33

10

2

0

-21.12

0.19

33

10

2

1500

0

-21.54

0.19

33

10

2

-1500

1500

-20.27

0.19

33

10

2

0

1500

-20.68

0.19

33

10

2

1500

1500

-21.1

0.19

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-21.15

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F11

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 39

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F11

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.11

33

10

2

-25.69

0.11

33

10

2

-26.1

0.11

33

10

2

0

-25.27

0.11

33

10

2

0

-25.68

0.11

33

10

2

1500

0

-26.08

0.11

33

10

2

-1500

1500

-25.26

0.11

33

10

2

0

1500

-25.66

0.11

33

10

2

1500

1500

-26.07

0.11

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-25.29

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F12

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 40

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F12

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.21

33

10

2

-16.73

0.21

33

10

2

-17.14

0.21

33

10

2

0

-17

0.21

33

10

2

0

-17.41

0.21

33

10

2

1500

0

-17.82

0.21

33

10

2

-1500

1500

-17.69

0.21

33

10

2

0

1500

-18.1

0.21

33

10

2

1500

1500

-18.51

0.21

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-16.32

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F13

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 41

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F13

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.2

33

10

2

-16.7

0.2

33

10

2

-16.95

0.2

33

10

2

-15.75

0.2

33

10

2

0

-16

0.2

33

10

2

1500

0

-16.26

0.2

33

10

2

-1500

1500

-15.05

0.2

33

10

2

0

1500

-15.31

0.2

33

10

2

1500

1500

-15.56

0.2

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-16.45

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

0

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F14

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 42

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F14

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.05

33

10

2

-22.34

0.05

33

10

2

-22.59

0.05

33

10

2

0

-22.11

0.05

33

10

2

0

-22.36

0.05

33

10

2

1500

0

-22.61

0.05

33

10

2

-1500

1500

-22.13

0.05

33

10

2

0

1500

-22.38

0.05

33

10

2

1500

1500

-22.63

0.05

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-22.09

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F15

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 43

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F15

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.22

33

10

2

-19.62

0.22

33

10

2

-19.87

0.22

33

10

2

0

-19.82

0.22

33

10

2

0

-20.07

0.22

33

10

2

1500

0

-20.33

0.22

33

10

2

-1500

1500

-20.28

0.22

33

10

2

0

1500

-20.53

0.22

33

10

2

1500

1500

-20.79

0.22

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-19.36

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F16

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 44

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F16

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.1

33

10

2

-19.89

0.1

33

10

2

-20.12

0.1

33

10

2

0

-19.25

0.1

33

10

2

0

-19.49

0.1

33

10

2

1500

0

-19.72

0.1

33

10

2

-1500

1500

-18.85

0.1

33

10

2

0

1500

-19.09

0.1

33

10

2

1500

1500

-19.32

0.1

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-19.66

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F17

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 45

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F17

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.07

33

10

2

-22.31

0.07

33

10

2

-22.51

0.07

33

10

2

0

-22.15

0.07

33

10

2

0

-22.35

0.07

33

10

2

1500

0

-22.56

0.07

33

10

2

-1500

1500

-22.19

0.07

33

10

2

0

1500

-22.39

0.07

33

10

2

1500

1500

-22.6

0.07

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-22.11

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F18

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 46

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F18

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.32

33

10

2

-15.26

0.32

33

10

2

-15.48

0.32

33

10

2

0

-15.79

0.32

33

10

2

0

-16.01

0.32

33

10

2

1500

0

-16.23

0.32

33

10

2

-1500

1500

-16.54

0.32

33

10

2

0

1500

-16.76

0.32

33

10

2

1500

1500

-16.98

0.32

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-15.04

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F19

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 47

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F19

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.26

33

10

2

-12.66

0.26

33

10

2

-13.2

0.26

33

10

2

0

-11.4

0.26

33

10

2

0

-11.95

0.26

33

10

2

1500

0

-12.5

0.26

33

10

2

-1500

1500

-10.7

0.26

33

10

2

0

1500

-11.24

0.26

33

10

2

1500

1500

-11.79

0.26

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-12.11

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F20

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 48

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F20

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.22

33

10

2

-19.3

0.22

33

10

2

-19.86

0.22

33

10

2

-18.73

0.22

33

10

2

0

-19.3

0.22

33

10

2

1500

0

-19.87

0.22

33

10

2

-1500

1500

-18.73

0.22

33

10

2

0

1500

-19.3

0.22

33

10

2

1500

1500

-19.87

0.22

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-18.73

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

0

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F21

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 49

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F21

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.15

33

10

2

-15.89

0.15

33

10

2

-16.43

0.15

33

10

2

0

-15.79

0.15

33

10

2

0

-16.33

0.15

33

10

2

1500

0

-16.88

0.15

33

10

2

-1500

1500

-16.23

0.15

33

10

2

0

1500

-16.78

0.15

33

10

2

1500

1500

-17.33

0.15

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-15.34

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F22

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 50

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F22

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.19

33

10

2

-16.71

0.19

33

10

2

-17.24

0.19

33

10

2

0

-15.77

0.19

33

10

2

0

-16.29

0.19

33

10

2

1500

0

-16.81

0.19

33

10

2

-1500

1500

-15.34

0.19

33

10

2

0

1500

-15.87

0.19

33

10

2

1500

1500

-16.39

0.19

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-16.19

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F23

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 51

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F23

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.19

33

10

2

-19.28

0.19

33

10

2

-19.8

0.19

33

10

2

0

-18.77

0.19

33

10

2

0

-19.3

0.19

33

10

2

1500

0

-19.83

0.19

33

10

2

-1500

1500

-18.8

0.19

33

10

2

0

1500

-19.32

0.19

33

10

2

1500

1500

-19.85

0.19

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-18.75

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12


11/18/2009


I.. I..

4000

8

9

4000

7

4

5


Footing Name

F24

Section Name

-

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Stability

Page 52

6


1

2

3

4000

8

9

4000

7

4

5

Footing Name

F24

Section Name

S1

Pile Name

PHC-12

Pile Shape

Circle

Pile Number

9 EA

Pile Diameter

600 mm

LC Type

Reinforce

6


1

2

3

LC : 1, ( 1.0 SW + 1.0 Bundle )

No.

Name

1

PHC-12

2 3

Unit (mm,tonf)

Pile Geometry

Bi-Axial

Shear (Hor)

Ra

Ua

Ha

0.19

33

10

2

-11.22

0.19

33

10

2

-11.74

0.19

33

10

2

0

-11.43

0.19

33

10

2

0

-11.95

0.19

33

10

2

1500

0

-12.47

0.19

33

10

2

-1500

1500

-12.16

0.19

33

10

2

0

1500

-12.68

0.19

33

10

2

1500

1500

-13.19

0.19

33

10

2

X

Y

XY-Dir.

XY-Dir.

-1500

-1500

-10.71

PHC-12

0

-1500

PHC-12

1500

-1500

4

PHC-12

-1500

5

PHC-12

0

6

PHC-12

7

PHC-12

8

PHC-12

9

PHC-12




I.. I..


Page 7

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 ΣFz ΣMy X ΣMx Y a. Vertical - Bi Axial : R = 2 2 Np Σ Xi Σ Yi - Ru = Rmax - Uf = Min[ 0 , Rmin ] - Ru < Va => OK (ΣHxi2 + ΣHyi2) b. Horizontal - Hmax = < Ha => OK Np c. Uplift - Uf < Ua => OK Ver. / Uf. = Vertical / Uplift

2.1.2 Check of Vertical & Uplift Reaction Ft.Name

Np(EA)

Fl (mm)

Fw (mm)

Σ Xi (m )

Σ Yi (m )

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

2

2

2

2

Unit( tonf )

Ft.Name

L.Comb.

Pile

R Max

R Min

Ru

Uf

Ra

Ua

Result

F1

1

PHC-12

-11.685

-11.685

0

-11.685

44

13.333

OK

F2

1

PHC-12

-19.234

-19.234

0

-19.234

44

13.333

NG

F3

1

PHC-12

-16.409

-16.409

0

-16.409

44

13.333

NG




I.. I..


Page 8

F4

1

PHC-12

-16.59

-16.59

0

-16.59

44

13.333

NG

F5

1

PHC-12

-19.201

-19.201

0

-19.201

44

13.333

NG

F6

1

PHC-12

-11.702

-11.702

0

-11.702

44

13.333

OK

F7

1

PHC-12

-17.59

-17.59

0

-17.59

44

13.333

NG

F8

1

PHC-12

-25.69

-25.69

0

-25.69

44

13.333

NG

F9

1

PHC-12

-21.137

-21.137

0

-21.137

44

13.333

NG

F10

1

PHC-12

-21.126

-21.126

0

-21.126

44

13.333

NG

F11

1

PHC-12

-25.668

-25.668

0

-25.668

44

13.333

NG

F12

1

PHC-12

-17.28

-17.28

0

-17.28

44

13.333

NG

F13

1

PHC-12

-15.975

-15.975

0

-15.975

44

13.333

NG

F14

1

PHC-12

-22.354

-22.354

0

-22.354

44

13.333

NG

F15

1

PHC-12

-20.121

-20.121

0

-20.121

44

13.333

NG

F16

1

PHC-12

-19.44

-19.44

0

-19.44

44

13.333

NG

F17

1

PHC-12

-22.365

-22.365

0

-22.365

44

13.333

NG

F18

1

PHC-12

-16.04

-16.04

0

-16.04

44

13.333

NG

F19

1

PHC-12

-11.942

-11.942

0

-11.942

44

13.333

OK

F20

1

PHC-12

-19.285

-19.285

0

-19.285

44

13.333

NG

F21

1

PHC-12

-16.406

-16.406

0

-16.406

44

13.333

NG

F22

1

PHC-12

-16.219

-16.219

0

-16.219

44

13.333

NG

F23

1

PHC-12

-19.317

-19.317

0

-19.317

44

13.333

NG

F24

1

PHC-12

-11.957

-11.957

0

-11.957

44

13.333

OK

2.1.3 Check Of Horizontal Reaction Ft.Name

L.Comb.

Pile

Hmax (tonf)

Ha (tonf)

Result

F1

1

PHC-12

0.125

2.667

OK

F2

1

PHC-12

0.252

2.667

OK

F3

1

PHC-12

0.299

2.667

OK

F4

1

PHC-12

0.332

2.667

OK

F5

1

PHC-12

0.255

2.667

OK

F6

1

PHC-12

0.124

2.667

OK

F7

1

PHC-12

0.383

2.667

OK

F8

1

PHC-12

0.09

2.667

OK

F9

1

PHC-12

0.102

2.667

OK

F10

1

PHC-12

0.111

2.667

OK

F11

1

PHC-12

0.061

2.667

OK

F12

1

PHC-12

0.287

2.667

OK

F13

1

PHC-12

0.331

2.667

OK

F14

1

PHC-12

0.057

2.667

OK

F15

1

PHC-12

0.196

2.667

OK

F16

1

PHC-12

0.141

2.667

OK

F17

1

PHC-12

0.087

2.667

OK

F18

1

PHC-12

0.401

2.667

OK

F19

1

PHC-12

0.123

2.667

OK

F20

1

PHC-12

0.253

2.667

OK




I.. I..


Page 54

6. DESIGN OF FOOTING 6.1 REQUIRED REINFORCEMENT 6.1.1 Reinforcement Formula - Shrinkage And Temperature Reinforcement ---- ACI CODE 7.12.2 , fac = following As As1 = fac b h 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 0.0018 60,000 strain of 0.35 percent is used ....................................................................................................... fy - Required Reinforcement by Analysis As As2 = ρ.req b d - At every section of flexural members where tensile reinforcement is required 3 fck 200 bw d) (As4 = b d) ---- ACI Eq (10-3) As (As5 = fy fy - 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 fck 0.003 Es ρb = 0.85 β 1 f 0.003 Es + fy y 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 pier Where, Mu 0.85 fck 2Rn 1- 1Rn = 2 , φ = 0.9 , ρ.req = fy 0.85fck φbd

(

)

6.1.2 Check of Footing Reinforcement Footing Name : F1 GroupType : Isolated - X direction (Unit Width)

Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

10.698

2.159

0.0005

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

3.836

5.113

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

L.Comb.

2

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1




I.. I..


Page 55

- Y direction (Unit Width)

Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

10.714

2.259

0.0005

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

3.928

5.235

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1

Footing Name : F2 GroupType : Isolated - X direction (Unit Width)

Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

17.181

3.467

0.0008

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.182

8.241

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.241

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

16.580

3.495

0.0008

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.098

8.129

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1




I.. I..

Sec.Nam

2

L.Comb.

Project No. : Perencanaan Pondasi Graha Client : Institut Sains da... 2

Page 56

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.129

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

14.830

2.993

0.0007

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.330

7.104

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

14.552

3.068

0.0007

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.346

7.126

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

14.873

3.002

0.0007

1

bottom

-

-

-

S1




I.. I..

Sec.Nam

L.Comb.

2

2


2

2

Page 57

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.345

7.125

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

14.594

3.077

0.0007

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.362

7.147

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

17.212

3.474

0.0008

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.194

8.256

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.256

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1




I.. I..

Sec.Nam

L.Comb.


Page 58

Mu (tonf-m)

Rn

ρ.Req

1

top

16.579

3.495

0.0008

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.098

8.128

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.128

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

10.719

2.163

0.0005

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

3.844

5.124

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

10.689

2.253

0.0005

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

3.918

5.223

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

L.Comb.

2

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1




I.. I..


Page 59


Sec.Nam

L.Comb. 1

top

1

botom

Loc. (m)

Width b (m)

d (cm)

As (cm )

5 - 16M @ 200

2.350

1.000

74.200

10.053

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

2

Using Bar (mm)

Mu (tonf-m)

Rn

ρ.Req

1

top

15.447

3.117

0.0007

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.553

7.402

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.402

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

15.696

3.309

0.0008

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.770

7.691

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.691

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

22.544

4.550

0.0011

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

8.136

10.845

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1




I.. I..

Sec.Nam

2

L.Comb.


Page 60

Using As(cm )

Select As(cm )

Result

1

top

10.053

10.845

NG

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

22.178

4.675

0.0011

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

8.183

10.908

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

10.908

NG

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

18.611

3.756

0.0009

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.702

8.934

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.934

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

18.564

3.913

0.0009

1

bottom

-

-

-

L.Comb.

S1




I.. I..

Sec.Nam

L.Comb.

2

2


2

2

Page 61

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.835

9.112

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

9.112

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

18.574

3.749

0.0009

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.689

8.916

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.916

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

18.597

3.920

0.0009

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.848

9.128

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

9.128

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1




I.. I..

Sec.Nam

L.Comb.


Page 62

Mu (tonf-m)

Rn

ρ.Req

1

top

22.497

4.540

0.0011

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

8.119

10.822

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

10.822

NG

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

22.160

4.672

0.0011

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

8.176

10.899

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

10.899

NG

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

15.374

3.103

0.0007

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.527

7.367

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

L.Comb.

2

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.367

OK

1

bottom

10.053

7.200

OK

S1




I.. I..


Page 63


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

15.609

3.291

0.0008

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.738

7.648

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.648

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

14.021

2.830

0.0007

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.037

6.714

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

14.404

3.037

0.0007

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.291

7.053

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1




I.. I..

Sec.Nam

2

L.Comb.


Page 64

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

19.503

3.936

0.0009

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

7.027

9.367

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

9.367

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

19.307

4.070

0.0010

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

7.112

9.480

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

9.480

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

17.533

3.538

0.0009

1

bottom

-

-

-

S1




I.. I..

Sec.Nam

L.Comb.

2

2


2

2

Page 65

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.310

8.411

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.411

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

17.708

3.733

0.0009

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.517

8.687

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.687

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

17.008

3.433

0.0008

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.119

8.157

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.157

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1




I.. I..

Sec.Nam

L.Comb.


Page 66

Mu (tonf-m)

Rn

ρ.Req

1

top

17.153

3.616

0.0009

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.311

8.412

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.412

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

19.455

3.926

0.0009

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

7.009

9.343

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

9.343

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

19.315

4.072

0.0010

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

7.115

9.484

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

L.Comb.

2

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

9.484

OK

1

bottom

10.053

7.200

OK

S1




I.. I..


Page 67


Sec.Nam

L.Comb. 1

top

1

botom

Loc. (m)

Width b (m)

d (cm)

As (cm )

5 - 16M @ 200

2.350

1.000

74.200

10.053

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

2

Using Bar (mm)

Mu (tonf-m)

Rn

ρ.Req

1

top

14.002

2.826

0.0007

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.030

6.705

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

14.458

3.048

0.0007

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.311

7.080

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

10.781

2.176

0.0005

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

3.866

5.153

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1




I.. I..

Sec.Nam

2

L.Comb.


Page 68

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

10.915

2.301

0.0006

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

4.002

5.334

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

17.135

3.458

0.0008

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.166

8.219

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.219

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

16.646

3.509

0.0008

1

bottom

-

-

-

L.Comb.

S1




I.. I..

Sec.Nam

L.Comb.

2

2


2

2

Page 69

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.122

8.161

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.161

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

14.559

2.938

0.0007

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.231

6.973

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

14.472

3.051

0.0007

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.316

7.087

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1




I.. I..

Sec.Nam

L.Comb.


Page 70

Mu (tonf-m)

Rn

ρ.Req

1

top

14.500

2.926

0.0007

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.210

6.945

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

1.650

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

14.417

3.039

0.0007

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

5.296

7.060

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

17.102

3.451

0.0008

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.154

8.203

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

L.Comb.

2

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.203

OK

1

bottom

10.053

7.200

OK

S1




I.. I..


Page 71


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

16.668

3.514

0.0008

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

6.131

8.172

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

8.172

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

74.200

10.053

1

botom

5 - 16M @ 200

2.000

1.000

64.200

10.053

S1

Sec.Nam

Mu (tonf-m)

Rn

ρ.Req

1

top

10.754

2.170

0.0005

1

bottom

-

-

-

L.Comb.

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

3.856

5.140

24.842

21.080

126.703

1

bottom

7.200

-

-

21.494

18.239

109.627

S1

Sec.Nam

2

L.Comb.

2

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


Sec.Nam

L.Comb.

2

Using Bar (mm)

Loc. (m)

Width b (m)

d (cm)

As (cm )

1

top

5 - 16M @ 200

2.350

1.000

72.600

10.053

1

botom

5 - 16M @ 200

2.000

1.000

62.600

10.053

S1

Sec.Nam

L.Comb.

Mu (tonf-m)

Rn

ρ.Req

1

top

10.933

2.305

0.0006

1

bottom

-

-

-

S1

Sec.Nam

L.Comb.

2

2

2

2

2

2

As1(cm )

As2(cm )

As3(cm )

As4(cm )

As5(cm )

Asmax(cm )

1

top

7.200

4.008

5.343

24.306

20.625

123.971

1

bottom

7.200

-

-

20.958

17.784

106.895

S1




I.. I..

Sec.Nam

L.Comb.

2


Page 72

Using As(cm )

Select As(cm )

Result

1

top

10.053

7.200

OK

1

bottom

10.053

7.200

OK

S1


1 1 /1 8 /2 0 0 9


I.. I..


Page 169

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)

φ Vc = Min(φ Vc1 , φ Vc2 , φ Vc3) Vu φ Vc , then OK

<- Vc3

ACI 318-05 CODE 11.12.2.1

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 Footing Area - Punching Area Shade Ratio = Footing Area

6.2.2 Check of Pile Punching Shear Ft.Name 4000

Pile No.

4000

8

9

4

5

6

1

2

3

1 φ Vc2

3 7 9 .8 9 2 to n f

PileName

PHC-12 φ Vc3

2 0 2 .4 2 8 to n f

Diameter

600mm φ Vc

L.Comb.

bo

Ft.Name Pile No.

4000

8

9

4

5

6

1

2

3

642mm Result F2 Punching Area 1 β c / αs

-1 3 .1 3 7 to n f

OK 2

10854.300 cm

1 / 20 3 0 3 .6 4 2 to n f

1 φ Vc2

3 7 9 .8 9 2 to n f

PileName

PHC-12 φ Vc3

2 0 2 .4 2 8 to n f

Diameter

600mm φ Vc

L.Comb.

bo d

C o p yrig h t (c ) G S E & C . A ll R ig h ts R e s e rv e d

2331.7mm Vu

2 0 2 .4 2 8 to n f

Circle φ Vc1

Shape 7

1 / 20 3 0 3 .6 4 2 to n f

d

4000

1 β c / αs

2

10854.300 cm

Circle φ Vc1

Shape 7

F1 Punching Area

2331.7mm Vu 642mm Result

2 0 2 .4 2 8 to n f

-1 9 .9 2 4 to n f

OK

11/18/2009


I.. I..

Ft.Name 4000

Pile No.

4000

8

9

4

5

6

1

2

3

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

4000

4

5

6

1

2

3

1 β c / αs

10854.300 cm2 1 / 20

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

2331.7mm Vu 642mm Result F6 Punching Area 7 β c / αs

-19.952 tonf

OK 10854.300 cm2 1 / 20

Circle φ Vc1

303.642 tonf

1 φ Vc2

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

L.Comb.

bo d


F5 Punching Area

OK

1 φ Vc2

L.Comb.

Shape 9

642mm Result

-17.651 tonf

303.642 tonf

Pile No.

8

2331.7mm Vu

Circle φ Vc1

Ft.Name

7

1 / 20

PileName

d

4000

1 β c / αs

10854.300 cm2

379.892 tonf

Shape 9

F4 Punching Area

OK

1 φ Vc2

L.Comb.

Pile No.

8

642mm Result

-17.580 tonf

303.642 tonf

Ft.Name

7

2331.7mm Vu

Circle φ Vc1

d

4000

1 / 20

PileName

Shape 9

7 β c / αs

10854.300 cm2

379.892 tonf

Pile No.

8

F3 Punching Area

Page 170

1 φ Vc2

L.Comb.

Ft.Name

7


303.642 tonf

d

4000


Circle φ Vc1

Shape 7



-13.125 tonf

OK

11/18/2009


I.. I..

Ft.Name 4000

Pile No.

4000

8

9

4

5

6

1

2

3

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

4000

4

5

6

1

2

3

9 β c / αs

10854.280 cm2 1 / 20

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo


-21.961 tonf

OK 10854.290 cm2 1 / 20

Circle φ Vc1

303.642 tonf

1 φ Vc2

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

L.Comb.

bo d


F9 Punching Area

OK

1 φ Vc2

L.Comb.

Shape 9

642mm Result

-26.168 tonf

303.642 tonf

Pile No.

8

2331.7mm Vu

Circle φ Vc1

Ft.Name

7

1 / 20

PileName

d

4000

3 β c / αs

10854.290 cm2

379.892 tonf

Shape 9

F8 Punching Area

OK

1 φ Vc2

L.Comb.

Pile No.

8

642mm Result

-18.654 tonf

303.642 tonf

Ft.Name

7

2331.7mm Vu

Circle φ Vc1

d

4000

1 / 20

PileName

Shape 9

3 β c / αs

10854.290 cm2

379.892 tonf

Pile No.

8

F7 Punching Area

Page 171

1 φ Vc2

L.Comb.

Ft.Name

7


303.642 tonf

d

4000


Circle φ Vc1

Shape 7



-21.975 tonf

OK

11/18/2009


I.. I..

Ft.Name 4000

Pile No.

4000

8

9

4

5

6

1

2

3

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

4000

4

5

6

1

2

3

3 β c / αs

10854.290 cm2 1 / 20

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo


-16.952 tonf

OK 10854.290 cm2 1 / 20

Circle φ Vc1

303.642 tonf

1 φ Vc2

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

L.Comb.

bo d


F13 Punching Area

OK

1 φ Vc2

L.Comb.

Shape 9

642mm Result

-18.508 tonf

303.642 tonf

Pile No.

8

2331.7mm Vu

Circle φ Vc1

Ft.Name

7

1 / 20

PileName

d

4000

9 β c / αs

10854.280 cm2

379.892 tonf

Shape 9

F12 Punching Area

OK

1 φ Vc2

L.Comb.

Pile No.

8

642mm Result

-26.098 tonf

303.642 tonf

Ft.Name

7

2331.7mm Vu

Circle φ Vc1

d

4000

1 / 20

PileName

Shape 9

3 β c / αs

10854.290 cm2

379.892 tonf

Pile No.

8

F11 Punching Area

Page 172

1 φ Vc2

L.Comb.

Ft.Name

7


303.642 tonf

d

4000


Circle φ Vc1

Shape 7



-22.590 tonf

OK

11/18/2009


I.. I..

Ft.Name 4000

Pile No.

4000

8

9

4

5

6

1

2

3

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

4000

4

5

6

1

2

3

3 β c / αs

10854.290 cm2 1 / 20

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo


-22.515 tonf

OK 10854.280 cm2 1 / 20

Circle φ Vc1

303.642 tonf

1 φ Vc2

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

L.Comb.

bo d


F17 Punching Area

OK

1 φ Vc2

L.Comb.

Shape 9

642mm Result

-20.120 tonf

303.642 tonf

Pile No.

8

2331.7mm Vu

Circle φ Vc1

Ft.Name

7

1 / 20

PileName

d

4000

3 β c / αs

10854.290 cm2

379.892 tonf

Shape 9

F16 Punching Area

OK

1 φ Vc2

L.Comb.

Pile No.

8

642mm Result

-20.786 tonf

303.642 tonf

Ft.Name

7

2331.7mm Vu

Circle φ Vc1

d

4000

1 / 20

PileName

Shape 9

9 β c / αs

10854.280 cm2

379.892 tonf

Pile No.

8

F15 Punching Area

Page 173

1 φ Vc2

L.Comb.

Ft.Name

7


303.642 tonf

d

4000


Circle φ Vc1

Shape 7



-16.985 tonf

OK

11/18/2009


I.. I..

Ft.Name 4000

Pile No.

4000

8

9

4

5

6

1

2

3

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo

4000

4

5

6

1

2

3

9 β c / αs

10854.280 cm2 1 / 20

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo


-17.326 tonf

OK 10854.290 cm2 1 / 20

Circle φ Vc1

303.642 tonf

1 φ Vc2

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

L.Comb.

bo d


F21 Punching Area

OK

1 φ Vc2

L.Comb.

Shape 9

642mm Result

-19.865 tonf

303.642 tonf

Pile No.

8

2331.7mm Vu

Circle φ Vc1

Ft.Name

7

1 / 20

PileName

d

4000

3 β c / αs

10854.290 cm2

379.892 tonf

Shape 9

F20 Punching Area

OK

1 φ Vc2

L.Comb.

Pile No.

8

642mm Result

-13.205 tonf

303.642 tonf

Ft.Name

7

2331.7mm Vu

Circle φ Vc1

d

4000

1 / 20

PileName

Shape 9

3 β c / αs

10854.290 cm2

379.892 tonf

Pile No.

8

F19 Punching Area

Page 174

1 φ Vc2

L.Comb.

Ft.Name

7


303.642 tonf

d

4000


Circle φ Vc1

Shape 7



-17.236 tonf

OK

11/18/2009


I.. I..

Ft.Name 4000

Pile No.

4000

8

9

4

5

6

1

2

3

4000

4

5

6

1

2

3

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

bo


-19.805 tonf

OK 10854.280 cm2 1 / 20

Circle φ Vc1

303.642 tonf

1 φ Vc2

379.892 tonf

PileName

PHC-12 φ Vc3

202.428 tonf

Diameter

600mm φ Vc

202.428 tonf

L.Comb.

bo d


1 / 20

PileName

Shape 9

3 β c / αs

10854.290 cm2

379.892 tonf

Pile No.

8

F23 Punching Area

Page 175

1 φ Vc2

L.Comb.

Ft.Name

7


303.642 tonf

d

4000


Circle φ Vc1

Shape 7



-13.194 tonf

OK

11/18/2009


I.. I..


Page 176

7. DESIGN OF TIE-GIRDER 7.1 FORMULAR Moment and Shear - Shrinkage And Temperature Reinforcement ---- ACI CODE 7.12.2 , fac = following As = fac b h 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 0.0018 60,000 strain of 0.35 percent is used ....................................................................................................... fy Moment As2 = Asreq = 0.85

fck fy

( 1-

1-

Rn 0.85 fck

)

b d

4 As3 = Asreq 3 200 As4 = bw d fy 3 fck bw d As5 = fy Asselect = Max ( As1 , As2 , Min ( As3 , Max ( As4 , As5 ) ) ) fck εcoEs b d Asbal = 0.85 β 1 fy εcoEs+fy w [ACI CODE 10.5.1] Asmax = 0.75 Asbal Where, Rn =

Mu 2 φ bw d

φMn = Asuse fy ( d - a/2 ) Mu

φMn,

Asselect

Asuse

Asmax

=> OK

Shear [ACI CODE 11.3.1.1 (11-3)] φ Vc = φ 2 fck Bw d As fy d [ACI CODE 11.5.7.2 (11-15)] φ Vs = φ s φ Vsmax = φ 8

fck Bwd

[ACI CODE 11.5.7.9]

if Vu < 0.5 φVc then , Asvreq = 0 (Vu-φVc)s bws 0.75 fck if Vu 0.5 φVc then , Asvreq = fy φfyd 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

50bws fy

[ACI CODE 11.5.6.3 (11-13)]

Min( 0.5 d , 23.62 in )

7.2 GEOMETRY AND MATERIALS 7.2.1 General

Unit(kgf/cm2,mm)

φ(Flexure)

φ(Shear)

fck

fy1

fy2

0.9

0.85

225.00

4200.00

4200.00


11/18/2009


I.. I..


Page 177

7.2.2 MATERIAL

50

Unit (mm , tonf , tonf-m) 300 50

Girder_1

BMD

Length : 6000

-1.32

LC#:1

0.51

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_2

-1.09 BMD

Length : 6000

-1.41

LC#:1

0.53

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_3

-1.12 BMD

Length : 4999.999

-1.16

LC#:1

0.38

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_4

-1.00 BMD

Length : 6000.002

-1.36

LC#:1

0.51

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_5

-1.10 BMD

Length : 6000

-1.46

LC#:1

0.55

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_6

-1.14 BMD

Length : 6800

-1.66

LC#:1

0.67

450

Top : 3 - 16M 50

Bottom : 3 - 16M Side : 2 1 - 16M Stirrup : 10M @ 200


SFD

1.23

LC#:1

11/18/2009


I..

50

I..

300 50

Girder_7

BMD

-1.29


Page 178

LC#:1

Length : 6800

0.64 450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.12

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_8

BMD

Length : 6800

-1.41

LC#:1

0.63

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_9

-1.15 BMD

Length : 6800

-1.49

LC#:1

0.65

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.18

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_10

BMD

-1.28

LC#:1

Length : 6800

0.63 450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.11

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_11

BMD

Length : 6800

-1.58

LC#:1

0.64

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_12

-1.20 BMD

Length : 5000

-1.17

LC#:1

0.38

450

Top : 3 - 16M 50



SFD

1.01

LC#:1

11/18/2009


I..

50

I..

