SUREKLI TEMEL HESAP SONUCLARI

@515 AKSI TEMELI ---------------- ANALiZ YONTEMi: *** ELASTiK SONLU KiRiS TEOREMI (WiNKLER METODU) *** EKSENEL KESIT DIGER YON KOLON YUK MOMENT GENISLIGI BAGLANTISI ------------- ---------- ---------- ---------- ---------- 1 S2 -30.232 -0.57 90.0 490.00 2 P1 -15.469 0.09 25.0 185.00 ZEMIN ORT.ZEMIN KOLON KiRiS ACIKLIK GERILMESI GERILMESI DEFORMASYON (cm) (t/m2) (t/m2) (m) ---------------------- ---------- ------------ ------------ ------------- 5.00 1 S2 TK07 495.10 20.09 16.53 0.004792 2 P1 0.00 20.09 10.42 0.004792 Max. Ortalama Zemin Gerilmesi = 16.529 t/m2 (Ortalama zemin gerilmeleri kolon altindaki L/4 blgelerinde hesaplanmistir.) Zemin Emniyet Gerilmesi = 1.40 x 13.100 = 18.340 t/m2 (Tama gc faktrleri ile arttrlmtr.) Yatak Katsayisi = 4192.000 t/m3 SOMEL DONATI HESABI ------------------- Somel Genisligi = 100.0 cm Kiris Kesiti= 100 / 50 cm Somel Derinligi = 30.0 cm Somel Etkili Derinligi = 25.0 cm Moment = 0.5 x 16.529 x 0.000000^2 = 0.00 t.m/m Moment = 0.5 x 16.529 x 0.000000^2 = 0.00 t.m/m > 1.0 DONATI --> As= 4.38 cm2 14 / 20 cm SOL SAG MESNET ACIKLIK MIN.MES. MIN.ACK. KESME KESME MOMENTI MOMENTI MOMENTI MOMENTI (t) (t) (t.m) (t.m) (t.m) (t.m) --- ---------- ---------- ---------- ---------- ---------- ---------- 1 0.000 -15.345 0.00 -18.01 18.58 -13.94 2 13.603 0.000 0.00 18.58 KESME X KUVVETI X MOMENT (m) (t) (m) (t.m) ----------- ---------- ----------- ---------- 0.000000 0.000 2.421988 -18.01 0.900000 -15.345 4.751010 13.603 5.001010 0.000 5.011010 0.000 KiRiS KESiT HESABI ETKiLERi (TASIMA GUCU): /---------- UST KENAR ---------\ /---------- ALT KENAR ---------\ KIRIS M-Sol M-Sag M-Ack M-Sol M-Sag M-Ack V-Max (t.m) (t.m) (t.m) (t.m) (t.m) (t.m) (t) ------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- TK07 18.58 18.58 0.00 0.00 0.00 18.01 15.345 1 AKSI TEMELI ------------- ANALiZ YONTEMi: *** ELASTiK SONLU KiRiS TEOREMI (WiNKLER METODU) *** EKSENEL KESIT DIGER YON KOLON YUK MOMENT GENISLIGI BAGLANTISI ------------- ---------- ---------- ---------- ---------- 1 S5 -16.336 -2.16 25.0 490.00 2 S2 -33.734 -0.57 90.0 490.00 ZEMIN ORT.ZEMIN KOLON KiRiS ACIKLIK GERILMESI GERILMESI DEFORMASYON (cm) (t/m2) (t/m2) (m) ---------------------- ---------- ------------ ------------ ------------- 0.00 1 S5 TK06 470.00 11.41 9.63 0.002722 2 S2 85.00 26.50 12.44 0.006322 Max. Ortalama Zemin Gerilmesi = 12.443 t/m2 (Ortalama zemin gerilmeleri kolon altindaki L/4 blgelerinde hesaplanmistir.) Zemin Emniyet Gerilmesi = 1.40 x 13.100 = 18.340 t/m2 (Tama gc faktrleri ile arttrlmtr.) Yatak Katsayisi = 4192.000 t/m3 SOMEL DONATI HESABI ------------------- Somel Genisligi = 80.0 cm Kiris Kesiti= 80 / 50 cm Somel Derinligi = 30.0 cm Somel Etkili Derinligi = 25.0 cm Moment = 0.5 x 12.443 x 0.000000^2 = 0.00 t.m/m Moment = 0.5 x 12.443 x 0.000000^2 = 0.00 t.m/m > 1.0 DONATI --> As= 4.38 cm2 14 / 20 cm SOL SAG MESNET ACIKLIK MIN.MES. MIN.ACK. KESME KESME MOMENTI MOMENTI MOMENTI MOMENTI (t) (t) (t.m) (t.m) (t.m) (t.m) --- ---------- ---------- ---------- ---------- ---------- ---------- 1 0.000 -14.178 0.00 -21.25 16.07 -12.06 2 17.556 0.000 -1.36 16.07 KESME X KUVVETI X MOMENT (m) (t) (m) (t.m) ----------- ---------- ----------- ---------- 0.010000 0.000 2.780000 -21.25 0.260000 -14.178 5.050333 -1.36 4.660000 17.556 5.096667 -1.56 5.560000 0.000 5.560000 0.000 KiRiS KESiT HESABI ETKiLERi (TASIMA GUCU): /---------- UST KENAR ---------\ /---------- ALT KENAR ---------\ KIRIS M-Sol M-Sag M-Ack M-Sol M-Sag M-Ack V-Max (t.m) (t.m) (t.m) (t.m) (t.m) (t.m) (t) ------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- TK06 16.07 16.07 0.00 0.00 1.36 21.25 17.556 C AKSI TEMELI ------------- ANALiZ YONTEMi: *** ELASTiK SONLU KiRiS TEOREMI (WiNKLER METODU) *** YUK EKSENEL KESIT DIGER YON KOLON KOMBINASYONU YUK MOMENT GENISLIGI BAGLANTISI ------------- ------------ ---------- ---------- ---------- ---------- 1 S5 G+Q *F 33.295 -0.14 60.0 470.00 G+QS1 *F 32.148 -0.20 G+QS2 *F 25.844 -0.20 G+Q+Dx+ 18.711 5.05 G+Q-Dx+ 27.317 -5.27 G+Q+Dx- 18.078 6.33 G+Q-Dx- 27.951 -6.55 G+Q+Dy+ 19.817 2.30 G+Q-Dy+ 26.212 -2.52 G+Q+Dy- 20.326 1.27 G+Q-Dy- 25.703 -1.49 G+Dx+ 11.574 4.99 G-Dx+ 20.180 -5.33 G+Dx- 10.940 6.28 G-Dx- 20.813 -6.61 G+Dy+ 12.679 2.24 G-Dy+ 19.074 -2.57 G+Dy- 13.188 1.21 G-Dy- 18.566 -1.55 2 S6 G+Q *F 40.296 0.91 60.0 470.00 G+QS1 *F 39.055 1.01 G+QS2 *F 35.150 0.74 G+Q+Dx+ 20.254 7.29 G+Q-Dx+ 36.171 -6.00 G+Q+Dx- 19.034 8.90 G+Q-Dx- 37.392 -7.61 G+Q+Dy+ 21.524 3.85 G+Q-Dy+ 34.902 -2.56 G+Q+Dy- 22.495 2.56 G+Q-Dy- 33.931 -1.27 G+Dx+ 13.840 7.19 G-Dx+ 29.757 -6.10 G+Dx- 12.620 8.80 G-Dx- 30.977 -7.71 G+Dy+ 15.110 3.75 G-Dy+ 28.488 -2.66 G+Dy- 16.081 2.46 G-Dy- 27.517 -1.37 3 S7 G+Q *F 31.185 0.48 60.0 470.00 G+QS1 *F 30.751 0.45 G+QS2 *F 27.798 0.47 G+Q+Dx+ 30.913 6.06 G+Q-Dx+ 12.954 -5.38 G+Q+Dx- 32.860 7.45 G+Q-Dx- 11.007 -6.78 G+Q+Dy+ 20.666 3.16 G+Q-Dy+ 23.202 -2.48 G+Q+Dy- 19.111 2.05 G+Q-Dy- 24.756 -1.37 G+Dx+ 26.571 6.00 G-Dx+ 8.612 -5.43 G+Dx- 28.518 7.40 G-Dx- 