2.2.3

2.2.4

2.2.5

2.2.6

2.2.7

IZS Teramo 37035

Marzo 2010 Page 1 of 1

M:\30000\37035_IZS TERAMO\04 INTERNAL PROJECT DATA (ARUP ONLY - NOT INCLUDING SERIN OR OTHER ATI)\07 CALCULATIONS\4-04-07 STRUCTURAL\10-REV-REL DI CALC\SS\TITLE SHEET.DOCX

©Arup F0.13Rev 9.2, 1 May 2003

Risultati Analisi Dinamiche Stecca Sinistra

2.2.8

2.2.9

2.2.10

2.2.11

2.2.12

2.2.13

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

STECCA PORZIONE SINISTRA

37035370353703537035

CMCMCMCM 13-apr-201013-apr-201013-apr-201013-apr-2010

PPPPaaaaggggeeee 1111

PPPPrrrriiiinnnntttteeeedddd 11114444----AAAApppprrrr----2222000011110000 TTTTiiiimmmmeeee 11119999::::33334444

PPPPrrrrooooggggrrrraaaammmm GGGGSSSSAAAA VVVVeeeerrrrssssiiiioooonnnn 8888....4444....0000....11117777 CCCCooooppppyyyyrrrriiiigggghhhhtttt ©©©© OOOOaaaassssyyyyssss 1111999988885555----2222000000009999

KKKK::::\\\\33330000000000000000\\\\33337777000033335555____IIIIZZZZSSSS TTTTeeeerrrr............\\\\SSSSTTTTEEEECCCCCCCCAAAA ---- mmmmooooddddeeeellll 8888 rrrreeeevvvv AAAABBBB SSSSIIIINNNNIIIISSSSTTTTRRRRAAAA mmmmuuuurrrriiii rrrriiiiddddoooottttttttiiii LLLL----1111 EEEENNNNCCCC....ggggwwwwbbbb

Response Spectrum Details

Spectra

Spectrum 1

Name spettro SLU (q=1.68 * I=1.2) Type user defined

Period Acceleration [s] [m/s²] 0.0 3.679 0.05000 4.277 0.1000 4.876 0.1500 5.474 0.2000 5.474 0.2500 5.474 0.3000 5.474 0.3500 5.474 0.4000 5.474 0.4500 5.474 0.5000 5.474 0.5500 4.977 0.6000 4.562 0.6500 4.211 0.7000 3.910 0.7500 3.650 0.8000 3.421 0.8500 3.220 0.9000 3.041 0.9500 2.881 1.000 2.737 1.050 2.607 1.100 2.488 1.150 2.380 1.200 2.281 1.250 2.190 1.300 2.106 1.350 2.028 1.400 1.955 1.450 1.888 1.500 1.825 1.550 1.766 1.600 1.711 1.650 1.659 1.700 1.610 1.750 1.564 1.800 1.521 1.850 1.480 1.900 1.441 1.950 1.404 2.000 1.369 2.050 1.303 2.100 1.241 2.150 1.184 2.200 1.131 2.250 1.081 2.300 1.035 2.350 0.9910 2.400 0.9500 2.450 0.9120 2.500 0.8760 2.550 0.8420 2.600 0.8100 2.650 0.7800 2.700 0.7510 2.750 0.7240 2.800 0.6980 2.850 0.6740 2.900 0.6510 2.950 0.6290 3.000 0.6080 3.050 0.5880 3.100 0.5700 3.150 0.5520 3.200 0.5350 3.250 0.5180 3.300 0.5030 3.350 0.4880 3.400 0.4740 3.450 0.4600 3.500 0.4470 3.550 0.4340 3.600 0.4220 3.650 0.4110 3.700 0.4000 3.750 0.3890 3.800 0.3790 3.850 0.3690 3.900 0.3600 3.950 0.3510 4.000 0.3420

Spectrum 2

Name spettro SLD (Sel/2.5*I=1.2)Type user defined

Period Acceleration [s] [m/s²] 0.0 1.472 0.05000 2.207 0.1000 2.943 0.1500 3.679 0.2000 3.679 0.2500 3.679 0.3000 3.679 0.3500 3.679 0.4000 3.679 0.4500 3.679 0.5000 3.679 0.5500 3.344 0.6000 3.066 0.6500 2.830 0.7000 2.628 0.7500 2.453 0.8000 2.299 0.8500 2.164 0.9000 2.044 0.9500 1.936 1.000 1.839 1.050 1.752 1.100 1.672 1.150 1.599 1.200 1.533 1.250 1.472 1.300 1.415 1.350 1.363 1.400 1.314 1.450 1.269 1.500 1.226 1.550 1.187 1.600 1.150 1.650 1.115 1.700 1.082 1.750 1.051

2.2.14

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

STECCA PORZIONE SINISTRA

37035370353703537035

CMCMCMCM 13-apr-201013-apr-201013-apr-201013-apr-2010

PPPPaaaaggggeeee 2222

PPPPrrrriiiinnnntttteeeedddd 11114444----AAAApppprrrr----2222000011110000 TTTTiiiimmmmeeee 11119999::::33334444

PPPPrrrrooooggggrrrraaaammmm GGGGSSSSAAAA VVVVeeeerrrrssssiiiioooonnnn 8888....4444....0000....11117777 CCCCooooppppyyyyrrrriiiigggghhhhtttt ©©©© OOOOaaaassssyyyyssss 1111999988885555----2222000000009999

KKKK::::\\\\33330000000000000000\\\\33337777000033335555____IIIIZZZZSSSS TTTTeeeerrrr............\\\\SSSSTTTTEEEECCCCCCCCAAAA ---- mmmmooooddddeeeellll 8888 rrrreeeevvvv AAAABBBB SSSSIIIINNNNIIIISSSSTTTTRRRRAAAA mmmmuuuurrrriiii rrrriiiiddddoooottttttttiiii LLLL----1111 EEEENNNNCCCC....ggggwwwwbbbb

