Peraturan dan Standar Perencanaan Referensi · PDF fileLaporan Perhitungan Struktur Beban...

Laporan Perhitungan Struktur

Peraturan dan Standar Perencanaan1. Peraturan Perencanaan Tahan Gempa untuk Gedung SNI - PPTGIUG 20002. Tata Cara Perhitungan Struktur Beton Untuk Gedung SKSNI 02-2847-20023. Tata Cara Perencanaan Struktur Baja Untuk Bangunan Dengan Metode LRFD ITB-20004. Pedoman Pembebanan Indonesia untuk Gedung 1983

Referensi1. Dewobroto, W., Aplikasi Rekayasa Konstruksi dengan SAP 2000, Elex Media Komputindo, Jakarta 2004

4. Salmon, Charles.G. Struktur Baja Desain dan Perilaku 1 dan 2, Gramedia Pustaka Utama, 19965. Widodo, Respon Dinamik Struktur Elastik, UII Press, Yogyakarta, September 2001

Program Komputer

Bahan Struktur1. Beton Kuat beton yang disyaratkan , fc’ = 20 Mpa Modulus Elastisitas beton Ec = 4700. = 2,1.104 Mpa2. Baja Tulangan Tulangan di hitung menggunakan BJTP (polos) < 13 mm fy = 240 MPa Tulangan di hitung menggunakan BJTD(deform) =>13 fy = 400 MPa

Asumsi yang Digunakan1. Pemodelan struktur 3-D (space frame) dilakukan dengan program komputer2. Efek P-delta diabaikan3. Plat lantai dianggap sebagai diafragma sangat kaku pada bidangnya

PembebananI. Beban pada PelatPelat lantaiA. Beban HidupBeban hidup (PPI’83 tabel 3.1) : 250 kg/m2

B. Beban MatiBeban mati lantai bangunan:Beton : 2400 kg/m3

Keramik : 25 Kg/m2

2. Wigroho, H. Y., Analisis dan Perancangan Struktur Frame menggunakan SAP 2000 versi 7.42, Andi Offset, Yogyakarta, Februari 1999

Program Komputer yang digunakan untuk analisis desain Beton dan Baja adalah SAP 2000 v. 10.01dan Untuk pengolahan data dan perhitungan desain manual menggunakan program excel.

3 Kusuma, Gideon, Desain Struktur Rangka Beton Bertulang Di Daerah Rawan Gempa, Erlangga, Jakarta, 1993

'fc

1


Spesi per cm tebal : 21 Kg/m2

Langit-langit dan penggantung : 11 Kg/m2

Beban mati pada plat lantai :- Beton : 1x1x0,12x2400 288 Kg/m2

Berat pasir tebal 5 cm 0,05 x 15 = 75 Kg/m2

- Keramik : 1 x 1 x 25 25 Kg/m2

- Spesi : (0,03) x 21 63 Kg/m2

Beban mati pada plat lantai : 451 Kg/cm2

Pelat AtapA. Beban Hidup

2


Beban hidup (PPI’83 tabel 3.1) : 100 kg/m2

B. Beban MatiBeban mati lantai bangunan:Beton : 2400 kg/m3

Keramik : 25 Kg/m2

Spesi per cm tebal : 21 Kg/m2

Langit-langit dan penggantung : 11 Kg/m2

Beban mati pada plat lantai :- Beton : 1x1x0,10x2400 240 Kg/m2

- Spesi : (0,03) x 21 63 Kg/m2

Beban mati pada plat lantai 303 Kg/cm2

3


II. Beban Akibat Atap

A. Beban Mati

50 Kg/m2

Luas Atap = 4 5 20 m²50 20 1000 Kg

III. Beban Akibat DindingBeban Bata (PPI’83 tabel 2.1) : 250 kg/m2

Tinggi Dinding = 4 x 250= 1000 Kg/m

IV. Beban GempaPerhitungan Gaya Geser Gempa Pembatasan Waktu Getar T<ζ.n , Berada di Wilayah Gempa 4 ζ = 0.17 n = 2

Te = 0,06.H3/4 = 0.286746523 < 0.51C=0.85/T = 2.96429052

Faktor keutamaan (I) dan faktor respon gempa (R) I = 1 untuk Penghunian, (SNI - PPTGIUG 2000, Tabel 3)R = 3,5 (SNI - PPTGIUG 2000, Tabel 3)Gaya geser dasar horizontal akibat gempa

V = ((C1.I)/R).Wt = 525.3933118

Penutup Atap Genting dengan reng usuk (PPI’83 tabel 2.1):

( )VhiWi

hiWiFi ..