300 50

Girder_13

BMD

-0.70


Page 179

LC#:1

Length : 5000

0.34 450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_14

-0.82 BMD

Length : 5000

-0.99

LC#:1

0.34

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_15

-0.93 BMD

Length : 5000

-0.97

LC#:1

0.34

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

0.93

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_16

BMD

Length : 5000

-0.72

LC#:1

0.32

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_17

-0.82 BMD

Length : 5000

-1.20

LC#:1

0.41

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_18

-1.02 BMD

Length : 6800

-1.59

LC#:1

0.64

450

Top : 3 - 16M 50



SFD

1.20

LC#:1

11/18/2009


I..

50

I..

300 50

Girder_19

BMD

-1.26


Page 180

LC#:1

Length : 6800

0.64 450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_20

-1.11 BMD

Length : 6800

-1.50

LC#:1

0.65

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_21

-1.18 BMD

Length : 6800

-1.44

LC#:1

0.63

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.16

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_22

BMD

-1.28

LC#:1

Length : 6800

0.62 450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_23

-1.11 BMD

Length : 6800

-1.65

LC#:1

0.65

450

Top : 3 - 16M Bottom : 3 - 16M

SFD

50

LC#:1 Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_24

-1.22 BMD

Length : 6000

-1.36

LC#:1

0.53

450

Top : 3 - 16M 50



SFD

1.11

LC#:1

11/18/2009


I..

50

I..

300 50

Girder_25

BMD

Length : 6000

-1.28


Page 181

LC#:1

0.50

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.07

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_26

BMD

Length : 4999.999

-1.10

LC#:1

0.37

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

0.98

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_27

BMD

Length : 6000.002

-1.31

LC#:1

0.52

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.09

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_28

BMD

Length : 6000

-1.24

LC#:1

0.49

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.06

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_29

BMD

Length : 6000

-1.20

LC#:1

0.50

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.05

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_30

BMD

Length : 6000

-1.11

LC#:1

0.50

450

Top : 3 - 16M 50



SFD

1.02

LC#:1

11/18/2009


I..

50

I..

300 50

Girder_31

BMD

Length : 4999.999

-0.84


Page 182

LC#:1

0.35

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

0.87

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_32

BMD

Length : 6000.002

-1.16

LC#:1

0.48

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.03

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_33

BMD

-1.06

LC#:1

Length : 6000

0.51 450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.01

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_34

BMD

Length : 6000

-1.31

LC#:1

0.53

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.09

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_35

BMD

Length : 6000

-1.21

LC#:1

0.49

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.05

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 300 50

Girder_36

BMD

Length : 4999.999

-0.99

LC#:1

0.35

450

Top : 3 - 16M 50



SFD

0.94

LC#:1

11/18/2009


I..

50

I..

BMD

Girder_37

300 50

Length : 6000.002


-1.26

Page 183

LC#:1

0.49

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.07

LC#:1

Side : 2 1 - 16M

50

Stirrup : 10M @ 200 BMD

Girder_38

300 50

Length : 6000

-1.17

LC#:1

0.49

450

Top : 3 - 16M SFD

50

Bottom : 3 - 16M

1.04

LC#:1

Side : 2 1 - 16M Stirrup : 10M @ 200

7.3 MEMBER FORCE - Sturcture 1

Unit (tonf , tonf-m)

Name

L.Comb.

Ra

Rb

Ma

Mb

Vmax

Mmax(-)

Mmax(+)

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


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Page 184

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.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.922

1.229

3.837

3.256

1.229

6.03

19.642

OK

Bottom

1.215

0.357

0.476

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_2

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.986

1.314

3.837

3.256

1.314

6.03

19.642

OK

Bottom

1.215

0.365

0.487

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_3

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.81

1.079

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.266

0.355

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_4

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.951

1.267

3.837

3.256

1.267

6.03

19.642

OK

Bottom

1.215

0.353

0.47

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_5

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

1.021

1.361

3.837

3.256

1.361

6.03

19.642

OK

Bottom

1.215

0.379

0.505

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_6

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

1.163

1.55

3.837

3.256

1.55

6.03

19.642

OK

Bottom

1.215

0.468

0.623

3.837

3.256

1.215

6.03

19.642

OK

1


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- Girder_7

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.901

1.201

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.448

0.597

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_8

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.986

1.314

3.837

3.256

1.314

6.03

19.642

OK

Bottom

1.215

0.439

0.585

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_9

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

1.042

1.389

3.837

3.256

1.389

6.03

19.642

OK

Bottom

1.215

0.45

0.6

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_10

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.894

1.192

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.441

0.587

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_11

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

1.106

1.474

3.837

3.256

1.474

6.03

19.642

OK

Bottom

1.215

0.447

0.595

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_12

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.817

1.089

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.267

0.356

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_13

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.487

0.649

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.234

0.312

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_14

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.69

0.92

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.239

0.319

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_15

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.676

0.901

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.239

0.319

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_16

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.501

0.668

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.22

0.294

3.837

3.256

1.215

6.03

19.642

OK

1


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- Girder_17

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.838

1.117

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.282

0.375

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_18

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

1.113

1.484

3.837

3.256

1.484

6.03

19.642

OK

Bottom

1.215

0.447

0.596

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_19

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.88

1.173

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.446

0.595

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_20

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

1.049

1.399

3.837

3.256

1.399

6.03

19.642

OK

Bottom

1.215

0.451

0.602

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_21

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

1.007

1.342

3.837

3.256

1.342

6.03

19.642

OK

Bottom

1.215

0.438

0.583

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_22

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.894

1.192

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.432

0.576

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_23

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

1.156

1.54

3.837

3.256

1.54

6.03

19.642

OK

Bottom

1.215

0.45

0.6

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_24

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.951

1.267

3.837

3.256

1.267

6.03

19.642

OK

Bottom

1.215

0.368

0.49

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_25

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.894

1.192

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.346

0.461

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_26

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.767

1.023

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.258

0.344

3.837

3.256

1.215

6.03

19.642

OK

1


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Page 187

- Girder_27

( cm2 )

L.Comb.

As1

As2

Top

1.215

Bottom

1.215

Asselect

Asused

Asmax

Result

3.256

1.22

6.03

19.642

OK

3.256

1.215

6.03

19.642

OK

As3

As4

As5

0.915

1.22

3.837

0.362

0.483

3.837

1

- Girder_28

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.866

1.154

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.337

0.449

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_29

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.838

1.117

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.347

0.463

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_30

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.774

1.032

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.345

0.46

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_31

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.585

0.78

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.242

0.322

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_32

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.81

1.079

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.332

0.443

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_33

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.739

0.986

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.357

0.476

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_34

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.915

1.22

3.837

3.256

1.22

6.03

19.642

OK

Bottom

1.215

0.369

0.492

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_35

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.845

1.126

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.342

0.456

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_36

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.69

0.92

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.245

0.327

3.837

3.256

1.215

6.03

19.642

OK

1




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Page 188

- Girder_37

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.88

1.173

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.339

0.452

3.837

3.256

1.215

6.03

19.642

OK

1

- Girder_38

( cm2 )

L.Comb.

As1

As2

As3

As4

As5

Asselect

Asused

Asmax

Result

Top

1.215

0.817

1.089

3.837

3.256

1.215

6.03

19.642

OK

Bottom

1.215

0.34

0.454

3.837

3.256

1.215

6.03

19.642

OK

1

7.5 ONE WAY SHEAR - Sturcture 1

( tonf , cm2 )

Name

L.Com

Vu

φVc

φVs

φVn

φVsmax

Asvuse

Asvreq

Result

Girder_1

1

1.09

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_2

1

1.12

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_3

1

1

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_4

1

1.1

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_5

1

1.14

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_6

1

1.23

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_7

1

1.12

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_8

1

1.15

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_9

1

1.18

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_10

1

1.11

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_11

1

1.2

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_12

1

1.01

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_13

1

0.82

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_14

1

0.93

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_15

1

0.93

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_16

1

0.82

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_17

1

1.02

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_18

1

1.2

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_19

1

1.11

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_20

1

1.18

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_21

1

1.16

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_22

1

1.11

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_23

1

1.22

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_24

1

1.11

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_25

1

1.07

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_26

1

0.98

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_27

1

1.09

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_28

1

1.06

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_29

1

1.05

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_30

1

1.02

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_31

1

0.87

8.012

11.075

19.087

32.049

1.571

0

OK




I.. I..


Page 189

Girder_32

1

1.03

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_33

1

1.01

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_34

1

1.09

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_35

1

1.05

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_36

1

0.94

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_37

1

1.07

8.012

11.075

19.087

32.049

1.571

0

OK

Girder_38

1

1.04

8.012

11.075

19.087

32.049

1.571

0

OK

- Shear Reinforcement Space Check - Sturcture 1

( mm )

Name

Using Space

Max Space

Result

Girder_1

200

197.5

NG

Girder_2

200

197.5

NG

Girder_3

200

197.5

NG

Girder_4

200

197.5

NG

Girder_5

200

197.5

NG

Girder_6

200

197.5

NG

Girder_7

200

197.5

NG

Girder_8

200

197.5

NG

Girder_9

200

197.5

NG

Girder_10

200

197.5

NG

Girder_11

200

197.5

NG

Girder_12

200

197.5

NG

Girder_13

200

197.5

NG

Girder_14

200

197.5

NG

Girder_15

200

197.5

NG

Girder_16

200

197.5

NG

Girder_17

200

197.5

NG

Girder_18

200

197.5

NG

Girder_19

200

197.5

NG

Girder_20

200

197.5

NG

Girder_21

200

197.5

NG

Girder_22

200

197.5

NG

Girder_23

200

197.5

NG

Girder_24

200

197.5

NG

Girder_25

200

197.5

NG

Girder_26

200

197.5

NG

Girder_27

200

197.5

NG

Girder_28

200

197.5

NG

Girder_29

200

197.5

NG

Girder_30

200

197.5

NG

Girder_31

200

197.5

NG

Girder_32

200

197.5

NG

Girder_33

200

197.5

NG

Girder_34

200

197.5

NG


11/18/2009


I.. I..


Girder_35

200

197.5

NG

Girder_36

200

197.5

NG

Girder_37

200

197.5

NG

Girder_38

200

197.5

NG


Page 190

COLUMN CALCULATION SHEET FOR PM DIAGRAM ANALYSIS

TITLE

DESCRIPTION

PROJECT/JOB NO.


PROJECT/JOB NAME


CLIENT NAME


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

11/18/2009

Calculation Sheet of Pier

I.. I..

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



Page 1

11/18/2009


I.. I..


1. General Design Code

American Concrete Institute (ACI 318) [Metric]

f Bending

0.9

fck

225 kgf/cm

f Axial

0.85

fy (10M ~ 16M)

4200 kgf/cm

f Sprial reinf.

0.75

fy (19M ~)

4200 kgf/cm

f Tied reinf.

0.7

Ec

250998 kgf/cm

f Shear

0.85

Es

2000000 kgf/cm

Steel Db

ASTM A615 (M)

Cover

50 mm

Input Unit

MKS

Output Unit

MKS


2

2

2

2

2

Page 2

11/18/2009


Project Na. : Perencanaan Pondasi Graha I... Project No. : Perencanaan Pondasi Graha I... Client : Institut Sains da...

2. GENERAL 2.1 FRAME DRAWING Sturcture 1

(P23) 57 81 96 (Girder_24) (P24) 56 80 60 84 97 (Girder_25) (P25) 59 83 55 79 90 (Girder_18) 63 87 86 19 82 (P26) 66 90 6298 (Girder_26) 58 91 (Girder_19) 63 (P16) 39 62 20 85 99 (Girder_27) (P27) 65 89 69 93 61 92 (Girder_20) 101 (Girder_29) 66 (P17) 92 38 42 65 88 21 93 (Girder_21) (P28) 68 100 (Girder_28) 64 72 96 84 (Girder_12) 61 102 (Girder_30) (P18) 95 41 37 45 69 22 91 (P10) 71 68 67 94 (Girder_22) 21 45 85 (Girder_13) 13 64 72 (P19) 103 (Girder_31) 48 71 44 44 40 23 (P11) 20 106 (Girder_34) 70 94 95 (Girder_23) 24 48 86 (Girder_14) 14 67 (P21) 47 104 (Girder_32) 51 75 43 24 74 107 (Girder_35) (P12) 23 47 87 (Girder_15) 19 43 70 78 (Girder_6) 27 51 15 (P22) 50 105 (Girder_33) 54 78 50 (Girder_36) 7 46 5446 (P13) 108 77 30 88 (Girder_16) 26 16 22 73 79 (Girder_7) (P4) 53 49 3 27 8 109 (Girder_37) (P14) 29 53 26 33 57 89 (Girder_17) 17 25 49 76 80 (Girder_8) 56 2 73 (Girder_1) 6 30 (P5) 52 52 9 110 (Girder_38) 60 (P15) 32 29 28 81 (Girder_9) 36 18 59 5 74 (Girder_2) 9 33 (P6) 1 25 10 35 32 31 55 82 (Girder_10) 1 28 36 (P7) 75 (Girder_3) 12 8 4 11 35 34 58 83 (Girder_11) 2 11 76 (Girder_4)15 39 (P8) 7 31 12 3 14 3877 (Girder_5)18 42 (P9) 10 34 41 4 37 17 13 5 16 40 6

Z

Y X


Page 3

11/18/2009


I.. I..


Page 4

2.2 FRAME ANALYSIS DATA (Staad Analysis) 2.2.1 Structure 1 Member and Force

Member 73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92


LC#

Axial

Shear-Y

Shear-Z

Torsion

Moment-Y

Moment-Z

i

-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

i

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

i

0.01

-1

0.11

-0.09

0.28

-1.16

j

0.01

0.62

0.11

-0.09

-0.27

-0.2

i

-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

i

-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

i

-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

i

-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

i

-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

i

-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

i

-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

i

-0.56

-1.2

-0.05

0.1

-0.16

-1.58

j

-0.56

1

-0.05

0.1

0.17

-0.9

i

-0.3

-0.61

0.03

-0.03

0.07

-0.19

1

1

1

1

1

1

1

1

1

1

1

1 j

-0.3

1.01

0.03

-0.03

-0.09

-1.17

i

-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

i

-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

i

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

i

-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

i

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

i

-0.24

-1

-0.01

0.03

-0.03

-0.9

j

-0.24

1.2

-0.01

0.03

0.03

-1.59

i

-0.54

-1.11

0

0.02

-0.01

-1.26

j

-0.54

1.09

0

0.02

0

-1.21

i

-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

1

1

1

1

1

1

1

1




I.. I..

93

94

95

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110


Page 5

i

-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

i

-0.63

-1.11

0

0.02

-0.01

-1.28

j

-0.63

1.09

0

0.02

0

-1.2

i

-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

i

-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

i

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

i

0.04

-0.64

0.11

-0.11

0.28

-0.26

1

1

1

1

1

1 j

0.04

0.98

0.11

-0.11

-0.28

-1.1

i

-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

i

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

i

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

i

-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

i

-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

i

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

i

-1

-0.94

-0.05

0.07

-0.13

-0.85

j

-1

1.01

-0.05

0.07

0.14

-1.06

i

-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

i

-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

i

-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

i

-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

i

-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

1

1

1

1

1

1

1

1

1

1

1

1

Support Reactions


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




I.. I..


Page 6

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

50

700

700

Footing Name

F1

Pier Name

4

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2

Amin (1%) = 49cm , Amax (8%) = 392cm Reinforcrment Area is OK

50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F2

Pier Name

5

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

Reinforcrment Area is OK

Hoop Bar


2

Amin (1%) = 49cm , Amax (8%) = 392cm

10M @ 200.000 mm

11/18/2009


I.. I..

50

700

700

Footing Name

F3

Pier Name

6

Length

700 mm

Width

700 mm

Height

1500 mm


2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F4

Pier Name

7

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F5

Pier Name

8

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F6

Pier Name

9

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2


Hoop Bar


2

Amin (1%) = 49cm , Amax (8%) = 392cm

10M @ 200.000 mm

Page 7

11/18/2009


I.. I..

50

700

700

Footing Name

F7

Pier Name

10

Length

700 mm

Width

700 mm

Height

1500 mm


2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F8

Pier Name

11

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F9

Pier Name

12

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F10

Pier Name

13

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2


Hoop Bar


2

Amin (1%) = 49cm , Amax (8%) = 392cm

10M @ 200.000 mm

Page 8

11/18/2009


I.. I..

50

700

700

Footing Name

F11

Pier Name

14

Length

700 mm

Width

700 mm

Height

1500 mm


2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F12

Pier Name

15

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F13

Pier Name

16

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F14

Pier Name

17

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2


Hoop Bar


2

Amin (1%) = 49cm , Amax (8%) = 392cm

10M @ 200.000 mm

Page 9

11/18/2009


I.. I..

50

700

700

Footing Name

F15

Pier Name

18

Length

700 mm

Width

700 mm

Height

1500 mm


2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F16

Pier Name

19

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F17

Pier Name

21

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F18

Pier Name

22

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2


Hoop Bar


2

Amin (1%) = 49cm , Amax (8%) = 392cm

10M @ 200.000 mm

Page 10

11/18/2009


I.. I..

50

700

700

Footing Name

F19

Pier Name

23

Length

700 mm

Width

700 mm

Height

1500 mm


2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F20

Pier Name

24

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F21

Pier Name

25

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


50

700

700

Hoop Bar

10M @ 200.000 mm

Footing Name

F22

Pier Name

26

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2


Hoop Bar


2

Amin (1%) = 49cm , Amax (8%) = 392cm

10M @ 200.000 mm

Page 11

11/18/2009


I.. I..

700

700

50

Footing Name

F23

Pier Name

27

Length

700 mm

Width

700 mm

Height

1500 mm


Page 12

2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


700

700

50

Hoop Bar

10M @ 200.000 mm

Footing Name

F24

Pier Name

28

Length

700 mm

Width

700 mm

Height

1500 mm 2

22M , 5-5-16 , Area = 60.821cm

Main Bar

2

2


Hoop Bar

10M @ 200.000 mm

4. PM diagram & Analysis 4.1 Pier Name : 4 (tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Axis

X - Axis (All comb.)

Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Mx

20

40

60

80

100


120

140

160

11/18/2009


I.. I..

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced


Page 13

Axis

Y - Axis (All comb.)

Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

My

20

40

60

80

100

120

140

160

4.2 Pier Name : 5 (tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100


120

140

160

11/18/2009


I.. I..


Page 14


P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100


120

140

160

11/18/2009


I.. I..

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced


Page 15

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100


120

140

160

11/18/2009


I.. I..


Page 16


P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100


120

140

160

11/18/2009


I.. I..

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced


Page 17

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

My

20

40

60

80

100

120

140

160


P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300 -400

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100

120

160

(tonf , tonf-m )

P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300 -400

140

Pnmax fPnmax

Balanced

My

20

40

60

80

100


120

140

160

11/18/2009


I.. I..


Page 18


P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100


120

140

160

11/18/2009


I.. I..

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced


Page 19

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

My

20

40

60

80

100

120

140

160


P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300 -400

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100

120

160

(tonf , tonf-m )

P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300 -400

140

Pnmax fPnmax

Balanced

My

20

40

60

80

100


120

140

160

11/18/2009


I.. I..


Page 20


P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100


120

140

160

11/18/2009


I.. I..

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced


Page 21

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100


120

140

160

11/18/2009


I.. I..


Page 22


P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100


120

140

160

11/18/2009


I.. I..

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced


Page 23

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100


120

140

160

11/18/2009


I.. I..


Page 24


P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100


120

140

160

11/18/2009


I.. I..

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced


Page 25

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100


120

140

160

11/18/2009


I.. I..


Page 26


P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100


120

140

160

11/18/2009


I.. I..

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced


Page 27

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

My

20

40

60

80

100

120

140

160


P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100


120

140

160

11/18/2009


I.. I..


Page 28


P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Axis


Po

1180.924 tonf

Pn / fPn

1003.785 tonf / 702.650 tonf

Mn / fMn

51.45 tonf-m / 36.02 tonf-m

Pb / fPb

428.448 tonf / 299.914 tonf

Mb / fM

130.5 tonf-m / 91.35 tonf-m

c(Balanced)

370 mm

emin

36.24 mm

klu / rx

14.29

Slender

Neglect

Mx

20

40

60

80

100

120

140

160

(tonf , tonf-m )

P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

Pnmax fPnmax

Balanced

My

20

40

60

80

100

120

140

160

5. Load Combination 5.1 Load Combination in Pier Top (Global) Pier Name

L.Comb.

SFx

SFy

SFz

SMx

SMy

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


I.. I..


Page 29

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.

SFx

SFy

SFz

SMx

SMy

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


I.. I..

6. Formula 1) 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 eu = d 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 Pa = 0.1 fck Ag Acomp is Area from top to a (b 1c) b 1c = 0.85 - 0.05 ( fck - 4000 ) / 1000

0.65

f = 0.9 - 0.2

Pn Pa

0.9

(psi)

4) Slenderness Effects dns =

Cm 1-Pu/0.75Pc

p EI 2 (klu) 2

1

Pc =

5) Shear fVc = f 2

fck bw d

, fVs =

fVsmax = f 8 fck bw d (psi) fVn = fVc + fVs


f fy Av d (psi) s

EI =

0.2EcIg + EsIse 1+b d


Page 30

11/18/2009


I.. I..


Page 31

7. Analysis & Result 7.1 Moment Check

unit (tonf-m )

Pier

L/C#

dx

dy

SdMux

SdMuy

fMnx

fMny

4

1

1

1

4.52

10.49

10.6

24.65

OK

5

1

1

1

1.1

9.26

0.61

4.74

NG

6

1

1

1

0.74

9.73

0.92

12.8

OK

7

1

1

1

2.81

10.6

3.2

12.5

OK

8

1

1

1

0.93

10.02

0.46

4.75

NG

9

1

1

1

2.46

9.29

6.58

25

OK

10

1

1

1

2.86

4.93

5.52

9.52

OK

11

1

1

1

0.45

5.98

0

0

NG

12

1

1

1

2.52

5.92

0

0

NG

13

1

1

1

1.52

5.03

0

0

NG

14

1

1

1

0.54

5.01

0

0

NG

15

1

1

1

3.88

5.66

6.43

9.46

OK

16

1

1

1

3.44

2.83

12.79

10.53

OK

17

1

1

1

0.54

2.31

0

0

NG

18

1

1

1

1.38

3.79

0.78

2.12

NG

19

1

1

1

2.39

2.99

3

3.74

OK

21

1

1

1

0.47

1.42

0

0

NG

22

1

1

1

2.45

3.81

8.45

13.17

OK

23

1

1

1

2.77

5.79

11.38

23.88

OK

24

1

1

1

0.95

8.18

0.53

4.51

NG

25

1

1

1

3.5

7.06

6.29

12.62

OK

26

1

1

1

1.39

6.05

3.04

13.14

OK

27

1

1

1

1.15

7.35

0.75

4.5

NG

28

1

1

1

4.88

6.77

16.69

23.02

OK

Result

7.2 Force Check

unit (tonf )

Pier

L/C#

SFz

fPs

fPnmax

Result

4

1

-229.9

702.65

-148.33

OK

5

1

-229.9

702.65

-216.11

OK

6

1

-229.9

702.65

-191.5

OK

7

1

-229.9

702.65

-191.75

OK

8

1

-229.9

702.65

-216.09

OK

9

1

-229.9

702.65

-148.39

OK

10

1

-229.9

702.65

-200.21

OK

11

1

-229.9

702.65

-274.28

NG

12

1

-229.9

702.65

-233.39

NG

13

1

-229.9

702.65

-233.23

NG

14

1

-229.9

702.65

-274.23

NG

15

1

-229.9

702.65

-199.86

OK


11/18/2009


I.. I..


Page 32

16

1

-229.9

702.65

-187.16

OK

17

1

-229.9

702.65

-244.39

NG

18

1

-229.9

702.65

-223.79

OK

19

1

-229.9

702.65

-218.51

OK

21

1

-229.9

702.65

-244.3

NG

22

1

-229.9

702.65

-187.25

OK

23

1

-229.9

702.65

-150.68

OK

24

1

-229.9

702.65

-216.81

OK

25

1

-229.9

702.65

-190.13

OK

26

1

-229.9

702.65

-189.74

OK

27

1

-229.9

702.65

-216.84

OK

28

1

-229.9

702.65

-150.68

OK

7.3 Shear Check

unit (tonf )

Pier

L/C#

SVux

SVuy

fVcx

fVcy

fVsx

fVsy

fVnx

fVny

Result

4

1

-2.54

1.3

29.77

29.77

26.45

26.45

56.22

56.22

OK

5

1

-1.85

-0.67

29.77

29.77

26.45

26.45

56.22

56.22

OK

6

1

-2.1

-1.71

29.77

29.77

26.45

26.45

56.22

56.22

OK

7

1

-2.52

0.54

29.77

29.77

26.45

26.45

56.22

56.22

OK

8

1

-2.11

-0.6

29.77

29.77

26.45

26.45

56.22

56.22

OK

9

1

-1.69

-2.38

29.77

29.77

26.45

26.45

56.22

56.22

OK

10

1

0.52

2.4

29.77

29.77

26.45

26.45

56.22

56.22

OK

11

1

1.18

0.45

29.77

29.77

26.45

26.45

56.22

56.22

OK

12

1

1.24

-0.58

29.77

29.77

26.45

26.45

56.22

56.22

OK

13

1

0.82

1.52

29.77

29.77

26.45

26.45

56.22

56.22

OK

14

1

0.85

0.42

29.77

29.77

26.45

26.45

56.22

56.22

OK

15

1

1.23

-1.42

29.77

29.77

26.45

26.45

56.22

56.22

OK

16

1

0.35

1.77

29.77

29.77

26.45

26.45

56.22

56.22

OK

17

1

0.04

-0.46

29.77

29.77

26.45

26.45

56.22

56.22

OK

18

1

0.94

-1.71

29.77

29.77

26.45

26.45

56.22

56.22

OK

19

1

0.56

0.76

29.77

29.77

26.45

26.45

56.22

56.22

OK

21

1

-0.26

-0.53

29.77

29.77

26.45

26.45

56.22

56.22

OK

22

1

1.14

-2.69

29.77

29.77

26.45

26.45

56.22

56.22

OK

23

1

0.53

2.24

29.77

29.77

26.45

26.45

56.22

56.22

OK

24

1

1.91

0.58

29.77

29.77

26.45

26.45

56.22

56.22

OK

25

1

1.34

-0.32

29.77

29.77

26.45

26.45

56.22

56.22

OK

26

1

0.85

1.52

29.77

29.77

26.45

26.45

56.22

56.22

OK

27

1

1.63

0.59

29.77

29.77

26.45

26.45

56.22

56.22

OK

28

1

1.32

-1.03

29.77

29.77

26.45

26.45

56.22

56.22

OK




I.. I..


Page 33

8. Detail PM Diagram Pier Name : 4 , L/C= 1 , Axis Angle : 83.7 degree P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

(tonf , tonf-m )

My

(tonf-m )

30

(11,25)

Pnmax 15

fPnmax

0

Balanced

M

Mx

-15

(P=-148,Mu=11,Mn=26)

-30 20

40

60

80

100 120 140 160

30

15

0

-15

-30

Pier Name : 5 , L/C= 1 , Axis Angle : 89.3 degree P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

(tonf , tonf-m )

My

(tonf-m )

10 Pnmax (1,5)

5

fPnmax

0

Balanced

M

Mx

-5

(P=-216,Mu=9,Mn=5)

-10 20

40

60

80

100 120 140 160

10

5

0

-5

-10


(tonf , tonf-m )

My

(tonf-m )

16 (1,13) Pnmax 8

fPnmax

0

Balanced

M

Mx

-8

(P=-192,Mu=10,Mn=13)

20

40

60

80

100 120 140 160


-16 16

8

0

-8

-16

11/18/2009


I.. I..


Page 34


(tonf , tonf-m )

My 15

(tonf-m ) (3,12)

Pnmax 7

fPnmax

0

Balanced

M

Mx

-7

(P=-192,Mu=11,Mn=13)

-15 20

40

60

80

100 120 140 160

15

7

0

-7

-15


(tonf , tonf-m )

My

(tonf-m )

11 Pnmax (0,5)

5

fPnmax

0

Balanced

M

Mx

-5

(P=-216,Mu=10,Mn=5)

20

40

60

80

100 120 140 160


-11 11

5

0

-5

-11

11/18/2009


I.. I..


Page 35

Pier Name : 9 , L/C= 1 , Axis Angle : 86.5 degree P

(tonf , tonf-m )

My 30

1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

(tonf-m ) (7,25)

Pnmax 15

fPnmax

0

Balanced

M

Mx

-15

(P=-148,Mu=9,Mn=26)

-30 20

40

60

80

100 120 140 160

30

15

0

-15

-30

Pier Name : 10 , L/C= 1 , Axis Angle : 85.3 degree P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

(tonf , tonf-m )

My

(tonf-m )

12 (6,10) Pnmax 6

fPnmax

0

Balanced

M

Mx

-6

(P=-200,Mu=5,Mn=11)

20

40

60

80

-12 12

100 120 140 160

6

0

-6

-12

Pier Name : 11 , L/C= 1 , Axis Angle : 86.5 degree P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300 -400

(tonf , tonf-m )

My

(tonf-m )

6 Pnmax 3

fPnmax

(0,0)

0

Balanced

M

Mx

-3

(P=-274,Mu=6,Mn=0)

-6 20

40

60

80

100 120 140 160


6

3

0

-3

-6

11/18/2009


I.. I..


Page 36

Pier Name : 12 , L/C= 1 , Axis Angle : 0 degree P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

(tonf , tonf-m )

My

(tonf-m )

6 Pnmax 3

fPnmax

(0,0)

0

Balanced

M

Mx

-3

(P=-233,Mu=3,Mn=0)

20

40

60

80

-6

100 120 140 160

6

3

0

-3

-6


(tonf , tonf-m )

My

(tonf-m )

6 Pnmax 2

fPnmax

(0,0)

0

Balanced

M

Mx

-2

(P=-233,Mu=2,Mn=0)

20

40

60

80

-6

100 120 140 160

6

2

0

-2

-6

Pier Name : 14 , L/C= 1 , Axis Angle : 84.4 degree P 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300 -400

(tonf , tonf-m )

My

(tonf-m )

6 Pnmax 2

fPnmax

(0,0)

0

Balanced

M

Mx

-2

(P=-274,Mu=5,Mn=0)

20

40

60

80

100 120 140 160


-6 6

2

0

-2

-6

11/18/2009


I.. I..


Page 37


(tonf , tonf-m )

My

(tonf-m )

12 (6,9)

Pnmax 6

fPnmax

0

Balanced

M

Mx

-6

(P=-200,Mu=6,Mn=11)

-12 20

40

60

80

100 120 140 160

12

6

0

-6

-12


(tonf , tonf-m )

My

(tonf-m )

17 Pnmax

(13,11) 8

fPnmax

0

Balanced

M

Mx

-8

(P=-187,Mu=4,Mn=16)

20

40

60

80

-17 17

100 120 140

8

0

-8

-17

Pier Name : 17 , L/C= 1 , Axis Angle : 0 degree P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

(tonf , tonf-m )

My

(tonf-m )

2 Pnmax fPnmax

1 (0,0)

0

Balanced

Mx

-1 M (P=-244,Mu=1,Mn=0)

-2 20

40

60

80

100 120 140 160


2

1

0

-1

-2

11/18/2009


I.. I..