1.800 1.022 1.850 0.9940 1.900 0.9680 1.950 0.9430 2.000 0.9200 2.050 0.8750 2.100 0.8340 2.150 0.7960 2.200 0.7600 2.250 0.7270 2.300 0.6950 2.350 0.6660 2.400 0.6390 2.450 0.6130 2.500 0.5890 2.550 0.5660 2.600 0.5440 2.650 0.5240 2.700 0.5050 2.750 0.4860 2.800 0.4690 2.850 0.4530 2.900 0.4370 2.950 0.4230 3.000 0.4090 3.050 0.3950 3.100 0.3830 3.150 0.3710 3.200 0.3590 3.250 0.3480 3.300 0.3380 3.350 0.3280 3.400 0.3180 3.450 0.3090 3.500 0.3000 3.550 0.2920 3.600 0.2840 3.650 0.2760 3.700 0.2690 3.750 0.2620 3.800 0.2550 3.850 0.2480 3.900 0.2420 3.950 0.2360 4.000 0.2300

Seismic Response

Analysis Case A27 : SISMA SLU X : R1

Base shear

Spectrum 1 spettro SLU user defined (q=1.68 * I=1.2) Combination method CQC Axis Global Excitation direction X Seismic weight 41730.kN Height (h

n) 15.00m

Response origin X = 2278.m Y = 307.4m Z = 0.0mm

Mode Frequency Period Damping Effective Spectral Elastic Modal

Mass Acceleration Base Shear Multiplier [Hz] [s] [%] [kg] [m/s²] [kN] 1 4.548 0.2199 5.000 18960. 5.474 103.8 -0.002037 2 5.864 0.1705 5.000 2.587E+6 5.474 14160. 0.007132 3 6.025 0.1660 5.000 382400. 5.474 2093. -0.003733 4 8.646 0.1157 5.000 6665. 5.063 33.75 -189.0E-6 5 11.72 0.08531 5.000 844.4 4.700 3.969 -179.3E-6 6 12.11 0.08258 5.000 411900. 4.667 1922. -0.001997 7 13.03 0.07676 5.000 54000. 4.598 248.3 -806.8E-6 8 13.39 0.07470 5.000 0.0 4.573 0.0 0.0 9 13.39 0.07470 5.000 0.0 4.573 0.0 0.0 10 13.39 0.07470 5.000 0.0 4.573 0.0 0.0 11 13.39 0.07470 5.000 0.0 4.573 0.0 0.0 12 13.39 0.07470 5.000 0.0 4.573 0.0 0.0 13 13.39 0.07470 5.000 0.005658 4.573 25.87E-6 -943.5E-9 14 13.39 0.07466 5.000 0.005230 4.572 23.92E-6 783.8E-9 15 13.60 0.07356 5.000 46430. 4.559 211.7 0.001243 16 14.27 0.07006 5.000 132300. 4.517 597.8 0.002220 17 14.86 0.06730 5.000 12630. 4.484 56.62 343.2E-6 18 15.36 0.06511 5.000 6.390 4.458 0.02849 12.14E-6 19 15.51 0.06446 5.000 1606. 4.450 7.148 -188.9E-6 20 15.68 0.06376 5.000 0.0 4.442 0.0 8.732E-12 21 15.68 0.06376 5.000 0.0 4.442 0.0 -7.236E-12 22 15.68 0.06376 5.000 0.0 4.442 0.0 -10.43E-12 23 15.68 0.06376 5.000 1.864E-12 4.442 0.0 -19.86E-12 24 15.68 0.06376 5.000 0.0 4.442 0.0 -2.115E-12 25 15.69 0.06375 5.000 0.03455 4.442 153.5E-6 1.767E-6

Total 3.655E+6 16390.

Ratio of effective to total mass 85.89%Base shear coefficient 39.27%

Response scaling for forces 1.000 Response scaling for displacements 1.000

Total scaled force and moment in response

Fx Fy Fy Mxx Myy Mzz [kN] [kN] [kN] [kNm] [kNm] [kNm] 16390. 1687. 129.1 18730. 163400. 8541.

The forces and moments are calculated about the response origin (centre of mass in plan and at base level).

Storey DriftsThis table is empty. For storey drifts to be calculated:

* Storeys must be specified

* Storeys must be in ascending order

* Storey Drifts must be specified

Analysis Case A28 : SISMA SLU Y : R2

Base shear

Spectrum 1 spettro SLU user defined (q=1.68 * I=1.2) Combination method CQC Axis Global Excitation direction Y Seismic weight 41730.kN Height (h

n) 15.00m

Response origin X = 2278.m Y = 307.4m Z = 0.0mm

Mode Frequency Period Damping Effective Spectral Elastic Modal

Mass Acceleration Base Shear Multiplier [Hz] [s] [%] [kg] [m/s²] [kN] 1 4.548 0.2199 5.000 1.240E+6 5.474 6787. -0.01647 2 5.864 0.1705 5.000 101100. 5.474 553.6 0.001410 3 6.025 0.1660 5.000 1.129E+6 5.474 6182. 0.006415 4 8.646 0.1157 5.000 538600. 5.063 2727. 0.001699 5 11.72 0.08531 5.000 73520. 4.700 345.5 0.001673 6 12.11 0.08258 5.000 156.5 4.667 0.7304 -38.92E-6 7 13.03 0.07676 5.000 580.4 4.598 2.669 83.64E-6 8 13.39 0.07470 5.000 3.248E-12 4.573 0.0 30.17E-12 9 13.39 0.07470 5.000 0.0 4.573 0.0 -7.695E-12 10 13.39 0.07470 5.000 0.0 4.573 0.0 12.20E-12