.

∑=

X =X =

4


Tinggi (m) Berat (KN)(h) (w)

2 8.05 234.68116 1889.1833 287.60698 86.282092851 4.05 385.6617448 1561.9301 237.78634 71.3359007

620.3429048 3451.1134

Kombinasi Pembebanan

1. Kombinasi 1 1,2D + 1,6 L2. Kombinasi 2 1,05D + 0,6 L + 1,05E3. Kombinasi 3 1,05D + 0,6 L - 1,05Edengan D = Dead Load (Mati)

L = Live Load (Hidup)E = Earth Quake (Gempa)

Dimensi FrameBalok : B1 200 350 mm

B2 200 300 mmB3=BL 150 150 mm

Kolom: K1 250 250 mm `K2 200 250 mmKA 150 150 mmKø 200 200 mm

Semua Komponen struktur dirancang memiliki kekuatan minimal sebesar kekuatan yang dihitung berdasarkan pilihan beban kombinasi berikut ini;

Lantai w*h Fx (Efektif) Fy (30% Fx)

=

=

X

X

= X= X=

= X

= X==

===

X

5


Plat lantai :

Pelat lantai menggunakan shell yang dapat menggantikan ditribusi beban segitiga dan trapesium

Perencanaan Frame Bangunan

6


Perencanaan Balok

1. Daerah tumpuan Dari sap 2000 v.10.01 diperoleh data luas tulangan untuk elemen tersebut :

a. Tulangan longitudinalTulangan perlu bagian atas A = 114 mm2Digunakan 3 P- 12

3 x 113.14286 = 339.4285714 mm2Cek Apakai > Aperlu 339.42857 > 114 Ok

Tulangan perlu bagian bawah A = 56 mm2Digunakan 2 P- 12


b. Tulangan geser perlu 0.001 mm2/mm

Digunakan tulangan Diameter 8 Luas 100.57143 mm2

Berikut ini adalah hasil desain tulangan longitudinal maupun tulangan geser diperoleh data Dari concrete frame design SAP 2000 v.10.01, diambil contoh perhitungan desain balok B2 ukuran B20X30, dan untuk perhitungan desain balok lainnya kami tabelkan

sAv .

7


jarak 100 mm100.5714286

100

Cek perlu < Aktual = 0.001 < 1.005714286 Ok

2. Daerah lapanganDari sap 2000 v.10.01 diperoleh data luas tulangan untuk elemen tersebut :



Tulangan perlu bagian bawah A = 58 mm2Digunakan 3 P- 12



= 1.0057143Aktual = mm2/mms

Av .

sAv .

sAv.

sAv .

8


Digunakan tulangan Diameter 8 Luas 100.57143 mm2 jarak 150 mm

100.5714286150


Perencanaan Kolom



Aktual = = 0.6704762 mm2/mm

Berikut ini adalah hasil desain tulangan longitudinal maupun tulangan geser pada kolom diperoleh data Dari concrete frame design SAP 2000 v.10.01, diambil contoh perhitungan desain kolom K1 ukuran 25x25, dan untuk perhitungan desain kolom lainnya kami tabelkan

sAv .

sAv .

sAv.