Page 38


(tonf , tonf-m )

My

(tonf-m )

4 Pnmax (1,2)

2

fPnmax

0

Balanced

M

Mx

-2

(P=-224,Mu=4,Mn=2)

-4 20

40

60

80

100 120 140 160

4

2

0

-2

-4


(tonf , tonf-m )

My

(tonf-m )

4

(3,4)

Pnmax 2

fPnmax

0

Balanced

Mx

-2 M (P=-219,Mu=3,Mn=5)

-4 20

40

60

80

100 120 140 160

4

2

0

-2

-4

Pier Name : 21 , L/C= 1 , Axis Angle : 0 degree P 1300 1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

(tonf , tonf-m )

My

(tonf-m )

2 Pnmax 1

fPnmax

(0,0)

0

Balanced

M

Mx

-1

(P=-244,Mu=0,Mn=0)

20

40

60

80

100 120 140 160


-2 2

1

0

-1

-2

11/18/2009


I.. I..


Page 39


(tonf , tonf-m )

My

(tonf-m )

17 (8,13)

Pnmax 8

fPnmax

0

Balanced

M

Mx

-8

(P=-187,Mu=4,Mn=15)

20

40

60

80

-17 17

100 120 140 160

8

0

-8

-17

Pier Name : 23 , L/C= 1 , Axis Angle : 83 degree P

(tonf , tonf-m )

My

(tonf-m )

30

1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

(11,24) Pnmax 15

fPnmax

0

Balanced

M

Mx

-15

(P=-151,Mu=6,Mn=26)

20

40

60

80

-30 30

100 120 140 160

15

0

-15

-30


(tonf , tonf-m )

My

(tonf-m )

9 Pnmax (1,5) 4

fPnmax

0

Balanced

Mx

-4 M (P=-217,Mu=8,Mn=5)

20

40

60

80

100 120 140 160


-9 9

4

0

-4

-9

11/18/2009


I.. I..


Page 40


(tonf , tonf-m )

My

(tonf-m )

16 (6,13) Pnmax 8

fPnmax

0

Balanced

M

Mx

-8

(P=-190,Mu=7,Mn=13)

20

40

60

80

-16 16

100 120 140 160

8

0

-8

-16


(tonf , tonf-m )

My 16

(tonf-m ) (3,13)

Pnmax 8

fPnmax

0

Balanced

M

Mx

-8

(P=-190,Mu=6,Mn=13)

20

40

60

80

-16 16

100 120 140 160

8

0

-8

-16


(tonf , tonf-m )

My

(tonf-m )

8 Pnmax

(1,4) 4

fPnmax

0

Balanced

M

Mx

-4

(P=-217,Mu=7,Mn=5)

-8 20

40

60

80

100 120 140 160


8

4

0

-4

-8

11/18/2009


I.. I..


Page 41

Pier Name : 28 , L/C= 1 , Axis Angle : 70.3 degree P

(tonf , tonf-m )

My

(tonf-m )

30

1200 1100 1000 900 800 700 600 500 400 300 200 100 0 -100 -200 -300

(17,23)

Pnmax 15

fPnmax

0

Balanced

M

Mx

-15

(P=-151,Mu=8,Mn=28)

20

40

60

80

100 120 140


-30 30

15

0

-15

-30

LAMPIRAN 3

PRINT OUT ANALISA STRUKTUR TANGGA DENGAN SOFTWARE SAP 2000

License #

SAP2000 Analysis Report Prepared by

G. Ginanjar Institut Sains dan Teknologi Nasional Model Name: Analisa Tangga.SDB

19 November 2009

Perencanaan Struktur Tangga – Graha ISTN

SAP2000 v12.0.0

Table: Active Degrees of Freedom UX

UY

No

No

Table: Active Degrees of Freedom UZ RX Yes

Yes

RY

RZ

Yes

No

Table: Analysis Options Solver Advanced

Table: Analysis Options SolverProc Force32Bit StiffCase Auto

No

None

GeomMod No

Table: Area Loads - Uniform Area 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37

Table: Area Loads - Uniform LoadPat CoordSys Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load

G. Ginanjar – NIM : 08114723

GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL

Dir Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity

UnifLoad Kgf/m2 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00

Page 1 of 53


Area 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94

SAP2000 v12.0.0

Table: Area Loads - Uniform LoadPat CoordSys Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load


GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL

Dir Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity

UnifLoad Kgf/m2 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00

Page 2 of 53


SAP2000 v12.0.0

Area

Table: Area Loads - Uniform LoadPat CoordSys

95 96 97 98 99 100 101 102 103 104 105 106 107 109 110 111 112 113 114 115 116 117 118 119

Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load Live Load

GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL

Dir Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity

UnifLoad Kgf/m2 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00 300.00

Table: Area Section Assignments Area 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26

Table: Area Section Assignments Section MatProp PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA


Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default

Page 3 of 53


Area 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83

SAP2000 v12.0.0

Table: Area Section Assignments Section MatProp PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA


Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default

Page 4 of 53


Area 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 109 110 111 112 113 114 115 116 117 118 119

SAP2000 v12.0.0

Table: Area Section Assignments Section MatProp PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT TANGGA PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES PELAT BORDES

Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default

Table: Area Section Properties, Part 1 of 4 Section

Material

PELAT BORDES PELAT TANGGA

4000Psi

MatAngle Degrees 0.000

4000Psi

0.000

Table: Area Section Properties, Part 1 of 4 AreaType Type Thickness m Shell Plate-Thick 0.150000 Shell

Plate-Thick

0.150000

BendThick m 0.150000

Arc Degrees

InComp

0.150000


CoordSys



Table: Area Section Properties, Part 2 of 4 Color TotalWt TotalMass Kgf Kgf-s2/m Green 4865.61 496.15

F11Mod

F22Mod

F12Mod

1.000000

1.000000

1.000000

Green

1.000000

1.000000

1.000000

6330.19

645.50

Page 5 of 53


SAP2000 v12.0.0


M11Mod

Table: Area Section Properties, Part 3 of 4 M22Mod M12Mod V13Mod V23Mod


1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

MMod

WMod

1.000000

1.000000

1.000000

1.000000

1.000000

1.000000

Table: Base Reactions, Part 1 of 3 GlobalFY GlobalFZ GlobalMX Kgf Kgf Kgf-m 0.00 344888.79 486560.86

GlobalMY Kgf-m -843270.09

GlobalMZ Kgf-m 0.00

GlobalX m 0.00000

XCentroidF Y m 0.00000

YCentroidF Y m 0.00000

ZCentroidF Y m 0.00000


Table: Area Section Properties, Part 4 of 4 GUID Notes


Added 10/15/2009 11:21:25 AM Added 10/13/2009 1:12:00 PM

Table: Base Reactions, Part 1 of 3 OutputCase

CaseType

COMB3

Combination

GlobalFX Kgf 0.00

Table: Base Reactions, Part 2 of 3 OutputCase

GlobalY

GlobalZ

COMB3

m 0.00000

m 0.00000

Table: Base Reactions, Part 2 of 3 XCentroidF YCentroidF ZCentroidF X X X m m m 0.00000 0.00000 0.00000

Table: Base Reactions, Part 3 of 3 Table: Base Reactions, Part 3 of 3 OutputCase XCentroidF YCentroidF ZCentroidFZ Z Z m m m COMB3 6.80000 1.41628 2.32775

Table: Case - Static 1 - Load Assignments Case DEAD Live Load

Table: Case - Static 1 - Load Assignments LoadType LoadName Load pattern Load pattern


Dead Load Live Load

LoadSF 1.000000 1.000000

Page 6 of 53


SAP2000 v12.0.0

Table: Coordinate Systems Name

Type

GLOBAL

Cartesian

Table: Coordinate Systems X Y Z m m m 0.00000 0.00000 0.00000

AboutZ Degrees 0.000

AboutY Degrees 0.000

AboutX Degrees 0.000

S12Top

SMaxTop

Kgf/m2 378241.51

Kgf/m2 1180869.82

364150.10

1204165.30

390619.25

1007039.82

404710.65

990119.96

287966.80

1124450.29

444623.34

1393102.88

622231.34

1311625.75

465574.80

1026493.19

587298.01

1479355.40

743752.88

1468549.28

636995.33

1206081.08

480540.45

1212961.64

659757.73

1484478.98

654324.21

1537638.49

714425.71

1336682.92

719859.24

1296168.80

345107.92

938429.46

450961.32

1114013.23

557563.07

1081945.23

451709.68

902779.63

517040.58

1155246.54

569884.93

1169028.36

544704.14

1005714.22

491859.79

992968.05

531652.00

1149023.54

Table: Element Stresses - Area Shells, Part 1 of 4 Area

AreaEle m

ShellTy pe

1

1

1

1

1

1

1

1

2

2

2

2

2

2

2

2

3

3

3

3

3

3

3

3

4

4

4

4

4

4

4

4

5

5

5

5

5

5

5

5

6

6

6

6

6

6

6

6

7

7

Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck


Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 1 COMB3 Combina -69657.22 1066464.75 tion 2 COMB3 Combina -65477.59 1099722.31 tion 3 COMB3 Combina -125576.02 872322.12 tion 4 COMB3 Combina -136339.49 844716.84 tion 2 COMB3 Combina -321762.00 1067110.94 tion 5 COMB3 Combina -288708.52 1275557.05 tion 6 COMB3 Combina -120299.54 1041240.25 tion 3 COMB3 Combina -168467.86 845098.25 tion 5 COMB3 Combina -268610.41 1282029.49 tion 7 COMB3 Combina -322436.09 1159686.71 tion 8 COMB3 Combina -159909.54 909034.35 tion 6 COMB3 Combina -117345.26 1039378.29 tion 7 COMB3 Combina -48966.24 1200621.25 tion 9 COMB3 Combina -69712.33 1271274.63 tion 10 COMB3 Combina -122524.69 986901.23 tion 8 COMB3 Combina -121138.91 930547.90 tion 4 COMB3 Combina -127233.38 826668.52 tion 3 COMB3 Combina -122838.06 949590.79 tion 11 COMB3 Combina -7431.60 796574.21 tion 12 COMB3 Combina -23057.88 682393.62 tion 3 COMB3 Combina -139174.04 948720.96 tion 6 COMB3 Combina -152463.06 923269.04 tion 13 COMB3 Combina -113696.65 740661.76 tion 11 COMB3 Combina -110090.40 773645.09 tion 6 COMB3 Combina -138602.57 929508.08 tion

Page 7 of 53


Area

AreaEle m

ShellTy pe

7

7

7

7

7

7

8

8

8

8

8

8

8

8

9

9

9

9

9

9

9

9

10

10

10

10

10

10

10

10

11

11

11

11

11

11

11

11

12

12

12

12

12

12

12

12

13

13

13

13

13

13

13

13

14

14

14

14

14

14

14

14

Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck


Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 8 COMB3 Combina -144233.35 990998.99 tion 14 COMB3 Combina -103885.35 787052.98 tion 13 COMB3 Combina -113399.36 737254.28 tion 8 COMB3 Combina -111498.90 1001969.38 tion 10 COMB3 Combina -135322.03 899693.12 tion 15 COMB3 Combina -19146.68 688773.28 tion 14 COMB3 Combina -9032.10 801600.12 tion 12 COMB3 Combina -13547.60 707085.25 tion 11 COMB3 Combina -23641.30 738385.45 tion 16 COMB3 Combina -45135.37 638343.11 tion 17 COMB3 Combina -45966.75 615577.06 tion 11 COMB3 Combina -110968.82 727509.61 tion 13 COMB3 Combina -114257.27 779602.04 tion 18 COMB3 Combina -61956.01 668722.35 tion 16 COMB3 Combina -71286.32 626523.25 tion 13 COMB3 Combina -100682.87 786130.49 tion 14 COMB3 Combina -114876.04 746805.78 tion 19 COMB3 Combina -69353.98 615779.91 tion 18 COMB3 Combina -66690.42 663961.90 tion 14 COMB3 Combina -8247.72 769519.71 tion 15 COMB3 Combina -13350.26 753757.69 tion 20 COMB3 Combina -45839.35 590847.95 tion 19 COMB3 Combina -54605.81 617341.28 tion 17 COMB3 Combina -45095.06 585557.97 tion 16 COMB3 Combina -54230.25 627246.22 tion 21 COMB3 Combina -12919.68 597244.18 tion 22 COMB3 Combina -16072.81 565120.51 tion 16 COMB3 Combina -64437.35 628581.45 tion 18 COMB3 Combina -74219.20 639593.06 tion 23 COMB3 Combina -74749.92 583475.76 tion 21 COMB3 Combina -76221.32 581207.19 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 586541.57

Kgf/m2 1239605.29

637080.86

1118960.69

582191.30

1032933.43

659639.09

1308413.46

773771.17

1313064.66

678500.36

1100091.29

564368.28

1091116.87

507599.10

969251.58

501648.52

987310.51

527218.97

924891.66

533169.55

912244.25

493043.30

955459.10

544000.94

1036720.07

586569.82

994423.60

535612.18

916848.44

584668.98

1076513.49

634025.06

1082523.19

595546.11

960255.38

546190.03

955740.57

624467.73

1116292.49

618412.48

1097903.96

598754.28

950626.24

604809.53

973229.56

515053.33

874144.32

545566.12

929738.07

579867.03

947387.97

549354.23

896003.13

559400.68

940097.80

562566.65

948917.54

569398.37

912032.87

566232.40

907223.56

Page 8 of 53


Area

AreaEle m

ShellTy pe

15

15

15

15

15

15

15

15

16

16

16

16

16

16

16

16

17

17

17

17

17

17

17

17

18

18

18

18

18

18

18

18

19

19

19

19

19

19

19

19

20

20

20

20

20

20

20

20

21

21

21

21

21

21

21

21

22

22

22

22

22

22




SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 570171.93

Kgf/m2 962646.33

571757.63

959074.86

563172.39

890895.34

561586.69

898740.65

586599.63

987436.37

616724.38

984774.75

578561.46

889637.98

548436.70

894574.23

581113.95

899968.01

548127.18

904458.68

590274.47

955711.79

623261.24

954313.72

572379.46

912876.08

563523.38

898890.31

557048.08

898891.32

565904.15

917258.42

566125.43

908478.60

558399.31

894207.07

546990.21

872115.83

554716.34

890250.11

577035.52

939501.57

549928.95

878440.68

501092.97

797778.95

528199.54

863160.61

597724.06

940447.41

616137.31

944754.86

608246.78

1030397.24

589833.52

1031046.07

593003.53

924687.80

529742.13

904032.83

568511.41

970742.58

Page 9 of 53


Area

AreaEle m

ShellTy pe

22

22

23

23

23

23

23

23

23

23

24

24

24

24

24

24

24

24

25

25

25

25

25

25

25

25

26

26

26

26

26

26

26

26

27

27

27

27

27

27

27

27

28

28

28

28

28

28

28

28

29

29

29

29

29

29

29

29

30

30

30

30




SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 631772.81

Kgf/m2 992926.20

588842.79

962608.65

513169.08

828546.17

433398.59

774159.96

509072.30

911560.13

508393.06

846234.57

520641.91

800222.06

450790.01

768342.04

438541.15

821023.10

722912.47

1087324.67

474992.36

1064803.94

693344.27

1318465.87

941264.38

1327995.58

688199.59

1213273.32

513120.50

870631.10

304031.26

823265.40

479110.36

1151212.12

471471.28

861645.51

470623.76

738463.40

345884.34

746117.75

346731.85

882989.85

462786.59

802814.22

426429.04

677390.43

317469.75

639544.82

353827.30

773922.95

967745.51

2292050.50

669715.30

1129468.90

-264143.16

1150240.50

33887.05

2203934.01

358224.17

1009256.00

424170.44

704964.60

Page 10 of 53


Area

AreaEle m

ShellTy pe

30

30

30

30

31

31

31

31

31

31

31

31

32

32

32

32

32

32

32

32

33

33

33

33

33

33

33

33

34

34

34

34

34

34

34

34

35

35

35

35

35

35

35

35

36

36

36

36

36

36

36

36

37

37

37

37

37

37

37

37

38

38



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 43 COMB3 Combina -312648.10 769701.22 tion 41 COMB3 Combina -166664.91 1142984.41 tion 38 COMB3 Combina -152036.77 640556.94 tion 39 COMB3 Combina -243490.79 431116.84 tion 44 COMB3 Combina -250207.66 546097.34 tion 43 COMB3 Combina -171731.74 766445.88 tion 39 COMB3 Combina -102132.94 476287.75 tion 40 COMB3 Combina -134483.98 328842.89 tion 45 COMB3 Combina -40499.60 422379.42 tion 44 COMB3 Combina -15780.13 576083.50 tion 42 COMB3 Combina 956640.01 -703255.12 tion 41 COMB3 Combina 567466.57 -1001252.02 tion 46 COMB3 Combina 722218.72 -400451.33 tion 47 COMB3 Combina 1123883.16 -114388.42 tion 41 COMB3 Combina 703310.98 -280949.63 tion 43 COMB3 Combina 480511.86 -478153.57 tion 48 COMB3 Combina 531893.66 -397354.39 tion 46 COMB3 Combina 767834.46 -213452.97 tion 43 COMB3 Combina 525178.54 -253266.00 tion 44 COMB3 Combina 322478.46 -368082.25 tion 49 COMB3 Combina 382635.60 -212700.99 tion 48 COMB3 Combina 590985.75 -103448.08 tion 44 COMB3 Combina 380555.82 -66983.69 tion 45 COMB3 Combina 241538.40 -104373.45 tion 50 COMB3 Combina 271071.07 -96446.71 tion 49 COMB3 Combina 414613.66 -63522.44 tion 47 COMB3 Combina 157104.89 -284775.35 tion 46 COMB3 Combina 330798.70 -501704.06 tion 51 COMB3 Combina 407675.03 -251130.92 tion 52 COMB3 Combina 248556.21 -48236.17 tion 46 COMB3 Combina 379101.43 -288967.20 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 116018.17

Kgf/m2 781997.63

50071.91

1144896.02

360626.51

780079.72

332357.03

567347.67

151321.81

573883.45

179591.29

799649.16

308537.43

609969.80

362332.17

527240.55

229823.34

517104.00

176028.61

624479.59

350891.49

1027768.36

-117945.77

576284.87

162948.77

745391.45

631786.03

1389327.90

-57142.51

706617.35

-109284.28

492812.04

50135.45

534590.78

102277.21

778381.21

-106574.37

539505.62

-223245.19

388363.45

-70634.82

390901.43

46036.00

594024.31

-202976.07

458898.95

-202432.54

334839.28

-90565.64

292176.69

-91109.18

431386.21

491573.84

475107.60

302641.14

429189.79

129082.74

432063.91

318015.43

451094.83

164496.05

417408.19

Page 11 of 53


Area

AreaEle m

ShellTy pe

38

38

38

38

38

38

39

39

39

39

39

39

39

39

40

40

40

40

40

40

40

40

41

41

41

41

41

41

41

41

42

42

42

42

42

42

42

42

43

43

43

43

43

43

43

43

44

44

44

44

44

44

44

44

45

45

45

45

45

45

45

45



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 48 COMB3 Combina 227169.11 -460531.68 tion 53 COMB3 Combina 279743.00 -235831.36 tion 51 COMB3 Combina 438053.84 -70460.06 tion 48 COMB3 Combina 285267.94 -160852.81 tion 49 COMB3 Combina 210008.87 -250965.17 tion 54 COMB3 Combina 228730.85 -179688.19 tion 53 COMB3 Combina 309693.28 -95264.67 tion 49 COMB3 Combina 242934.05 -94714.00 tion 50 COMB3 Combina 134378.44 -126929.59 tion 55 COMB3 Combina 149811.48 -42357.37 tion 54 COMB3 Combina 260559.62 -12169.58 tion 52 COMB3 Combina 92595.10 -79622.20 tion 51 COMB3 Combina 26344.34 -327203.26 tion 56 COMB3 Combina 44153.89 -238333.97 tion 57 COMB3 Combina 116971.13 2551.51 tion 51 COMB3 Combina 64470.29 -137628.38 tion 53 COMB3 Combina 91615.69 -281005.21 tion 58 COMB3 Combina 106518.21 -172642.25 tion 56 COMB3 Combina 84722.73 -34434.93 tion 53 COMB3 Combina 122104.78 -133202.49 tion 54 COMB3 Combina 41438.38 -216726.57 tion 59 COMB3 Combina 53625.85 -98794.56 tion 58 COMB3 Combina 136590.95 -17635.81 tion 54 COMB3 Combina 73088.96 -46017.91 tion 55 COMB3 Combina 46612.63 -66642.95 tion 60 COMB3 Combina 45406.74 -35434.28 tion 59 COMB3 Combina 72744.86 -15655.27 tion 61 COMB3 Combina -597046.55 1417591.84 tion 62 COMB3 Combina 269628.27 834613.43 tion 63 COMB3 Combina -96064.00 -373798.21 tion 64 COMB3 Combina -933872.44 174565.51 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 -10869.20

Kgf/m2 227340.86

90360.02

295120.90

265725.27

551569.26

14391.57

285731.72

-39038.23

213291.50

11530.03

229056.10

64959.83

319858.41

-57175.01

252352.93

-124046.41

183885.42

-37874.10

157006.60

28997.30

263608.61

258020.94

278496.57

190272.76

109287.12

207590.63

153995.04

275338.81

340980.85

220697.52

206152.01

135486.94

135670.81

91683.74

133936.62

176894.31

211801.97

86061.01

148405.52

-8995.90

41751.47

45478.66

66164.18

140535.57

219779.53

8564.39

73701.63

-17214.93

49171.50

1844.30

45448.79

27623.62

80666.87

809382.10

1702476.71

1772227.88

2346722.12

968070.36

743048.59

5224.58

174590.13

Page 12 of 53


Area

AreaEle m

ShellTy pe

46

46

46

46

46

46

46

46

47

47

47

47

47

47

47

47

48

48

48

48

48

48

48

48

49

49

49

49

49

49

49

49

50

50

50

50

50

50

50

50

51

51

51

51

51

51

51

51

52

52

52

52

52

52

52

52

53

53

53

53

53

53



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 62 COMB3 Combina -135296.81 -904727.16 tion 42 COMB3 Combina 866845.66 -1396365.84 tion 47 COMB3 Combina 1040253.37 -288398.40 tion 63 COMB3 Combina 69346.56 167969.78 tion 64 COMB3 Combina -40107.50 243905.78 tion 63 COMB3 Combina 67144.01 -231743.90 tion 65 COMB3 Combina -55284.68 -250090.42 tion 66 COMB3 Combina -148215.42 207781.94 tion 63 COMB3 Combina 60857.78 76302.77 tion 47 COMB3 Combina 161685.07 -374142.80 tion 52 COMB3 Combina 164046.28 -358517.50 tion 65 COMB3 Combina 77546.34 74586.85 tion 66 COMB3 Combina -13533.02 188022.02 tion 65 COMB3 Combina -205.78 -192378.24 tion 67 COMB3 Combina -48115.35 -265066.81 tion 68 COMB3 Combina -52953.43 105918.74 tion 65 COMB3 Combina 27228.31 24080.87 tion 52 COMB3 Combina 50432.34 -340797.91 tion 57 COMB3 Combina 52414.05 -269871.93 tion 67 COMB3 Combina 37867.01 85556.29 tion 69 COMB3 Combina 220823.63 67600.83 tion 70 COMB3 Combina 113476.09 23123.25 tion 71 COMB3 Combina -171336.67 32546.89 tion 72 COMB3 Combina -60662.20 73689.77 tion 70 COMB3 Combina 164905.06 300821.24 tion 73 COMB3 Combina -40820.40 161328.84 tion 74 COMB3 Combina -353356.04 19961.71 tion 71 COMB3 Combina -142815.48 154599.68 tion 73 COMB3 Combina 2115.66 404019.13 tion 75 COMB3 Combina -268050.37 158769.06 tion 76 COMB3 Combina -566406.20 108394.93 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 1820685.52

Kgf/m2 1340875.31

943662.85

1208681.85

42866.35

1041634.94

919889.01

1039867.93

486129.67

608345.53

489652.06

429649.89

328631.52

190074.75

325109.13

400430.64

484864.25

553506.02

480653.69

444049.10

329143.84

323007.05

333354.40

409424.28

298810.96

402592.09

356035.07

272481.01

285987.45

149277.86

228763.34

268645.33

358826.77

384484.81

304718.13

216919.99

229095.44

171363.52

283204.08

345917.77

-106705.60

275572.01

-160257.54

234803.09

-76549.77

58088.42

-22997.84

77517.40

-193666.20

438106.66

-125433.72

221343.32

25186.78

21653.33

-43045.70

160704.50

-144807.70

450758.47

-145924.29

203889.04

44729.57

111346.94

Page 13 of 53


Area

AreaEle m

ShellTy pe

53

53

54

54

54

54

54

54

54

54

55

55

55

55

55

55

55

55

56

56

56

56

56

56

56

56

57

57

57

57

57

57

57

57

58

58

58

58

58

58

58

58

59

59

59

59

59

59

59

59

60

60

60

60

60

60

60

60

61

61

61

61



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 74 COMB3 Combina -283649.87 340482.59 tion 75 COMB3 Combina -129470.47 979138.85 tion 61 COMB3 Combina -681381.03 591932.98 tion 64 COMB3 Combina -1054311.03 -23641.00 tion 76 COMB3 Combina -492070.92 352601.10 tion 72 COMB3 Combina 63543.29 100039.54 tion 71 COMB3 Combina -21247.28 61056.10 tion 77 COMB3 Combina -186746.84 -20601.08 tion 78 COMB3 Combina -100566.35 17087.31 tion 71 COMB3 Combina 3107.66 184654.50 tion 74 COMB3 Combina -75837.48 74595.24 tion 79 COMB3 Combina -242376.49 14936.51 tion 77 COMB3 Combina -158312.70 119745.95 tion 74 COMB3 Combina -19579.35 388541.29 tion 76 COMB3 Combina -213839.63 183663.65 tion 80 COMB3 Combina -408871.47 -50805.98 tion 79 COMB3 Combina -209132.00 148503.61 tion 76 COMB3 Combina -166807.88 427019.80 tion 64 COMB3 Combina -24024.23 173050.27 tion 66 COMB3 Combina -243101.85 -115378.40 tion 80 COMB3 Combina -372081.20 124947.97 tion 78 COMB3 Combina -2159.09 39114.66 tion 77 COMB3 Combina -13242.05 11753.98 tion 81 COMB3 Combina -61391.56 -14058.68 tion 82 COMB3 Combina -49631.11 12606.07 tion 77 COMB3 Combina 11110.37 151077.42 tion 79 COMB3 Combina -71383.69 51688.20 tion 83 COMB3 Combina -132646.71 -62623.31 tion 81 COMB3 Combina -48142.02 34627.66 tion 79 COMB3 Combina -45061.95 186113.92 tion 80 COMB3 Combina -20732.88 22025.44 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 45846.16

Kgf/m2 343832.28

-251197.29

1033401.14

205101.44

624154.69

605770.53

256340.35

149471.80

378271.25

-70173.99

154299.23

-29006.16

70251.40

35844.41

-13197.86

-5323.42

17327.69

-21296.75

187119.30

3326.82

74668.77

53368.92

25566.53

28745.34

122686.51

-36920.82

391854.46

128778.25

221736.95

259308.07

85269.82

93609.00

171523.50

271925.64

532724.12

482640.45

567109.60

328322.55

155235.61

117607.73

151371.70

8391.26

40755.44

22236.93

24764.42

27261.05

-1624.36

13415.38

15374.63

-1739.22

151099.03

84374.08

94582.41

137594.07

44343.67

51480.78

59295.64

133775.19

247320.70

219145.51

220832.16

Page 14 of 53


Area

AreaEle m

ShellTy pe

61

61

61

61

62

62

62

62

62

62

62

62

63

63

63

63

63

63

63

63

64

64

64

64

64

64

64

64

65

65

65

65

65

65

65

65

66

66

66

66

66

66

66

66

67

67

67

67

67

67

67

67

68

68

68

68

68

68

68

68

69

69



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 84 COMB3 Combina -86584.32 -90600.79 tion 83 COMB3 Combina -105850.69 68539.79 tion 80 COMB3 Combina 12881.08 197358.03 tion 66 COMB3 Combina -53143.52 -72804.33 tion 68 COMB3 Combina -119138.18 -162231.15 tion 84 COMB3 Combina -46745.35 101331.29 tion 61 COMB3 Combina 350534.63 -1733831.83 tion 75 COMB3 Combina 677890.02 -624011.42 tion 85 COMB3 Combina 356128.87 176264.30 tion 86 COMB3 Combina -1673.55 -905312.80 tion 75 COMB3 Combina 84443.85 -654182.45 tion 73 COMB3 Combina 264719.77 -265404.78 tion 87 COMB3 Combina 404278.24 434948.15 tion 85 COMB3 Combina 211221.14 58764.55 tion 73 COMB3 Combina 110112.54 -257642.31 tion 70 COMB3 Combina 209002.35 -39181.28 tion 88 COMB3 Combina 194650.01 540143.71 tion 87 COMB3 Combina 83640.30 332136.65 tion 70 COMB3 Combina -6030.52 -62991.04 tion 69 COMB3 Combina 25930.13 59225.77 tion 89 COMB3 Combina 110665.12 614300.58 tion 88 COMB3 Combina 73304.90 496677.87 tion 86 COMB3 Combina 260445.62 157842.61 tion 85 COMB3 Combina 263363.31 -40123.07 tion 90 COMB3 Combina -10109.50 744892.60 tion 91 COMB3 Combina -28942.86 956046.42 tion 85 COMB3 Combina 245104.33 -17519.53 tion 87 COMB3 Combina 316719.46 242854.30 tion 92 COMB3 Combina 126559.87 972764.59 tion 90 COMB3 Combina 36326.85 727924.53 tion 87 COMB3 Combina 88027.28 224645.90 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 174106.30