2.2.15

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

STECCA PORZIONE SINISTRA

37035370353703537035

CMCMCMCM 13-apr-201013-apr-201013-apr-201013-apr-2010

PPPPaaaaggggeeee 3333

PPPPrrrriiiinnnntttteeeedddd 11114444----AAAApppprrrr----2222000011110000 TTTTiiiimmmmeeee 11119999::::33334444

PPPPrrrrooooggggrrrraaaammmm GGGGSSSSAAAA VVVVeeeerrrrssssiiiioooonnnn 8888....4444....0000....11117777 CCCCooooppppyyyyrrrriiiigggghhhhtttt ©©©© OOOOaaaassssyyyyssss 1111999988885555----2222000000009999

KKKK::::\\\\33330000000000000000\\\\33337777000033335555____IIIIZZZZSSSS TTTTeeeerrrr............\\\\SSSSTTTTEEEECCCCCCCCAAAA ---- mmmmooooddddeeeellll 8888 rrrreeeevvvv AAAABBBB SSSSIIIINNNNIIIISSSSTTTTRRRRAAAA mmmmuuuurrrriiii rrrriiiiddddoooottttttttiiii LLLL----1111 EEEENNNNCCCC....ggggwwwwbbbb

11 13.39 0.07470 5.000 4.595E-12 4.573 0.0 40.70E-12 12 13.39 0.07470 5.000 0.0 4.573 0.0 5.361E-12 13 13.39 0.07470 5.000 122.2 4.573 0.5589 138.7E-6 14 13.39 0.07466 5.000 1763. 4.572 8.062 -455.1E-6 15 13.60 0.07356 5.000 4080. 4.559 18.60 -368.6E-6 16 14.27 0.07006 5.000 4065. 4.517 18.36 -389.0E-6 17 14.86 0.06730 5.000 366100. 4.484 1642. 0.001848 18 15.36 0.06511 5.000 102.8 4.458 0.4583 48.68E-6 19 15.51 0.06446 5.000 51150. 4.450 227.6 -0.001066 20 15.68 0.06376 5.000 0.0 4.442 0.0 0.0 21 15.68 0.06376 5.000 0.0 4.442 0.0 0.0 22 15.68 0.06376 5.000 0.0 4.442 0.0 0.0 23 15.68 0.06376 5.000 0.0 4.442 0.0 0.0 24 15.68 0.06376 5.000 0.0 4.442 0.0 0.0 25 15.69 0.06375 5.000 3.955 4.442 0.01757 -18.90E-6

Total 3.511E+6 10810.

Ratio of effective to total mass 82.50%Base shear coefficient 25.90%

Response scaling for forces 1.000 Response scaling for displacements 1.000

Total scaled force and moment in response

Fx Fy Fy Mxx Myy Mzz [kN] [kN] [kN] [kNm] [kNm] [kNm] 1687. 10810. 55.13 111400. 16080. 32650.

The forces and moments are calculated about the response origin (centre of mass in plan and at base level).

Storey DriftsThis table is empty. For storey drifts to be calculated:

* Storeys must be specified

* Storeys must be in ascending order

* Storey Drifts must be specified

Analysis Case A29 : SISMA SLD X : R3

Base shear

Spectrum 2 spettro SLD user defined (Sel/2.5*I=1.2) Combination method CQC Axis Global Excitation direction X Seismic weight 41730.kN Height (h

n) 15.00m

Response origin X = 2278.m Y = 307.4m Z = 0.0mm

Mode Frequency Period Damping Effective Spectral Elastic Modal

Mass Acceleration Base Shear Multiplier [Hz] [s] [%] [kg] [m/s²] [kN] 1 4.548 0.2199 5.000 18960. 3.679 69.74 -0.001369 2 5.864 0.1705 5.000 2.587E+6 3.679 9518. 0.004793 3 6.025 0.1660 5.000 382400. 3.679 1407. -0.002509 4 8.646 0.1157 5.000 6665. 3.174 21.15 -118.4E-6 5 11.72 0.08531 5.000 844.4 2.727 2.302 -104.0E-6 6 12.11 0.08258 5.000 411900. 2.687 1107. -0.001149 7 13.03 0.07676 5.000 54000. 2.601 140.5 -456.4E-6 8 13.39 0.07470 5.000 0.0 2.571 0.0 0.0 9 13.39 0.07470 5.000 0.0 2.571 0.0 0.0 10 13.39 0.07470 5.000 0.0 2.571 0.0 0.0 11 13.39 0.07470 5.000 0.0 2.571 0.0 0.0 12 13.39 0.07470 5.000 0.0 2.571 0.0 0.0 13 13.39 0.07470 5.000 0.005658 2.571 14.54E-6 -530.4E-9 14 13.39 0.07466 5.000 0.005230 2.570 13.44E-6 440.5E-9 15 13.60 0.07356 5.000 46430. 2.554 118.6 696.5E-6 16 14.27 0.07006 5.000 132300. 2.502 331.1 0.001230 17 14.86 0.06730 5.000 12630. 2.462 31.08 188.4E-6 18 15.36 0.06511 5.000 6.390 2.429 0.01553 6.615E-6 19 15.51 0.06446 5.000 1606. 2.420 3.887 -102.7E-6 20 15.68 0.06376 5.000 0.0 2.410 0.0 4.737E-12 21 15.68 0.06376 5.000 0.0 2.410 0.0 -3.925E-12 22 15.68 0.06376 5.000 0.0 2.410 0.0 -5.658E-12 23 15.68 0.06376 5.000 1.864E-12 2.410 0.0 -10.77E-12 24 15.68 0.06376 5.000 0.0 2.410 0.0 -1.148E-12 25 15.69 0.06375 5.000 0.03455 2.409 83.26E-6 958.3E-9

Total 3.655E+6 10970.