9



Digunakan tulangan Diameter 8 Luas 100.57143 mm2 jarak 100 mm

100.5714286100


Perencanaan Pondasi

gtanah 18 KN/m3stanah 150 KN/m2fc’ 20 MPafy 400 MPaKedalaman tanah 2 mJenis fondasi TelapakH (tebal) asumsi 0.2 m

Tabel data analisis gaya-gaya Dalam TABLE: Element Forces - Frames

Frame Station OutputCase CaseType P M399 0 COMB1 Combination 106.97 0.2

Desain Tebal Pondasi

Mn = (Me portal memanjang) + (0,3 Me portal melintang)

Pn = Plt.1 portal memanjang + Plt.1 portal melintang

0.2106.97

σ neto tanah = σijin tanah – {γ tanah.(Z-h)}-{γ beton. h} = 131.4 KN/m2B= Lebar = 1 mL = Panjang = 1 m

e = 0.001869683 m

Aktual = = 1.0057143 mm2/mm

Berikut ini adalah contoh perhitungan pondasi, diambil gaya aksial maksimum pada setiap kolomnya, diambil contoh perhitungan pondasi P1 , untuk perhitungan yang lain kami tabelkan,

×

PnMn

⎟⎞

⎜⎛ ±

6e1

sAv .

sAv .

sAv .

sAv.

10


q max = 162,976 KN/m2

q min = 139,336 KN/m2

Cek geser satu arahqc = 0,5 (q max + qmin) = 106.97 KN/m2d = h - pb – 0.5.Øtulangan = 0.1235 m

= 107.5664 KN/m2

m = (0,5.L) – d – (0,5.h kolom) 0.2515 m

Vc = = 92.051465 KN

0, 6 Vc = 55.23087904 KNθ. Vc > Vu = 55.23087904 < 27.128852 Ok

Cek geser dua arahb0 = 2 = 1.394 m

βc = = 1

Vu = qc

= 94.04510907 KN

Vc2 = = 256.63948 KN

Diantara Vc1 dan Vc2 ambil yang terkecil Vpakai 256.63948 KNθ. Vc > Vu = 153.9836908 > 94.045109 Ok

KN

Vc1 = = 256.63948 KN

27.128852

q =

qu3 =

Vu = =

APn × ⎟

⎠⎞

⎜⎝⎛ ±

L6e1

( )

⎪⎪⎭

⎪⎪⎬

⎫

⎪⎪⎩

⎪⎪⎨

⎧+

+lb.

121

kolomh .5,0dMu.A

Pn3

Lm..2

quq 3max ⎟⎠⎞

⎜⎝⎛ +

L.d.cf'61

( ) ( ){ }kolom bdkolomh d +++×

pondasipendek sisipondasi panjang sisi

( ) ( )( )( ){ }kolom bd.kolomh dLB ++−××

d b0. .cf'61.1

β1

c⎟⎟⎠

⎞⎜⎜⎝

⎛+

d b0. .cf'31

11


Perencanaan PelatBerikut ini adalah contoh perhitungan pelat tersebut

Beban Ultimit Qu =1,2Wd + 1,6Wl = 5.412 + 4= 9.412 KN/m2

Pelat Tipe ASisi Terpendek Lx = 3 mSisi Terpanjang Ly = 3.05 m

3.053

Sehingga Didapat Nilai Koofisien Momen Mlx = 44Mltx = 44Mly = 44Mty = 44

Mlx = -Mtx = 0,001.Qu. lx² . clx = 4 KNmMly = -Mty = 0,001.Qu. lx² . clx = 4 KNm

Perhitungan Tulangan Mlx = -Mtx

40.8

d = hpelat - pb - 0,5Ø = 95 mmfc' = 20 Mpafy = 240 Mpa

= 0.043006

= 0.0322545

0.315636

= 14.117647

= 0.0021846

ρperlu < ρmin

= 1.02

4.66 KNm

=LxLy .

φ.Mu

00583,0240

4,14,1min ===

fyρ

⎟⎟⎠

⎞⎜⎜⎝

⎛+

=fyfy

fcb 600

600..'.85,01βρ

bρρ .75,0max =

== 2./

dbMuR n

φ

'.85,0 fcfym =

⎥⎥⎦

⎤

⎢⎢⎣

⎡−−=

fymR

mn

perlu..2

111ρ

=

12


maka digunakan 1,33rperlu 0.002905559Asperlu = ρ.b.d = 276.0281084 mm2Digunakan tulangan 8 Luas 50.285714 mm2Jarak tulangan :

