pcacol_perbandingan_hasil diagram interaksi kolom

Perbandingan Hasil Perhitungan (SK SNI T-15-1991-03) Diagram Interaksi Kolom Beton Uniaksial dan Biaksial Program Bantu PCACOL

14/05/03 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION General Information: ==================== File Name: C:\PROGRA~1\PCACOL\DATA\ALIAP14.COL Project: Ali A., P.14 Column: K400x400 Engineer: syont Code: ACI 318-95 Units: Metric Run Option: Investigation Run Axis: X-axis Material Properties: ==================== f'c = 20 MPa Ec = 21019 MPa fc = 17 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85 Section: ======== Rectangular: Width = 400 mm Slenderness: Not considered Column Type: Structural

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fy = 300 MPa Es = 200000 MPa Rupture strain = Infinity

Depth = 400 mm

Catatan-catatan kecil - Suyono Nt.

Hal. 1 dari 14

Gross section area, Ag = Ix = 2.13333e+009 mm^4 Xo = 0 mm

160000 mm^2 Iy = Yo = 2.13333e+009 mm^4 0 mm

Reinforcement: ============== Rebar Database: User-defined Size Diam (mm) Area (mm^2) ---- --------- ----------# 6 6 28 # 12 12 113 # 16 16 201 # 22 22 380 # 32 32 801

Size Diam (mm) Area (mm^2) ---- --------- ----------# 8 8 50 # 13 13 133 # 19 19 284 # 25 25 491 # 40 40 1256

Size Diam (mm) Area (mm^2) ---- --------- ----------# 10 10 79 # 14 14 154 # 20 20 314 # 28 28 616

Confinement: User-defined; #6 ties with #19 bars, phi(a) = 0.8, phi(b) = 0.8, phi(c) = 0.65

#6 with larger bars.

Layout: Rectangular Pattern: Sides Different (Cover to longitudinal reinforcement) Total steel area, As = 3801 mm^2 at 2.38% Top Bottom Left Right ----------------------------Bars 5 #22 5 #22 0 #22 0 #22 Cover(mm) 49 49 49 49 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------1 3795.0 0.0 0.0 0.000 2 2467.0 0.0 0.0 0.000 3 3036.0 0.0 0.0 0.000 4 1973.0 0.0 77.1 999.999 5 1398.0 147.0 142.7 0.970 6 853.0 192.0 187.4 0.976 7 601.0 183.0 181.5 0.992 8 0.0 111.0 137.5 1.239 9 0.0 137.0 137.5 1.004

14/05/03 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION General Information: ==================== File Name: C:\PROGRA~1\PCACOL\DATA\ALIAP17.COL Project: Ali A., P.14 Column: K400x400 Engineer: syont Code: ACI 318-95 Units: Metric Run Option: Investigation Run Axis: X-axis Material Properties: ==================== f'c = 20 MPa Ec = 21019 MPa fc = 17 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85 Section: ======== Rectangular: Width = 400 mm Slenderness: Not considered Column Type: Structural

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Depth = 400 mm


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14/05/03 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION -

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General Information: ==================== File Name: C:\PROGRA~1\PCACOL\DATA\ALIAP17R.COL Project: Ali A., P.17 Column: K400x400 Engineer: syont Code: ACI 318-95 Units: Metric Run Option: Investigation Run Axis: X-axis Material Properties: ==================== f'c = 20 MPa Ec = 21019 MPa fc = 17 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85 Section: ======== Rectangular: Width = 400 mm Gross section area, Ag = Ix = 2.13333e+009 mm^4 Xo = 0 mm 160000 mm^2 Iy = Yo = 2.13333e+009 mm^4 0 mm Slenderness: Not considered Column Type: Structural


Depth = 400 mm


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Confinement: User-defined; #6 ties with #19 bars, phi(a) = 0.8, phi(b) = 0.8, phi(c) = 0.65 Pattern: Irregular Total steel area, As = 3801 mm^2 at 2.38% Area mm^2 X (mm) Y (mm) --------- -------- -------380 -140 140 380 -140 -140 380 -140 80 380 140 -80


Area mm^2 X (mm) Y (mm) --------- -------- -------380 0 140 380 0 -140 380 -140 -80

Area mm^2 X (mm) Y (mm) --------- -------- -------380 140 140 380 140 -140 380 140 80

Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------1 2467.0 0.0 0.0 0.000 2 1973.0 0.0 73.5 999.999 3 1458.0 131.4 127.3 0.968 4 923.7 167.3 163.7 0.978 5 527.0 159.4 158.4 0.994 6 0.0 99.2 133.3 1.344 7 0.0 122.1 133.3 1.092 *** Program completed as requested! ***


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14/05/03 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION General Information: ==================== File Name: C:\PROGRA~1\PCACOL\DATA\ALIAP126.COL Project: Ali A., P.126 Column: K400x400 Engineer: syont Code: ACI 318-95 Units: Metric Run Option: Investigation Run Axis: Biaxial Material Properties: ==================== f'c = 20 MPa Ec = 21019 MPa fc = 17 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85 Section: ======== Rectangular: Width = 400 mm Gross section area, Ag = Ix = 2.13333e+009 mm^4 Xo = 0 mm 160000 mm^2 Iy = Yo = 2.13333e+009 mm^4 0 mm Slenderness: Not considered Column Type: Structural

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Depth = 400 mm




Confinement: User-defined; #6 ties with #19 bars, phi(a) = 0.8, phi(b) = 0.8, phi(c) = 0.65


Layout: Rectangular Pattern: Sides Different (Cover to longitudinal reinforcement) Total steel area, As = 3969 mm^2 at 2.48% Top Bottom Left Right ----------------------------Bars 5 #19 5 #19 2 #19 2 #19 Cover(mm) 49 49 49 49 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux Muy fMnx fMny No. kN kN-m kN-m kN-m kN-m fMn/Mu --- ----------- ----------- ----------- ----------- ----------- -------1 1998.5 0.0 0.0 0.0 0.0 0.000 2 2498.0 0.0 0.0 0.0 0.0 0.000 3 1184.0 154.0 0.0 150.7 0.0 0.979 4 905.0 170.0 0.0 167.3 0.0 0.984 5 504.0 162.0 0.0 162.2 0.0 1.001 6 0.0 106.0 0.0 143.4 0.0 1.353 7 0.0 130.0 0.0 143.4 0.0 1.103 8 1214.0 0.0 145.0 0.0 142.9 0.986 9 931.0 0.0 159.0 0.0 157.5 0.990


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14/05/03 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION 10 11 12 13 586.0 0.0 0.0 800.0 0.0 0.0 0.0 135.0 151.0 108.0 133.0 90.0 0.0 0.0 0.0 120.2 156.2 139.8 139.8 80.4 1.034 1.294 1.051 0.891

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*** Program completed as requested! ***

Perbandingan merujuk pada pustaka, titik angka pada point menunjukkan hasil dari perhitungan manual. Pada persamaan kolom biaksial metode Bresler, adanya suatu konstanta m dan n yang merupakan fungsi dari bentuk kolom dan konfigurasi tulangan. m n M ux M uy a= 1 ...yang berarti aman M uxo M uyo dengan, m = n = 1,5 untuk kolom persegi panjang m = n = 2,0 untuk kolom bulat / bujur sangkar

Dalam pustaka nilai m = n diambil samadengan 2 yang menghasilkan rasio = 0,97 < 1.0 ... yang berarti aman.


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sedangkan menurut Buyokozturk O. (2004) pada catatan kuliah MIT OpenCourse menyebutkan bahwa: Experiments suggest that m = n = depends on column geometry. Typically 1.15 < < 1.55 for most rectangular columns with uniform reinforcement. ... There is no single value that can be assigned to the exponent to represent the true shape of the load contour in all cases Jika merujuk pada pernyataan diatas, maka nilai m = n diambil misal samadengan 1,55 yang menghasilkan rasio = 1,13 > 1,0 ... yang berarti tidak aman. Konstanta tersebut menghasilkan rasio yang lebih mendekati dengan analisa permukaan runtuh 3D program bantu PCACOL, seperti yang ditunjukkan plot diagram Mnx dan Mny pada beban aksial konstan Pn = 800 kN.

Selisih perhitungan diagram kekuatan kolom uniaksial dapat dianggap kecil ini diakibatkan pada pembulatan angka, sedangkan pada perbandingan diagram kekuatan kolom biaksial terlihat cukup signifikan karena pengaruh konstanta m dan n.