Kgf/m2 85525.32

88735.98

105751.48

190114.73

316428.68

256928.39

194142.46

270211.88

130384.91

203398.22

243747.38

214128.52

372304.83

-165031.03

698483.85

774574.49

1045974.41

1153734.04

785556.15

148191.24

113066.43

142210.36

300459.42

457956.63

877826.50

463937.51

605151.08

212099.60

206943.41

108046.32

249448.63

283914.63

699735.53

387967.91

615266.32

144704.59

112969.88

122528.75

166232.48

225882.01

700765.06

248057.86

611095.46

1129688.65

1339997.01

796148.00

922100.00

607068.49

1082261.60

940609.13

1525293.98

592963.30

721121.22

329804.30

611652.66

546069.88

1240464.60

809228.87

1262141.72

382626.54

545012.84

Page 15 of 53


Area

AreaEle m

ShellTy pe

69

69

69

69

69

69

70

70

70

70

70

70

70

70

71

71

71

71

71

71

71

71

72

72

72

72

72

72

72

72

73

73

73

73

73

73

73

73

74

74

74

74

74

74

74

74

75

75

75

75

75

75

75

75

76

76

76

76

76

76

76

76



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 88 COMB3 Combina 132905.04 360844.46 tion 93 COMB3 Combina 156366.26 1067895.38 tion 92 COMB3 Combina 101544.82 940231.55 tion 88 COMB3 Combina 54877.34 357037.61 tion 89 COMB3 Combina 70003.00 458492.45 tion 94 COMB3 Combina 37790.18 1123194.91 tion 93 COMB3 Combina 15040.10 1027831.45 tion 91 COMB3 Combina -21394.06 856415.11 tion 90 COMB3 Combina -5243.88 906595.96 tion 95 COMB3 Combina 49121.29 1745609.16 tion 96 COMB3 Combina 14850.63 1709846.14 tion 90 COMB3 Combina 94420.96 934645.40 tion 92 COMB3 Combina 96100.19 904215.85 tion 97 COMB3 Combina 38432.73 1691583.36 tion 95 COMB3 Combina 23583.99 1732385.23 tion 92 COMB3 Combina 113287.51 915101.84 tion 93 COMB3 Combina 127197.27 1005893.62 tion 98 COMB3 Combina 46487.88 1761555.11 tion 97 COMB3 Combina 20311.75 1680510.63 tion 93 COMB3 Combina 14234.07 991983.08 tion 94 COMB3 Combina 15136.20 1041743.29 tion 99 COMB3 Combina 38137.90 1793099.84 tion 98 COMB3 Combina 29501.38 1749475.72 tion 96 COMB3 Combina 28875.01 1713291.75 tion 95 COMB3 Combina 25478.18 1694069.87 tion 100 COMB3 Combina 12131.77 2577112.91 tion 101 COMB3 Combina -1537.91 2609732.69 tion 95 COMB3 Combina 29608.40 1703425.96 tion 97 COMB3 Combina 35219.64 1734599.20 tion 102 COMB3 Combina 38218.25 2589559.19 tion 100 COMB3 Combina 18135.86 2569783.67 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 288895.20

Kgf/m2 557438.01

400461.43

1218835.60

494192.77

1169020.38

301405.13

543107.68

172897.20

524294.74

259446.74

1182022.65

387954.67

1159358.50

820891.91

1348370.75

727076.10

1308873.35

761776.64

2037462.34

855592.46

2066628.63

761613.25

1384331.45

592772.24

1217543.31

558688.79

1862685.30

727529.81

2000170.00

538073.76

1185201.33

356937.05

1132611.59

431860.34

1864160.68

612997.05

1882317.42

373602.39

1118394.71

273830.09

1110215.86

315664.92

1848151.54

415437.22

1844562.38

884293.51

2092267.21

732889.99

1970259.19

708244.63

2759679.51

859648.15

2867324.33

710012.37

1964029.77

576406.12

1911659.99

597360.16

2722495.94

730966.41

2764346.97

Page 16 of 53


Area

AreaEle m

ShellTy pe

77

77

77

77

77

77

77

77

78

78

78

78

78

78

78

78

79

79

79

79

79

79

79

79

80

80

80

80

80

80

80

80

81

81

81

81

81

81

81

81

82

82

82

82

82

82

82

82

83

83

83

83

83

83

83

83

84

84

84

84

84

84



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 97 COMB3 Combina 40090.42 1741938.21 tion 98 COMB3 Combina 35185.34 1742508.17 tion 103 COMB3 Combina 32402.78 2573161.40 tion 102 COMB3 Combina 26711.06 2580892.89 tion 98 COMB3 Combina 34300.41 1745923.56 tion 99 COMB3 Combina 30764.92 1783782.22 tion 104 COMB3 Combina 5497.01 2594354.51 tion 103 COMB3 Combina 443.04 2563177.07 tion 101 COMB3 Combina 583.17 2566085.79 tion 100 COMB3 Combina -765.72 2566877.77 tion 105 COMB3 Combina 28487.07 3507890.04 tion 106 COMB3 Combina 12538.50 3520532.21 tion 100 COMB3 Combina 28285.02 2578075.97 tion 102 COMB3 Combina 24424.07 2563041.78 tion 107 COMB3 Combina 51679.80 3479382.30 tion 105 COMB3 Combina 41750.92 3505154.76 tion 102 COMB3 Combina 32377.70 2569736.45 tion 103 COMB3 Combina 29360.31 2597438.71 tion 108 COMB3 Combina 48450.84 3490942.62 tion 107 COMB3 Combina 40295.10 3472001.42 tion 103 COMB3 Combina 12511.88 2598826.21 tion 104 COMB3 Combina 4252.37 2612826.42 tion 109 COMB3 Combina 14506.80 3486658.46 tion 108 COMB3 Combina 14258.67 3479347.00 tion 106 COMB3 Combina 16970.69 3510042.53 tion 105 COMB3 Combina 13983.91 3468024.86 tion 110 COMB3 Combina 58926.71 4465216.51 tion 111 COMB3 Combina 44845.12 4520374.11 tion 105 COMB3 Combina 43594.82 3477991.19 tion 107 COMB3 Combina 44219.22 3478462.46 tion 112 COMB3 Combina 115692.77 4459454.58 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 588597.87

Kgf/m2 1925673.16

455990.99

1856661.61

452644.15

2651392.60

585251.03

2708608.00

438496.02

1851721.16

292749.13

1831378.25

324181.36

2634331.75

469928.25

2646630.19

847927.75

2821005.58

719985.09

2754985.64

713233.24

3648418.04

841175.90

3711807.02

726195.94

2770395.21

602010.64

2698568.07

582795.51

3575762.17

706980.80

3643910.91

581885.20

2696814.12

456104.96

2676039.74

476966.42

3555805.46

602746.66

3574789.40

461223.55

2678615.73

332885.39

2654636.46

343362.69

3520288.03

471700.84

3542411.64

839394.52

3701281.34

714958.90

3610166.22

669507.03

4564697.75

793942.66

4657043.20

695083.95

3613334.85

594677.85

3578522.29

588861.52

4537868.00

Page 17 of 53


Area

AreaEle m

ShellTy pe

84

84

85

85

85

85

85

85

85

85

86

86

86

86

86

86

86

86

87

87

87

87

87

87

87

87

88

88

88

88

88

88

88

88

89

89

89

89

89

89

89

89

90

90

90

90

90

90

90

90

91

91

91

91

91

91

91

91

92

92

92

92



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 110 COMB3 Combina 101294.44 4469645.91 tion 107 COMB3 Combina 50044.60 3484194.77 tion 108 COMB3 Combina 40857.95 3489532.31 tion 113 COMB3 Combina 104353.10 4448601.37 tion 112 COMB3 Combina 102171.72 4452183.14 tion 108 COMB3 Combina 24453.09 3491383.56 tion 109 COMB3 Combina 16802.58 3537072.90 tion 114 COMB3 Combina 43955.28 4469838.33 tion 113 COMB3 Combina 42780.87 4431154.70 tion 111 COMB3 Combina 50647.00 4529274.88 tion 110 COMB3 Combina 53375.77 4457570.45 tion 115 COMB3 Combina 91165.74 5506894.04 tion 116 COMB3 Combina 72434.94 5590813.85 tion 110 COMB3 Combina 107197.97 4473294.38 tion 112 COMB3 Combina 99294.71 4403333.49 tion 117 COMB3 Combina 260344.71 5453353.54 tion 115 COMB3 Combina 253866.66 5534474.74 tion 112 COMB3 Combina 101845.63 4408480.15 tion 113 COMB3 Combina 98129.76 4459557.19 tion 118 COMB3 Combina 256050.39 5488513.27 tion 117 COMB3 Combina 248387.51 5446325.62 tion 113 COMB3 Combina 56599.29 4454864.39 tion 114 COMB3 Combina 45821.23 4524550.52 tion 119 COMB3 Combina 79121.77 5511409.68 tion 118 COMB3 Combina 79896.12 5449669.12 tion 116 COMB3 Combina 93016.18 5706860.65 tion 115 COMB3 Combina 84530.52 5460577.34 tion 120 COMB3 Combina 315637.37 6576223.72 tion 121 COMB3 Combina 309353.54 6833599.79 tion 115 COMB3 Combina 250968.02 5493003.28 tion 117 COMB3 Combina 255912.21 5458169.29 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 689267.62

Kgf/m2 4575822.44

590922.70

3583031.71

488827.31

3557481.62

490269.68

4503243.41

592365.07

4531405.95

469856.93

3553932.59

345272.02

3570617.91

384447.68

4502984.56

509032.59

4489426.53

800267.19

4667975.76

662979.13

4555206.58

589851.93

5570393.02

727139.99

5685018.69

660678.37

4571078.34

617536.55

4490184.09

548575.42

5510670.93

591717.24

5599967.20

561827.89

4480567.53

520813.55

4520886.97

563104.06

5548427.03

604118.41

5515614.28

511162.21

4513489.75

382529.85

4556987.60

443686.98

5547409.64

572319.34

5509990.25

658392.54

5783043.19

658340.59

5540022.48

428213.52

6605377.04

428265.47

6861591.95

562225.92

5552625.76

577712.63

5521552.25

Page 18 of 53


Area

AreaEle m

ShellTy pe

92

92

92

92

93

93

93

93

93

93

93

93

94

94

94

94

94

94

94

94

95

95

95

95

95

95

95

95

96

96

96

96

96

96

96

96

97

97

97

97

97

97

97

97

98

98

98

98

98

98

98

98

99

99

99

99

99

99

99

99

100

100



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 122 COMB3 Combina 504810.66 6567183.94 tion 120 COMB3 Combina 487479.67 6611453.74 tion 117 COMB3 Combina 259644.69 5463614.67 tion 118 COMB3 Combina 235840.45 5426460.40 tion 123 COMB3 Combina 481025.33 6510713.82 tion 122 COMB3 Combina 490081.52 6559539.23 tion 118 COMB3 Combina 83479.02 5404994.04 tion 119 COMB3 Combina 76700.32 5561891.99 tion 124 COMB3 Combina 305341.16 6612660.15 tion 123 COMB3 Combina 299936.01 6465490.03 tion 123 COMB3 Combina 6527778.61 166979.53 tion 124 COMB3 Combina 6644109.60 144435.55 tion 125 COMB3 Combina 7484827.01 181855.62 tion 126 COMB3 Combina 7382446.05 190742.80 tion 122 COMB3 Combina 6356019.19 332623.14 tion 123 COMB3 Combina 6575027.23 355164.77 tion 126 COMB3 Combina 7500518.49 829162.84 tion 127 COMB3 Combina 7289048.97 798863.88 tion 120 COMB3 Combina 6704215.42 378440.13 tion 122 COMB3 Combina 6353168.25 334045.07 tion 127 COMB3 Combina 7300735.84 841621.61 tion 128 COMB3 Combina 7664483.95 874021.91 tion 121 COMB3 Combina 6923601.05 163932.81 tion 120 COMB3 Combina 6646891.01 173332.56 tion 128 COMB3 Combina 7552198.05 231077.95 tion 129 COMB3 Combina 7834512.58 216164.93 tion 126 COMB3 Combina 7053555.10 136307.68 tion 125 COMB3 Combina 7759018.11 225350.76 tion 130 COMB3 Combina 8677495.66 953798.57 tion 131 COMB3 Combina 7987813.02 848568.65 tion 127 COMB3 Combina 7444044.07 819237.38 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 539504.48

Kgf/m2 6614821.35

524017.77

6655969.44

576214.84

5526653.02

591568.77

5493027.11

555248.95

6561418.01

539895.02

6607190.27

503703.52

5452252.00

512693.59

5609401.28

651872.08

6679327.57

642882.01

6531809.93

-705414.48

6605070.09

-589926.92

6697218.91

-683655.32

7548275.02

-799142.87

7470176.69

-428510.03

6386351.05

-665669.29

6645471.43

-840611.19

7604807.77

-603451.94

7344680.56

-402229.57

6729688.94

-661500.22

6425009.51

-370104.25

7321873.47

-110833.59

7666292.49

-480127.62

6957533.35

-374919.89

6668532.37

-140010.12

7554874.65

-245217.85

7842397.44

-518578.46

7092216.27

-964713.21

7880591.24

-1529772.64

8969450.01

-1083637.89

8148669.84

-535871.30

7487109.99

Page 19 of 53


Area

AreaEle m

ShellTy pe

100

100

100

100

100

100

101

101

101

101

101

101

101

101

102

102

102

102

102

102

102

102

103

103

103

103

103

103

103

103

104

104

104

104

104

104

104

104

105

105

105

105

105

105

105

105

106

106

106

106

106

106

106

106

107

107

107

107

107

107

107

107



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 126 COMB3 Combina 7184512.95 776587.25 tion 131 COMB3 Combina 8100050.96 1424268.06 tion 132 COMB3 Combina 8383854.19 1442842.26 tion 128 COMB3 Combina 7488753.46 859132.87 tion 127 COMB3 Combina 7445034.27 850224.23 tion 132 COMB3 Combina 8407983.33 1537452.08 tion 133 COMB3 Combina 8453147.31 1545479.74 tion 129 COMB3 Combina 8285843.75 302307.96 tion 128 COMB3 Combina 7341806.18 193122.77 tion 133 COMB3 Combina 8336783.94 894936.64 tion 134 COMB3 Combina 9285914.99 999860.18 tion 131 COMB3 Combina 8234330.12 861281.84 tion 130 COMB3 Combina 6645969.68 584083.60 tion 135 COMB3 Combina 7568698.78 1566746.61 tion 136 COMB3 Combina 9212995.62 1789592.27 tion 132 COMB3 Combina 8924959.18 1558282.67 tion 131 COMB3 Combina 8319860.52 1461010.56 tion 136 COMB3 Combina 9265270.83 1878891.65 tion 137 COMB3 Combina 9894586.20 1953079.76 tion 133 COMB3 Combina 9175531.07 1692102.28 tion 132 COMB3 Combina 8929522.62 1639614.15 tion 137 COMB3 Combina 9913670.26 1989985.78 tion 138 COMB3 Combina 10174593.69 2027667.01 tion 134 COMB3 Combina 8346182.71 854306.08 tion 133 COMB3 Combina 9050191.11 995225.72 tion 138 COMB3 Combina 10157586.11 2012805.85 tion 139 COMB3 Combina 9422135.92 1903138.55 tion 155 COMB3 Combina -4775544.60 366358.28 tion 1 COMB3 Combina -1035174.93 129580.41 tion 2 COMB3 Combina -1331343.91 53869.88 tion 156 COMB3 Combina -5078520.64 296891.98 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 -911207.61

Kgf/m2 7311567.55

-689947.01

8170611.68

-314610.70

8398085.17

-33443.03

7488922.16

-445406.08

7474980.51

-409785.90

8432338.26

2177.15

8453147.99

16079.54

8285876.14

-400998.16

7364229.44

369886.86

8355123.47

786964.56

9359994.33

-991246.12

8365269.68

-1629245.67

7056110.36

-324109.75

7586150.20

313889.80

9226244.43

-412515.57

8947987.04

-591833.92

8370553.80

-91837.89

9266412.52

87480.46

9895549.73

-144637.33

9178325.53

-265486.61

8939178.42

-61798.04

9914152.20

59051.24

10175021.69

921400.04

8457838.45

242090.25

9057460.52

-336747.16

10171485.25

342562.63

9437710.68

277856.47

381329.41

40326.20

130974.92

-782169.21

406008.40

-544638.94

351519.85

Page 20 of 53


Area

AreaEle m

ShellTy pe

109

108

109

108

109

108

109

108

110

109

110

109

110

109

110

109

111

110

111

110

111

110

111

110

112

111

112

111

112

111

112

111

113

112

113

112

113

112

113

112

114

113

114

113

114

113

114

113

115

114

115

114

115

114

115

114

116

115

116

115

116

115



Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 156 COMB3 Combina -5226450.01 -614753.92 tion 2 COMB3 Combina -1301619.65 374490.22 tion 5 COMB3 Combina -770364.98 457902.02 tion 157 COMB3 Combina -4693181.75 -532321.70 tion 157 COMB3 Combina -4703290.14 -586099.43 tion 5 COMB3 Combina -774084.16 442541.89 tion 7 COMB3 Combina -1425231.27 364829.78 tion 158 COMB3 Combina -5376338.10 -643220.86 tion 158 COMB3 Combina -5228411.72 254747.93 tion 7 COMB3 Combina -1458676.01 39269.20 tion 9 COMB3 Combina -1312496.15 114884.55 tion 159 COMB3 Combina -5094350.62 342759.80 tion 160 COMB3 Combina -16870658.5 -2067294.61 tion 155 COMB3 Combina -5790081.96 202164.74 tion 156 COMB3 Combina -4247507.27 424380.72 tion 161 COMB3 Combina -15323441.7 -1849215.46 tion 161 COMB3 Combina -15554500.4 -3125444.93 tion 156 COMB3 Combina -4455456.50 -494429.33 tion 157 COMB3 Combina -4998037.20 -559418.68 tion 162 COMB3 Combina -16131941.9 -3155301.58 tion 162 COMB3 Combina -16146335.6 -3257128.51 tion 157 COMB3 Combina -5012915.94 -603953.90 tion 158 COMB3 Combina -4754094.58 -562842.85 tion 163 COMB3 Combina -15878529.5 -3226050.41 tion 163 COMB3 Combina -15631303.3 -1893760.39 tion 158 COMB3 Combina -4550459.61 359172.80 tion 159 COMB3 Combina -6317771.17 129241.24 tion 164 COMB3 Combina -17423724.1 -2099452.59 tion 168 COMB3 Combina -35207126. -7020820.17 tion 163 COMB3 Combina -16720380.2 -2049653.00 tion 164 COMB3 Combina -15890487.9 -1854728.12 tion

SAP2000 v12.0.0

S12Top

SMaxTop

Kgf/m2 -880362.56

Kgf/m2 -452409.62

-450675.67

487983.83

-278590.37

518136.78

-708277.25

-415060.73

-222356.66

-574125.47

-762800.85

809887.55

-569592.39

530702.23

-29148.20

-643041.36

-353121.24

277395.76

-249979.73

79884.99

-1062617.27

681236.93

-1165758.78

582166.05

-1407565.01

-1934646.14

-156978.31

206274.27

-106734.65

426817.92

-1357321.35

-1713846.18

-502722.42

-3105144.29

-961433.84

-273400.48

-632659.11

-471003.70

-173947.69

-3152970.29

-517696.28

-3236368.63

-304307.49

-583049.65

59674.89

-561993.38

-153713.91

-3224183.23

675822.30

-1860593.19

-770928.90

477380.88

-748794.53

215068.12

697956.67

-2067729.25

-541428.78

-7010423.74

146810.28

-2048184.01

1243519.20

-1745408.13

Page 21 of 53


Area

AreaEle m

ShellTy pe

116

115

117

116

117

116

117

116

117

116

118

117

118

117

118

117

118

117

119

118

119

118

119

118

119

118

Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck Plate-Thi ck

SAP2000 v12.0.0

Table: Element Stresses - Area Shells, Part 1 of 4 Joint OutputC CaseTy S11Top S22Top ase pe Kgf/m2 Kgf/m2 169 COMB3 Combina -34318827. -6884370.33 tion 167 COMB3 Combina -34825151. -6974584.99 tion 162 COMB3 Combina -16540916.3 -3339074.58 tion 163 COMB3 Combina -16947784.5 -3436871.48 tion 168 COMB3 Combina -35261552. -7042755.66 tion 166 COMB3 Combina -34401364. -6907207.76 tion 161 COMB3 Combina -16120510.5 -3217698.09 tion 162 COMB3 Combina -16525416.2 -3254945.29 tion 167 COMB3 Combina -34816168. -6936298.58 tion 165 COMB3 Combina -32587564. -6573125.17 tion 160 COMB3 Combina -14220708.3 -1589703.67 tion 161 COMB3 Combina -15896147.0 -1911357.44 tion 166 COMB3 Combina -34345724. -6813532.53 tion

S12Top

SMaxTop

Kgf/m2 555280.14

Kgf/m2 -6873135.92

12040.61

-6974579.78

-325462.56

-3331055.89

-351951.88

-3427709.54

-14448.72

-7042748.26

-14121.09

-6907200.51

-350093.62

-3208205.94

-320451.75

-3247211.62

15520.77

-6936289.94

-534486.39

-6562148.37

-1918176.99

-1304829.30

-861262.25

-1858515.71

522428.36

-6803622.93


AreaEle m

Joint

1 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7

1 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7

1 2 3 4 2 5 6 3 5 7 8 6 7 9 10 8 4 3 11 12 3 6 13 11 6


Table: Element Stresses - Area Shells, Part 2 of 4 OutputC SMinTop SAngleTop SVMTop ase Kgf/m2 Degrees Kgf/m2 COMB3 -184062.30 73.171 1282842.96 COMB3 -169920.58 73.996 1297497.41 COMB3 -260293.72 70.972 1159313.65 COMB3 -281742.60 70.238 1157011.41 COMB3 -379101.35 78.739 1354395.41 COMB3 -406254.35 75.191 1634543.46 COMB3 -390685.04 66.513 1544483.56 COMB3 -349862.80 68.713 1239041.58 COMB3 -465936.32 71.428 1759225.53 COMB3 -631298.66 67.448 1866083.65 COMB3 -456956.27 64.999 1488142.10 COMB3 -290928.61 70.139 1381593.51 COMB3 -332823.96 66.720 1675863.90 COMB3 -336076.19 67.850 1730330.32 COMB3 -472306.38 63.914 1625151.81 COMB3 -486759.81 63.074 1596217.89 COMB3 -238994.32 72.056 1077983.04 COMB3 -287260.50 69.968 1282012.51 COMB3 -292802.62 62.896 1254246.89 COMB3 -243443.88 63.993 1045969.48 COMB3 -345699.61 68.226 1361422.44 COMB3 -398222.38 66.672 1410936.43 COMB3 -378749.11 64.052 1239284.20 COMB3 -329413.36 65.968 1192306.87 COMB3 -358118.03 67.565 1363814.39

S11Bot

S22Bot

S12Bot

Kgf/m2 69657.22 65477.59 125576.02 136339.49 321762.00 288708.52 120299.54 168467.86 268610.41 322436.09 159909.54 117345.26 48966.24 69712.33 122524.69 121138.91 127233.38 122838.06 7431.60 23057.88 139174.04 152463.06 113696.65 110090.40 138602.57

Kgf/m2 -1066464.75 -1099722.31 -872322.12 -844716.84 -1067110.94 -1275557.05 -1041240.25 -845098.25 -1282029.49 -1159686.71 -909034.35 -1039378.29 -1200621.25 -1271274.63 -986901.23 -930547.90 -826668.52 -949590.79 -796574.21 -682393.62 -948720.96 -923269.04 -740661.76 -773645.09 -929508.08

Kgf/m2 -378241.51 -364150.10 -390619.25 -404710.65 -287966.80 -444623.34 -622231.34 -465574.80 -587298.01 -743752.88 -636995.33 -480540.45 -659757.73 -654324.21 -714425.71 -719859.24 -345107.92 -450961.32 -557563.07 -451709.68 -517040.58 -569884.93 -544704.14 -491859.79 -531652.00

Page 22 of 53


Area

AreaEle m

Joint

7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 11 11 11 12 12 12 12 13 13 13 13 14 14 14 14 15 15 15 15 16 16 16 16 17 17 17 17 18 18 18 18 19 19 19 19 20 20 20 20 21

7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 11 11 11 12 12 12 12 13 13 13 13 14 14 14 14 15 15 15 15 16 16 16 16 17 17 17 17 18 18 18 18 19 19 19 19 20 20 20 20 21

8 14 13 8 10 15 14 12 11 16 17 11 13 18 16 13 14 19 18 14 15 20 19 17 16 21 22 16 18 23 21 18 19 24 23 19 20 25 24 22 21 26 27 21 23 28 26 23 24 29 28 24 25 30 29 27


Table: Element Stresses - Area Shells, Part 2 of 4 OutputC SMinTop SAngleTop SVMTop ase Kgf/m2 Degrees Kgf/m2 COMB3 -392839.65 67.030 1475774.50 COMB3 -435793.06 62.481 1389109.03 COMB3 -409078.51 63.075 1287185.91 COMB3 -417942.97 65.082 1559956.51 COMB3 -548693.56 61.888 1657007.40 COMB3 -430464.69 58.775 1367132.46 COMB3 -298548.85 62.843 1267051.35 COMB3 -275713.92 62.684 1132564.77 COMB3 -272566.36 63.609 1148121.12 COMB3 -331683.92 61.475 1127923.09 COMB3 -342633.94 60.907 1123456.02 COMB3 -338918.30 65.187 1162579.15 COMB3 -371375.30 64.703 1264009.63 COMB3 -387657.26 60.958 1234767.98 COMB3 -361611.51 61.540 1141453.85 COMB3 -391065.87 63.588 1316359.19 COMB3 -450593.45 62.099 1364796.24 COMB3 -413829.45 59.954 1220953.39 COMB3 -358469.09 61.889 1176666.29 COMB3 -355020.50 60.956 1329832.77 COMB3 -357496.53 60.904 1313656.63 COMB3 -405617.64 58.999 1205739.07 COMB3 -410494.09 59.526 1230928.99 COMB3 -333681.41 60.738 1080350.53 COMB3 -356722.10 60.994 1150357.18 COMB3 -363063.47 58.875 1171887.81 COMB3 -346955.43 58.939 1110888.31 COMB3 -375953.70 60.888 1174120.23 COMB3 -383543.68 61.196 1188066.32 COMB3 -403307.03 60.014 1167171.70 COMB3 -402237.69 60.068 1161795.70 COMB3 -380666.02 60.954 1199183.60 COMB3 -387997.72 60.954 1201035.25 COMB3 -404477.51 59.799 1147886.62 COMB3 -404211.59 60.228 1155163.69 COMB3 -375759.29 60.307 1219534.35 COMB3 -415641.27 59.132 1245733.52 COMB3 -387435.64 57.516 1134125.02 COMB3 -352573.00 59.209 1113540.97 COMB3 -383914.50 57.572 1141421.72 COMB3 -347842.35 59.454 1119664.62 COMB3 -399576.84 59.708 1206203.54 COMB3 -441354.44 58.365 1235596.62 COMB3 -402833.56 59.767 1167627.82 COMB3 -406855.55 60.164 1157261.31 COMB3 -401225.36 60.514 1153102.51 COMB3 -404325.74 60.542 1172908.14 COMB3 -401005.88 60.078 1162086.20 COMB3 -400828.44 60.208 1148343.74 COMB3 -399364.96 60.319 1126219.73 COMB3 -405928.10 60.569 1148346.82 COMB3 -363938.00 58.849 1164918.19 COMB3 -357173.08 58.555 1101356.44 COMB3 -350823.94 59.623 1019513.93 COMB3 -364698.72 60.322 1092174.42 COMB3 -408272.80 58.790 1197951.21

SAP2000 v12.0.0

S11Bot

S22Bot

S12Bot

Kgf/m2 144233.35 103885.35 113399.36 111498.90 135322.03 19146.68 9032.10 13547.60 23641.30 45135.37 45966.75 110968.82 114257.27 61956.01 71286.32 100682.87 114876.04 69353.98 66690.42 8247.72 13350.26 45839.35 54605.81 45095.06 54230.25 12919.68 16072.81 64437.35 74219.20 74749.92 76221.32 64011.24 70473.15 76688.82 82949.83 41258.68 47008.73 19076.36 25750.52 14727.99 24381.55 54765.62 57395.87 69254.43 83655.88 86239.08 84706.15 75185.21 81136.03 87611.54 92964.76 15151.69 20903.93 57107.56 63682.58 46142.57

Kgf/m2 -990998.99 -787052.98 -737254.28 -1001969.38 -899693.12 -688773.28 -801600.12 -707085.25 -738385.45 -638343.11 -615577.06 -727509.61 -779602.04 -668722.35 -626523.25 -786130.49 -746805.78 -615779.91 -663961.90 -769519.71 -753757.69 -590847.95 -617341.28 -585557.97 -627246.22 -597244.18 -565120.51 -628581.45 -639593.06 -583475.76 -581207.19 -645991.54 -641550.30 -563106.65 -577478.89 -652935.75 -616142.20 -521278.71 -567751.75 -530781.50 -580997.88 -610900.57 -570355.14 -579296.94 -575690.64 -583905.04 -597638.83 -582657.92 -574514.66 -560362.41 -577286.76 -590715.26 -542171.52 -504062.58 -562144.48 -578317.18

Kgf/m2 -586541.57 -637080.86 -582191.30 -659639.09 -773771.17 -678500.36 -564368.28 -507599.10 -501648.52 -527218.97 -533169.55 -493043.30 -544000.94 -586569.82 -535612.18 -584668.98 -634025.06 -595546.11 -546190.03 -624467.73 -618412.48 -598754.28 -604809.53 -515053.33 -545566.12 -579867.03 -549354.23 -559400.68 -562566.65 -569398.37 -566232.40 -570171.93 -571757.63 -563172.39 -561586.69 -586599.63 -616724.38 -578561.46 -548436.70 -581113.95 -548127.18 -590274.47 -623261.24 -572379.46 -563523.38 -557048.08 -565904.15 -566125.43 -558399.31 -546990.21 -554716.34 -577035.52 -549928.95 -501092.97 -528199.54 -597724.06

Page 23 of 53


Area

AreaEle m

Joint

21 21 21 22 22 22 22 23 23 23 23 24 24 24 24 25 25 25 25 26 26 26 26 27 27 27 27 28 28 28 28 29 29 29 29 30 30 30 30 31 31 31 31 32 32 32 32 33 33 33 33 34 34 34 34 35

21 21 21 22 22 22 22 23 23 23 23 24 24 24 24 25 25 25 25 26 26 26 26 27 27 27 27 28 28 28 28 29 29 29 29 30 30 30 30 31 31 31 31 32 32 32 32 33 33 33 33 34 34 34 34 35

26 31 32 26 28 33 31 28 29 34 33 29 30 35 34 32 31 36 37 31 33 38 36 33 34 39 38 34 35 40 39 37 36 41 42 36 38 43 41 38 39 44 43 39 40 45 44 42 41 46 47 41 43 48 46 43