50.285714 1000

= 182.17606 mm

Digunakan 8 P - 150 mm

Ce As ada > As Perlu = 335.2380952 > 276.02811 mm2 Ok

Cek kapasitas lentur arah x:

a = = 4.7327731

Mn = As.fy.(d-a/2) = 7.45303587 KNm

1,33 = 6.1963902 KNm

Mu pakai = 6.1963902 KNmCek Mn > Mu 7.45303587 > 6.1963902 Ok

Perhitungan Tulangan Mly = -Mty

40.8

d = hpelat - pb - 0,5Ø - Ø = 87 mmfc' = 20 Mpafy = 240 Mpa

= 0.043006

= 0.0322545

mm2

4.66 KNm

Spakai ≤ 276.0281084

As ada = = 335.2381

=perluAs

bAs .φ

pakaiSbAs .φ

bfcfyAs ada

'..85,0.

8,0Mu

φ.Mu

00583,0240

4,14,1min ===

fyρ

⎟⎟⎠

⎞⎜⎜⎝

⎛+

=fyfy

fcb 600

600..'.85,01βρ

bρρ .75,0max =

=

13


0.6155291

= 14.117647

= 0.0026129

ρperlu < ρmin

maka digunakan 1,33rperlu 0.003475153Asperlu = ρ.b.d = 302.3383039 mm2Digunakan tulangan 8 Luas 50.285714Jarak tulangan :

50.285714 1000

= 166.32267 mm

Digunakan 8 P- 150 mm

Ce As ada > As Perlu = 335.2380952 > 302.3383 mm2 Ok

Cek kapasitas lentur arah x:

a = = 4.7327731

Mn = As.fy.(d-a/2) = 6.809378727 KNm

1,33 = 6.1963902 KNm

Mu pakai = 6.1963902 KNmCek Mn > Mu 6.809378727 > 6.1963902 Ok

Perencanaan SloofPada struktur ini digunakan sloof ukuran S (20x30)untuk contoh perhitungannya sama seperti perhitungan balok diatas.Hasil hitungan langsung kami tabelkan

As ada = = 335.2381 mm2

Spakai ≤ 302.3383039

ρρ ,max

== 2./

dbMuR n

φ

'.85,0 fcfym =

⎥⎥⎦

⎤

⎢⎢⎣

⎡−−=

fymR

mn

perlu..2

111ρ

=perluAs

bAs .φ

pakaiSbAs .φ

bfcfyAs ada

'..85,0.

8,0Mu

14

TABLE: Concrete Design 1 - Beam Summary Data - ACI 318-99

Tumpuan Section b h As perlu Ø Luas n As Aktual Cek Av/S Perlu Ø Luas jarak Av/S Aktual Cekmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm

Atas B1 200 350 396 12 113.14 5 565.71429 Aman 5 P- 12 0.215 8 101 100 1.00571429 Aman P 8 - 100bawah B1 200 350 256 12 113.14 3 339.42857 Aman 3 P- 12 0.215 8 101 100 1.00571429 Aman P 8 - 100

Lapangan b h As perlu Ø Luas n As Aktual Cek Av / S Ø Luas jarak8 mm mm² mm² mm²/mm mm mm² mm mm²/mm




Lapangan b h As perlu Ø Luas n As Aktual Cek Av / S Ø Luas jarakmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm






TABLE: Concrete Design 1 - Column Summary Data - ACI 318-99

b h As perlu Ø Luas n As Aktual Cek Av/S Perlu Ø Luas jarak Av/S Aktual Cekmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm

Tumpuan K1 250 250 663 12 113.14 8 905.14286 Aman 8 P- 12 0.0001 8 101 100 1.00571429 Aman P 8 - 100Lapangan K1 250 250 663 12 113.14 8 905.14286 Aman 8 P- 12 0.0001 8 101 100 1.00571429 Aman P 8 - 100


Tumpuan K2 200 250 500 12 113.14 6 678.85714 Aman 4 P- 12 0.0001 8 101 100 1.00571429 Aman P 8 - 100Lapangan K2 200 250 500 12 113.14 6 678.85714 Aman 4 P- 12 0.0001 8 101 100 1.00571429 Aman P 8 - 100


Tumpuan KP 150 150 225 12 113.14 4 452.57143 Aman 4 P- 12 0.0001 8 101 150 0.67047619 Aman P 8 - 150Lapangan KP 150 150 225 12 113.14 4 452.57143 Aman 4 P- 12 0.0001 8 101 150 0.67047619 Aman P 8 - 150