Ratio of effective to total mass 85.89%Base shear coefficient 26.30%

Response scaling for forces 1.000 Response scaling for displacements 1.000

Total scaled force and moment in response

Fx Fy Fy Mxx Myy Mzz [kN] [kN] [kN] [kNm] [kNm] [kNm] 10970. 1127. 86.77 12560. 109800. 5632.

The forces and moments are calculated about the response origin (centre of mass in plan and at base level).

Storey DriftsThis table is empty. For storey drifts to be calculated:

* Storeys must be specified

* Storeys must be in ascending order

* Storey Drifts must be specified

Analysis Case A30 : SISMA SLD Y : R4

Base shear

Spectrum 2 spettro SLD user defined (Sel/2.5*I=1.2) Combination method CQC Axis Global Excitation direction Y Seismic weight 41730.kN Height (h

n) 15.00m

Response origin X = 2278.m Y = 307.4m Z = 0.0mm

Mode Frequency Period Damping Effective Spectral Elastic Modal

Mass Acceleration Base Shear Multiplier [Hz] [s] [%] [kg] [m/s²] [kN] 1 4.548 0.2199 5.000 1.240E+6 3.679 4562. -0.01107 2 5.864 0.1705 5.000 101100. 3.679 372.1 947.7E-6 3 6.025 0.1660 5.000 1.129E+6 3.679 4155. 0.004311 4 8.646 0.1157 5.000 538600. 3.174 1709. 0.001065 5 11.72 0.08531 5.000 73520. 2.727 200.5 970.4E-6 6 12.11 0.08258 5.000 156.5 2.687 0.4204 -22.40E-6 7 13.03 0.07676 5.000 580.4 2.601 1.510 47.32E-6 8 13.39 0.07470 5.000 3.248E-12 2.571 0.0 16.96E-12 9 13.39 0.07470 5.000 0.0 2.571 0.0 -4.326E-12 10 13.39 0.07470 5.000 0.0 2.571 0.0 6.861E-12 11 13.39 0.07470 5.000 4.595E-12 2.571 0.0 22.88E-12 12 13.39 0.07470 5.000 0.0 2.571 0.0 3.014E-12 13 13.39 0.07470 5.000 122.2 2.571 0.3142 77.95E-6 14 13.39 0.07466 5.000 1763. 2.570 4.531 -255.8E-6 15 13.60 0.07356 5.000 4080. 2.554 10.42 -206.4E-6 16 14.27 0.07006 5.000 4065. 2.502 10.17 -215.5E-6 17 14.86 0.06730 5.000 366100. 2.462 901.2 0.001014 18 15.36 0.06511 5.000 102.8 2.429 0.2497 26.53E-6 19 15.51 0.06446 5.000 51150. 2.420 123.8 -579.7E-6 20 15.68 0.06376 5.000 0.0 2.410 0.0 0.0

2.2.16

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

STECCA PORZIONE SINISTRA

37035370353703537035

CMCMCMCM 13-apr-201013-apr-201013-apr-201013-apr-2010

PPPPaaaaggggeeee 4444

PPPPrrrriiiinnnntttteeeedddd 11114444----AAAApppprrrr----2222000011110000 TTTTiiiimmmmeeee 11119999::::33334444

PPPPrrrrooooggggrrrraaaammmm GGGGSSSSAAAA VVVVeeeerrrrssssiiiioooonnnn 8888....4444....0000....11117777 CCCCooooppppyyyyrrrriiiigggghhhhtttt ©©©© OOOOaaaassssyyyyssss 1111999988885555----2222000000009999

KKKK::::\\\\33330000000000000000\\\\33337777000033335555____IIIIZZZZSSSS TTTTeeeerrrr............\\\\SSSSTTTTEEEECCCCCCCCAAAA ---- mmmmooooddddeeeellll 8888 rrrreeeevvvv AAAABBBB SSSSIIIINNNNIIIISSSSTTTTRRRRAAAA mmmmuuuurrrriiii rrrriiiiddddoooottttttttiiii LLLL----1111 EEEENNNNCCCC....ggggwwwwbbbb

21 15.68 0.06376 5.000 0.0 2.410 0.0 0.0 22 15.68 0.06376 5.000 0.0 2.410 0.0 0.0 23 15.68 0.06376 5.000 0.0 2.410 0.0 0.0 24 15.68 0.06376 5.000 0.0 2.410 0.0 0.0 25 15.69 0.06375 5.000 3.955 2.409 0.009528 -10.25E-6

Total 3.511E+6 7182.

Ratio of effective to total mass 82.50%Base shear coefficient 17.21%

Response scaling for forces 1.000 Response scaling for displacements 1.000

Total scaled force and moment in response

Fx Fy Fy Mxx Myy Mzz [kN] [kN] [kN] [kNm] [kNm] [kNm] 1127. 7182. 36.87 74840. 10770. 21250.

The forces and moments are calculated about the response origin (centre of mass in plan and at base level).