Table: Element Stresses - Area Shells, Part 2 of 4 OutputC SMinTop SAngleTop SVMTop S11Bot ase Kgf/m2 Degrees Kgf/m2 Kgf/m2 COMB3 -445563.73 58.792 1229649.25 72306.99 COMB3 -371309.41 59.894 1257849.49 18638.85 COMB3 -341911.05 60.386 1237935.86 6643.57 COMB3 -430052.53 59.451 1199023.37 80061.59 COMB3 -370895.74 61.898 1135843.71 88021.35 COMB3 -440129.56 63.151 1250323.03 152347.45 COMB3 -503370.10 61.194 1318746.85 155957.24 COMB3 -410119.52 60.458 1220490.90 76402.33 COMB3 -381605.95 60.997 1071582.94 97114.55 COMB3 -378796.24 65.627 1017869.89 182440.03 COMB3 -413453.07 64.895 1174211.50 174928.06 COMB3 -343708.16 60.649 1060710.13 57811.90 COMB3 -379344.82 59.011 1042985.11 66647.12 COMB3 -290348.93 60.807 947491.05 38483.19 COMB3 -263692.35 63.021 979852.08 40448.34 COMB3 -482802.07 56.476 1392959.22 3879.29 COMB3 -214848.00 66.033 1186902.73 3693.86 COMB3 -588691.25 66.678 1691472.43 289777.34 COMB3 -846051.03 60.007 1898137.68 302756.54 COMB3 -462771.65 62.397 1499219.21 102936.38 COMB3 -427969.19 63.895 1146193.46 176535.91 COMB3 -448964.22 75.724 1117564.99 371604.32 COMB3 -472187.34 71.912 1446318.79 315704.91 COMB3 -382121.98 65.350 1103496.21 165767.80 COMB3 -444759.15 63.649 1035170.15 211640.79 COMB3 -312698.49 69.603 942221.81 184085.81 COMB3 -265476.13 71.428 1041422.77 148977.29 COMB3 -296225.83 61.315 984923.71 43017.85 COMB3 -308280.42 60.044 873338.89 62517.92 COMB3 -228607.65 66.499 779412.51 90563.74 COMB3 -227664.83 67.523 909386.08 81272.92 COMB3 -452876.15 67.581 2548844.31 53615.88 COMB3 -657710.96 65.728 1565614.19 355715.81 COMB3 -712523.07 -81.762 1627978.88 674282.05 COMB3 -401985.80 89.255 2429993.39 401545.06 COMB3 -391002.46 74.613 1251440.04 292418.23 COMB3 -606662.11 69.850 1136964.96 451019.32 COMB3 -324944.52 83.950 985502.45 312648.10 COMB3 -168576.53 87.814 1237823.71 166664.91 COMB3 -291559.55 68.849 959672.35 152036.77 COMB3 -379721.62 67.712 825533.80 243490.79 COMB3 -277993.77 79.595 752435.24 250207.66 COMB3 -204935.02 79.525 919409.19 171731.74 COMB3 -235814.98 66.574 755984.04 102132.94 COMB3 -332881.65 61.297 751200.03 134483.98 COMB3 -135224.18 67.600 596328.01 40499.60 COMB3 -64176.23 74.627 658915.85 15780.13 COMB3 -774383.47 11.459 1565843.03 -956640.01 COMB3 -1010070.32 -4.276 1390839.52 -567466.57 COMB3 -423624.06 8.094 1025100.73 -722218.72 COMB3 -379833.16 22.790 1613139.19 -1123883.16 COMB3 -284256.01 -3.312 883724.95 -703310.98 COMB3 -490453.75 -6.422 851533.97 -480511.86 COMB3 -400051.51 3.079 812214.48 -531893.66 COMB3 -223999.72 5.887 911268.54 -767834.46 COMB3 -267593.07 -7.657 712067.64 -525178.54

SAP2000 v12.0.0

S22Bot

S12Bot

Kgf/m2 -571498.12 -677726.68 -695778.59 -574696.86 -621158.44 -682960.46 -645513.34 -628891.46 -544054.78 -577803.76 -673035.13 -560338.32 -487524.36 -516476.31 -597779.09 -608401.88 -853649.80 -1019551.96 -784701.09 -853438.04 -619197.82 -745905.49 -994729.70 -645291.33 -505345.05 -617505.07 -766491.01 -549606.24 -431627.93 -501500.91 -627531.04 -1892790.24 -827473.75 -1111999.48 -2203493.27 -910671.76 -549321.82 -769701.22 -1142984.41 -640556.94 -431116.84 -546097.34 -766445.88 -476287.75 -328842.89 -422379.42 -576083.50 703255.12 1001252.02 400451.33 114388.42 280949.63 478153.57 397354.39 213452.97 253266.00

Kgf/m2 -616137.31 -608246.78 -589833.52 -593003.53 -529742.13 -568511.41 -631772.81 -588842.79 -513169.08 -433398.59 -509072.30 -508393.06 -520641.91 -450790.01 -438541.15 -722912.47 -474992.36 -693344.27 -941264.38 -688199.59 -513120.50 -304031.26 -479110.36 -471471.28 -470623.76 -345884.34 -346731.85 -462786.59 -426429.04 -317469.75 -353827.30 -967745.51 -669715.30 264143.16 -33887.05 -358224.17 -424170.44 -116018.17 -50071.91 -360626.51 -332357.03 -151321.81 -179591.29 -308537.43 -362332.17 -229823.34 -176028.61 -350891.49 117945.77 -162948.77 -631786.03 57142.51 109284.28 -50135.45 -102277.21 106574.37

Page 24 of 53


Area

AreaEle m

Joint

35 35 35 36 36 36 36 37 37 37 37 38 38 38 38 39 39 39 39 40 40 40 40 41 41 41 41 42 42 42 42 43 43 43 43 44 44 44 44 45 45 45 45 46 46 46 46 47 47 47 47 48 48 48 48 49

35 35 35 36 36 36 36 37 37 37 37 38 38 38 38 39 39 39 39 40 40 40 40 41 41 41 41 42 42 42 42 43 43 43 43 44 44 44 44 45 45 45 45 46 46 46 46 47 47 47 47 48 48 48 48 49

44 49 48 44 45 50 49 47 46 51 52 46 48 53 51 48 49 54 53 49 50 55 54 52 51 56 57 51 53 58 56 53 54 59 58 54 55 60 59 61 62 63 64 62 42 47 63 64 63 65 66 63 47 52 65 66


Table: Element Stresses - Area Shells, Part 2 of 4 OutputC SMinTop SAngleTop SVMTop S11Bot ase Kgf/m2 Degrees Kgf/m2 Kgf/m2 COMB3 -433967.24 -16.443 712524.21 -322478.46 COMB3 -220966.83 -6.675 536662.39 -382635.60 COMB3 -106486.64 3.776 653804.21 -590985.75 COMB3 -145326.81 -21.105 546258.58 -380555.82 COMB3 -197674.33 -24.745 466242.01 -241538.40 COMB3 -117552.32 -13.118 365420.05 -271071.07 COMB3 -80294.99 -10.431 476633.51 -414613.66 COMB3 -602778.06 32.899 935656.48 -157104.89 COMB3 -600095.15 18.010 895473.49 -330798.70 COMB3 -275519.79 10.699 617764.14 -407675.03 COMB3 -250774.80 32.492 616033.89 -248556.21 COMB3 -327273.96 13.109 646486.41 -379101.43 COMB3 -460703.42 -0.905 607180.55 -227169.11 COMB3 -251209.27 9.658 473644.96 -279743.00 COMB3 -183975.48 23.132 662986.32 -438053.84 COMB3 -161316.59 1.846 392121.06 -285267.94 COMB3 -254247.80 -4.807 405418.43 -210008.87 COMB3 -180013.43 1.616 355112.24 -228730.85 COMB3 -105429.80 8.894 383598.04 -309693.28 COMB3 -104132.88 -9.355 317496.29 -242934.05 COMB3 -176436.57 -21.757 312070.22 -134378.44 COMB3 -49552.49 -10.757 186779.52 -149811.48 COMB3 -15218.57 6.002 271537.93 -260559.62 COMB3 -265523.67 35.772 471179.99 -92595.10 COMB3 -410146.03 23.553 474328.07 -26344.34 COMB3 -348175.12 27.884 445598.06 -44153.89 COMB3 -221458.21 39.131 490738.92 -116971.13 COMB3 -279310.10 32.699 422010.81 -64470.29 COMB3 -325060.33 18.013 410087.78 -91615.69 COMB3 -200060.67 16.650 291133.54 -106518.21 COMB3 -161514.17 35.693 324277.54 -84722.73 COMB3 -159503.22 16.993 266714.52 -122104.78 COMB3 -217039.66 -1.993 240647.30 -41438.38 COMB3 -111332.89 15.413 155367.19 -53625.85 COMB3 -100824.40 30.623 283950.25 -136590.95 COMB3 -46630.58 4.092 105086.12 -73088.96 COMB3 -69201.81 -8.455 103002.35 -46612.63 COMB3 -35476.34 1.306 70260.37 -45406.74 COMB3 -23577.28 16.002 94683.35 -72744.86 COMB3 -881931.42 70.609 2275455.49 597046.55 COMB3 -1242480.41 49.528 3156995.18 -269628.27 COMB3 -1212910.81 40.918 1710124.41 96064.00 COMB3 -933897.06 89.730 1032324.87 933872.44 COMB3 -2380899.28 39.034 3264830.32 135296.81 COMB3 -1738202.03 19.913 2565773.05 -866845.66 COMB3 -289779.96 1.846 1212773.97 -1040253.37 COMB3 -802551.59 46.534 1599988.14 -69346.56 COMB3 -404547.25 53.142 883089.62 40107.50 COMB3 -594249.78 36.514 890534.22 -67144.01 COMB3 -495449.85 36.745 613002.02 55284.68 COMB3 -340864.12 59.350 642670.58 148215.42 COMB3 -416345.47 45.456 842711.21 -60857.78 COMB3 -656506.84 30.432 959011.00 -161685.07 COMB3 -517478.27 25.778 734347.63 -164046.28 COMB3 -257291.09 44.873 582381.46 -77546.34 COMB3 -228103.09 54.319 553121.96 13533.02

SAP2000 v12.0.0

S22Bot

S12Bot

Kgf/m2 368082.25 212700.99 103448.08 66983.69 104373.45 96446.71 63522.44 284775.35 501704.06 251130.92 48236.17 288967.20 460531.68 235831.36 70460.06 160852.81 250965.17 179688.19 95264.67 94714.00 126929.59 42357.37 12169.58 79622.20 327203.26 238333.97 -2551.51 137628.38 281005.21 172642.25 34434.93 133202.49 216726.57 98794.56 17635.81 46017.91 66642.95 35434.28 15655.27 -1417591.84 -834613.43 373798.21 -174565.51 904727.16 1396365.84 288398.40 -167969.78 -243905.78 231743.90 250090.42 -207781.94 -76302.77 374142.80 358517.50 -74586.85 -188022.02

Kgf/m2 223245.19 70634.82 -46036.00 202976.07 202432.54 90565.64 91109.18 -491573.84 -302641.14 -129082.74 -318015.43 -164496.05 10869.20 -90360.02 -265725.27 -14391.57 39038.23 -11530.03 -64959.83 57175.01 124046.41 37874.10 -28997.30 -258020.94 -190272.76 -207590.63 -275338.81 -220697.52 -135486.94 -91683.74 -176894.31 -86061.01 8995.90 -45478.66 -140535.57 -8564.39 17214.93 -1844.30 -27623.62 -809382.10 -1772227.88 -968070.36 -5224.58 -1820685.52 -943662.85 -42866.35 -919889.01 -486129.67 -489652.06 -328631.52 -325109.13 -484864.25 -480653.69 -329143.84 -333354.40 -298810.96

Page 25 of 53


Area

AreaEle m

Joint

49 49 49 50 50 50 50 51 51 51 51 52 52 52 52 53 53 53 53 54 54 54 54 55 55 55 55 56 56 56 56 57 57 57 57 58 58 58 58 59 59 59 59 60 60 60 60 61 61 61 61 62 62 62 62 63

49 49 49 50 50 50 50 51 51 51 51 52 52 52 52 53 53 53 53 54 54 54 54 55 55 55 55 56 56 56 56 57 57 57 57 58 58 58 58 59 59 59 59 60 60 60 60 61 61 61 61 62 62 62 62 63

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Table: Element Stresses - Area Shells, Part 2 of 4 OutputC SMinTop SAngleTop SVMTop S11Bot ase Kgf/m2 Degrees Kgf/m2 Kgf/m2 COMB3 -465065.02 37.448 645951.05 205.78 COMB3 -462460.02 34.614 552438.40 48115.35 COMB3 -215680.02 54.575 420273.26 52953.43 COMB3 -333175.63 44.874 622041.43 -27228.31 COMB3 -507285.56 28.651 643764.94 -50432.34 COMB3 -388821.39 27.439 497169.32 -52414.05 COMB3 -222494.47 47.406 496112.56 -37867.01 COMB3 12852.45 -27.161 269375.84 -220823.63 COMB3 -98203.74 -37.128 296369.71 -113476.09 COMB3 -196878.20 -71.548 231455.47 171336.67 COMB3 -64489.83 -80.551 123154.26 60662.20 COMB3 27619.64 -54.668 424970.52 -164905.06 COMB3 -100834.87 -64.431 285446.43 40820.40 COMB3 -355047.66 86.158 366354.58 353356.04 COMB3 -148920.29 -81.928 268207.66 142815.48 COMB3 -44623.68 -72.112 474646.16 -2115.66 COMB3 -313170.35 -72.818 451107.99 268050.37 COMB3 -569358.21 86.224 632426.45 566406.20 COMB3 -286999.56 85.821 547054.93 283649.87 COMB3 -183732.76 -77.811 1136461.74 129470.47 COMB3 -713602.75 81.072 1159394.87 681381.03 COMB3 -1334292.37 65.194 1479215.83 1054311.03 COMB3 -517741.07 80.255 779096.60 492070.92 COMB3 9283.60 -52.288 149873.23 -63543.29 COMB3 -30442.57 -72.411 89446.31 21247.28 COMB3 -194150.06 78.330 187899.08 186746.84 COMB3 -100806.73 -87.415 110494.31 100566.35 COMB3 642.86 -83.398 186798.70 -3107.66 COMB3 -75911.02 88.734 130407.41 75837.48 COMB3 -253006.52 78.735 266710.41 242376.49 COMB3 -161253.25 84.159 246653.99 158312.70 COMB3 -22892.51 -84.872 403787.71 19579.35 COMB3 -251912.93 73.530 410470.22 213839.63 COMB3 -544947.28 62.311 592204.39 408871.47 COMB3 -232151.88 76.184 350904.98 209132.00 COMB3 -272512.20 68.758 709388.26 166807.88 COMB3 -418083.57 50.770 856449.87 24024.23 COMB3 -513715.85 50.504 606423.17 243101.85 COMB3 -398504.93 77.337 491977.58 372081.20 COMB3 -3799.87 78.936 42782.13 2159.09 COMB3 -26252.49 59.669 44188.21 13242.05 COMB3 -73825.89 65.481 73027.26 61391.56 COMB3 -52399.68 78.339 61544.54 49631.11 COMB3 11088.76 -89.288 145871.10 -11110.37 COMB3 -114277.90 63.052 181146.21 71383.69 COMB3 -239613.69 52.138 264587.29 132646.71 COMB3 -72810.00 64.398 114606.22 48142.02 COMB3 -106268.73 65.414 314234.03 45061.95 COMB3 -219539.60 47.786 381373.68 20732.88 COMB3 -262710.44 44.670 314324.27 86584.32 COMB3 -143062.38 67.249 216285.18 105850.69 COMB3 -106189.57 57.941 380794.91 -12881.08 COMB3 -320090.31 43.904 449769.08 53143.52 COMB3 -411754.24 42.720 490130.92 119138.18 COMB3 -189161.44 55.001 375902.16 46745.35 COMB3 -1755602.03 5.805 1968341.56 -350534.63

SAP2000 v12.0.0

S22Bot

S12Bot

Kgf/m2 192378.24 265066.81 -105918.74 -24080.87 340797.91 269871.93 -85556.29 -67600.83 -23123.25 -32546.89 -73689.77 -300821.24 -161328.84 -19961.71 -154599.68 -404019.13 -158769.06 -108394.93 -340482.59 -979138.85 -591932.98 23641.00 -352601.10 -100039.54 -61056.10 20601.08 -17087.31 -184654.50 -74595.24 -14936.51 -119745.95 -388541.29 -183663.65 50805.98 -148503.61 -427019.80 -173050.27 115378.40 -124947.97 -39114.66 -11753.98 14058.68 -12606.07 -151077.42 -51688.20 62623.31 -34627.66 -186113.92 -22025.44 90600.79 -68539.79 -197358.03 72804.33 162231.15 -101331.29 1733831.83

Kgf/m2 -356035.07 -285987.45 -228763.34 -358826.77 -304718.13 -229095.44 -283204.08 106705.60 160257.54 76549.77 22997.84 193666.20 125433.72 -25186.78 43045.70 144807.70 145924.29 -44729.57 -45846.16 251197.29 -205101.44 -605770.53 -149471.80 70173.99 29006.16 -35844.41 5323.42 21296.75 -3326.82 -53368.92 -28745.34 36920.82 -128778.25 -259308.07 -93609.00 -271925.64 -482640.45 -328322.55 -117607.73 -8391.26 -22236.93 -27261.05 -13415.38 1739.22 -84374.08 -137594.07 -51480.78 -133775.19 -219145.51 -174106.30 -88735.98 -190114.73 -256928.39 -270211.88 -203398.22 -214128.52

Page 26 of 53


Area

AreaEle m

Joint

63 63 63 64 64 64 64 65 65 65 65 66 66 66 66 67 67 67 67 68 68 68 68 69 69 69 69 70 70 70 70 71 71 71 71 72 72 72 72 73 73 73 73 74 74 74 74 75 75 75 75 76 76 76 76 77

63 63 63 64 64 64 64 65 65 65 65 66 66 66 66 67 67 67 67 68 68 68 68 69 69 69 69 70 70 70 70 71 71 71 71 72 72 72 72 73 73 73 73 74 74 74 74 75 75 75 75 76 76 76 76 77

75 85 86 75 73 87 85 73 70 88 87 70 69 89 88 86 85 90 91 85 87 92 90 87 88 93 92 88 89 94 93 91 90 95 96 90 92 97 95 92 93 98 97 93 94 99 98 96 95 100 101 95 97 102 100 97


Table: Element Stresses - Area Shells, Part 2 of 4 OutputC SMinTop SAngleTop SVMTop ase Kgf/m2 Degrees Kgf/m2 COMB3 -644605.25 -7.113 1163461.20 COMB3 -513581.24 41.689 1376597.61 COMB3 -1692542.49 34.307 2193487.11 COMB3 -682805.04 10.932 745794.25 COMB3 -301144.43 14.107 521004.32 COMB3 -38600.11 45.959 897749.15 COMB3 -335165.38 40.335 825451.00 COMB3 -354473.18 24.538 491764.89 COMB3 -79627.57 20.523 297368.72 COMB3 35058.19 60.659 682881.71 COMB3 -199489.37 53.879 735586.67 COMB3 -181991.44 39.433 257764.68 COMB3 -81076.59 48.869 218367.15 COMB3 24200.65 69.054 688983.58 COMB3 -41112.69 65.238 632654.48 COMB3 -921708.79 43.700 1969828.95 COMB3 -698859.76 39.605 1408222.98 COMB3 -347478.50 60.938 1291547.18 COMB3 -598190.42 58.818 1896515.16 COMB3 -493536.42 38.757 1058061.25 COMB3 -52078.89 41.805 639285.05 COMB3 -141140.14 63.885 1316720.29 COMB3 -497890.34 56.569 1571402.14 COMB3 -232339.67 50.061 691121.42 COMB3 -63688.50 55.765 591857.88 COMB3 5426.04 69.348 1216131.66 COMB3 -127244.02 65.158 1237558.30 COMB3 -131192.73 58.311 619216.65 COMB3 4200.70 69.164 522207.06 COMB3 -21037.56 77.225 1192680.60 COMB3 -116486.96 71.272 1221773.91 COMB3 -513349.71 59.066 1665478.12 COMB3 -407521.27 61.045 1553260.05 COMB3 -242731.89 69.037 2169038.64 COMB3 -341931.86 67.364 2257103.78 COMB3 -355265.08 59.441 1591977.22 COMB3 -217227.27 62.140 1339433.84 COMB3 -132669.22 72.972 1932438.53 COMB3 -244200.77 69.793 2132781.54 COMB3 -156811.97 63.345 1270883.92 COMB3 479.31 70.454 1132372.01 COMB3 -56117.69 76.635 1892843.53 COMB3 -181495.04 71.778 1979315.69 COMB3 -112177.56 71.306 1178494.51 COMB3 -53336.37 75.961 1137822.00 COMB3 -16913.81 80.107 1856666.23 COMB3 -65585.28 77.108 1878214.03 COMB3 -350100.45 66.802 2287499.97 COMB3 -250711.14 69.351 2106832.52 COMB3 -170434.83 75.545 2848723.32 COMB3 -259129.56 73.319 3005279.59 COMB3 -230995.41 69.845 2089127.49 COMB3 -141841.15 72.924 1986382.36 COMB3 -94718.50 77.454 2771069.56 COMB3 -176427.44 75.095 2856649.69 COMB3 -143644.53 72.664 2001365.36

SAP2000 v12.0.0

S11Bot

S22Bot

S12Bot

Kgf/m2 -677890.02 -356128.87 1673.55 -84443.85 -264719.77 -404278.24 -211221.14 -110112.54 -209002.35 -194650.01 -83640.30 6030.52 -25930.13 -110665.12 -73304.90 -260445.62 -263363.31 10109.50 28942.86 -245104.33 -316719.46 -126559.87 -36326.85 -88027.28 -132905.04 -156366.26 -101544.82 -54877.34 -70003.00 -37790.18 -15040.10 21394.06 5243.88 -49121.29 -14850.63 -94420.96 -96100.19 -38432.73 -23583.99 -113287.51 -127197.27 -46487.88 -20311.75 -14234.07 -15136.20 -38137.90 -29501.38 -28875.01 -25478.18 -12131.77 1537.91 -29608.40 -35219.64 -38218.25 -18135.86 -40090.42

Kgf/m2 624011.42 -176264.30 905312.80 654182.45 265404.78 -434948.15 -58764.55 257642.31 39181.28 -540143.71 -332136.65 62991.04 -59225.77 -614300.58 -496677.87 -157842.61 40123.07 -744892.60 -956046.42 17519.53 -242854.30 -972764.59 -727924.53 -224645.90 -360844.46 -1067895.38 -940231.55 -357037.61 -458492.45 -1123194.91 -1027831.45 -856415.11 -906595.96 -1745609.16 -1709846.14 -934645.40 -904215.85 -1691583.36 -1732385.23 -915101.84 -1005893.62 -1761555.11 -1680510.63 -991983.08 -1041743.29 -1793099.84 -1749475.72 -1713291.75 -1694069.87 -2577112.91 -2609732.69 -1703425.96 -1734599.20 -2589559.19 -2569783.67 -1741938.21

Kgf/m2 165031.03 -774574.49 -1153734.04 -148191.24 -142210.36 -457956.63 -463937.51 -212099.60 -108046.32 -283914.63 -387967.91 -144704.59 -122528.75 -225882.01 -248057.86 -1129688.65 -796148.00 -607068.49 -940609.13 -592963.30 -329804.30 -546069.88 -809228.87 -382626.54 -288895.20 -400461.43 -494192.77 -301405.13 -172897.20 -259446.74 -387954.67 -820891.91 -727076.10 -761776.64 -855592.46 -761613.25 -592772.24 -558688.79 -727529.81 -538073.76 -356937.05 -431860.34 -612997.05 -373602.39 -273830.09 -315664.92 -415437.22 -884293.51 -732889.99 -708244.63 -859648.15 -710012.37 -576406.12 -597360.16 -730966.41 -588597.87

Page 27 of 53


Area

AreaEle m

Joint

77 77 77 78 78 78 78 79 79 79 79 80 80 80 80 81 81 81 81 82 82 82 82 83 83 83 83 84 84 84 84 85 85 85 85 86 86 86 86 87 87 87 87 88 88 88 88 89 89 89 89 90 90 90 90 91

77 77 77 78 78 78 78 79 79 79 79 80 80 80 80 81 81 81 81 82 82 82 82 83 83 83 83 84 84 84 84 85 85 85 85 86 86 86 86 87 87 87 87 88 88 88 88 89 89 89 89 90 90 90 90 91

98 103 102 98 99 104 103 101 100 105 106 100 102 107 105 102 103 108 107 103 104 109 108 106 105 110 111 105 107 112 110 107 108 113 112 108 109 114 113 111 110 115 116 110 112 117 115 112 113 118 117 113 114 119 118 116


Table: Element Stresses - Area Shells, Part 2 of 4 OutputC SMinTop SAngleTop SVMTop ase Kgf/m2 Degrees Kgf/m2 COMB3 -78968.10 75.945 1897378.54 COMB3 -45828.42 80.194 2674601.30 COMB3 -101004.06 77.690 2760496.25 COMB3 -71497.19 76.435 1888485.10 COMB3 -16831.11 80.765 1839851.55 COMB3 -34480.23 82.970 2651740.00 COMB3 -83010.08 79.930 2689096.31 COMB3 -254336.61 73.267 2956390.46 COMB3 -188873.60 75.358 2854113.37 COMB3 -112040.93 78.854 3705709.05 COMB3 -178736.31 77.189 3804325.53 COMB3 -164034.21 75.167 2855947.55 COMB3 -111102.22 77.313 2755799.38 COMB3 -44700.07 80.610 3598320.44 COMB3 -97005.23 78.896 3693369.08 COMB3 -94699.97 77.681 2745389.36 COMB3 -49240.72 80.222 2700996.75 COMB3 -16411.99 82.256 3564039.79 COMB3 -62492.88 80.322 3606441.94 COMB3 -67277.64 80.185 2712880.29 COMB3 -37557.67 82.841 2673613.16 COMB3 -19122.77 84.406 3529888.27 COMB3 -48805.96 82.385 3567065.05 COMB3 -174268.11 77.165 3791420.34 COMB3 -128157.44 78.756 3675920.85 COMB3 -40554.52 81.548 4585109.52 COMB3 -91823.98 80.233 4703627.46 COMB3 -91748.84 78.981 3660071.84 COMB3 -55840.61 80.449 3606766.80 COMB3 37279.35 82.415 4519343.65 COMB3 -4882.09 81.243 4578265.44 COMB3 -48792.34 80.505 3607675.35 COMB3 -27091.35 82.086 3571104.37 COMB3 49711.06 83.640 4478594.80 COMB3 22948.91 82.382 4519975.19 COMB3 -38095.94 82.417 3573132.88 COMB3 -16742.43 84.451 3579018.49 COMB3 10809.04 85.072 4497589.78 COMB3 -15490.96 83.469 4497192.02 COMB3 -88053.89 80.167 4712619.72 COMB3 -44260.35 81.622 4577497.24 COMB3 27666.77 83.856 5556611.29 COMB3 -21769.90 82.618 5695934.84 COMB3 9414.01 81.581 4566378.61 COMB3 12444.10 81.994 4483974.99 COMB3 203027.32 84.035 5412014.17 COMB3 188374.20 83.684 5508196.45 COMB3 29758.25 82.688 4465762.76 COMB3 36799.97 83.284 4502599.78 COMB3 196136.63 83.927 5453004.88 COMB3 179098.86 83.457 5428281.22 COMB3 -2026.07 83.457 4514503.13 COMB3 13384.14 85.153 4550310.29 COMB3 43121.81 85.361 5525974.92 COMB3 19574.99 83.983 5500228.88 COMB3 16833.64 83.400 5774644.77

SAP2000 v12.0.0

S11Bot

S22Bot

S12Bot

Kgf/m2 -35185.34 -32402.78 -26711.06 -34300.41 -30764.92 -5497.01 -443.04 -583.17 765.72 -28487.07 -12538.50 -28285.02 -24424.07 -51679.80 -41750.92 -32377.70 -29360.31 -48450.84 -40295.10 -12511.88 -4252.37 -14506.80 -14258.67 -16970.69 -13983.91 -58926.71 -44845.12 -43594.82 -44219.22 -115692.77 -101294.44 -50044.60 -40857.95 -104353.10 -102171.72 -24453.09 -16802.58 -43955.28 -42780.87 -50647.00 -53375.77 -91165.74 -72434.94 -107197.97 -99294.71 -260344.71 -253866.66 -101845.63 -98129.76 -256050.39 -248387.51 -56599.29 -45821.23 -79121.77 -79896.12 -93016.18

Kgf/m2 -1742508.17 -2573161.40 -2580892.89 -1745923.56 -1783782.22 -2594354.51 -2563177.07 -2566085.79 -2566877.77 -3507890.04 -3520532.21 -2578075.97 -2563041.78 -3479382.30 -3505154.76 -2569736.45 -2597438.71 -3490942.62 -3472001.42 -2598826.21 -2612826.42 -3486658.46 -3479347.00 -3510042.53 -3468024.86 -4465216.51 -4520374.11 -3477991.19 -3478462.46 -4459454.58 -4469645.91 -3484194.77 -3489532.31 -4448601.37 -4452183.14 -3491383.56 -3537072.90 -4469838.33 -4431154.70 -4529274.88 -4457570.45 -5506894.04 -5590813.85 -4473294.38 -4403333.49 -5453353.54 -5534474.74 -4408480.15 -4459557.19 -5488513.27 -5446325.62 -4454864.39 -4524550.52 -5511409.68 -5449669.12 -5706860.65

Kgf/m2 -455990.99 -452644.15 -585251.03 -438496.02 -292749.13 -324181.36 -469928.25 -847927.75 -719985.09 -713233.24 -841175.90 -726195.94 -602010.64 -582795.51 -706980.80 -581885.20 -456104.96 -476966.42 -602746.66 -461223.55 -332885.39 -343362.69 -471700.84 -839394.52 -714958.90 -669507.03 -793942.66 -695083.95 -594677.85 -588861.52 -689267.62 -590922.70 -488827.31 -490269.68 -592365.07 -469856.93 -345272.02 -384447.68 -509032.59 -800267.19 -662979.13 -589851.93 -727139.99 -660678.37 -617536.55 -548575.42 -591717.24 -561827.89 -520813.55 -563104.06 -604118.41 -511162.21 -382529.85 -443686.98 -572319.34 -658392.54

Page 28 of 53


Area

AreaEle m

Joint

91 91 91 92 92 92 92 93 93 93 93 94 94 94 94 95 95 95 95 96 96 96 96 97 97 97 97 98 98 98 98 99 99 99 99 100 100 100 100 101 101 101 101 102 102 102 102 103 103 103 103 104 104 104 104 105

91 91 91 92 92 92 92 93 93 93 93 94 94 94 94 95 95 95 95 96 96 96 96 97 97 97 97 98 98 98 98 99 99 99 99 100 100 100 100 101 101 101 101 102 102 102 102 103 103 103 103 104 104 104 104 105

115 120 121 115 117 122 120 117 118 123 122 118 119 124 123 123 124 125 126 122 123 126 127 120 122 127 128 121 120 128 129 126 125 130 131 127 126 131 132 128 127 132 133 129 128 133 134 131 130 135 136 132 131 136 137 133