6.665 -6.83 G+Dy+ 16.323 3.10 G-Dy+ 18.859 -2.54 G+Dy- 14.769 1.99 G-Dy- 20.414 -1.42 KOLON KiRiS ACIKLIK (cm) ---------------------- ---------- 0.00 1 S5 TK04 490.00 2 S6 TK05 280.00 3 S7 0.00 Max. Ortalama Zemin Gerilmesi = 13.114 t/m2 (Zarf Degeri) (Ortalama zemin gerilmeleri kolon altindaki L/4 blgelerinde hesaplanmistir.) Zemin Emniyet Gerilmesi = 1.40 x 13.100 = 18.340 t/m2 (Tama gc faktrleri ile arttrlmtr.) Yatak Katsayisi = 4192.000 t/m3 SOMEL DONATI HESABI ------------------- Somel Genisligi = 80.0 cm Kiris Kesiti= 80 / 50 cm Somel Derinligi = 30.0 cm Somel Etkili Derinligi = 25.0 cm Moment = 0.5 x 13.114 x 0.000000^2 = 0.00 t.m/m Moment = 0.5 x 13.114 x 0.000000^2 = 0.00 t.m/m > 1.0 DONATI --> As= 4.38 cm2 14 / 20 cm SOL SAG MESNET ACIKLIK MIN.MES. MIN.ACK. KESME KESME MOMENTI MOMENTI MOMENTI MOMENTI (t) (t) (t.m) (t.m) (t.m) (t.m) --- ---------- ---------- ---------- ---------- ---------- ---------- 1 0.000 -10.905 -0.73 -12.54 8.30 -6.23 2 6.945 -9.602 2.34 -2.80 8.30 -2.42 3 5.967 0.000 0.00 3.22 KESME X KUVVETI X MOMENT (m) (t) (m) (t.m) ----------- ---------- ----------- ---------- 0.010000 0.000 0.257333 -0.73 0.610000 -10.905 0.300222 -0.71 4.410000 6.945 1.586889 -12.54 5.010000 -9.602 2.144444 -11.58 7.110000 5.967 2.187333 -11.58 7.710000 0.000 3.388222 -8.05 7.720000 0.000 3.474000 -8.19 7.720000 0.000 3.474000 -8.19 4.674889 2.34 7.720000 0.000 3.474000 -8.19 4.674889 2.34 6.347556 -2.80 KiRiS KESiT HESABI ETKiLERi (TASIMA GUCU): /---------- UST KENAR ---------\ /---------- ALT KENAR ---------\ KIRIS M-Sol M-Sag M-Ack M-Sol M-Sag M-Ack V-Max (t.m) (t.m) (t.m) (t.m) (t.m) (t.m) (t) ------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- TK04 8.30 8.30 0.00 0.73 0.00 12.54 10.905 TK05 3.22 3.22 0.00 0.00 0.00 2.80 9.602 B AKSI TEMELI ------------- ANALiZ YONTEMi: *** ELASTiK SONLU KiRiS TEOREMI (WiNKLER METODU) *** YUK EKSENEL KESIT DIGER YON KOLON KOMBINASYONU YUK MOMENT GENISLIGI BAGLANTISI ------------- ------------ ---------- ---------- ---------- ---------- 1 S2 G+Q *F 59.561 -1.92 25.0 875.00 G+QS1 *F 57.989 -2.02 G+QS2 *F 44.110 -1.34 G+Q+Dx+ 38.369 0.06 G+Q-Dx+ 43.678 -2.72 G+Q+Dx- 38.384 0.06 G+Q-Dx- 43.663 -2.72 G+Q+Dy+ 40.461 -0.47 G+Q-Dy+ 41.586 -2.20 G+Q+Dy- 40.449 -0.46 G+Q-Dy- 41.598 -2.20 G+Dx+ 24.692 0.47 G-Dx+ 30.000 -2.31 G+Dx- 24.707 0.47 G-Dx- 29.985 -2.31 G+Dy+ 26.783 -0.06 G-Dy+ 27.909 -1.79 G+Dy- 26.771 -0.05 G-Dy- 27.920 -1.79 2 S3 G+Q *F 63.374 0.57 25.0 875.00 G+QS1 *F 58.665 0.66 G+QS2 *F 