Storey DriftsThis table is empty. For storey drifts to be calculated:

* Storeys must be specified

* Storeys must be in ascending order

* Storey Drifts must be specified

2.2.17

2.2.18

2.2.19

2.2.20

2.2.21

IZS Teramo 37035

Marzo 2010 Page 1 of 1

M:\30000\37035_IZS TERAMO\04 INTERNAL PROJECT DATA (ARUP ONLY - NOT INCLUDING SERIN OR OTHER ATI)\07 CALCULATIONS\4-04-07 STRUCTURAL\10-REV-REL DI CALC\SS\TITLE SHEET.DOCX

©Arup F0.13Rev 9.2, 1 May 2003

Progetto delle pareti Stecca Sinistra

2.2.22

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

STECCA PORZIONE SINISTRA

37035370353703537035

CMCMCMCM 13-apr-201013-apr-201013-apr-201013-apr-2010

PagePagePagePage 1111

Printed 13-apr-2010Printed 13-apr-2010Printed 13-apr-2010Printed 13-apr-2010 TTTTiiiimmmmeeee 11112222::::44441111

Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009

M:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwb

xy

z

Scale: 1:319,1

Isometric Scale: 1:390,8

RC Slab Reinf., Top A

Reinf. Direction A w.r.t. Local Axes: 0,0°

Reinf. Direction B w.r.t. Local Axes: 90,00°

3272, mm²/m25@150mm

2454, mm²/m25@200mm

2094, mm²/m20@150mm

1571, mm²/m20@200mm

1340, mm²/m16@150mm

1005, mm²/m16@200mm

754,0 mm²/m12@150mm

565,0 mm²/m12@200mm

1,000 mm²/mnone

-1,000 mm²/m

Design code: EN 1992-1-1:2004 Eurocode 2

fck: 30,00 MPa; fyk: 450,0 MPa

Case: C18 : env SLU

Signed absolute value of env.

2.2.23

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

STECCA PORZIONE SINISTRA

37035370353703537035

CMCMCMCM 13-apr-201013-apr-201013-apr-201013-apr-2010

PagePagePagePage 1111

Printed 13-apr-2010Printed 13-apr-2010Printed 13-apr-2010Printed 13-apr-2010 TTTTiiiimmmmeeee 11112222::::44445555

Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009

M:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwb

xy

z

Scale: 1:319,1

Isometric Scale: 1:390,8

RC Slab Reinf., Top B

Reinf. Direction A w.r.t. Local Axes: 0,0°

Reinf. Direction B w.r.t. Local Axes: 90,00°

6459, mm²/m

3272, mm²/m25@150mm

2454, mm²/m25@200mm

2094, mm²/m20@150mm

1571, mm²/m20@200mm

1340, mm²/m16@150mm

1005, mm²/m16@200mm

754,0 mm²/m12@150mm

565,0 mm²/m12@200mm

1,000 mm²/mnone

-1,000 mm²/m

Design code: EN 1992-1-1:2004 Eurocode 2

fck: 30,00 MPa; fyk: 450,0 MPa

Case: C18 : env SLU

Signed absolute value of env.

2.2.24

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

STECCA PORZIONE SINISTRA

37035370353703537035

CMCMCMCM 13-apr-201013-apr-201013-apr-201013-apr-2010

PagePagePagePage 1111

Printed 13-apr-2010Printed 13-apr-2010Printed 13-apr-2010Printed 13-apr-2010 TTTTiiiimmmmeeee 11112222::::55550000

Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009

M:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwb

xy

z

Scale: 1:319,1

Isometric Scale: 1:390,8

RC Slab Reinf., Bottom A

Reinf. Direction A w.r.t. Local Axes: 0,0°

Reinf. Direction B w.r.t. Local Axes: 90,00°

3272, mm²/m25@150mm

2454, mm²/m25@200mm

2094, mm²/m20@150mm

1571, mm²/m20@200mm

1340, mm²/m16@150mm

1005, mm²/m16@200mm

754,0 mm²/m12@150mm

565,0 mm²/m12@200mm

1,000 mm²/mnone

-1,000 mm²/m

-100,3 mm²/m

Design code: EN 1992-1-1:2004 Eurocode 2

fck: 30,00 MPa; fyk: 450,0 MPa

Case: C18 : env SLU

Signed absolute value of env.

2.2.25

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

STECCA PORZIONE SINISTRA

37035370353703537035

CMCMCMCM 13-apr-201013-apr-201013-apr-201013-apr-2010

PagePagePagePage 1111

Printed 13-apr-2010Printed 13-apr-2010Printed 13-apr-2010Printed 13-apr-2010 TTTTiiiimmmmeeee 11112222::::55554444

Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009Program GSA Version 8.4.0.17 Copyright © Oasys 1985-2009

M:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwbM:\30000\37035_IZS Ter...\STECCA - model 8 rev AB SINISTRA muri ridotti L-1 ENC.gwb

xy

z

Scale: 1:319,1

Isometric Scale: 1:390,8

RC Slab Reinf., Bottom B

Reinf. Direction A w.r.t. Local Axes: 0,0°

Reinf. Direction B w.r.t. Local Axes: 90,00°

6375, mm²/m

3272, mm²/m25@150mm

2454, mm²/m25@200mm

2094, mm²/m20@150mm

1571, mm²/m20@200mm

1340, mm²/m16@150mm

1005, mm²/m16@200mm

754,0 mm²/m12@150mm

565,0 mm²/m12@200mm

1,000 mm²/mnone

-1,000 mm²/m

-94,09 mm²/m

Design code: EN 1992-1-1:2004 Eurocode 2

fck: 30,00 MPa; fyk: 450,0 MPa

Case: C18 : env SLU

Signed absolute value of env.

2.2.26

IZS Teramo 37035

Marzo 2010 Page 1 of 1

M:\30000\37035_IZS TERAMO\04 INTERNAL PROJECT DATA (ARUP ONLY - NOT INCLUDING SERIN OR OTHER ATI)\07 CALCULATIONS\4-04-07 STRUCTURAL\10-REV-REL DI CALC\SS\TITLE SHEET.DOCX

©Arup F0.13Rev 9.2, 1 May 2003

Verifiche di Esercizio SLD

2.2.27

2.2.28

Istituto Zooprofilattico Sperimentale dell'Abruzzo e del Molise 'G.