Table: Element Stresses - Area Shells, Part 2 of 4 OutputC SMinTop SAngleTop SVMTop S11Bot ase Kgf/m2 Degrees Kgf/m2 Kgf/m2 COMB3 5085.38 83.119 5537481.54 -84530.52 COMB3 286484.05 86.105 6466896.00 -315637.37 COMB3 281361.38 86.260 6725326.86 -309353.54 COMB3 191345.54 83.947 5459468.45 -250968.02 COMB3 192529.24 83.739 5427849.16 -255912.21 COMB3 457173.25 84.954 6398495.87 -504810.66 COMB3 442963.98 85.144 6445912.78 -487479.67 COMB3 196606.34 83.757 5431019.49 -259644.69 COMB3 169273.74 83.580 5410376.62 -235840.45 COMB3 430321.14 84.782 6357190.08 -481025.33 COMB3 442430.47 84.956 6397459.32 -490081.52 COMB3 36221.06 84.640 5434232.00 -83479.02 COMB3 29191.03 84.706 5594862.89 -76700.32 COMB3 238673.75 84.161 6563246.28 -305341.16 COMB3 233616.11 84.110 6418191.45 -299936.01 COMB3 89688.05 -6.253 6560685.87 -6527778.61 COMB3 91326.24 -5.144 6652025.99 -6644109.60 COMB3 118407.62 -5.302 7489773.22 -7484827.01 COMB3 103012.17 -6.265 7419206.98 -7382446.05 COMB3 302291.28 -4.049 6240698.81 -6356019.19 COMB3 284720.58 -6.041 6507784.10 -6575027.23 COMB3 724873.55 -7.072 7269526.73 -7500518.49 COMB3 743232.28 -5.267 7002708.27 -7289048.97 COMB3 352966.61 -3.624 6560331.02 -6704215.42 COMB3 262203.81 -6.198 6298002.54 -6353168.25 COMB3 820483.98 -3.269 6948060.53 -7300735.84 COMB3 872213.37 -0.935 7269536.02 -7664483.95 COMB3 130000.50 -4.043 6893452.52 -6923601.05 COMB3 151691.21 -3.304 6593995.49 -6646891.01 COMB3 228401.35 -1.095 7443302.66 -7552198.05 COMB3 208280.06 -1.842 7740359.37 -7834512.58 COMB3 97646.50 -4.264 7043900.65 -7053555.10 COMB3 103777.63 -7.183 7829218.29 -7759018.11 COMB3 661844.21 -10.805 8657522.32 -8677495.66 COMB3 687711.83 -8.443 7827504.78 -7987813.02 COMB3 776171.46 -4.595 7130776.75 -7444044.07 COMB3 649532.65 -7.938 7009408.74 -7184512.95 COMB3 1353707.34 -5.839 7584906.19 -8100050.96 COMB3 1428611.28 -2.590 7782747.94 -8383854.19 COMB3 858964.17 -0.289 7098525.11 -7488753.46 COMB3 820277.98 -3.846 7100466.72 -7445034.27 COMB3 1513097.15 -3.401 7786837.90 -8407983.33 COMB3 1545479.05 0.018 7796156.32 -8453147.31 COMB3 302275.58 0.115 8138949.31 -8285843.75 COMB3 170699.52 -3.201 7280380.70 -7341806.18 COMB3 876597.11 2.838 7953139.86 -8336783.94 COMB3 925780.84 5.378 8933155.13 -9285914.99 COMB3 730342.28 -7.525 8025062.40 -8234330.12 COMB3 173942.92 -14.130 6970766.75 -6645969.68 COMB3 1549295.19 -3.082 6942391.84 -7568698.78 COMB3 1776343.46 2.417 8478797.28 -9212995.62 COMB3 1535254.81 -3.195 8287704.10 -8924959.18 COMB3 1410317.28 -4.896 7762089.22 -8319860.52 COMB3 1877749.97 -0.712 8484830.00 -9265270.83 COMB3 1952116.23 0.631 9078292.74 -9894586.20 COMB3 1689307.81 -1.107 8461111.24 -9175531.07

SAP2000 v12.0.0

S22Bot

S12Bot

Kgf/m2 -5460577.34 -6576223.72 -6833599.79 -5493003.28 -5458169.29 -6567183.94 -6611453.74 -5463614.67 -5426460.40 -6510713.82 -6559539.23 -5404994.04 -5561891.99 -6612660.15 -6465490.03 -166979.53 -144435.55 -181855.62 -190742.80 -332623.14 -355164.77 -829162.84 -798863.88 -378440.13 -334045.07 -841621.61 -874021.91 -163932.81 -173332.56 -231077.95 -216164.93 -136307.68 -225350.76 -953798.57 -848568.65 -819237.38 -776587.25 -1424268.06 -1442842.26 -859132.87 -850224.23 -1537452.08 -1545479.74 -302307.96 -193122.77 -894936.64 -999860.18 -861281.84 -584083.60 -1566746.61 -1789592.27 -1558282.67 -1461010.56 -1878891.65 -1953079.76 -1692102.28

Kgf/m2 -658340.59 -428213.52 -428265.47 -562225.92 -577712.63 -539504.48 -524017.77 -576214.84 -591568.77 -555248.95 -539895.02 -503703.52 -512693.59 -651872.08 -642882.01 705414.48 589926.92 683655.32 799142.87 428510.03 665669.29 840611.19 603451.94 402229.57 661500.22 370104.25 110833.59 480127.62 374919.89 140010.12 245217.85 518578.46 964713.21 1529772.64 1083637.89 535871.30 911207.61 689947.01 314610.70 33443.03 445406.08 409785.90 -2177.15 -16079.54 400998.16 -369886.86 -786964.56 991246.12 1629245.67 324109.75 -313889.80 412515.57 591833.92 91837.89 -87480.46 144637.33

Page 29 of 53


Area

AreaEle m

Joint

105 105 105 106 106 106 106 107 107 107 107 109 109 109 109 110 110 110 110 111 111 111 111 112 112 112 112 113 113 113 113 114 114 114 114 115 115 115 115 116 116 116 116 117 117 117 117 118 118 118 118 119 119 119 119

105 105 105 106 106 106 106 107 107 107 107 108 108 108 108 109 109 109 109 110 110 110 110 111 111 111 111 112 112 112 112 113 113 113 113 114 114 114 114 115 115 115 115 116 116 116 116 117 117 117 117 118 118 118 118

132 137 138 134 133 138 139 155 1 2 156 156 2 5 157 157 5 7 158 158 7 9 159 160 155 156 161 161 156 157 162 162 157 158 163 163 158 159 164 168 163 164 169 167 162 163 168 166 161 162 167 165 160 161 166


Table: Element Stresses - Area Shells, Part 2 of 4 OutputC SMinTop SAngleTop SVMTop S11Bot ase Kgf/m2 Degrees Kgf/m2 Kgf/m2 COMB3 1629958.35 -2.083 8245919.39 -8929522.62 COMB3 1989503.83 -0.447 9084288.39 -9913670.26 COMB3 2027239.01 0.415 9328106.10 -10174593.7 COMB3 742650.34 6.909 8112049.32 -8346182.71 COMB3 987956.31 1.720 8606118.37 -9050191.11 COMB3 1998906.71 -2.364 9333964.33 -10157586.1 COMB3 1887563.79 2.603 8649797.63 -9422135.92 COMB3 -4790515.73 86.916 4992115.54 4775544.60 COMB3 -1036569.43 88.019 1107878.70 1035174.93 COMB3 -1683482.43 -65.762 1918974.70 1331343.91 COMB3 -5133148.52 -84.272 5317629.50 5078520.64 COMB3 -5388794.31 -79.552 5177435.29 5226450.01 COMB3 -1415113.26 -75.865 1712082.40 1301619.65 COMB3 -830599.74 -77.800 1178442.15 770364.98 COMB3 -4810442.72 -80.599 4616926.33 4693181.75 COMB3 -4715264.10 -86.918 4456027.65 4703290.14 COMB3 -1141429.82 -64.286 1698001.67 774084.16 COMB3 -1591103.72 -73.764 1912500.51 1425231.27 COMB3 -5376517.60 -89.647 5085579.66 5376338.10 COMB3 -5251059.55 -86.330 5395108.57 5228411.72 COMB3 -1499291.80 -80.771 1540788.24 1458676.01 COMB3 -1878848.52 -61.943 2296540.12 1312496.15 COMB3 -5333756.86 -78.395 5647389.81 5094350.62 COMB3 -17003307.0 -84.616 16123272.65 16870658.48 COMB3 -5794191.49 -88.500 5900033.62 5790081.96 COMB3 -4249944.47 -88.692 4478633.06 4247507.27 COMB3 -15458811.0 -84.305 14677127.87 15323441.73 COMB3 -15574801.0 -87.688 14277756.96 15554500.40 COMB3 -4676485.35 -77.053 4545955.31 4455456.50 COMB3 -5086452.17 -82.044 4868069.68 4998037.20 COMB3 -16134273.2 -89.232 14811654.51 16131941.90 COMB3 -16167095.5 -87.704 14816422.56 16146335.59 COMB3 -5033820.19 -86.070 4769101.13 5012915.94 COMB3 -4754944.06 89.184 4500342.48 4754094.58 COMB3 -15880396.7 -89.304 14538949.33 15878529.50 COMB3 -15664470.5 87.190 14822018.64 15631303.33 COMB3 -4668667.69 -81.283 4924741.94 4550459.61 COMB3 -6403598.06 -83.461 6513795.53 6317771.17 COMB3 -17455447.4 87.398 16518928.82 17423724.07 COMB3 -35217522. -88.900 32288235.74 35207125.93 COMB3 -16721849.2 89.427 15797654.05 16720380.19 COMB3 -15999807.9 84.976 15202437.56 15890487.92 COMB3 -34330061. 88.841 31461689.56 34318826.59 COMB3 -34825156. 89.975 31914658.50 34825150.84 COMB3 -16548935.0 -88.589 15160400.87 16540916.27 COMB3 -16956946.5 -88.509 15529447.47 16947784.52 COMB3 -35261560. -89.971 32320885.09 35261552.39 COMB3 -34401371. -89.971 31520574.07 34401363.93 COMB3 -16130002.6 -88.447 14789225.81 16120510.48 COMB3 -16533149.9 -88.618 15172435.25 16525416.19 COMB3 -34816176. 89.968 31918382.85 34816167.77 COMB3 -32598541. -88.823 29863191.54 32587564.29 COMB3 -14505582.7 -81.553 13899179.84 14220708.34 COMB3 -15948988.7 -86.489 15105723.31 15896147.02 COMB3 -34355634. 88.913 31509618.88 34345724.21

SAP2000 v12.0.0

S22Bot

S12Bot

Kgf/m2 -1639614.15 -1989985.78 -2027667.01 -854306.08 -995225.72 -2012805.85 -1903138.55 -366358.28 -129580.41 -53869.88 -296891.98 614753.92 -374490.22 -457902.02 532321.70 586099.43 -442541.89 -364829.78 643220.86 -254747.93 -39269.20 -114884.55 -342759.80 2067294.61 -202164.74 -424380.72 1849215.46 3125444.93 494429.33 559418.68 3155301.58 3257128.51 603953.90 562842.85 3226050.41 1893760.39 -359172.80 -129241.24 2099452.59 7020820.17 2049653.00 1854728.12 6884370.33 6974584.99 3339074.58 3436871.48 7042755.66 6907207.76 3217698.09 3254945.29 6936298.58 6573125.17 1589703.67 1911357.44 6813532.53

Kgf/m2 265486.61 61798.04 -59051.24 -921400.04 -242090.25 336747.16 -342562.63 -277856.47 -40326.20 782169.21 544638.94 880362.56 450675.67 278590.37 708277.25 222356.66 762800.85 569592.39 29148.20 353121.24 249979.73 1062617.27 1165758.78 1407565.01 156978.31 106734.65 1357321.35 502722.42 961433.84 632659.11 173947.69 517696.28 304307.49 -59674.89 153713.91 -675822.30 770928.90 748794.53 -697956.67 541428.78 -146810.28 -1243519.20 -555280.14 -12040.61 325462.56 351951.88 14448.72 14121.09 350093.62 320451.75 -15520.77 534486.39 1918176.99 861262.25 -522428.36

Page 30 of 53


SAP2000 v12.0.0


AreaEle m

Joint

1 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 11 11 11 12 12 12 12 13 13 13 13 14 14

1 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 11 11 11 12 12 12 12 13 13 13 13 14 14

1 2 3 4 2 5 6 3 5 7 8 6 7 9 10 8 4 3 11 12 3 6 13 11 6 8 14 13 8 10 15 14 12 11 16 17 11 13 18 16 13 14 19 18 14 15 20 19 17 16 21 22 16 18


Table: Element Stresses - Area Shells, Part 3 of 4 OutputC SMaxBot SMinBot SAngleBot SVMBot ase Kgf/m2 Kgf/m2 Degrees Kgf/m2 COMB3 184062.30 -1180869.82 -16.829 1282842.96 COMB3 169920.58 -1204165.30 -16.004 1297497.41 COMB3 260293.72 -1007039.82 -19.028 1159313.65 COMB3 281742.60 -990119.96 -19.762 1157011.41 COMB3 379101.35 -1124450.29 -11.261 1354395.41 COMB3 406254.35 -1393102.88 -14.809 1634543.46 COMB3 390685.04 -1311625.75 -23.487 1544483.56 COMB3 349862.80 -1026493.19 -21.287 1239041.58 COMB3 465936.32 -1479355.40 -18.572 1759225.53 COMB3 631298.66 -1468549.28 -22.552 1866083.65 COMB3 456956.27 -1206081.08 -25.001 1488142.10 COMB3 290928.61 -1212961.64 -19.861 1381593.51 COMB3 332823.96 -1484478.98 -23.280 1675863.90 COMB3 336076.19 -1537638.49 -22.150 1730330.32 COMB3 472306.38 -1336682.92 -26.086 1625151.81 COMB3 486759.81 -1296168.80 -26.926 1596217.89 COMB3 238994.32 -938429.46 -17.944 1077983.04 COMB3 287260.50 -1114013.23 -20.032 1282012.51 COMB3 292802.62 -1081945.23 -27.104 1254246.89 COMB3 243443.88 -902779.63 -26.007 1045969.48 COMB3 345699.61 -1155246.54 -21.774 1361422.44 COMB3 398222.38 -1169028.36 -23.328 1410936.43 COMB3 378749.11 -1005714.22 -25.948 1239284.20 COMB3 329413.36 -992968.05 -24.032 1192306.87 COMB3 358118.03 -1149023.54 -22.435 1363814.39 COMB3 392839.65 -1239605.29 -22.970 1475774.50 COMB3 435793.06 -1118960.69 -27.519 1389109.03 COMB3 409078.51 -1032933.43 -26.925 1287185.91 COMB3 417942.97 -1308413.46 -24.918 1559956.51 COMB3 548693.56 -1313064.66 -28.112 1657007.40 COMB3 430464.69 -1100091.29 -31.225 1367132.46 COMB3 298548.85 -1091116.87 -27.157 1267051.35 COMB3 275713.92 -969251.58 -27.316 1132564.77 COMB3 272566.36 -987310.51 -26.391 1148121.12 COMB3 331683.92 -924891.66 -28.525 1127923.09 COMB3 342633.94 -912244.25 -29.093 1123456.02 COMB3 338918.30 -955459.10 -24.813 1162579.15 COMB3 371375.30 -1036720.07 -25.297 1264009.63 COMB3 387657.26 -994423.60 -29.042 1234767.98 COMB3 361611.51 -916848.44 -28.460 1141453.85 COMB3 391065.87 -1076513.49 -26.412 1316359.19 COMB3 450593.45 -1082523.19 -27.901 1364796.24 COMB3 413829.45 -960255.38 -30.046 1220953.39 COMB3 358469.09 -955740.57 -28.111 1176666.29 COMB3 355020.50 -1116292.49 -29.044 1329832.77 COMB3 357496.53 -1097903.96 -29.096 1313656.63 COMB3 405617.64 -950626.24 -31.001 1205739.07 COMB3 410494.09 -973229.56 -30.474 1230928.99 COMB3 333681.41 -874144.32 -29.262 1080350.53 COMB3 356722.10 -929738.07 -29.006 1150357.18 COMB3 363063.47 -947387.97 -31.125 1171887.81 COMB3 346955.43 -896003.13 -31.061 1110888.31 COMB3 375953.70 -940097.80 -29.112 1174120.23 COMB3 383543.68 -948917.54 -28.804 1188066.32

S13Avg

S23Avg

Kgf/m2 4222.19 4222.19 -3475.79 -3475.79 7027.36 7027.36 -2970.34 -2970.34 -5340.75 -5340.75 526.08 526.08 -2486.09 -2486.09 1380.61 1380.61 1926.05 1926.05 -925.97 -925.97 777.62 777.62 -1621.54 -1621.54 1472.89 1472.89 -1278.92 -1278.92 210.50 210.50 -1905.69 -1905.69 1330.28 1330.28 -1792.93 -1792.93 2161.09 2161.09 -1859.30 -1859.30 375.79 375.79 -1217.78 -1217.78 1488.77 1488.77 -1305.76 -1305.76 1410.29 1410.29 -1709.10 -1709.10 1129.96 1129.96

Kgf/m2 -6715.67 -13728.33 -13728.33 -6715.67 -5831.62 -14939.26 -14939.26 -5831.62 -13899.19 -8554.65 -8554.65 -13899.19 -14379.69 -10857.22 -10857.22 -14379.69 -5466.89 -8065.01 -8065.01 -5466.89 -7047.59 -9233.17 -9233.17 -7047.59 -7763.55 -10270.39 -10270.39 -7763.55 -8396.48 -10324.28 -10324.28 -8396.48 -2936.85 -5782.01 -5782.01 -2936.85 -2990.54 -6653.02 -6653.02 -2990.54 -5036.51 -6488.22 -6488.22 -5036.51 -5898.11 -8443.85 -8443.85 -5898.11 272.91 -2568.78 -2568.78 272.91 -1136.88 -3573.77

Page 31 of 53


Area

AreaEle m

Joint

14 14 15 15 15 15 16 16 16 16 17 17 17 17 18 18 18 18 19 19 19 19 20 20 20 20 21 21 21 21 22 22 22 22 23 23 23 23 24 24 24 24 25 25 25 25 26 26 26 26 27 27 27 27 28 28

14 14 15 15 15 15 16 16 16 16 17 17 17 17 18 18 18 18 19 19 19 19 20 20 20 20 21 21 21 21 22 22 22 22 23 23 23 23 24 24 24 24 25 25 25 25 26 26 26 26 27 27 27 27 28 28

23 21 18 19 24 23 19 20 25 24 22 21 26 27 21 23 28 26 23 24 29 28 24 25 30 29 27 26 31 32 26 28 33 31 28 29 34 33 29 30 35 34 32 31 36 37 31 33 38 36 33 34 39 38 34 35


Table: Element Stresses - Area Shells, Part 3 of 4 OutputC SMaxBot SMinBot SAngleBot SVMBot ase Kgf/m2 Kgf/m2 Degrees Kgf/m2 COMB3 403307.03 -912032.87 -29.986 1167171.70 COMB3 402237.69 -907223.56 -29.932 1161795.70 COMB3 380666.02 -962646.33 -29.046 1199183.60 COMB3 387997.72 -959074.86 -29.046 1201035.25 COMB3 404477.51 -890895.34 -30.201 1147886.62 COMB3 404211.59 -898740.65 -29.772 1155163.69 COMB3 375759.29 -987436.37 -29.693 1219534.35 COMB3 415641.27 -984774.75 -30.868 1245733.52 COMB3 387435.64 -889637.98 -32.484 1134125.02 COMB3 352573.00 -894574.23 -30.791 1113540.97 COMB3 383914.50 -899968.01 -32.428 1141421.72 COMB3 347842.35 -904458.68 -30.546 1119664.62 COMB3 399576.84 -955711.79 -30.292 1206203.54 COMB3 441354.44 -954313.72 -31.635 1235596.62 COMB3 402833.56 -912876.08 -30.233 1167627.82 COMB3 406855.55 -898890.31 -29.836 1157261.31 COMB3 401225.36 -898891.32 -29.486 1153102.51 COMB3 404325.74 -917258.42 -29.458 1172908.14 COMB3 401005.88 -908478.60 -29.922 1162086.20 COMB3 400828.44 -894207.07 -29.792 1148343.74 COMB3 399364.96 -872115.83 -29.681 1126219.73 COMB3 405928.10 -890250.11 -29.431 1148346.82 COMB3 363938.00 -939501.57 -31.151 1164918.19 COMB3 357173.08 -878440.68 -31.445 1101356.44 COMB3 350823.94 -797778.95 -30.377 1019513.93 COMB3 364698.72 -863160.61 -29.678 1092174.42 COMB3 408272.80 -940447.41 -31.210 1197951.21 COMB3 445563.73 -944754.86 -31.208 1229649.25 COMB3 371309.41 -1030397.24 -30.106 1257849.49 COMB3 341911.05 -1031046.07 -29.614 1237935.86 COMB3 430052.53 -924687.80 -30.549 1199023.37 COMB3 370895.74 -904032.83 -28.102 1135843.71 COMB3 440129.56 -970742.58 -26.849 1250323.03 COMB3 503370.10 -992926.20 -28.806 1318746.85 COMB3 410119.52 -962608.65 -29.542 1220490.90 COMB3 381605.95 -828546.17 -29.003 1071582.94 COMB3 378796.24 -774159.96 -24.373 1017869.89 COMB3 413453.07 -911560.13 -25.105 1174211.50 COMB3 343708.16 -846234.57 -29.351 1060710.13 COMB3 379344.82 -800222.06 -30.989 1042985.11 COMB3 290348.93 -768342.04 -29.193 947491.05 COMB3 263692.35 -821023.10 -26.979 979852.08 COMB3 482802.07 -1087324.67 -33.524 1392959.22 COMB3 214848.00 -1064803.94 -23.967 1186902.73 COMB3 588691.25 -1318465.87 -23.322 1691472.43 COMB3 846051.03 -1327995.58 -29.993 1898137.68 COMB3 462771.65 -1213273.32 -27.603 1499219.21 COMB3 427969.19 -870631.10 -26.105 1146193.46 COMB3 448964.22 -823265.40 -14.276 1117564.99 COMB3 472187.34 -1151212.12 -18.088 1446318.79 COMB3 382121.98 -861645.51 -24.650 1103496.21 COMB3 444759.15 -738463.40 -26.351 1035170.15 COMB3 312698.49 -746117.75 -20.397 942221.81 COMB3 265476.13 -882989.85 -18.572 1041422.77 COMB3 296225.83 -802814.22 -28.685 984923.71 COMB3 308280.42 -677390.43 -29.956 873338.89

SAP2000 v12.0.0

S13Avg

S23Avg

Kgf/m2 -1545.07 -1545.07 1770.49 1770.49 -1780.53 -1780.53 1652.25 1652.25 -1606.09 -1606.09 2011.13 2011.13 -2361.94 -2361.94 1870.87 1870.87 -2666.79 -2666.79 1320.65 1320.65 -1350.50 -1350.50 1261.29 1261.29 -1220.19 -1220.19 2012.08 2012.08 -3918.15 -3918.15 1413.05 1413.05 -1630.33 -1630.33 1657.42 1657.42 -3067.22 -3067.22 1669.63 1669.63 -2012.79 -2012.79 4459.40 4459.40 -3801.82 -3801.82 3620.76 3620.76 -10089.21 -10089.21 3118.70 3118.70 -7163.72 -7163.72 1178.99 1178.99

Kgf/m2 -3573.77 -1136.88 -1727.08 -4961.97 -4961.97 -1727.08 -2613.51 -5581.77 -5581.77 -2613.51 3573.06 -410.69 -410.69 3573.06 2671.24 -1462.47 -1462.47 2671.24 772.35 -1661.01 -1661.01 772.35 -387.26 -2647.82 -2647.82 -387.26 7792.02 2389.74 2389.74 7792.02 4404.44 1632.00 1632.00 4404.44 3924.75 -379.28 -379.28 3924.75 3188.31 -166.29 -166.29 3188.31 11550.92 4025.16 4025.16 11550.92 12344.02 -145.42 -145.42 12344.02 9994.46 627.44 627.44 9994.46 5092.75 1634.61

Page 32 of 53


Area

AreaEle m

Joint

28 28 29 29 29 29 30 30 30 30 31 31 31 31 32 32 32 32 33 33 33 33 34 34 34 34 35 35 35 35 36 36 36 36 37 37 37 37 38 38 38 38 39 39 39 39 40 40 40 40 41 41 41 41 42 42

28 28 29 29 29 29 30 30 30 30 31 31 31 31 32 32 32 32 33 33 33 33 34 34 34 34 35 35 35 35 36 36 36 36 37 37 37 37 38 38 38 38 39 39 39 39 40 40 40 40 41 41 41 41 42 42

40 39 37 36 41 42 36 38 43 41 38 39 44 43 39 40 45 44 42 41 46 47 41 43 48 46 43 44 49 48 44 45 50 49 47 46 51 52 46 48 53 51 48 49 54 53 49 50 55 54 52 51 56 57 51 53


Table: Element Stresses - Area Shells, Part 3 of 4 OutputC SMaxBot SMinBot SAngleBot SVMBot ase Kgf/m2 Kgf/m2 Degrees Kgf/m2 COMB3 228607.65 -639544.82 -23.501 779412.51 COMB3 227664.83 -773922.95 -22.477 909386.08 COMB3 452876.15 -2292050.50 -22.419 2548844.31 COMB3 657710.96 -1129468.90 -24.272 1565614.19 COMB3 712523.07 -1150240.50 8.238 1627978.88 COMB3 401985.80 -2203934.01 -0.745 2429993.39 COMB3 391002.46 -1009256.00 -15.387 1251440.04 COMB3 606662.11 -704964.60 -20.150 1136964.96 COMB3 324944.52 -781997.63 -6.050 985502.45 COMB3 168576.53 -1144896.02 -2.186 1237823.71 COMB3 291559.55 -780079.72 -21.151 959672.35 COMB3 379721.62 -567347.67 -22.288 825533.80 COMB3 277993.77 -573883.45 -10.405 752435.24 COMB3 204935.02 -799649.16 -10.475 919409.19 COMB3 235814.98 -609969.80 -23.426 755984.04 COMB3 332881.65 -527240.55 -28.703 751200.03 COMB3 135224.18 -517104.00 -22.400 596328.01 COMB3 64176.23 -624479.59 -15.373 658915.85 COMB3 774383.47 -1027768.36 -78.541 1565843.03 COMB3 1010070.32 -576284.87 85.724 1390839.52 COMB3 423624.06 -745391.45 -81.906 1025100.73 COMB3 379833.16 -1389327.90 -67.210 1613139.19 COMB3 284256.01 -706617.35 86.688 883724.95 COMB3 490453.75 -492812.04 83.578 851533.97 COMB3 400051.51 -534590.78 -86.921 812214.48 COMB3 223999.72 -778381.21 -84.113 911268.54 COMB3 267593.07 -539505.62 82.343 712067.64 COMB3 433967.24 -388363.45 73.557 712524.21 COMB3 220966.83 -390901.43 83.325 536662.39 COMB3 106486.64 -594024.31 -86.224 653804.21 COMB3 145326.81 -458898.95 68.895 546258.58 COMB3 197674.33 -334839.28 65.255 466242.01 COMB3 117552.32 -292176.69 76.882 365420.05 COMB3 80294.99 -431386.21 79.569 476633.51 COMB3 602778.06 -475107.60 -57.101 935656.48 COMB3 600095.15 -429189.79 -71.990 895473.49 COMB3 275519.79 -432063.91 -79.301 617764.14 COMB3 250774.80 -451094.83 -57.508 616033.89 COMB3 327273.96 -417408.19 -76.891 646486.41 COMB3 460703.42 -227340.86 89.095 607180.55 COMB3 251209.27 -295120.90 -80.342 473644.96 COMB3 183975.48 -551569.26 -66.868 662986.32 COMB3 161316.59 -285731.72 -88.154 392121.06 COMB3 254247.80 -213291.50 85.193 405418.43 COMB3 180013.43 -229056.10 -88.384 355112.24 COMB3 105429.80 -319858.41 -81.106 383598.04 COMB3 104132.88 -252352.93 80.645 317496.29 COMB3 176436.57 -183885.42 68.243 312070.22 COMB3 49552.49 -157006.60 79.243 186779.52 COMB3 15218.57 -263608.61 -83.998 271537.93 COMB3 265523.67 -278496.57 -54.228 471179.99 COMB3 410146.03 -109287.12 -66.447 474328.07 COMB3 348175.12 -153995.04 -62.116 445598.06 COMB3 221458.21 -340980.85 -50.869 490738.92 COMB3 279310.10 -206152.01 -57.301 422010.81 COMB3 325060.33 -135670.81 -71.987 410087.78

SAP2000 v12.0.0

S13Avg

S23Avg

Kgf/m2 -2617.09 -2617.09 8341.79 8341.79 -37054.82 -37054.82 6053.95 6053.95 -21267.90 -21267.90 2010.72 2010.72 -10498.70 -10498.70 1365.77 1365.77 -4216.44 -4216.44 -10835.68 -5250.69 -5250.69 -10835.68 -2088.85 -3701.59 -3701.59 -2088.85 -3581.29 -2711.69 -2711.69 -3581.29 -1887.57 -1289.31 -1289.31 -1887.57 -6916.95 -1492.43 -1492.43 -6916.95 -3715.05 -1856.63 -1856.63 -3715.05 -1150.56 -1005.01 -1005.01 -1150.56 -1651.60 4.347E-02 4.347E-02 -1651.60 -406.55 -1700.97 -1700.97 -406.55 -1782.63 26.35

Kgf/m2 1634.61 5092.75 34224.19 -7130.99 -7130.99 34224.19 22747.42 -2142.10 -2142.10 22747.42 11179.74 -216.02 -216.02 11179.74 6942.61 1857.35 1857.35 6942.61 -11796.85 -11796.85 -17381.84 -17381.84 -10326.08 -10326.08 -8713.34 -8713.34 -5162.27 -5162.27 -6031.87 -6031.87 -1457.26 -1457.26 -2055.52 -2055.52 -7774.59 -7774.59 -13199.12 -13199.12 -7487.17 -7487.17 -9345.60 -9345.60 -4286.99 -4286.99 -4432.54 -4432.54 -732.97 -732.97 -2384.61 -2384.61 -12848.71 -12848.71 -11554.29 -11554.29 -6129.25 -6129.25

Page 33 of 53


Area

AreaEle m

Joint

42 42 43 43 43 43 44 44 44 44 45 45 45 45 46 46 46 46 47 47 47 47 48 48 48 48 49 49 49 49 50 50 50 50 51 51 51 51 52 52 52 52 53 53 53 53 54 54 54 54 55 55 55 55 56 56

42 42 43 43 43 43 44 44 44 44 45 45 45 45 46 46 46 46 47 47 47 47 48 48 48 48 49 49 49 49 50 50 50 50 51 51 51 51 52 52 52 52 53 53 53 53 54 54 54 54 55 55 55 55 56 56

58 56 53 54 59 58 54 55 60 59 61 62 63 64 62 42 47 63 64 63 65 66 63 47 52 65 66 65 67 68 65 52 57 67 69 70 71 72 70 73 74 71 73 75 76 74 75 61 64 76 72 71 77 78 71 74