56.083 0.37 G+Q+Dx+ 41.986 1.51 G+Q-Dx+ 46.405 -0.71 G+Q+Dx- 42.162 1.60 G+Q-Dx- 46.230 -0.80 G+Q+Dy+ 43.731 0.74 G+Q-Dy+ 44.661 0.05 G+Q+Dy- 43.604 0.68 G+Q-Dy- 44.787 0.12 G+Dx+ 30.817 1.41 G-Dx+ 35.236 -0.81 G+Dx- 30.992 1.50 G-Dx- 35.061 -0.90 G+Dy+ 32.562 0.64 G-Dy+ 33.491 -0.05 G+Dy- 32.435 0.58 G-Dy- 33.618 0.02 3 S4 G+Q *F 42.203 0.06 25.0 875.00 G+QS1 *F 40.105 -0.04 G+QS2 *F 37.915 0.17 G+Q+Dx+ 32.202 1.02 G+Q-Dx+ 26.948 -0.92 G+Q+Dx- 31.587 1.08 G+Q-Dx- 27.563 -0.99 G+Q+Dy+ 26.175 0.45 G+Q-Dy+ 32.975 -0.36 G+Q+Dy- 26.654 0.40 G+Q-Dy- 32.496 -0.31 G+Dx+ 25.652 1.01 G-Dx+ 20.398 -0.93 G+Dx- 25.038 1.08 G-Dx- 21.013 -0.99 G+Dy+ 19.626 0.45 G-Dy+ 26.425 -0.36 G+Dy- 20.104 0.40 G-Dy- 25.946 -0.31 KOLON KiRiS ACIKLIK (cm) ---------------------- ---------- 0.00 1 S2 TK02 490.00 2 S3 TK03 280.00 3 S4 0.00 Max. Ortalama Zemin Gerilmesi = 16.885 t/m2 (Zarf Degeri) (Ortalama zemin gerilmeleri kolon altindaki L/4 blgelerinde hesaplanmistir.) Zemin Emniyet Gerilmesi = 1.40 x 13.100 = 18.340 t/m2 (Tama gc faktrleri ile arttrlmtr.) Yatak Katsayisi = 4192.000 t/m3 SOMEL DONATI HESABI ------------------- Somel Genisligi = 80.0 cm Kiris Kesiti= 80 / 50 cm Somel Derinligi = 30.0 cm Somel Etkili Derinligi = 25.0 cm Moment = 0.5 x 16.885 x 0.000000^2 = 0.00 t.m/m Moment = 0.5 x 16.885 x 0.000000^2 = 0.00 t.m/m > 1.0 DONATI --> As= 4.38 cm2 14 / 20 cm SOL SAG MESNET ACIKLIK MIN.MES. MIN.ACK. KESME KESME MOMENTI MOMENTI MOMENTI MOMENTI (t) (t) (t.m) (t.m) (t.m) (t.m) --- ---------- ---------- ---------- ---------- ---------- ---------- 1 0.000 -17.366 0.00 -17.40 8.18 -6.13 2 15.898 -11.757 5.95 -4.59 8.18 -2.10 3 7.784 0.000 0.00 2.80 KESME X KUVVETI X MOMENT (m) (t) (m) (t.m) ----------- ---------- ----------- ---------- 0.010000 0.000 1.930000 -17.40 0.260000 -17.366 4.760667 5.95 4.660000 15.898 6.476222 -4.59 4.910000 -11.757 7.460000 7.784 7.710000 0.000 7.720000 0.000 KiRiS KESiT HESABI ETKiLERi (TASIMA GUCU): /---------- UST KENAR ---------\ /---------- ALT KENAR ---------\ KIRIS M-Sol M-Sag M-Ack M-Sol M-Sag M-Ack V-Max (t.m) (t.m) (t.m) (t.m) (t.m) (t.m) (t) ------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- TK02 8.18 8.18 0.00 0.00 0.00 17.40 17.366 TK03 5.95 2.80 0.00 0.00 0.00 4.59 11.757 A AKSI TEMELI ------------- ANALiZ YONTEMi: *** ELASTiK SONLU KiRiS TEOREMI (WiNKLER METODU) *** EKSENEL KESIT DIGER YON KOLON YUK MOMENT GENISLIGI BAGLANTISI ------------- ---------- ---------- ---------- ---------- 1 P1 -23.133 -2.68 185.0 390.00 2 