Caporale'

Nuova sede IZS, Teramo

Relazione di calcolo

calc/1 | Draft 1 | 29 November 2010

C:\DOCUMENTS AND SETTINGS\PAUL-X.EDWARDS\LOCAL SETTINGS\TEMPORARY INTERNET FILES\CONTENT.OUTLOOK\4RQF42SL\INDICE.DOCX Page 23

2.2.5 Analisi dinamiche Stecca destra

Calcolo delle masse sismiche

IZS Teramo 37035

Marzo 2010 Page 1 of 1

M:\30000\37035_IZS TERAMO\04 INTERNAL PROJECT DATA (ARUP ONLY - NOT INCLUDING SERIN OR OTHER ATI)\07 CALCULATIONS\4-04-07 STRUCTURAL\10-REV-REL DI CALC\SS\TITLE SHEET.DOCX

©Arup F0.13Rev 9.2, 1 May 2003

Calcolo delle masse sismiche

2.2.30

2.2.31

IZS Teramo 37035

Marzo 2010 Page 1 of 1

M:\30000\37035_IZS TERAMO\04 INTERNAL PROJECT DATA (ARUP ONLY - NOT INCLUDING SERIN OR OTHER ATI)\07 CALCULATIONS\4-04-07 STRUCTURAL\10-REV-REL DI CALC\SS\TITLE SHEET.DOCX

©Arup F0.13Rev 9.2, 1 May 2003

Risultati Analisi Dinamiche Stecca Destra

2.2.32

2.2.33

2.2.34

2.2.35

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

stecca porzione destra

37035370353703537035

CMCMCMCM 14-Apr-201014-Apr-201014-Apr-201014-Apr-2010

PPPPaaaaggggeeee 1111

PPPPrrrriiiinnnntttteeeedddd 11114444----AAAApppprrrr----2222000011110000 TTTTiiiimmmmeeee 11119999::::33338888

PPPPrrrrooooggggrrrraaaammmm GGGGSSSSAAAA VVVVeeeerrrrssssiiiioooonnnn 8888....4444....0000....11117777 CCCCooooppppyyyyrrrriiiigggghhhhtttt ©©©© OOOOaaaassssyyyyssss 1111999988885555----2222000000009999

KKKK::::\\\\33330000000000000000\\\\33337777000033335555____IIIIZZZZSSSS TTTTeeeerrrraaaammmmoooo\\\\00004444 IIIINNNNTTTTEEEERRRRNNNNAAAALLLL PPPPRRRROOOOJJJJEEEECCCCTTTT DDDDAAAATTTTAAAA ((((AAAArrrruuuupppp ............\\\\SSSSTTTTEEEECCCCCCCCAAAA ---- mmmmooooddddeeeellll 9999 PPPPEEEE....ggggwwwwbbbb

Response Spectrum Details

Spectra

Spectrum 1

Name spettro SLU (q=1.68 * I=1.2) Type user defined

Period Acceleration [s] [m/s²] 0.0 3.679 0.05000 4.277 0.1000 4.876 0.1500 5.474 0.2000 5.474 0.2500 5.474 0.3000 5.474 0.3500 5.474 0.4000 5.474 0.4500 5.474 0.5000 5.474 0.5500 4.977 0.6000 4.562 0.6500 4.211 0.7000 3.910 0.7500 3.650 0.8000 3.421 0.8500 3.220 0.9000 3.041 0.9500 2.881 1.000 2.737 1.050 2.607 1.100 2.488 1.150 2.380 1.200 2.281 1.250 2.190 1.300 2.106 1.350 2.028 1.400 1.955 1.450 1.888 1.500 1.825 1.550 1.766 1.600 1.711 1.650 1.659 1.700 1.610 1.750 1.564 1.800 1.521 1.850 1.480 1.900 1.441 1.950 1.404 2.000 1.369 2.050 1.303 2.100 1.241 2.150 1.184 2.200 1.131 2.250 1.081 2.300 1.035 2.350 0.9910 2.400 0.9500 2.450 0.9120 2.500 0.8760 2.550 0.8420 2.600 0.8100 2.650 0.7800 2.700 0.7510 2.750 0.7240 2.800 0.6980 2.850 0.6740 2.900 0.6510 2.950 0.6290 3.000 0.6080 3.050 0.5880 3.100 0.5700 3.150 0.5520 3.200 0.5350 3.250 0.5180 3.300 0.5030 3.350 0.4880 3.400 0.4740 3.450 0.4600 3.500 0.4470 3.550 0.4340 3.600 0.4220 3.650 0.4110 3.700 0.4000 3.750 0.3890 3.800 0.3790 3.850 0.3690 3.900 0.3600 3.950 0.3510 4.000 0.3420

Spectrum 2

Name spettro SLD (Sel/2.5*I=1.2)Type user defined

Period Acceleration [s] [m/s²] 0.0 1.472 0.05000 2.207 0.1000 2.943 0.1500 3.679 0.2000 3.679 0.2500 3.679 0.3000 3.679 0.3500 3.679 0.4000 3.679 0.4500 3.679 0.5000 3.679 0.5500 3.344 0.6000 3.066 0.6500 2.830 0.7000 2.628 0.7500 2.453 0.8000 2.299 0.8500 2.164 0.9000 2.044 0.9500 1.936 1.000 1.839 1.050 1.752 1.100 1.672 1.150 1.599 1.200 1.533 1.250 1.472 1.300 1.415 1.350 1.363 1.400 1.314 1.450 1.269 1.500 1.226 1.550 1.187 1.600 1.150 1.650 1.115 1.700 1.082 1.750 1.051

2.2.36

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

stecca porzione destra

37035370353703537035

CMCMCMCM 14-Apr-201014-Apr-201014-Apr-201014-Apr-2010

PPPPaaaaggggeeee 2222

PPPPrrrriiiinnnntttteeeedddd 11114444----AAAApppprrrr----2222000011110000 TTTTiiiimmmmeeee 11119999::::33338888