Table: Element Stresses - Area Shells, Part 3 of 4 OutputC SMaxBot SMinBot SAngleBot SVMBot ase Kgf/m2 Kgf/m2 Degrees Kgf/m2 COMB3 200060.67 -133936.62 -73.350 291133.54 COMB3 161514.17 -211801.97 -54.307 324277.54 COMB3 159503.22 -148405.52 -73.007 266714.52 COMB3 217039.66 -41751.47 88.007 240647.30 COMB3 111332.89 -66164.18 -74.587 155367.19 COMB3 100824.40 -219779.53 -59.377 283950.25 COMB3 46630.58 -73701.63 -85.908 105086.12 COMB3 69201.81 -49171.50 81.545 103002.35 COMB3 35476.34 -45448.79 -88.694 70260.37 COMB3 23577.28 -80666.87 -73.998 94683.35 COMB3 881931.42 -1702476.71 -19.391 2275455.49 COMB3 1242480.41 -2346722.12 -40.472 3156995.18 COMB3 1212910.81 -743048.59 -49.082 1710124.41 COMB3 933897.06 -174590.13 -0.270 1032324.87 COMB3 2380899.28 -1340875.31 -50.966 3264830.32 COMB3 1738202.03 -1208681.85 -70.087 2565773.05 COMB3 289779.96 -1041634.94 -88.154 1212773.97 COMB3 802551.59 -1039867.93 -43.466 1599988.14 COMB3 404547.25 -608345.53 -36.858 883089.62 COMB3 594249.78 -429649.89 -53.486 890534.22 COMB3 495449.85 -190074.75 -53.255 613002.02 COMB3 340864.12 -400430.64 -30.650 642670.58 COMB3 416345.47 -553506.02 -44.544 842711.21 COMB3 656506.84 -444049.10 -59.568 959011.00 COMB3 517478.27 -323007.05 -64.222 734347.63 COMB3 257291.09 -409424.28 -45.127 582381.46 COMB3 228103.09 -402592.09 -35.681 553121.96 COMB3 465065.02 -272481.01 -52.552 645951.05 COMB3 462460.02 -149277.86 -55.386 552438.40 COMB3 215680.02 -268645.33 -35.425 420273.26 COMB3 333175.63 -384484.81 -45.126 622041.43 COMB3 507285.56 -216919.99 -61.349 643764.94 COMB3 388821.39 -171363.52 -62.561 497169.32 COMB3 222494.47 -345917.77 -42.594 496112.56 COMB3 -12852.45 -275572.01 62.839 269375.84 COMB3 98203.74 -234803.09 52.872 296369.71 COMB3 196878.20 -58088.42 18.452 231455.47 COMB3 64489.83 -77517.40 9.449 123154.26 COMB3 -27619.64 -438106.66 35.332 424970.52 COMB3 100834.87 -221343.32 25.569 285446.43 COMB3 355047.66 -21653.33 -3.842 366354.58 COMB3 148920.29 -160704.50 8.072 268207.66 COMB3 44623.68 -450758.47 17.888 474646.16 COMB3 313170.35 -203889.04 17.182 451107.99 COMB3 569358.21 -111346.94 -3.776 632426.45 COMB3 286999.56 -343832.28 -4.179 547054.93 COMB3 183732.76 -1033401.14 12.189 1136461.74 COMB3 713602.75 -624154.69 -8.928 1159394.87 COMB3 1334292.37 -256340.35 -24.806 1479215.83 COMB3 517741.07 -378271.25 -9.745 779096.60 COMB3 -9283.60 -154299.23 37.712 149873.23 COMB3 30442.57 -70251.40 17.589 89446.31 COMB3 194150.06 13197.86 -11.670 187899.08 COMB3 100806.73 -17327.69 2.585 110494.31 COMB3 -642.86 -187119.30 6.602 186798.70 COMB3 75911.02 -74668.77 -1.266 130407.41

SAP2000 v12.0.0

S13Avg

S23Avg

Kgf/m2 26.35 -1782.63 -332.21 -1000.36 -1000.36 -332.21 -40.35 117.79 117.79 -40.35 46366.45 -11269.77 -11269.77 46366.45 10784.58 -29671.40 -29671.40 10784.58 23087.44 -11570.21 -11570.21 23087.44 14633.69 -15585.38 -15585.38 14633.69 6821.52 -2458.65 -2458.65 6821.52 3663.15 -4293.65 -4293.65 3663.15 14184.58 14106.78 14106.78 14184.58 15690.60 15296.41 15296.41 15690.60 17459.06 11722.70 11722.70 17459.06 21552.54 15193.38 15193.38 21552.54 7757.77 8708.98 8708.98 7757.77 8849.76 7534.56

Kgf/m2 -7938.24 -7938.24 -4447.72 -4447.72 -3779.57 -3779.57 -930.19 -930.19 -1088.33 -1088.33 -57078.12 -57078.12 558.09 558.09 -43908.44 -43908.44 -3452.46 -3452.46 -40647.46 -40647.46 -5989.80 -5989.80 -37179.90 -37179.90 -6960.83 -6960.83 -23409.10 -23409.10 -14128.93 -14128.93 -21971.09 -21971.09 -14014.29 -14014.29 -2177.63 -2177.63 -2099.83 -2099.83 -7044.65 -7044.65 -6650.46 -6650.46 -14791.69 -14791.69 -9055.33 -9055.33 -22249.90 -22249.90 -15890.74 -15890.74 -1439.59 -1439.59 -2390.81 -2390.81 -6024.85 -6024.85

Page 34 of 53


Area

AreaEle m

Joint

56 56 57 57 57 57 58 58 58 58 59 59 59 59 60 60 60 60 61 61 61 61 62 62 62 62 63 63 63 63 64 64 64 64 65 65 65 65 66 66 66 66 67 67 67 67 68 68 68 68 69 69 69 69 70 70

56 56 57 57 57 57 58 58 58 58 59 59 59 59 60 60 60 60 61 61 61 61 62 62 62 62 63 63 63 63 64 64 64 64 65 65 65 65 66 66 66 66 67 67 67 67 68 68 68 68 69 69 69 69 70 70

79 77 74 76 80 79 76 64 66 80 78 77 81 82 77 79 83 81 79 80 84 83 80 66 68 84 61 75 85 86 75 73 87 85 73 70 88 87 70 69 89 88 86 85 90 91 85 87 92 90 87 88 93 92 88 89


Table: Element Stresses - Area Shells, Part 3 of 4 OutputC SMaxBot SMinBot SAngleBot SVMBot ase Kgf/m2 Kgf/m2 Degrees Kgf/m2 COMB3 253006.52 -25566.53 -11.265 266710.41 COMB3 161253.25 -122686.51 -5.841 246653.99 COMB3 22892.51 -391854.46 5.128 403787.71 COMB3 251912.93 -221736.95 -16.470 410470.22 COMB3 544947.28 -85269.82 -27.689 592204.39 COMB3 232151.88 -171523.50 -13.816 350904.98 COMB3 272512.20 -532724.12 -21.242 709388.26 COMB3 418083.57 -567109.60 -39.230 856449.87 COMB3 513715.85 -155235.61 -39.496 606423.17 COMB3 398504.93 -151371.70 -12.663 491977.58 COMB3 3799.87 -40755.44 -11.064 42782.13 COMB3 26252.49 -24764.42 -30.331 44188.21 COMB3 73825.89 1624.36 -24.519 73027.26 COMB3 52399.68 -15374.63 -11.661 61544.54 COMB3 -11088.76 -151099.03 0.712 145871.10 COMB3 114277.90 -94582.41 -26.948 181146.21 COMB3 239613.69 -44343.67 -37.862 264587.29 COMB3 72810.00 -59295.64 -25.602 114606.22 COMB3 106268.73 -247320.70 -24.586 314234.03 COMB3 219539.60 -220832.16 -42.214 381373.68 COMB3 262710.44 -85525.32 -45.330 314324.27 COMB3 143062.38 -105751.48 -22.751 216285.18 COMB3 106189.57 -316428.68 -32.059 380794.91 COMB3 320090.31 -194142.46 -46.096 449769.08 COMB3 411754.24 -130384.91 -47.280 490130.92 COMB3 189161.44 -243747.38 -34.999 375902.16 COMB3 1755602.03 -372304.83 -84.195 1968341.56 COMB3 644605.25 -698483.85 82.887 1163461.20 COMB3 513581.24 -1045974.41 -48.311 1376597.61 COMB3 1692542.49 -785556.15 -55.693 2193487.11 COMB3 682805.04 -113066.43 -79.068 745794.25 COMB3 301144.43 -300459.42 -75.893 521004.32 COMB3 38600.11 -877826.50 -44.041 897749.15 COMB3 335165.38 -605151.08 -49.665 825451.00 COMB3 354473.18 -206943.41 -65.462 491764.89 COMB3 79627.57 -249448.63 -69.477 297368.72 COMB3 -35058.19 -699735.53 -29.341 682881.71 COMB3 199489.37 -615266.32 -36.121 735586.67 COMB3 181991.44 -112969.88 -50.567 257764.68 COMB3 81076.59 -166232.48 -41.131 218367.15 COMB3 -24200.65 -700765.06 -20.946 688983.58 COMB3 41112.69 -611095.46 -24.762 632654.48 COMB3 921708.79 -1339997.01 -46.300 1969828.95 COMB3 698859.76 -922100.00 -50.395 1408222.98 COMB3 347478.50 -1082261.60 -29.062 1291547.18 COMB3 598190.42 -1525293.98 -31.182 1896515.16 COMB3 493536.42 -721121.22 -51.243 1058061.25 COMB3 52078.89 -611652.66 -48.195 639285.05 COMB3 141140.14 -1240464.60 -26.115 1316720.29 COMB3 497890.34 -1262141.72 -33.431 1571402.14 COMB3 232339.67 -545012.84 -39.939 691121.42 COMB3 63688.50 -557438.01 -34.235 591857.88 COMB3 -5426.04 -1218835.60 -20.652 1216131.66 COMB3 127244.02 -1169020.38 -24.842 1237558.30 COMB3 131192.73 -543107.68 -31.689 619216.65 COMB3 -4200.70 -524294.74 -20.836 522207.06

SAP2000 v12.0.0

S13Avg

S23Avg

Kgf/m2 7534.56 8849.76 10052.08 9161.14 9161.14 10052.08 9792.12 11407.77 11407.77 9792.12 2481.03 2296.07 2296.07 2481.03 3650.15 2370.61 2370.61 3650.15 2587.73 3739.01 3739.01 2587.73 4299.45 1976.38 1976.38 4299.45 46926.02 46926.02 -12702.47 -12702.47 26053.07 26053.07 -7405.14 -7405.14 12607.06 12607.06 -2122.60 -2122.60 4651.06 4651.06 -1188.49 -1188.49 7132.27 7132.27 -6045.81 -6045.81 12357.93 12357.93 -4273.63 -4273.63 8291.76 8291.76 -3311.80 -3311.80 2809.64 2809.64

Kgf/m2 -4709.65 -4709.65 -10541.75 -10541.75 -9650.80 -9650.80 -11539.29 -11539.29 -13154.94 -13154.94 -1441.99 -1441.99 -1257.03 -1257.03 -5551.69 -5551.69 -4272.14 -4272.14 -7498.36 -7498.36 -8649.64 -8649.64 -14493.55 -14493.55 -12170.48 -12170.48 64229.20 9909.13 9909.13 64229.20 47404.59 16924.99 16924.99 47404.59 33316.40 19898.05 19898.05 33316.40 28029.90 22710.21 22710.21 28029.90 42034.38 30029.48 30029.48 42034.38 41152.53 26001.60 26001.60 41152.53 37662.55 27092.01 27092.01 37662.55 32091.87 28696.30

Page 35 of 53


Area

AreaEle m

Joint

70 70 71 71 71 71 72 72 72 72 73 73 73 73 74 74 74 74 75 75 75 75 76 76 76 76 77 77 77 77 78 78 78 78 79 79 79 79 80 80 80 80 81 81 81 81 82 82 82 82 83 83 83 83 84 84

70 70 71 71 71 71 72 72 72 72 73 73 73 73 74 74 74 74 75 75 75 75 76 76 76 76 77 77 77 77 78 78 78 78 79 79 79 79 80 80 80 80 81 81 81 81 82 82 82 82 83 83 83 83 84 84

94 93 91 90 95 96 90 92 97 95 92 93 98 97 93 94 99 98 96 95 100 101 95 97 102 100 97 98 103 102 98 99 104 103 101 100 105 106 100 102 107 105 102 103 108 107 103 104 109 108 106 105 110 111 105 107


Table: Element Stresses - Area Shells, Part 3 of 4 OutputC SMaxBot SMinBot SAngleBot SVMBot ase Kgf/m2 Kgf/m2 Degrees Kgf/m2 COMB3 21037.56 -1182022.65 -12.775 1192680.60 COMB3 116486.96 -1159358.50 -18.728 1221773.91 COMB3 513349.71 -1348370.75 -30.934 1665478.12 COMB3 407521.27 -1308873.35 -28.955 1553260.05 COMB3 242731.89 -2037462.34 -20.963 2169038.64 COMB3 341931.86 -2066628.63 -22.636 2257103.78 COMB3 355265.08 -1384331.45 -30.559 1591977.22 COMB3 217227.27 -1217543.31 -27.860 1339433.84 COMB3 132669.22 -1862685.30 -17.028 1932438.53 COMB3 244200.77 -2000170.00 -20.207 2132781.54 COMB3 156811.97 -1185201.33 -26.655 1270883.92 COMB3 -479.31 -1132611.59 -19.546 1132372.01 COMB3 56117.69 -1864160.68 -13.365 1892843.53 COMB3 181495.04 -1882317.42 -18.222 1979315.69 COMB3 112177.56 -1118394.71 -18.694 1178494.51 COMB3 53336.37 -1110215.86 -14.039 1137822.00 COMB3 16913.81 -1848151.54 -9.893 1856666.23 COMB3 65585.28 -1844562.38 -12.892 1878214.03 COMB3 350100.45 -2092267.21 -23.198 2287499.97 COMB3 250711.14 -1970259.19 -20.649 2106832.52 COMB3 170434.83 -2759679.51 -14.455 2848723.32 COMB3 259129.56 -2867324.33 -16.681 3005279.59 COMB3 230995.41 -1964029.77 -20.155 2089127.49 COMB3 141841.15 -1911659.99 -17.076 1986382.36 COMB3 94718.50 -2722495.94 -12.546 2771069.56 COMB3 176427.44 -2764346.97 -14.905 2856649.69 COMB3 143644.53 -1925673.16 -17.336 2001365.36 COMB3 78968.10 -1856661.61 -14.055 1897378.54 COMB3 45828.42 -2651392.60 -9.806 2674601.30 COMB3 101004.06 -2708608.00 -12.310 2760496.25 COMB3 71497.19 -1851721.16 -13.565 1888485.10 COMB3 16831.11 -1831378.25 -9.235 1839851.55 COMB3 34480.23 -2634331.75 -7.030 2651740.00 COMB3 83010.08 -2646630.19 -10.070 2689096.31 COMB3 254336.61 -2821005.58 -16.733 2956390.46 COMB3 188873.60 -2754985.64 -14.642 2854113.37 COMB3 112040.93 -3648418.04 -11.146 3705709.05 COMB3 178736.31 -3711807.02 -12.811 3804325.53 COMB3 164034.21 -2770395.21 -14.833 2855947.55 COMB3 111102.22 -2698568.07 -12.687 2755799.38 COMB3 44700.07 -3575762.17 -9.390 3598320.44 COMB3 97005.23 -3643910.91 -11.104 3693369.08 COMB3 94699.97 -2696814.12 -12.319 2745389.36 COMB3 49240.72 -2676039.74 -9.778 2700996.75 COMB3 16411.99 -3555805.46 -7.744 3564039.79 COMB3 62492.88 -3574789.40 -9.678 3606441.94 COMB3 67277.64 -2678615.73 -9.815 2712880.29 COMB3 37557.67 -2654636.46 -7.159 2673613.16 COMB3 19122.77 -3520288.03 -5.594 3529888.27 COMB3 48805.96 -3542411.64 -7.615 3567065.05 COMB3 174268.11 -3701281.34 -12.835 3791420.34 COMB3 128157.44 -3610166.22 -11.244 3675920.85 COMB3 40554.52 -4564697.75 -8.452 4585109.52 COMB3 91823.98 -4657043.20 -9.767 4703627.46 COMB3 91748.84 -3613334.85 -11.019 3660071.84 COMB3 55840.61 -3578522.29 -9.551 3606766.80

SAP2000 v12.0.0

S13Avg

S23Avg

Kgf/m2 -917.76 -917.76 5350.92 5350.92 -2832.40 -2832.40 2780.11 2780.11 -1954.54 -1954.54 3698.86 3698.86 -1696.58 -1696.58 1882.53 1882.53 -1406.08 -1406.08 3074.90 3074.90 -2561.77 -2561.77 3244.31 3244.31 -1960.92 -1960.92 1669.85 1669.85 -1630.55 -1630.55 1103.23 1103.23 -1027.39 -1027.39 2392.83 2392.83 -1663.58 -1663.58 1930.29 1930.29 -1627.20 -1627.20 1914.64 1914.64 -1657.98 -1657.98 1261.47 1261.47 -1661.63 -1661.63 1614.43 1614.43 -1060.25 -1060.25 1790.59 1790.59

Kgf/m2 28696.30 32091.87 42245.14 34790.34 34790.34 42245.14 38231.47 33918.32 33918.32 38231.47 37075.06 32159.94 32159.94 37075.06 35837.28 32841.44 32841.44 35837.28 43066.07 37931.21 37931.21 43066.07 41545.78 36803.94 36803.94 41545.78 39501.30 36494.72 36494.72 39501.30 38017.58 36076.64 36076.64 38017.58 44985.72 41290.42 41290.42 44985.72 43574.12 40333.33 40333.33 43574.12 42496.55 39241.98 39241.98 42496.55 41258.13 38595.26 38595.26 41258.13 46906.79 44470.23 44470.23 46906.79 46184.17 43605.37

Page 36 of 53


Area

AreaEle m

Joint

84 84 85 85 85 85 86 86 86 86 87 87 87 87 88 88 88 88 89 89 89 89 90 90 90 90 91 91 91 91 92 92 92 92 93 93 93 93 94 94 94 94 95 95 95 95 96 96 96 96 97 97 97 97 98 98

84 84 85 85 85 85 86 86 86 86 87 87 87 87 88 88 88 88 89 89 89 89 90 90 90 90 91 91 91 91 92 92 92 92 93 93 93 93 94 94 94 94 95 95 95 95 96 96 96 96 97 97 97 97 98 98

112 110 107 108 113 112 108 109 114 113 111 110 115 116 110 112 117 115 112 113 118 117 113 114 119 118 116 115 120 121 115 117 122 120 117 118 123 122 118 119 124 123 123 124 125 126 122 123 126 127 120 122 127 128 121 120


Table: Element Stresses - Area Shells, Part 3 of 4 OutputC SMaxBot SMinBot SAngleBot SVMBot ase Kgf/m2 Kgf/m2 Degrees Kgf/m2 COMB3 -37279.35 -4537868.00 -7.585 4519343.65 COMB3 4882.09 -4575822.44 -8.757 4578265.44 COMB3 48792.34 -3583031.71 -9.495 3607675.35 COMB3 27091.35 -3557481.62 -7.914 3571104.37 COMB3 -49711.06 -4503243.41 -6.360 4478594.80 COMB3 -22948.91 -4531405.95 -7.618 4519975.19 COMB3 38095.94 -3553932.59 -7.583 3573132.88 COMB3 16742.43 -3570617.91 -5.549 3579018.49 COMB3 -10809.04 -4502984.56 -4.928 4497589.78 COMB3 15490.96 -4489426.53 -6.531 4497192.02 COMB3 88053.89 -4667975.76 -9.833 4712619.72 COMB3 44260.35 -4555206.58 -8.378 4577497.24 COMB3 -27666.77 -5570393.02 -6.144 5556611.29 COMB3 21769.90 -5685018.69 -7.382 5695934.84 COMB3 -9414.01 -4571078.34 -8.419 4566378.61 COMB3 -12444.10 -4490184.09 -8.006 4483974.99 COMB3 -203027.32 -5510670.93 -5.965 5412014.17 COMB3 -188374.20 -5599967.20 -6.316 5508196.45 COMB3 -29758.25 -4480567.53 -7.312 4465762.76 COMB3 -36799.97 -4520886.97 -6.716 4502599.78 COMB3 -196136.63 -5548427.03 -6.073 5453004.88 COMB3 -179098.86 -5515614.28 -6.543 5428281.22 COMB3 2026.07 -4513489.75 -6.543 4514503.13 COMB3 -13384.14 -4556987.60 -4.847 4550310.29 COMB3 -43121.81 -5547409.64 -4.639 5525974.92 COMB3 -19574.99 -5509990.25 -6.017 5500228.88 COMB3 -16833.64 -5783043.19 -6.600 5774644.77 COMB3 -5085.38 -5540022.48 -6.881 5537481.54 COMB3 -286484.05 -6605377.04 -3.895 6466896.00 COMB3 -281361.38 -6861591.95 -3.740 6725326.86 COMB3 -191345.54 -5552625.76 -6.053 5459468.45 COMB3 -192529.24 -5521552.25 -6.261 5427849.16 COMB3 -457173.25 -6614821.35 -5.046 6398495.87 COMB3 -442963.98 -6655969.44 -4.856 6445912.78 COMB3 -196606.34 -5526653.02 -6.243 5431019.49 COMB3 -169273.74 -5493027.11 -6.420 5410376.62 COMB3 -430321.14 -6561418.01 -5.218 6357190.08 COMB3 -442430.47 -6607190.27 -5.044 6397459.32 COMB3 -36221.06 -5452252.00 -5.360 5434232.00 COMB3 -29191.03 -5609401.28 -5.294 5594862.89 COMB3 -238673.75 -6679327.57 -5.839 6563246.28 COMB3 -233616.11 -6531809.93 -5.890 6418191.45 COMB3 -89688.05 -6605070.09 83.747 6560685.87 COMB3 -91326.24 -6697218.91 84.856 6652025.99 COMB3 -118407.62 -7548275.02 84.698 7489773.22 COMB3 -103012.17 -7470176.69 83.735 7419206.98 COMB3 -302291.28 -6386351.05 85.951 6240698.81 COMB3 -284720.58 -6645471.43 83.959 6507784.10 COMB3 -724873.55 -7604807.77 82.928 7269526.73 COMB3 -743232.28 -7344680.56 84.733 7002708.27 COMB3 -352966.61 -6729688.94 86.376 6560331.02 COMB3 -262203.81 -6425009.51 83.802 6298002.54 COMB3 -820483.98 -7321873.47 86.731 6948060.53 COMB3 -872213.37 -7666292.49 89.065 7269536.02 COMB3 -130000.50 -6957533.35 85.957 6893452.52 COMB3 -151691.21 -6668532.37 86.696 6593995.49

SAP2000 v12.0.0

S13Avg

S23Avg

Kgf/m2 -1040.21 -1040.21 1673.61 1673.61 -2023.53 -2023.53 1739.80 1739.80 -2063.28 -2063.28 1198.11 1198.11 -126.21 -126.21 1599.42 1599.42 -1670.61 -1670.61 1729.93 1729.93 -1532.78 -1532.78 1890.17 1890.17 -2467.21 -2467.21 -481.54 -481.54 371.56 371.56 955.67 955.67 156.97 156.97 2147.62 2147.62 -3788.99 -3788.99 2908.48 2908.48 -2977.09 -2977.09 43819.40 40879.30 40879.30 43819.40 45327.44 47521.29 47521.29 45327.44 51196.51 44115.92 44115.92 51196.51 45825.02 44910.34

Kgf/m2 43605.37 46184.17 45541.22 42173.22 42173.22 45541.22 44348.65 40884.14 40884.14 44348.65 48643.58 47437.16 47437.16 48643.58 49537.52 46558.60 46558.60 49537.52 48523.73 45551.48 45551.48 48523.73 47084.71 43115.26 43115.26 47084.71 50645.08 51422.24 51422.24 50645.08 51057.89 50330.29 50330.29 51057.89 52321.95 46913.84 46913.84 52321.95 50730.32 45368.70 45368.70 50730.32 -684.93 -684.93 2255.18 2255.18 -222.99 -222.99 -2416.84 -2416.84 -1622.01 -1622.01 5458.58 5458.58 -1064.65 -1064.65

Page 37 of 53


Area

AreaEle m

Joint

98 98 99 99 99 99 100 100 100 100 101 101 101 101 102 102 102 102 103 103 103 103 104 104 104 104 105 105 105 105 106 106 106 106 107 107 107 107 109 109 109 109 110 110 110 110 111 111 111 111 112 112 112 112 113 113

98 98 99 99 99 99 100 100 100 100 101 101 101 101 102 102 102 102 103 103 103 103 104 104 104 104 105 105 105 105 106 106 106 106 107 107 107 107 108 108 108 108 109 109 109 109 110 110 110 110 111 111 111 111 112 112

128 129 126 125 130 131 127 126 131 132 128 127 132 133 129 128 133 134 131 130 135 136 132 131 136 137 133 132 137 138 134 133 138 139 155 1 2 156 156 2 5 157 157 5 7 158 158 7 9 159 160 155 156 161 161 156


Table: Element Stresses - Area Shells, Part 3 of 4 OutputC SMaxBot SMinBot SAngleBot SVMBot ase Kgf/m2 Kgf/m2 Degrees Kgf/m2 COMB3 -228401.35 -7554874.65 88.905 7443302.66 COMB3 -208280.06 -7842397.44 88.158 7740359.37 COMB3 -97646.50 -7092216.27 85.736 7043900.65 COMB3 -103777.63 -7880591.24 82.817 7829218.29 COMB3 -661844.21 -8969450.01 79.195 8657522.32 COMB3 -687711.83 -8148669.84 81.557 7827504.78 COMB3 -776171.46 -7487109.99 85.405 7130776.75 COMB3 -649532.65 -7311567.55 82.062 7009408.74 COMB3 -1353707.34 -8170611.68 84.161 7584906.19 COMB3 -1428611.28 -8398085.17 87.410 7782747.94 COMB3 -858964.17 -7488922.16 89.711 7098525.11 COMB3 -820277.98 -7474980.51 86.154 7100466.72 COMB3 -1513097.15 -8432338.26 86.599 7786837.90 COMB3 -1545479.05 -8453147.99 -89.982 7796156.32 COMB3 -302275.58 -8285876.14 -89.885 8138949.31 COMB3 -170699.52 -7364229.44 86.799 7280380.70 COMB3 -876597.11 -8355123.47 -87.162 7953139.86 COMB3 -925780.84 -9359994.33 -84.622 8933155.13 COMB3 -730342.28 -8365269.68 82.475 8025062.40 COMB3 -173942.92 -7056110.36 75.870 6970766.75 COMB3 -1549295.19 -7586150.20 86.918 6942391.84 COMB3 -1776343.46 -9226244.43 -87.583 8478797.28 COMB3 -1535254.81 -8947987.04 86.805 8287704.10 COMB3 -1410317.28 -8370553.80 85.104 7762089.22 COMB3 -1877749.97 -9266412.52 89.288 8484830.00 COMB3 -1952116.23 -9895549.73 -89.369 9078292.74 COMB3 -1689307.81 -9178325.53 88.893 8461111.24 COMB3 -1629958.35 -8939178.42 87.917 8245919.39 COMB3 -1989503.83 -9914152.20 89.553 9084288.39 COMB3 -2027239.01 -10175021.7 -89.585 9328106.10 COMB3 -742650.34 -8457838.45 -83.091 8112049.32 COMB3 -987956.31 -9057460.52 -88.280 8606118.37 COMB3 -1998906.71 -10171485.3 87.636 9333964.33 COMB3 -1887563.79 -9437710.68 -87.397 8649797.63 COMB3 4790515.73 -381329.41 -3.084 4992115.54 COMB3 1036569.43 -130974.92 -1.981 1107878.70 COMB3 1683482.43 -406008.40 24.238 1918974.70 COMB3 5133148.52 -351519.85 5.728 5317629.50 COMB3 5388794.31 452409.62 10.448 5177435.29 COMB3 1415113.26 -487983.83 14.135 1712082.40 COMB3 830599.74 -518136.78 12.200 1178442.15 COMB3 4810442.72 415060.73 9.401 4616926.33 COMB3 4715264.10 574125.47 3.082 4456027.65 COMB3 1141429.82 -809887.55 25.714 1698001.67 COMB3 1591103.72 -530702.23 16.236 1912500.51 COMB3 5376517.60 643041.36 0.353 5085579.66 COMB3 5251059.55 -277395.76 3.670 5395108.57 COMB3 1499291.80 -79884.99 9.229 1540788.24 COMB3 1878848.52 -681236.93 28.057 2296540.12 COMB3 5333756.86 -582166.05 11.605 5647389.81 COMB3 17003306.95 1934646.14 5.384 16123272.65 COMB3 5794191.49 -206274.27 1.500 5900033.62 COMB3 4249944.47 -426817.92 1.308 4478633.06 COMB3 15458811.01 1713846.18 5.695 14677127.87 COMB3 15574801.03 3105144.29 2.312 14277756.96 COMB3 4676485.35 273400.48 12.947 4545955.31

SAP2000 v12.0.0

S13Avg

S23Avg

Kgf/m2 44910.34 45825.02 44242.07 48317.62 48317.62 44242.07 47328.67 45361.54 45361.54 47328.67 50970.00 45316.95 45316.95 50970.00 54005.00 45664.44 45664.44 54005.00 55435.52 39555.09 39555.09 55435.52 53514.71 42157.47 42157.47 53514.71 50080.90 48997.10 48997.10 50080.90 53588.50 55488.06 55488.06 53588.50 184211.23 184211.23 189854.55 189854.55 201211.72 201211.72 190844.11 190844.11 190275.57 190275.57 203412.19 203412.19 190025.12 190025.12 187240.18 187240.18 555984.74 555984.74 550918.93 550918.93 556724.23 556724.23

Kgf/m2 -149.97 -149.97 -2815.01 -2815.01 -6890.56 -6890.56 545.77 545.77 2512.90 2512.90 -2403.47 -2403.47 3249.58 3249.58 1177.98 1177.98 9518.55 9518.55 4550.48 4550.48 20430.91 20430.91 -1395.68 -1395.68 9961.56 9961.56 1710.46 1710.46 2794.26 2794.26 -5309.68 -5309.68 -7209.24 -7209.24 -6448.06 -804.74 -804.74 -6448.06 9326.46 -1041.16 -1041.16 9326.46 -9936.34 3200.27 3200.27 -9936.34 5479.75 2694.80 2694.80 5479.75 13531.12 8465.31 8465.31 13531.12 -1006.14 -3732.22

Page 38 of 53


Area

AreaEle m

Joint

113 113 114 114 114 114 115 115 115 115 116 116 116 116 117 117 117 117 118 118 118 118 119 119 119 119

112 112 113 113 113 113 114 114 114 114 115 115 115 115 116 116 116 116 117 117 117 117 118 118 118 118

157 162 162 157 158 163 163 158 159 164 168 163 164 169 167 162 163 168 166 161 162 167 165 160 161 166