S1 -8.100 0.06 25.0 390.00 ZEMIN ORT.ZEMIN KOLON KiRiS ACIKLIK GERILMESI GERILMESI DEFORMASYON (cm) (t/m2) (t/m2) (m) ---------------------- ---------- ------------ ------------ ------------- 0.00 1 P1 TK01 465.00 16.86 14.66 0.004022 2 S1 0.00 16.86 9.66 0.004022 Max. Ortalama Zemin Gerilmesi = 14.665 t/m2 (Ortalama zemin gerilmeleri kolon altindaki L/4 blgelerinde hesaplanmistir.) Zemin Emniyet Gerilmesi = 1.40 x 13.100 = 18.340 t/m2 (Tama gc faktrleri ile arttrlmtr.) Yatak Katsayisi = 4192.000 t/m3 SOMEL DONATI HESABI ------------------- Somel Genisligi = 80.0 cm Kiris Kesiti= 80 / 50 cm Somel Derinligi = 30.0 cm Somel Etkili Derinligi = 25.0 cm Moment = 0.5 x 14.665 x 0.000000^2 = 0.00 t.m/m Moment = 0.5 x 14.665 x 0.000000^2 = 0.00 t.m/m > 1.0 DONATI --> As= 4.38 cm2 14 / 20 cm SOL SAG MESNET ACIKLIK MIN.MES. MIN.ACK. KESME KESME MOMENTI MOMENTI MOMENTI MOMENTI (t) (t) (t.m) (t.m) (t.m) (t.m) --- ---------- ---------- ---------- ---------- ---------- ---------- 1 0.122 -4.994 0.02 -7.67 12.05 -9.04 2 7.190 0.000 0.00 12.05 KESME X KUVVETI X MOMENT (m) (t) (m) (t.m) ----------- ---------- ----------- ---------- 0.010000 0.122 0.233500 0.02 1.860000 -4.994 2.646333 -7.67 4.410000 7.190 4.660000 0.000 4.670000 0.000 KiRiS KESiT HESABI ETKiLERi (TASIMA GUCU): /---------- UST KENAR ---------\ /---------- ALT KENAR ---------\ KIRIS M-Sol M-Sag M-Ack M-Sol M-Sag M-Ack V-Max (t.m) (t.m) (t.m) (t.m) (t.m) (t.m) (t) ------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- TK01 12.05 12.05 0.00 0.00 0.00 9.04 7.190 2 AKSI TEMELI ------------- ANALiZ YONTEMi: *** ELASTiK SONLU KiRiS TEOREMI (WiNKLER METODU) *** YUK EKSENEL KESIT DIGER YON KOLON KOMBINASYONU YUK MOMENT GENISLIGI BAGLANTISI ------------- ------------ ---------- ---------- ---------- ---------- 1 S6 G+Q *F 40.296 -1.25 25.0 771.00 G+QS1 *F 39.055 -1.25 G+QS2 *F 35.150 -0.97 G+Q+Dx+ 20.254 -0.32 G+Q-Dx+ 36.171 -1.41 G+Q+Dx- 19.034 -0.32 G+Q-Dx- 37.392 -1.42 G+Q+Dy+ 21.524 0.96 G+Q-Dy+ 34.902 -2.69 G+Q+Dy- 22.495 0.95 G+Q-Dy- 33.931 -2.69 G+Dx+ 13.840 -0.08 G-Dx+ 29.757 -1.17 G+Dx- 12.620 -0.08 G-Dx- 30.977 -1.18 G+Dy+ 15.110 1.20 G-Dy+ 28.488 -2.45 G+Dy- 16.081 1.19 G-Dy- 27.517 -2.45 2 S3 G+Q *F 63.374 0.13 60.0 771.00 G+QS1 *F 58.665 0.23 G+QS2 *F 56.083 0.01 G+Q+Dx+ 41.986 2.26 G+Q-Dx+ 46.405 -2.08 G+Q+Dx- 42.162 2.40 G+Q-Dx- 46.230 -2.22 G+Q+Dy+ 43.731 7.26 G+Q-Dy+ 44.661 -7.08 G+Q+Dy- 43.604 7.15 G+Q-Dy- 44.787 -6.97 G+Dx+ 30.817 2.25 G-Dx+ 35.236 -2.10 G+Dx- 30.992 2.39 G-Dx- 