Tumpuan Kø 200 200 314 12 113.14 4 452.57143 Aman 4 P- 12 0.0001 8 101 100 1.00571429 Aman P 8 - 100Lapangan Kø 200 200 314 12 113.14 4 452.57143 Aman 4 P- 12 0.0001 8 101 100 1.00571429 Aman P 8 - 100

TABLE: Concrete Design 1 - Sloof Summary Data - ACI 318-99


Atas S 200 300 128 10 78.571 2 157.14286 Aman 2 P- 10 0.001 8 101 150 0.67047619 Aman P 8 - 150bawah S 200 300 63 10 78.571 2 157.14286 Aman 2 P- 10 0.001 8 101 150 0.67047619 Aman P 8 - 150


Atas S 200 300 45 10 78.571 2 157.14286 Aman 2 P- 10 0.001 8 101 150 0.67047619 Aman P 8 - 150bawah S 200 300 57 10 78.571 2 157.14286 Aman 2 P- 10 0.001 8 101 150 0.67047619 Aman P 8 - 150

di Pasang di Pasang

di Pasang di Pasang

di Pasang di Pasang

di Pasang di Pasang

di Pasang di Pasang

di Pasang di Pasang

di Pasang

di Pasang

di Pasang

di Pasang

di Pasang

di Pasang

di Pasang

di Pasang

di Pasang di Pasang

di Pasang di Pasang

Perhitungan Tulangan Pelat

ly 3.05 3.05 3.05 3.05lx 3 3 3 3

ly/lxLx Ly tx ty

koofisien 44 44 44 44Mu ( kNm ) 4 4 4 4Mu/0.8 4.65894 4.65894 4.65894 4.65894f'c ( Mpa ) 20 20 20 20fy ( Mpa ) 240 240 240 240rho b 0.043006 0.043006 0.043006 0.043006Tebal 120 120 120 120Penutup Beton 21 21 21 21Ø (mm) 8 8 8 8d ( mm ) 95 87 95 87m 14.11765 14.117647 14.11765 14.117647Rn 0.516226 0.6155291 0.516226 0.6155291rho min 0.005833 0.0058333 0.005833 0.0058333rho perlu 0.002185 0.0026129 0.002185 0.00261291.33 rho perlu 0.002906 0.0034752 0.002906 0.0034752rho max 0.032254 0.0322545 0.032254 0.0322545rho pakai 0.002906 0.0034752 0.002906 0.0034752As 276.0281 302.3383 276.0281 302.3383Ø (mm) 8 8 8 8Luas tul 50.28571 50.285714 50.28571 50.285714S 182.1761 166.32267 182.1761 166.32267S pakai ( mm ) 150 150 150 150As ada 335.2381 335.2381 335.2381 335.2381a 4.732773 4.7327731 4.732773 4.7327731Mn 7.453036 6.8093787 7.453036 6.80937871.33Mu/0.8 6.19639 6.1963902 6.19639 6.1963902Mu pakai 6.19639 6.1963902 6.19639 6.1963902Keterangan AMAN AMAN AMAN AMAN

Rekapitulasi Penulangan PlatTipe Pelat A A A APanjang (m) 3.05 3.05 3.05 3.05Lebar m 3 3 3 3Ø (mm) 8 8 8 8Jarak S (mm) 150 150 150 150

Pelat

1.02

tipe APelat Lantai

Desain Pondasiketerangan satuan P1 P2

h kolom m 0.25 0.25b kolom m 0.2 0.25Øtul asum. mm 13 13Pb mm 70 70σ ijin tanah KN/m2 150 150δ tanah KN/m3 18 18fy Mpa 400 400f'c Mpa 20 20Bj beton KN/m3 24 24Kedalaman m 1.5 1.5αs 20 20h pondasi m 0.2 0.25Mu KNm 0.2 0.96Pu KN 106.97 210.4e m 0.00186968 0.00456274σ neto KN/m2 131.4 133.5Asumsi dimensiB pakai m 1 1.3L pakai m 1 1.3A pakai m2 1 1.69q max KN/m2 108.17 127.118798q min KN/m2 105.77 121.875284