Berikut perbandingan lain untuk kolom biaksial dengan bentuk tidak beraturan yaitu bentuk L, perbandingan yang digunakan adalah dari penelitian Hsu (1985) melalui Rodriguez & Dario (1999) untuk kejelasan satuan dibuat SI. Dimensi : Btop = 3 * 25.4 = 76.2 mm Bbot = 6 * 25.4 = 152.4 mm H = 7.5 * 25.4 = 190.5 mm Cover = 0.5 * 25.4 = 12.7 mm Tulangan, 3/8 = (3/8)*25.4 = 9.525 mm Atul = (1/4)*Pi*9.525^2 = 71.25 mm2 Mutu Bahan : Beton, f'c = 3.5*6.894757 = 24.13 Mpa ult = 0.0038 in/in (mm/mm) Baja, fy = 51.8* 6.894757 = 357.15 Mpa


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2 3 4 5 6 7 8 9 10

Letak garis netral x' = ((152.4*76.2*76.2)+(76.2*(190.5-76.2)*38.1))/((152.4*76.2)+(76.2*(190.5-76.2))) = 59.87 mm y' = ((152.4*76.2*(76.2/2))+(76.2*(190.5-76.2)*133.35))/((152.4*76.2)+(76.2*(190.5-76.2))) = 78.92 mm Penulis tidak mendapatkan adanya data angka hasil penelitian, hanya plot grafik yang terdapat pada pustaka sehingga dilakukan skala digital untuk mendapatkan nilai (Pn,Mn) tersebut. Dari hasil skala pada Pn=120 kips terlihat adanya perbedaan ini kemungkinan besar disebabkan distorsi gambar pada proses scaning. Namun setidaknya langkah ini dapat menjadikan suatu perbandingan walaupun nilainya kurang tepat. Skala Horisontal arah-X (Momen, Mn) = 10 Kip.in Skala Vertikal arah-Y (Aksial, Pn) = 20 Kips Point 1 Pn = 8.58*20*4.448222 = 763.31 kN. Mn = ((0.00*10)/12)*1.355818 = 0.00 kN.mCatatan-catatan kecil - Suyono Nt. Hal. 9 dari 14

Point 2 Pn = 7.80*20*4.448222 = 693.92 kN. Mn = ((1.89*10)/12)*1.355818 = 2.14 kN.m Point 3 Pn = 7.07*20*4.448222 = 628.97 kN. Mn = ((3.72*10)/12)*1.355818 = 4.20 kN.m Point 4 Pn = 6.12*20*4.448222 = 544.46 kN. Mn = ((5.49*10)/12)*1.355818 = 6.20 kN.m Point 5 Pn = 5.41*20*4.448222 = 481.29 kN. Mn = ((7.65*10)/12)*1.355818 = 8.64 kN.m Point 6 Pn = 3.69*20*4.448222 = 328.27 kN. Mn = ((9.7*10)/12)*1.355818 = 10.96 kN.m Point 7 Pn = 2.38*20*4.448222 = 211.73 kN. Mn = ((10.35*10)/12)*1.355818 = 11.69 kN.m Point 8 Pn = 1.28*20*4.448222 = 113.87 kN. Mn = ((10.03*10)/12)*1.355818 = 11.33 kN.m Point 9 Pn = 0.46*20*4.448222 = 40.92 kN. Mn = ((9.57*10)/12)*1.355818 = 10.81 kN.m Point 10 Pn = 0.00*20*4.448222 = 0.00 kN. Mn = ((8.75*10)/12)*1.355818 = 9.89 kN.m

Penentuan koordinat titik tepi penampang dan koordinat baja tulangan terhadap sumbu netral.Catatan-catatan kecil - Suyono Nt. Hal. 10 dari 14

Dalam penggunaan program bantu PCACOL tidak dapat dipergunakan input beban (Pn, Mn) pada suatu sudut putar 45o namun hanya digunakan input beban pada sudut putar 0o (My) dan 90o (Mx) sehingga hasil plot beban dilakukan dengan cara skala digital.


Hal. 11 dari 14

14/05/03 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION General Information: ==================== File Name: C:\PROGRA~1\PCACOL\DATA\JSEAD.COL Project: Rodriguez, Dario 1999 Column: L-shaped Engineer: syont Code: ACI 318-95 Units: Metric Run Option: Investigation Run Axis: Biaxial Material Properties: ==================== f'c = 24.13 MPa Ec = 23087.5 MPa fc = 20.5105 MPa Ultimate strain = 0.0038 mm/mm Beta1 = 0.85 Section: ======== Exterior Points No. X (mm) Y (mm) ----- ---------- ---------1 -60 112 4 93 -3 Gross section area, Ag = Ix = 6.02551e+007 mm^4 Xo = 0.00142852 mm Slenderness: Not considered Column Type: Structural