PPPPrrrrooooggggrrrraaaammmm GGGGSSSSAAAA VVVVeeeerrrrssssiiiioooonnnn 8888....4444....0000....11117777 CCCCooooppppyyyyrrrriiiigggghhhhtttt ©©©© OOOOaaaassssyyyyssss 1111999988885555----2222000000009999

KKKK::::\\\\33330000000000000000\\\\33337777000033335555____IIIIZZZZSSSS TTTTeeeerrrraaaammmmoooo\\\\00004444 IIIINNNNTTTTEEEERRRRNNNNAAAALLLL PPPPRRRROOOOJJJJEEEECCCCTTTT DDDDAAAATTTTAAAA ((((AAAArrrruuuupppp ............\\\\SSSSTTTTEEEECCCCCCCCAAAA ---- mmmmooooddddeeeellll 9999 PPPPEEEE....ggggwwwwbbbb

1.800 1.022 1.850 0.9940 1.900 0.9680 1.950 0.9430 2.000 0.9200 2.050 0.8750 2.100 0.8340 2.150 0.7960 2.200 0.7600 2.250 0.7270 2.300 0.6950 2.350 0.6660 2.400 0.6390 2.450 0.6130 2.500 0.5890 2.550 0.5660 2.600 0.5440 2.650 0.5240 2.700 0.5050 2.750 0.4860 2.800 0.4690 2.850 0.4530 2.900 0.4370 2.950 0.4230 3.000 0.4090 3.050 0.3950 3.100 0.3830 3.150 0.3710 3.200 0.3590 3.250 0.3480 3.300 0.3380 3.350 0.3280 3.400 0.3180 3.450 0.3090 3.500 0.3000 3.550 0.2920 3.600 0.2840 3.650 0.2760 3.700 0.2690 3.750 0.2620 3.800 0.2550 3.850 0.2480 3.900 0.2420 3.950 0.2360 4.000 0.2300

Seismic Response

Analysis Case A27 : SISMA SLU X : R1

Base shear

Spectrum 1 spettro SLU user defined (q=1.68 * I=1.2) Combination method CQC Axis Global Excitation direction X Seismic weight 53600.kN Height (h

n) 15.00m

Response origin X = 2348.m Y = 307.6m Z = 0.0mm

Mode Frequency Period Damping Effective Spectral Elastic Modal

Mass Acceleration Base Shear Multiplier [Hz] [s] [%] [kg] [m/s²] [kN] 1 0.9151 1.093 5.000 35260. 2.505 88.34 0.02581 2 2.519 0.3969 5.000 19450. 5.474 106.5 0.003620 3 2.931 0.3411 5.000 2.842E+6 5.474 15560. 0.02576 4 7.305 0.1369 5.000 1.845E+6 5.317 9808. -0.002722 5 9.794 0.1021 5.000 16660. 4.901 81.68 391.1E-6 6 9.964 0.1004 5.000 59.34 4.880 0.2896 -52.54E-6 7 10.48 0.09541 5.000 0.0 4.821 0.0 0.0 8 10.48 0.09541 5.000 0.0 4.821 0.0 0.0 9 10.48 0.09541 5.000 0.0 4.821 0.0 0.0 10 10.48 0.09541 5.000 0.0 4.821 0.0 0.0 11 10.49 0.09533 5.000 116.0 4.820 0.5591 -118.6E-6 12 10.87 0.09201 5.000 383.2 4.780 1.832 -127.2E-6 13 11.14 0.08977 5.000 17.40 4.753 0.08273 45.02E-6 14 11.18 0.08946 5.000 1.338 4.750 0.006355 -6.222E-6 15 11.26 0.08884 5.000 13290. 4.742 63.04 -602.0E-6 16 11.39 0.08783 5.000 92.73 4.730 0.4386 69.63E-6 17 11.97 0.08356 5.000 3833. 4.679 17.93 -316.1E-6 18 14.78 0.06764 5.000 0.05236 4.488 235.0E-6 825.0E-9 19 16.25 0.06152 5.000 0.004288 4.415 18.93E-6 -284.3E-9 20 16.26 0.06152 5.000 0.1848 4.415 815.9E-6 1.866E-6 21 16.43 0.06085 5.000 0.3348 4.407 0.001475 -2.998E-6 22 17.12 0.05842 5.000 33040. 4.378 144.7 -625.1E-6 23 17.99 0.05560 5.000 529.9 4.344 2.302 -166.6E-6 24 18.12 0.05520 5.000 0.0 4.339 0.0 0.0 25 18.12 0.05520 5.000 0.0 4.339 0.0 0.0

Total 4.810E+6 18510.

Ratio of effective to total mass 87.99%Base shear coefficient 34.54%

Response scaling for forces 1.000 Response scaling for displacements 1.000

Total scaled force and moment in response

Fx Fy Fy Mxx Myy Mzz [kN] [kN] [kN] [kNm] [kNm] [kNm] 18510. 1166. 96.91 13890. 178100. 14720.

The forces and moments are calculated about the response origin (centre of mass in plan and at base level).