qc KN/m2 106.97 124.497041d m 0.1235 0.1735m m 0.2515 0.3515qu3 KN/m2 107.5664 126.06223Vu KN 27.1288523 57.8455355Vc KN 92.0514651 168.1150440.6*Vc KN 55.230879 100.869026kontrol Aman Aman

b0 m 1.394 1.694βc 1 1Vu KN 94.0451091 188.071176Vc1 KN 256.639485 438.133669Vc2 KN 256.639485 438.133669Vc pakai KN 256.639485 438.1336690.6*Vc KN 153.983691 262.880201kontrol aman aman

Perhitungan Tulangan Pondasiketerangan satuan P1 P2

f'c Mpa 20 20fy Mpa 400 400

Desain Tebal Pondasi

Geser satu arah (B=L)

Geser dua arah

B pakai m 1 1.3L pakai m 1 1.3h pakai mm 200 250Øtul asumsi mm 13 13beton cover mm 70 70d mm 123.5 173.5q max KN/m2 108.17 127.118798q min KN/m2 105.77 121.875284li m 0.25 0.4q2 KN/m2 107.57 125.505409Mu KNm 3.3709375 10.1049683Mn KNm 4.21367188 12.6312104As' mm2 94.7744461 202.228793a mm 2.22998697 4.75832453As perlu mm2 86.0741033 184.536415As min mm2 432.25 607.251,33 As per. mm2 114.478557 245.433432As pakai mm2 114.478557 245.433432Ø tul mm 12 12A1Ø mm2 113.097336 113.097336S mm 987.934668 460.806559Spakai 980 460Spakai 240 240tulangan susutAs 400 500Ø tul mm 10 10A1Ø mm2 78.5398163 78.5398163S mm 196.349541 157.079633Spakai 190 150Spakai 190 150

Rekapitulasi Penulangan PondasiP1 P2

Panjang m 1 1.3Lebar m 1 1.3Tebal m 0.2 0.25Ø tul mm 12 12S jarak mm 150 150Ø tul susut m 10 10S jarak mm 190 150

TABLE: Combination DefinitionsComboName ComboType CaseType CaseName ScaleFactor SteelDesign ConcDesign AlumDesign ColdDesign

Text Text Text Text Unitless Yes/No Yes/No Yes/No Yes/NoCOMB1 Linear Add Linear Static DEAD 1.2 No Yes No NoCOMB1 Linear Static LIVE 1.6COMB2 Linear Add Linear Static DEAD 1.05 No No No NoCOMB2 Linear Static LIVE 0.6COMB2 Linear Static QUAKE 1.05COMB3 Linear Add Linear Static DEAD 1.05 No No No NoCOMB3 Linear Static LIVE 0.6COMB3 Linear Static QUAKE -1.05

TABLE: Concrete Design 1 - Column Summary Data - ACI 318-99Frame DesignSect DesignType DesignOpt Status Location PMMCombo PMMArea PMMRatio MajCombVMajRebaVMinCombo VMinRebar ErrMsg WarnMsgText Text Text Text Text mm Text mm2 Unitless Text mm2/mm Text mm2/mm Text Text

90 K20X25 Column Design No Messages 0 COMB1 500 COMB1 0 COMB1 0 No Messages No Messages90 K20X25 Column Design No Messages 2025 COMB1 500 COMB1 0 COMB1 0 No Messages No Messages90 K20X25 Column Design No Messages 2700 COMB1 500 COMB1 0 COMB1 0 No Messages No Messages90 K20X25 Column Design No Messages 2700 COMB1 500 COMB1 0 COMB1 0 No Messages No Messages90 K20X25 Column Design No Messages 4050 COMB1 500 COMB1 0 COMB1 0 No Messages No Messages32 K25X25 Column Design No Messages 0 COMB1 625 COMB1 0 COMB1 0 No Messages No Messages32 K25X25 Column Design No Messages 2025 COMB1 625 COMB1 0 COMB1 0 No Messages No Messages32 K25X25 Column Design No Messages 4050 COMB1 663.77976 COMB1 0 COMB1 0 No Messages No Messages