35.061 -2.24 G+Dy+ 32.562 7.25 G-Dy+ 33.491 -7.10 G+Dy- 32.435 7.13 G-Dy- 33.618 -6.98 3 P1 G+Q *F 42.452 0.17 25.0 465.00 G+QS1 *F 40.137 0.11 G+QS2 *F 35.555 0.15 G+Q+Dx+ 26.930 1.23 G+Q-Dx+ 32.070 -1.00 G+Q+Dx- 27.586 1.17 G+Q-Dx- 31.415 -0.94 G+Q+Dy+ 35.059 3.71 G+Q-Dy+ 23.941 -3.48 G+Q+Dy- 34.530 3.76 G+Q-Dy- 24.470 -3.53 G+Dx+ 18.799 1.17 G-Dx+ 23.939 -1.07 G+Dx- 19.454 1.11 G-Dx- 23.284 -1.01 G+Dy+ 26.928 3.64 G-Dy+ 15.810 -3.54 G+Dy- 26.399 3.69 G-Dy- 16.339 -3.59 KOLON KiRiS ACIKLIK (cm) ---------------------- ---------- 0.00 1 S6 TK08 470.00 2 S3 TK09 390.00 3 P1 0.00 Max. Ortalama Zemin Gerilmesi = 12.304 t/m2 (Zarf Degeri) (Ortalama zemin gerilmeleri kolon altindaki L/4 blgelerinde hesaplanmistir.) Zemin Emniyet Gerilmesi = 1.40 x 13.100 = 18.340 t/m2 (Tama gc faktrleri ile arttrlmtr.) Yatak Katsayisi = 4192.000 t/m3 SOMEL DONATI HESABI ------------------- Somel Genisligi = 80.0 cm Kiris Kesiti= 80 / 50 cm Somel Derinligi = 30.0 cm Somel Etkili Derinligi = 25.0 cm Moment = 0.5 x 12.304 x 0.000000^2 = 0.00 t.m/m Moment = 0.5 x 12.304 x 0.000000^2 = 0.00 t.m/m > 1.0 DONATI --> As= 4.38 cm2 14 / 20 cm SOL SAG MESNET ACIKLIK MIN.MES. MIN.ACK. KESME KESME MOMENTI MOMENTI MOMENTI MOMENTI (t) (t) (t.m) (t.m) (t.m) (t.m) --- ---------- ---------- ---------- ---------- ---------- ---------- 1 0.000 -12.381 0.00 -12.54 7.87 -5.90 2 15.447 -13.661 11.17 -5.36 7.87 -2.87 3 7.549 0.000 0.00 3.82 KESME X KUVVETI X MOMENT (m) (t) (m) (t.m) ----------- ---------- ----------- ---------- 0.010000 0.000 1.915556 -12.54 0.260000 -12.381 4.884667 11.17 4.660000 15.447 7.374889 -5.36 5.260000 -13.661 8.360000 7.549 8.610000 0.000 8.620000 0.000 KiRiS KESiT HESABI ETKiLERi (TASIMA GUCU): /---------- UST KENAR ---------\ /---------- ALT KENAR ---------\ KIRIS M-Sol M-Sag M-Ack M-Sol M-Sag M-Ack V-Max (t.m) (t.m) (t.m) (t.m) (t.m) (t.m) (t) ------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- TK08 7.87 11.17 0.00 0.00 0.00 12.54 15.447 TK09 11.17 3.82 0.00 0.00 0.00 5.36 13.661 3 AKSI TEMELI ------------- ANALiZ YONTEMi: *** ELASTiK SONLU KiRiS TEOREMI (WiNKLER METODU) *** YUK EKSENEL KESIT DIGER YON KOLON KOMBINASYONU YUK MOMENT GENISLIGI BAGLANTISI ------------- ------------ ---------- ---------- ---------- ---------- 1 S7 G+Q *F 31.185 -0.96 25.0 280.00 G+QS1 *F 30.751 -0.96 G+QS2 *F 27.798 -0.78 G+Q+Dx+ 30.913 0.26 G+Q-Dx+ 12.954 -1.59 G+Q+Dx- 32.860 0.48 G+Q-Dx- 11.007 -1.81 G+Q+Dy+ 20.666 1.40 G+Q-Dy+ 23.202 -2.73 G+Q+Dy- 19.111 1.22 G+Q-Dy- 