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fy = 357.15 MPa Es = 200000 MPa Rupture strain = Infinity

No. X (mm) Y (mm) ----- ---------- ---------2 16 112 5 93 -79

No. X (mm) Y (mm) ----- ---------- ---------3 16 -3 6 -60 -79

20322.5 mm^2 Iy = Yo = 3.39154e+007 mm^4 0.00143006 mm

Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) ---- --------- ----------# 6 6 28 # 12 12 113 # 20 20 314 # 32 32 801


Size Diam (mm) Area (mm^2) ---- --------- ----------# 10 10 79 # 16 16 201 # 28 28 616

Confinement: User-defined; #6 ties with #25 bars, phi(a) = 1, phi(b) = 1, phi(c) = 1 Pattern: Irregular Total steel area, As = 998 mm^2 at 4.91% Area mm^2 X (mm) Y (mm) --------- -------- -------71 -42 94 71 1 56 71 -42 18 71 1 -61 71 37 -61


Area mm^2 X (mm) Y (mm) --------- -------- -------71 1 94 71 -42 -20 71 1 18 71 75 -20 71 37 -20

Area mm^2 X (mm) Y (mm) --------- -------- -------71 -42 56 71 1 -20 71 -42 -61 71 75 -61


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14/05/03 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION -

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Control Points: =============== Axial Load P X-Moment Y-Moment N.A. depth Bending about kN kN-m kN-m mm --------------------- ------------ ------------ ------------ ----------X @ Pure compression 752.6 -0 0 326 @ Max compression 752.6 -0 0 326 @ fs = 0.0 606.5 12 4 173 @ fs = 0.5*fy 503.3 18 6 140 @ Balanced point 416.9 23 8 118 @ Pure bending -0.0 20 6 45 @ Pure tension -356.3 0 -0 0 Y @ @ @ @ @ @ @ -X @ @ @ @ @ @ @ -Y @ @ @ @ @ @ @ Pure compression Max compression fs = 0.0 fs = 0.5*fy Balanced point Pure bending Pure tension Pure compression Max compression fs = 0.0 fs = 0.5*fy Balanced point Pure bending Pure tension Pure compression Max compression fs = 0.0 fs = 0.5*fy Balanced point Pure bending Pure tension 752.6 752.6 445.5 253.5 80.7 -0.0 -356.3 752.6 752.6 469.6 278.7 143.9 -0.0 -356.3 752.6 752.6 625.4 540.0 447.2 0.0 -356.3 -0 -0 5 8 11 10 0 -0 -0 -15 -20 -24 -24 0 -0 -0 -5 -8 -11 -6 0 0 0 12 15 17 16 -0 0 0 -4 -7 -8 -8 -0 0 0 -8 -12 -15 -16 -0 255 255 135 109 92 77 0 326 326 173 140 118 90 0 255 255 135 109 92 33 0

*** Program completed as requested! ***

Skala Horisontal (Momen, Mn) = 1 kN.m Skala Vertikal arah-Y (Aksial, Pn) = 50 KN Perbedaan dalam asumsi perhitungan pada program PCACOL menggunakan diagram tegangan persegi metode Whitney, sedangkan pustaka menggunakan blok tegangan tekan beton motode second degree parabola. Selain itu asumsi pada pustaka menggunakan hubungan tegangan regangan elastoplastis multi-linear baja tulangan, sehingga hasil perhitungan lebih mendekati dengan hasil penelitian. Dari hasil plot diagram interaksi kolom terlihat pada beban aksial yang besar (P > 40% Pn) hasil PCACOL cukup mendekati dengan hasil penelitian, namun pada keadaan P kecil hasilnya over estimated.


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Catatan : Kolom bentuk lain seperti bentuk T, Box, Circular-Hollow sedang dalam tahap akan dibuat tulisannya di kesempatan mendatang.

PUSTAKA Asroni, A., Trinugroho, S., 2001, Struktur Beton II, KMTS Universitas Muhammadiyah Surakarta Buyokozturk, O., 2004, Mechanics and Design of Concrete Structures, MIT OpenCourse Rodriguez, J.A., Aristizabal-Ochoa, J.D.,1999, Biaxial Interaction for Short RC Columns of Any Cross Section, Journal of Structural Engineering


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pcacol_perbandingan_hasil diagram interaksi kolom

Documents

mpa fc

mpa ec

mpa es

mpa ultimate strain

mpa rupture strain

gross section area

catatancatatan kecil

metric run option