120 KP Column Design No Messages 0 COMB1 225 COMB1 0 COMB1 0 No Messages No Messages120 KP Column Design No Messages 2025 COMB1 225 COMB1 0 COMB1 0 No Messages No Messages120 KP Column Design No Messages 2700 COMB1 225 COMB1 0 COMB1 0 No Messages No Messages120 KP Column Design No Messages 2700 COMB1 225 COMB1 0 COMB1 0 No Messages No Messages120 KP Column Design No Messages 4050 COMB1 225 COMB1 0 COMB1 0 No Messages No Messages166 KO20 Column Design No Messages 0 COMB1 314.1592654 COMB1 0 COMB1 0 No Messages No Messages166 KO20 Column Design No Messages 2025 COMB1 314.1592654 COMB1 0 COMB1 0 No Messages No Messages166 KO20 Column Design No Messages 4050 COMB1 314.1592654 COMB1 0 COMB1 0 No Messages No Messages

TABLE: Concrete Design 2 - Beam Summary Data - ACI 318-99Frame DesignSect DesignType Status Location FTopCombo FTopArea FBotCombo FBotArea VCombo VRebar TLngCombo TLngArea TTrnCombo TTrnRebarText Text Text Text mm Text mm2 Text mm2 Text mm2/mm Text mm2 Text mm2/mm

1 S20X30 Beam No Messages 0 COMB1 128.2593989 COMB1 (Sp) 63.58297499 COMB1 0 COMB1 0 COMB1 01 S20X30 Beam No Messages 450 COMB1 58.7730701 COMB1 (Sp) 45.5770671 COMB1 0 COMB1 0 COMB1 01 S20X30 Beam No Messages 900 COMB1 (Sp) 45.5770671 COMB1 (Sp) 45.5770671 COMB1 0 COMB1 0 COMB1 01 S20X30 Beam No Messages 1350 COMB1 (Sp) 45.5770671 COMB1 57.8115631 COMB1 0 COMB1 0 COMB1 01 S20X30 Beam No Messages 1800 COMB1 (Sp) 45.5770671 COMB1 106.7736834 COMB1 0 COMB1 0 COMB1 01 S20X30 Beam No Messages 2250 COMB1 (Sp) 45.5770671 COMB1 149.4869779 COMB1 0 COMB1 0 COMB1 01 S20X30 Beam No Messages 2700 COMB1 0 COMB1 185.7314165 COMB1 0 COMB1 0 COMB1 0

81 B20X35 Beam No Messages 0 COMB1 396.511655 COMB1 (Sp) 256.1647747 COMB1 0 COMB1 237.758879 COMB1 0.3323796881 B20X35 Beam No Messages 500 COMB1 348.5212858 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 237.758879 COMB1 0.3323796881 B20X35 Beam No Messages 1000 COMB1 307.9079084 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 237.758879 COMB1 0.3323796881 B20X35 Beam No Messages 1000 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 238.111734 COMB1 0.33168321981 B20X35 Beam No Messages 1500 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 238.111734 COMB1 0.33168321981 B20X35 Beam No Messages 2000 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 238.111734 COMB1 0.33168321981 B20X35 Beam No Messages 2000 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.14836553581 B20X35 Beam No Messages 2500 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.14836553581 B20X35 Beam No Messages 3000 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.148365535