24.756 -2.56 G+Dx+ 26.571 0.42 G-Dx+ 8.612 -1.43 G+Dx- 28.518 0.64 G-Dx- 6.665 -1.65 G+Dy+ 16.323 1.56 G-Dy+ 18.859 -2.57 G+Dy- 14.769 1.38 G-Dy- 20.414 -2.39 2 S4 G+Q *F 42.203 0.17 60.0 280.00 G+QS1 *F 40.105 0.17 G+QS2 *F 37.915 0.16 G+Q+Dx+ 32.202 3.62 G+Q-Dx+ 26.948 -3.39 G+Q+Dx- 31.587 4.49 G+Q-Dx- 27.563 -4.25 G+Q+Dy+ 26.175 8.63 G+Q-Dy+ 32.975 -8.39 G+Q+Dy- 26.654 7.94 G+Q-Dy- 32.496 -7.70 G+Dx+ 25.652 3.61 G-Dx+ 20.398 -3.40 G+Dx- 25.038 4.48 G-Dx- 21.013 -4.27 G+Dy+ 19.626 8.62 G-Dy+ 26.425 -8.41 G+Dy- 20.104 7.93 G-Dy- 25.946 -7.72 3 S1 G+Q *F 14.864 -0.59 60.0 280.00 G+QS1 *F 12.309 -0.61 G+QS2 *F 15.596 -0.41 G+Q+Dx+ 18.544 2.51 G+Q-Dx+ 2.365 -3.33 G+Q+Dx- 18.219 3.28 G+Q-Dx- 2.690 -4.10 G+Q+Dy+ 20.477 6.87 G+Q-Dy+ 0.432 -7.69 G+Q+Dy- 20.741 6.26 G+Q-Dy- 0.168 -7.08 G+Dx+ 16.473 2.65 G-Dx+ 0.294 -3.19 G+Dx- 16.148 3.42 G-Dx- 0.619 -3.96 G+Dy+ 18.406 7.01 G-Dy+ -1.639 -7.55 G+Dy- 18.670 6.40 G-Dy- -1.903 -6.94 KOLON KiRiS ACIKLIK (cm) ---------------------- ---------- 0.00 1 S7 TK10 470.00 2 S4 TK11 390.00 3 S1 0.00 Max. Ortalama Zemin Gerilmesi = 15.994 t/m2 (Zarf Degeri) (Ortalama zemin gerilmeleri kolon altindaki L/4 blgelerinde hesaplanmistir.) Zemin Emniyet Gerilmesi = 1.40 x 13.100 = 18.340 t/m2 (Tama gc faktrleri ile arttrlmtr.) Yatak Katsayisi = 4192.000 t/m3 SOMEL DONATI HESABI ------------------- Somel Genisligi = 80.0 cm Kiris Kesiti= 80 / 50 cm Somel Derinligi = 30.0 cm Somel Etkili Derinligi = 25.0 cm Moment = 0.5 x 15.994 x 0.000000^2 = 0.00 t.m/m Moment = 0.5 x 15.994 x 0.000000^2 = 0.00 t.m/m > 1.0 DONATI --> As= 4.38 cm2 14 / 20 cm SOL SAG MESNET ACIKLIK MIN.MES. MIN.ACK. KESME KESME MOMENTI MOMENTI MOMENTI MOMENTI (t) (t) (t.m) (t.m) (t.m) (t.m) --- ---------- ---------- ---------- ---------- ---------- ---------- 1 0.000 -16.614 0.00 -15.23 9.19 -6.89 2 16.515 -11.805 9.41 -1.99 9.19 -1.89 3 5.713 0.000 0.07 2.53 KESME X KUVVETI X MOMENT (m) (t) (m) (t.m) ----------- ---------- ----------- ---------- 0.010000 0.000 2.107111 -15.23 0.260000 -16.614 4.980444 9.41 4.660000 16.515 7.087556 -1.99 5.260000 -11.805 8.236889 0.07 8.010000 5.713 8.284778 -0.34 8.610000 0.000 8.620000 0.000 KiRiS KESiT HESABI ETKiLERi (TASIMA GUCU): /---------- UST KENAR ---------\ /---------- ALT KENAR ---------\ KIRIS M-Sol M-Sag M-Ack M-Sol M-Sag M-Ack V-Max (t.m) (t.m) (t.m) (t.m) (t.m) (t.m) (t) ------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- TK10 9.19 9.41 0.00 0.00 0.00 15.23 16.614 TK11 9.41 2.53 0.00 0.00 0.00 1.99 11.805