Table: Element Stresses - Area Shells, Part 3 of 4 OutputC SMaxBot SMinBot SAngleBot SVMBot ase Kgf/m2 Kgf/m2 Degrees Kgf/m2 COMB3 5086452.17 471003.70 7.956 4868069.68 COMB3 16134273.20 3152970.29 0.768 14811654.51 COMB3 16167095.48 3236368.63 2.296 14816422.56 COMB3 5033820.19 583049.65 3.930 4769101.13 COMB3 4754944.06 561993.38 -0.816 4500342.48 COMB3 15880396.68 3224183.23 0.696 14538949.33 COMB3 15664470.53 1860593.19 -2.810 14822018.64 COMB3 4668667.69 -477380.88 8.717 4924741.94 COMB3 6403598.06 -215068.12 6.539 6513795.53 COMB3 17455447.41 2067729.25 -2.602 16518928.82 COMB3 35217522.36 7010423.74 1.100 32288235.74 COMB3 16721849.17 2048184.01 -0.573 15797654.05 COMB3 15999807.91 1745408.13 -5.024 15202437.56 COMB3 34330061.00 6873135.92 -1.159 31461689.56 COMB3 34825156.04 6974579.78 -0.025 31914658.50 COMB3 16548934.97 3331055.89 1.411 15160400.87 COMB3 16956946.46 3427709.54 1.491 15529447.47 COMB3 35261559.79 7042748.26 0.029 32320885.09 COMB3 34401371.18 6907200.51 0.029 31520574.07 COMB3 16130002.63 3208205.94 1.553 14789225.81 COMB3 16533149.87 3247211.62 1.382 15172435.25 COMB3 34816176.41 6936289.94 -0.032 31918382.85 COMB3 32598541.09 6562148.37 1.177 29863191.54 COMB3 14505582.72 1304829.30 8.447 13899179.84 COMB3 15948988.75 1858515.71 3.511 15105723.31 COMB3 34355633.82 6803622.93 -1.087 31509618.88

SAP2000 v12.0.0

S13Avg

S23Avg

Kgf/m2 553998.14 553998.14 550728.27 550728.27 561238.36 561238.36 549847.72 549847.72 558568.97 558568.97 921768.36 921768.36 922449.91 922449.91 914654.54 914654.54 913722.82 913722.82 904797.34 904797.34 922261.25 922261.25 912251.03 912251.03 927038.78 927038.78

Kgf/m2 -3732.22 -1006.14 -3451.81 7058.27 7058.27 -3451.81 -15242.15 -6520.91 -6520.91 -15242.15 7936.70 8618.25 8618.25 7936.70 -3679.88 -4611.59 -4611.59 -3679.88 -10389.02 7074.88 7074.88 -10389.02 -21433.71 -6645.96 -6645.96 -21433.71


1 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 5 5 5 5 6 6

Table: Element Stresses - Area Shells, Part 4 of 4 AreaEle Joint OutputC SMaxAvg SAngleAvg m ase Kgf/m2 Degrees 1 1 COMB3 7932.66 -57.842 1 2 COMB3 14362.94 -72.905 1 3 COMB3 14161.51 -104.208 1 4 COMB3 7561.83 -117.364 2 2 COMB3 9131.89 -39.687 2 5 COMB3 16509.55 -64.808 2 6 COMB3 15231.70 -101.245 2 3 COMB3 6544.51 -116.992 3 5 COMB3 14889.96 -111.019 3 7 COMB3 10084.92 -121.977 3 8 COMB3 8570.81 -86.481 3 6 COMB3 13909.14 -87.832 4 7 COMB3 14593.02 -99.809 4 9 COMB3 11138.22 -102.897 4 10 COMB3 10944.65 -82.753 4 8 COMB3 14445.82 -84.516 5 4 COMB3 5796.25 -70.592 5 3 COMB3 8291.81 -76.568 5 11 COMB3 8117.99 -96.550 5 12 COMB3 5544.76 -99.613 6 3 COMB3 7090.37 -83.704 6 6 COMB3 9265.86 -85.186


Page 39 of 53


Area

6 6 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 11 11 11 11 12 12 12 12 13 13 13 13 14 14 14 14 15 15 15 15 16 16 16 16 17 17 17 17 18 18 18 18 19 19 19 19 20 20

SAP2000 v12.0.0

Table: Element Stresses - Area Shells, Part 4 of 4 AreaEle Joint OutputC SMaxAvg SAngleAvg m ase Kgf/m2 Degrees 6 13 COMB3 9374.48 -99.961 6 11 COMB3 7231.73 -102.957 7 6 COMB3 7902.04 -79.258 7 8 COMB3 10375.47 -81.839 7 14 COMB3 10349.71 -97.098 7 13 COMB3 7868.19 -99.355 8 8 COMB3 8399.12 -88.564 8 10 COMB3 10326.43 -88.832 8 15 COMB3 10498.69 -100.458 8 14 COMB3 8610.03 -102.787 9 12 COMB3 3224.08 -65.631 9 11 COMB3 5933.07 -77.043 9 16 COMB3 6053.62 -107.228 9 17 COMB3 3440.88 -121.404 10 11 COMB3 3689.67 -54.147 10 13 COMB3 6995.22 -72.005 10 18 COMB3 6907.95 -105.614 10 16 COMB3 3521.42 -121.870 11 13 COMB3 5050.51 -85.733 11 14 COMB3 6499.09 -86.685 11 19 COMB3 6601.51 -100.630 11 18 COMB3 5181.64 -103.593 12 14 COMB3 6083.10 -75.834 12 15 COMB3 8574.09 -80.001 12 20 COMB3 8544.21 -98.791 12 19 COMB3 6040.92 -102.483 13 17 COMB3 1436.46 10.952 13 16 COMB3 2930.45 -61.233 13 21 COMB3 3085.39 -123.637 13 22 COMB3 1730.75 170.928 14 16 COMB3 1602.91 -45.175 14 18 COMB3 3748.15 -72.454 14 23 COMB3 3893.47 -113.381 14 21 COMB3 1918.27 -143.654 15 18 COMB3 2473.35 -44.289 15 19 COMB3 5268.38 -70.363 15 24 COMB3 5271.76 -109.740 15 23 COMB3 2480.54 -135.873 16 19 COMB3 3091.98 -57.699 16 20 COMB3 5821.17 -73.511 16 25 COMB3 5808.24 -106.053 16 24 COMB3 3067.56 -121.572 17 22 COMB3 4100.17 60.627 17 21 COMB3 2052.63 -11.542 17 26 COMB3 2397.38 -170.136 17 27 COMB3 4283.17 123.466 18 21 COMB3 3261.24 54.993 18 23 COMB3 2374.65 -38.015 18 28 COMB3 3041.48 -151.260 18 26 COMB3 3774.56 134.952 19 23 COMB3 1529.92 30.320 19 24 COMB3 2122.04 -51.512 19 29 COMB3 2140.75 -129.113 19 28 COMB3 1555.76 150.235 20 24 COMB3 1319.40 -17.068 20 25 COMB3 2932.89 -64.529


Page 40 of 53


Area

20 20 21 21 21 21 22 22 22 22 23 23 23 23 24 24 24 24 25 25 25 25 26 26 26 26 27 27 27 27 28 28 28 28 29 29 29 29 30 30 30 30 31 31 31 31 32 32 32 32 33 33 33 33 34 34

SAP2000 v12.0.0

Table: Element Stresses - Area Shells, Part 4 of 4 AreaEle Joint OutputC SMaxAvg SAngleAvg m ase Kgf/m2 Degrees 20 30 COMB3 2915.45 -114.742 20 29 COMB3 1280.17 -162.392 21 27 COMB3 8047.61 75.521 21 26 COMB3 3123.99 49.904 21 31 COMB3 4589.41 148.620 21 32 COMB3 8721.67 116.695 22 26 COMB3 4625.56 72.213 22 28 COMB3 2158.73 49.113 22 33 COMB3 2306.81 134.971 22 31 COMB3 4696.50 110.312 23 28 COMB3 4260.36 67.106 23 29 COMB3 1700.27 -12.890 23 34 COMB3 3090.58 -172.951 23 33 COMB3 4981.11 128.008 24 29 COMB3 3599.02 62.360 24 30 COMB3 1677.89 -5.688 24 35 COMB3 2019.65 -175.277 24 34 COMB3 3770.49 122.264 25 32 COMB3 12381.84 68.890 25 31 COMB3 6007.34 42.070 25 36 COMB3 5536.76 133.366 25 37 COMB3 12160.50 108.218 26 31 COMB3 12864.09 73.652 26 33 COMB3 3623.68 -2.300 26 38 COMB3 10090.26 -179.174 26 36 COMB3 15942.62 129.260 27 33 COMB3 10469.74 72.670 27 34 COMB3 3181.19 11.375 27 39 COMB3 7191.14 174.994 27 38 COMB3 12296.67 125.632 28 34 COMB3 5227.44 76.965 28 35 COMB3 2015.43 54.198 28 40 COMB3 3085.63 148.012 28 39 COMB3 5725.84 117.198 29 37 COMB3 35226.14 76.302 29 36 COMB3 10974.36 -40.526 29 41 COMB3 37734.74 -169.107 29 42 COMB3 50441.60 137.274 30 36 COMB3 23539.23 75.097 30 38 COMB3 6421.75 -19.486 30 43 COMB3 21375.50 -174.249 30 41 COMB3 31141.10 133.075 31 38 COMB3 11359.12 79.804 31 39 COMB3 2022.29 -6.132 31 44 COMB3 10500.92 -178.821 31 43 COMB3 15336.53 133.201 32 39 COMB3 7075.67 78.871 32 40 COMB3 2305.45 53.672 32 45 COMB3 4607.40 156.226 32 44 COMB3 8122.69 121.271 33 42 COMB3 16018.04 -132.568 33 41 COMB3 12912.61 -113.993 33 46 COMB3 18157.59 -106.808 33 47 COMB3 20482.68 -121.939 34 41 COMB3 10535.23 -101.436 34 43 COMB3 10969.49 -109.721


Page 41 of 53


Area

34 34 35 35 35 35 36 36 36 36 37 37 37 37 38 38 38 38 39 39 39 39 40 40 40 40 41 41 41 41 42 42 42 42 43 43 43 43 44 44 44 44 45 45 45 45 46 46 46 46 47 47 47 47 48 48

SAP2000 v12.0.0

Table: Element Stresses - Area Shells, Part 4 of 4 AreaEle Joint OutputC SMaxAvg SAngleAvg m ase Kgf/m2 Degrees 34 48 COMB3 9466.99 -113.017 34 46 COMB3 8960.22 -103.481 35 43 COMB3 6282.88 -124.751 35 44 COMB3 5831.15 -117.713 35 49 COMB3 6613.37 -114.207 35 48 COMB3 7014.91 -120.699 36 44 COMB3 2384.64 -142.331 36 45 COMB3 1945.74 -131.501 36 50 COMB3 2426.41 -122.098 36 49 COMB3 2790.71 -132.561 37 47 COMB3 10406.17 -131.659 37 46 COMB3 7916.54 -100.866 37 51 COMB3 13283.22 -96.451 37 52 COMB3 14901.71 -117.657 38 46 COMB3 8358.19 -116.390 38 48 COMB3 7713.94 -103.927 38 53 COMB3 9528.23 -101.236 38 51 COMB3 10056.92 -111.679 39 48 COMB3 4438.70 -105.023 39 49 COMB3 4403.22 -103.194 39 54 COMB3 4545.05 -102.775 39 53 COMB3 4579.43 -104.551 40 49 COMB3 1806.94 -156.069 40 50 COMB3 732.97 -89.997 40 55 COMB3 2384.61 -89.999 40 54 COMB3 2900.71 -124.707 41 52 COMB3 12855.14 -91.812 41 51 COMB3 12960.81 -97.541 41 56 COMB3 11678.83 -98.375 41 57 COMB3 11561.44 -92.015 42 51 COMB3 6383.22 -106.217 42 53 COMB3 6129.31 -89.754 42 58 COMB3 7938.28 -89.810 42 56 COMB3 8135.93 -102.657 43 53 COMB3 4460.11 -94.272 43 54 COMB3 4558.83 -102.676 43 59 COMB3 3909.71 -104.825 43 58 COMB3 3794.14 -95.023 44 54 COMB3 931.06 -92.484 44 55 COMB3 937.62 -82.783 44 60 COMB3 1094.69 -83.823 44 59 COMB3 1089.08 -92.123 45 61 COMB3 73537.47 -50.912 45 62 COMB3 58180.06 -101.169 45 63 COMB3 11283.58 177.165 45 64 COMB3 46369.80 0.690 46 62 COMB3 45213.47 -76.200 46 42 COMB3 52993.80 -124.049 46 47 COMB3 29871.58 -173.363 46 63 COMB3 11323.72 -17.751 47 64 COMB3 46746.61 -60.404 47 63 COMB3 42262.10 -105.889 47 65 COMB3 13028.72 -152.630 47 66 COMB3 23851.79 -14.544 48 63 COMB3 39956.10 -68.516 48 47 COMB3 40314.38 -112.743


Page 42 of 53


Area

48 48 49 49 49 49 50 50 50 50 51 51 51 51 52 52 52 52 53 53 53 53 54 54 54 54 55 55 55 55 56 56 56 56 57 57 57 57 58 58 58 58 59 59 59 59 60 60 60 60 61 61 61 61 62 62

SAP2000 v12.0.0

Table: Element Stresses - Area Shells, Part 4 of 4 AreaEle Joint OutputC SMaxAvg SAngleAvg m ase Kgf/m2 Degrees 48 52 COMB3 17069.19 -155.933 48 65 COMB3 16204.87 -25.439 49 66 COMB3 24382.76 -73.754 49 65 COMB3 23537.86 -95.996 49 67 COMB3 14341.25 -99.872 49 68 COMB3 15689.48 -64.229 50 65 COMB3 22274.37 -80.534 50 52 COMB3 22386.70 -101.058 50 57 COMB3 14657.28 -107.034 50 67 COMB3 14485.13 -75.351 51 69 COMB3 14350.77 -8.728 51 70 COMB3 14273.87 -8.775 51 71 COMB3 14262.21 -8.466 51 72 COMB3 14339.17 -8.421 52 70 COMB3 17199.47 -24.179 52 73 COMB3 16840.64 -24.728 52 74 COMB3 16679.59 -23.498 52 71 COMB3 17041.81 -22.970 53 73 COMB3 22882.59 -40.272 53 75 COMB3 18873.68 -51.602 53 76 COMB3 14812.86 -37.685 53 74 COMB3 19667.69 -27.414 54 75 COMB3 30976.92 -45.912 54 61 COMB3 26942.47 -55.673 54 64 COMB3 21985.32 -46.285 54 76 COMB3 26777.37 -36.401 55 72 COMB3 7890.21 -10.513 55 71 COMB3 8827.16 -9.386 55 77 COMB3 9031.18 -15.351 55 78 COMB3 8117.81 -17.128 56 71 COMB3 10705.94 -34.247 56 74 COMB3 9647.20 -38.647 56 79 COMB3 8885.40 -32.008 56 77 COMB3 10024.92 -28.021 57 74 COMB3 14566.15 -46.362 57 76 COMB3 13966.20 -49.008 57 80 COMB3 13306.55 -46.491 57 79 COMB3 13934.93 -43.833 58 76 COMB3 15134.10 -49.682 58 64 COMB3 16226.29 -45.328 58 66 COMB3 17412.34 -49.069 58 80 COMB3 16399.33 -53.337 59 78 COMB3 2869.65 -30.165 59 77 COMB3 2711.32 -32.130 59 81 COMB3 2617.64 -28.699 59 82 COMB3 2781.30 -26.869 60 77 COMB3 6644.16 -56.676 60 79 COMB3 6036.64 -66.877 60 83 COMB3 4885.79 -60.974 60 81 COMB3 5619.14 -49.489 61 79 COMB3 7932.33 -70.960 61 80 COMB3 8378.88 -63.497 61 84 COMB3 9423.19 -66.622 61 83 COMB3 9028.44 -73.344 62 80 COMB3 15117.81 -73.477 62 66 COMB3 14627.68 -82.235


Page 43 of 53


Area

62 62 63 63 63 63 64 64 64 64 65 65 65 65 66 66 66 66 67 67 67 67 68 68 68 68 69 69 69 69 70 70 70 70 71 71 71 71 72 72 72 72 73 73 73 73 74 74 74 74 75 75 75 75 76 76

SAP2000 v12.0.0

Table: Element Stresses - Area Shells, Part 4 of 4 AreaEle Joint OutputC SMaxAvg SAngleAvg m ase Kgf/m2 Degrees 62 68 COMB3 12329.91 -80.776 62 84 COMB3 12907.59 -70.543 63 61 COMB3 79545.21 53.848 63 75 COMB3 47960.84 11.924 63 85 COMB3 16110.36 142.042 63 86 COMB3 65473.22 101.187 64 75 COMB3 54092.12 61.207 64 73 COMB3 31067.96 33.009 64 87 COMB3 18474.08 113.631 64 85 COMB3 47979.49 98.878 65 73 COMB3 35621.91 69.273 65 70 COMB3 23555.68 57.642 65 88 COMB3 20010.94 96.089 65 87 COMB3 33383.95 93.645 66 70 COMB3 28413.16 80.579 66 69 COMB3 23181.59 78.426 66 89 COMB3 22741.29 92.996 66 88 COMB3 28055.09 92.428 67 86 COMB3 42635.18 80.370 67 85 COMB3 30864.85 76.639 67 90 COMB3 30632.03 101.383 67 91 COMB3 42466.94 98.185 68 85 COMB3 42968.00 73.285 68 87 COMB3 28788.91 64.579 68 92 COMB3 26350.47 99.334 68 90 COMB3 41373.84 95.929 69 87 COMB3 38564.51 77.584 69 88 COMB3 28332.49 72.983 69 93 COMB3 27293.68 96.969 69 92 COMB3 37807.88 95.025 70 88 COMB3 32214.63 84.997 70 89 COMB3 28833.52 84.408 70 94 COMB3 28710.97 91.832 70 93 COMB3 32104.99 91.638 71 91 COMB3 42582.67 82.781 71 90 COMB3 35199.43 81.256 71 95 COMB3 34905.44 94.654 71 96 COMB3 42339.98 93.836 72 90 COMB3 38332.42 85.841 72 92 COMB3 34032.06 85.314 72 97 COMB3 33974.59 93.298 72 95 COMB3 38281.40 92.927 73 92 COMB3 37259.11 84.303 73 93 COMB3 32371.95 83.439 73 98 COMB3 32204.66 93.020 73 97 COMB3 37113.85 92.620 74 93 COMB3 35886.69 86.993 74 94 COMB3 32895.35 86.719 74 99 COMB3 32871.53 92.452 74 98 COMB3 35864.86 92.247 75 96 COMB3 43175.71 85.916 75 95 COMB3 38055.64 85.365 75 100 COMB3 38017.62 93.864 75 101 COMB3 43142.20 93.404 76 95 COMB3 41672.26 85.535 76 97 COMB3 36946.66 84.962


Page 44 of 53


Area

76 76 77 77 77 77 78 78 78 78 79 79 79 79 80 80 80 80 81 81 81 81 82 82 82 82 83 83 83 83 84 84 84 84 85 85 85 85 86 86 86 86 87 87 87 87 88 88 88 88 89 89 89 89 90 90

SAP2000 v12.0.0

Table: Element Stresses - Area Shells, Part 4 of 4 AreaEle Joint OutputC SMaxAvg SAngleAvg m ase Kgf/m2 Degrees 76 102 COMB3 36856.14 93.050 76 100 COMB3 41592.03 92.702 77 97 COMB3 39536.58 87.579 77 98 COMB3 36532.91 87.380 77 103 COMB3 36531.13 92.558 77 102 COMB3 39534.94 92.364 78 98 COMB3 38033.58 88.338 78 99 COMB3 36093.50 88.248 78 104 COMB3 36091.26 91.631 78 103 COMB3 38031.46 91.548 79 101 COMB3 45049.31 86.955 79 100 COMB3 41359.70 86.683 79 105 COMB3 41323.92 92.307 79 106 COMB3 45016.47 92.118 80 100 COMB3 43616.85 87.464 80 102 COMB3 40379.50 87.260 80 107 COMB3 40366.14 92.310 80 105 COMB3 43604.49 92.139 81 102 COMB3 42539.66 87.420 81 103 COMB3 39288.66 87.207 81 108 COMB3 39276.99 92.419 81 107 COMB3 42528.88 92.234 82 103 COMB3 41277.41 88.249 82 104 COMB3 38615.87 88.128 82 109 COMB3 38631.01 92.465 82 108 COMB3 41291.57 92.306 83 106 COMB3 46934.56 88.029 83 105 COMB3 44499.52 87.921 83 110 COMB3 44482.86 91.366 83 111 COMB3 46918.77 91.295 84 105 COMB3 46218.86 87.780 84 107 COMB3 43642.12 87.649 84 112 COMB3 43617.78 91.367 84 110 COMB3 46195.88 91.290 85 107 COMB3 45571.96 87.895 85 108 COMB3 42206.41 87.727 85 113 COMB3 42221.73 92.747 85 112 COMB3 45586.15 92.544 86 108 COMB3 44382.76 87.753 86 109 COMB3 40921.14 87.563 86 114 COMB3 40936.17 92.889 86 113 COMB3 44396.62 92.664 87 111 COMB3 48658.33 88.589 87 110 COMB3 47452.29 88.553 87 115 COMB3 47437.33 90.152 87 116 COMB3 48643.74 90.149 88 110 COMB3 49563.33 88.151 88 112 COMB3 46586.06 88.032 88 117 COMB3 46588.56 92.055 88 115 COMB3 49565.68 91.932 89 112 COMB3 48554.56 87.958 89 113 COMB3 45584.31 87.825 89 118 COMB3 45577.26 91.927 89 117 COMB3 48547.93 91.809 90 113 COMB3 47122.64 87.701 90 114 COMB3 43156.67 87.490


Page 45 of 53


Area

90 90 91 91 91 91 92 92 92 92 93 93 93 93 94 94 94 94 95 95 95 95 96 96 96 96 97 97 97 97 98 98 98 98 99 99 99 99 100 100 100 100 101 101 101 101 102 102 102 102 103 103 103 103 104 104

SAP2000 v12.0.0

Table: Element Stresses - Area Shells, Part 4 of 4 AreaEle Joint OutputC SMaxAvg SAngleAvg m ase Kgf/m2 Degrees 90 119 COMB3 43185.79 93.275 90 118 COMB3 47149.31 93.000 91 116 COMB3 50647.37 90.545 91 115 COMB3 51424.49 90.537 91 120 COMB3 51423.58 89.586 91 121 COMB3 50646.44 89.580 92 115 COMB3 51066.83 88.928 92 117 COMB3 50339.36 88.912 92 122 COMB3 50330.53 89.821 92 120 COMB3 51058.13 89.824 93 117 COMB3 52366.01 87.650 93 118 COMB3 46962.97 87.379 93 123 COMB3 47066.60 94.617 93 122 COMB3 52458.96 94.142 94 118 COMB3 50813.62 86.719 94 119 COMB3 45461.84 86.332 94 124 COMB3 45466.28 93.754 94 123 COMB3 50817.60 93.359 95 123 COMB3 43824.76 -0.895 95 124 COMB3 40885.04 -0.960 95 125 COMB3 40941.46 3.158 95 126 COMB3 43877.40 2.946 96 122 COMB3 45327.98 -0.282 96 123 COMB3 47521.81 -0.269 96 126 COMB3 47582.71 -2.911 96 127 COMB3 45391.82 -3.052 97 120 COMB3 51222.20 -1.815 97 122 COMB3 44145.73 -2.106 97 127 COMB3 44452.34 7.054 97 128 COMB3 51486.68 6.086 98 121 COMB3 45837.39 -1.331 98 120 COMB3 44922.96 -1.358 98 128 COMB3 44910.59 -0.191 98 129 COMB3 45825.27 -0.188 99 126 COMB3 44331.53 -3.641 99 125 COMB3 48399.55 -3.334 99 130 COMB3 48806.47 -8.116 99 131 COMB3 44775.44 -8.853 100 127 COMB3 47331.81 0.661 100 126 COMB3 45364.83 0.689 100 131 COMB3 45431.09 3.171 100 132 COMB3 47395.33 3.039 101 128 COMB3 51026.63 -2.700 101 127 COMB3 45380.64 -3.036 101 132 COMB3 45433.31 4.102 101 133 COMB3 51073.48 3.648 102 129 COMB3 54017.85 1.250 102 128 COMB3 45679.63 1.478 102 133 COMB3 46645.94 11.774 102 134 COMB3 54837.42 9.996 103 131 COMB3 55621.98 4.693 103 130 COMB3 39815.98 6.563 103 135 COMB3 44519.97 27.317 103 136 COMB3 59080.62 20.231 104 132 COMB3 53532.91 -1.494 104 131 COMB3 42180.57 -1.896


Page 46 of 53


Area

104 104 105 105 105 105 106 106 106 106 107 107 107 107 109 109 109 109 110 110 110 110 111 111 111 111 112 112 112 112 113 113 113 113 114 114 114 114 115 115 115 115 116 116 116 116 117 117 117 117 118 118 118 118 119 119

SAP2000 v12.0.0

Table: Element Stresses - Area Shells, Part 4 of 4 AreaEle Joint OutputC SMaxAvg SAngleAvg m ase Kgf/m2 Degrees 104 136 COMB3 43318.42 13.295 104 137 COMB3 54433.97 10.545 105 133 COMB3 50110.10 1.956 105 132 COMB3 49026.94 1.999 105 137 COMB3 49076.71 3.264 105 138 COMB3 50158.79 3.194 106 134 COMB3 53850.91 -5.659 106 133 COMB3 55741.53 -5.466 106 138 COMB3 55954.43 -7.403 106 139 COMB3 54071.26 -7.662 107 155 COMB3 184324.05 -2.005 107 1 COMB3 184212.99 -0.250 107 2 COMB3 189856.26 -0.243 107 156 COMB3 189964.02 -1.945 108 156 COMB3 201427.75 2.654 108 2 COMB3 201214.42 -0.296 108 5 COMB3 190846.95 -0.313 108 157 COMB3 191071.86 2.798 109 157 COMB3 190534.84 -2.989 109 5 COMB3 190302.48 0.964 109 7 COMB3 203437.36 0.901 109 158 COMB3 203654.73 -2.797 110 158 COMB3 190104.12 1.652 110 7 COMB3 190044.23 0.812 110 9 COMB3 187259.57 0.825 110 159 COMB3 187320.35 1.676 111 160 COMB3 556149.37 1.394 111 155 COMB3 556049.18 0.872 111 156 COMB3 550983.96 0.880 111 161 COMB3 551085.07 1.407 112 161 COMB3 556725.13 -0.104 112 156 COMB3 556736.74 -0.384 112 157 COMB3 554010.71 -0.386 112 162 COMB3 553999.06 -0.104 113 162 COMB3 550739.09 -0.359 113 157 COMB3 550773.50 0.734 113 158 COMB3 561282.74 0.721 113 163 COMB3 561248.97 -0.352 114 163 COMB3 550058.94 -1.588 114 158 COMB3 549886.39 -0.679 114 159 COMB3 558607.03 -0.669 114 164 COMB3 558776.89 -1.563 115 168 COMB3 921802.53 0.493 115 163 COMB3 921808.65 0.536 115 164 COMB3 922490.17 0.535 115 169 COMB3 922484.05 0.493 116 167 COMB3 914661.94 -0.231 116 162 COMB3 914666.16 -0.289 116 163 COMB3 913734.46 -0.289 116 168 COMB3 913730.23 -0.231 117 166 COMB3 904856.98 -0.658 117 161 COMB3 904825.00 0.448 117 162 COMB3 922288.39 0.440 117 167 COMB3 922319.76 -0.645 118 165 COMB3 912502.79 -1.346 118 160 COMB3 912275.24 -0.417


Page 47 of 53


Area

119 119

SAP2000 v12.0.0

Table: Element Stresses - Area Shells, Part 4 of 4 AreaEle Joint OutputC SMaxAvg SAngleAvg m ase Kgf/m2 Degrees 118 161 COMB3 927062.60 -0.411 118 166 COMB3 927286.53 -1.324

Table: Joint Restraint Assignments Table: Joint Restraint Assignments U2 U3 R1

Joint

U1

135 136 137 138 139 165 166 167 168 169

Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes




R2

R3



Table: Load Case Definitions, Part 1 of 2 Case

Type

DEAD MODAL Live Load

LinStatic LinModal LinStatic

Table: Load Case Definitions, Part 1 of 2 InitialCond ModalCase BaseCase DesTypeOpt Zero Zero Zero

Prog Det Prog Det Prog Det

DesignType

AutoType

DEAD OTHER LIVE

None None None

Table: Load Case Definitions, Part 2 of 2 Case

RunCase

DEAD MODAL Live Load

Yes No Yes

Table: Load Case Definitions, Part 2 of 2 CaseStatus GUID

Notes

Finished Not Run Finished

Table: Load Pattern Definitions LoadPat

DesignType

Dead Load Live Load

DEAD LIVE

Table: Load Pattern Definitions SelfWtMult AutoLoad GUID

Notes

1.000000 0.000000

Table: Material Properties 03b - Concrete Data, Part 1 of 2 Material 4000Psi

Fc Kgf/m2 2812278.50

Table: Material Properties 03b - Concrete Data, Part 1 of 2 LtWtConc SSCurveOpt SSHysType SFc SCap


No

Mander

Takeda

0.002000

0.005000

FinalSlope -0.100000

FAngle Degrees 0.000

Page 48 of 53


SAP2000 v12.0.0

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

A615Gr60

Fu

EffFy

EffFu

Kgf/m2

Kgf/m2

Kgf/m2

Kgf/m2

42184177.5 7

63276266.3 5

46402595.3 3

69603892.9 9

SSCurveO pt

SSHysTyp e

SHard

SCap

Simple

Kinematic

0.010000

0.090000

Table: Material Properties 03e - Rebar Data, Part 2 of 2 Table: Material Properties 03e - Rebar Data, Part 2 of 2 Material FinalSlope UseCTDef A615Gr60

-0.100000

No

Table: Preferences - Concrete Design - ACI 318-05/IBC2003, Part 1 of 2 THDesign

NumCurves

Envelopes

24

Table: Preferences - Concrete Design - ACI 318-05/IBC2003, Part 1 of 2 NumPoints MinEccen PatLLF UFLimit SeisCat

11

Yes

0.750000

0.950000

D

PhiT

PhiCTi ed

0.900000

0.6500 00

Table: Preferences - Concrete Design - ACI 318-05/IBC2003, Part 2 of 2 Table: Preferences - Concrete Design - ACI 318-05/IBC2003, Part 2 of 2 PhiCSpiral PhiV PhiVSeismi PhiVJoint c 0.700000

0.750000

0.600000

0.850000

Table: Project Information Item

Table: Project Information Data

Company Name Client Name Project Name Project Number Model Name Model Description


Bravo corp.

Page 49 of 53


Item

SAP2000 v12.0.0

Table: Project Information Data

Revision Number Frame Type Engineer Checker Supervisor Issue Code Design Code


Page 50 of 53


SAP2000 v12.0.0

3D Model G. Ginanjar – NIM : 08114723

Page 51 of 53


SAP2000 v12.0.0

Live Load Attachment

Deformed Shape G. Ginanjar – NIM : 08114723

Page 52 of 53


SAP2000 v12.0.0

Stress Contour


Page 53 of 53

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 Selatan S1

Jamil

Gedung Graha ISTN Jakarta Selatan ISTN 1 19‐11‐2009

Laporan an Struktur Gedung_Gabungan

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