81 B20X35 Beam No Messages 3500 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.14836553581 B20X35 Beam No Messages 4000 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.14836553581 B20X35 Beam No Messages 4500 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.14836553581 B20X35 Beam No Messages 4500 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 0 COMB1 081 B20X35 Beam No Messages 5000 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 0 COMB1 081 B20X35 Beam No Messages 5500 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 0 COMB1 081 B20X35 Beam No Messages 6000 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 0 COMB1 081 B20X35 Beam No Messages 6500 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 0 COMB1 081 B20X35 Beam No Messages 7000 COMB1 0 COMB1 57.35427257 COMB1 0 COMB1 0 COMB1 096 BL15X15 Beam No Messages 0 COMB1 32.97589802 COMB1 (Sp) 16.36308274 COMB1 0 COMB1 0 COMB1 096 BL15X15 Beam No Messages 500 COMB1 12.99809858 COMB1 (Sp) 8.151027348 COMB1 0 COMB1 0 COMB1 096 BL15X15 Beam No Messages 1000 COMB1 (Sp) 8.151027348 COMB1 (Sp) 8.151027348 COMB1 0 COMB1 0 COMB1 096 BL15X15 Beam No Messages 1500 COMB1 (Sp) 8.151027348 COMB1 10.965829 COMB1 0 COMB1 0 COMB1 096 BL15X15 Beam No Messages 2000 COMB1 (Sp) 8.151027348 COMB1 15.28803584 COMB1 0 COMB1 0 COMB1 096 BL15X15 Beam No Messages 2500 COMB1 (Sp) 8.151027348 COMB1 14.45051128 COMB1 0 COMB1 0 COMB1 096 BL15X15 Beam No Messages 3000 COMB1 (Sp) 8.151027348 COMB1 8.465078137 COMB1 0 COMB1 0 COMB1 096 BL15X15 Beam No Messages 3500 COMB1 2.59086877 COMB1 (Sp) 1.29467415 COMB1 0 COMB1 0 COMB1 0

180 RB20X30 Beam No Messages 0 COMB1 114.0432652 COMB1 (Sp) 56.4999912 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 500 COMB1 69.57970717 COMB1 (Sp) 28.12312358 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 1000 COMB1 32.11296172 COMB1 (Sp) 28.12312358 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 1500 COMB1 (Sp) 28.12312358 COMB1 (Sp) 28.12312358 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 2000 COMB1 (Sp) 28.12312358 COMB1 (Sp) 28.12312358 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 2500 COMB1 (Sp) 28.12312358 COMB1 41.04999486 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 3000 COMB1 (Sp) 28.12312358 COMB1 52.84810482 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 3500 COMB1 (Sp) 28.12312358 COMB1 58.25561195 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 4000 COMB1 (Sp) 28.12312358 COMB1 57.23924632 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 4500 COMB1 (Sp) 28.12312358 COMB1 49.80527872 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 5000 COMB1 (Sp) 28.12312358 COMB1 35.99932866 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 5500 COMB1 (Sp) 28.12312358 COMB1 (Sp) 28.12312358 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 6000 COMB1 (Sp) 28.12312358 COMB1 (Sp) 28.12312358 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 6500 COMB1 43.22138879 COMB1 (Sp) 28.12312358 COMB1 0 COMB1 0 COMB1 0180 RB20X30 Beam No Messages 7000 COMB1 82.87129077 COMB1 (Sp) 41.16155636 COMB1 0 COMB1 0 COMB1 0

TABLE: Load Case DefinitionsLoadCase DesignType SelfWtMult AutoLoad

Text Text Unitless TextDEAD DEAD 1LIVE LIVE 0QUAKE QUAKE 0 USER LOADS

TABLE: Material Properties 04 - Design ConcreteMaterial Fc RebarFy RebarFys LtWtConc LtWtFact

Text N/mm2 N/mm2 N/mm2 Yes/No UnitlessCONC 20 400 240 No 1

TABLE: Element Forces - FramesFrame Station OutputCase CaseType P V2 V3 T M2 M3 FrameElem ElemStationText m Text Text KN KN KN KN-m KN-m KN-m Text m

31 0 COMB1 Combination -210.4079759 -0.591142852 -0.508612689 -5.65E-02 -0.795333957 -0.718761802 238 031 1.425 COMB1 Combination -207.8900009 -0.591142852 -0.508612689 -5.65E-02 -7.06E-02 0.123616762 238 1.42531 2.85 COMB1 Combination -205.3720259 -0.591142852 -0.508612689 -5.65E-02 0.654212205 0.965995326 238 2.8599 0 COMB1 Combination -106.9673517 -4.84E-02 3.61E-02 3.59E-02 -8.81E-02 7.79E-02 156 099 1.425 COMB1 Combination -104.9529717 -4.84E-02 3.61E-02 3.59E-02 -0.13952272 0.146928714 156 1.42599 2.85 COMB1 Combination -102.9385917 -4.84E-02 3.61E-02 3.59E-02 -0.190951119 0.215937929 156 2.85

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