Storey DriftsThis table is empty. For storey drifts to be calculated:

* Storeys must be specified

* Storeys must be in ascending order

* Storey Drifts must be specified

Analysis Case A28 : SISMA SLU Y : R2

Base shear

Spectrum 1 spettro SLU user defined (q=1.68 * I=1.2) Combination method CQC Axis Global Excitation direction Y Seismic weight 53600.kN Height (h

n) 15.00m

Response origin X = 2348.m Y = 307.6m Z = 0.0mm

Mode Frequency Period Damping Effective Spectral Elastic Modal

Mass Acceleration Base Shear Multiplier [Hz] [s] [%] [kg] [m/s²] [kN] 1 0.9151 1.093 5.000 110500. 2.505 276.7 -0.04569 2 2.519 0.3969 5.000 2.371E+6 5.474 12980. 0.03997 3 2.931 0.3411 5.000 1195. 5.474 6.541 -528.1E-6 4 7.305 0.1369 5.000 503.7 5.317 2.678 -44.98E-6 5 9.794 0.1021 5.000 123200. 4.901 603.6 -0.001063 6 9.964 0.1004 5.000 962700. 4.880 4698. 0.006693 7 10.48 0.09541 5.000 0.0 4.821 0.0 -1.732E-12 8 10.48 0.09541 5.000 1.428E-12 4.821 0.0 16.15E-12 9 10.48 0.09541 5.000 0.0 4.821 0.0 -8.747E-12 10 10.48 0.09541 5.000 1.366E-12 4.821 0.0 -17.50E-12

2.2.37

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

stecca porzione destra

37035370353703537035

CMCMCMCM 14-Apr-201014-Apr-201014-Apr-201014-Apr-2010

PPPPaaaaggggeeee 3333

PPPPrrrriiiinnnntttteeeedddd 11114444----AAAApppprrrr----2222000011110000 TTTTiiiimmmmeeee 11119999::::33338888

PPPPrrrrooooggggrrrraaaammmm GGGGSSSSAAAA VVVVeeeerrrrssssiiiioooonnnn 8888....4444....0000....11117777 CCCCooooppppyyyyrrrriiiigggghhhhtttt ©©©© OOOOaaaassssyyyyssss 1111999988885555----2222000000009999

KKKK::::\\\\33330000000000000000\\\\33337777000033335555____IIIIZZZZSSSS TTTTeeeerrrraaaammmmoooo\\\\00004444 IIIINNNNTTTTEEEERRRRNNNNAAAALLLL PPPPRRRROOOOJJJJEEEECCCCTTTT DDDDAAAATTTTAAAA ((((AAAArrrruuuupppp ............\\\\SSSSTTTTEEEECCCCCCCCAAAA ---- mmmmooooddddeeeellll 9999 PPPPEEEE....ggggwwwwbbbb

11 10.49 0.09533 5.000 3420. 4.820 16.48 643.7E-6 12 10.87 0.09201 5.000 355100. 4.780 1698. -0.003874 13 11.14 0.08977 5.000 12380. 4.753 58.84 -0.001201 14 11.18 0.08946 5.000 1.012 4.750 0.004807 5.412E-6 15 11.26 0.08884 5.000 509.5 4.742 2.416 117.9E-6 16 11.39 0.08783 5.000 57230. 4.730 270.7 -0.001730 17 11.97 0.08356 5.000 141.7 4.679 0.6632 -60.78E-6 18 14.78 0.06764 5.000 271.9 4.488 1.220 59.45E-6 19 16.25 0.06152 5.000 0.8334 4.415 0.003679 -3.964E-6 20 16.26 0.06152 5.000 19.56 4.415 0.08635 19.20E-6 21 16.43 0.06085 5.000 41.40 4.407 0.1825 33.34E-6 22 17.12 0.05842 5.000 1126. 4.378 4.929 -115.4E-6 23 17.99 0.05560 5.000 84790. 4.344 368.3 -0.002108 24 18.12 0.05520 5.000 0.0 4.339 0.0 -5.539E-12 25 18.12 0.05520 5.000 0.0 4.339 0.0 2.263E-12

Total 4.084E+6 14600.

Ratio of effective to total mass 74.72%Base shear coefficient 27.23%

Response scaling for forces 1.000 Response scaling for displacements 1.000

Total scaled force and moment in response

Fx Fy Fy Mxx Myy Mzz [kN] [kN] [kN] [kNm] [kNm] [kNm] 1166. 14600. 24.44 154600. 11950. 69200.

The forces and moments are calculated about the response origin (centre of mass in plan and at base level).

Storey DriftsThis table is empty. For storey drifts to be calculated:

* Storeys must be specified

* Storeys must be in ascending order

* Storey Drifts must be specified

Analysis Case A29 : SISMA SLD X : R3

Base shear

Spectrum 2 spettro SLD user defined (Sel/2.5*I=1.2) Combination method CQC Axis Global Excitation direction X Seismic weight 53600.kN Height (h

n) 15.00m

Response origin X = 2348.m Y = 307.6m Z = 0.0mm

Mode Frequency Period Damping Effective Spectral Elastic Modal

Mass Acceleration Base Shear Multiplier [Hz] [s] [%] [kg] [m/s²] [kN] 1 0.9151 1.093 5.000 35260. 1.684 59.37 0.01735 2 2.519 0.3969 5.000 19450. 3.679 71.57 0.002433 3 2.931 0.3411 5.000 2.842E+6 3.679 10460. 0.01731 4 7.305 0.1369 5.000 1.845E+6 3.486 6430. -0.001785 5 9.794 0.1021 5.000 16660. 2.974 49.56 237.3E-6 6 9.964 0.1004 5.000 59.34 2.948 0.1749 -31.74E-6 7 10.48 0.09541 5.000 0.0 2.875 0.0 0.0 8 10.48 0.09541 5.000 0.0 2.875 0.0 0.0 9 10.48 0.09541 5.000 0.0 2.875 0.0 0.0 10 10.48 0.09541 5.000 0.0 2.875 0.0 0.0 11 10.49 0.09533 5.000 116.0 2.874 0.3334 -70.69E-6 12 10.87 0.09201 5.000 383.2 2.825 1.083 -75.21E-6 13 11.14 0.08977 5.000 17.40 2.792 0.04860 26.45E-6 14 11.18 0.08946 5.000 1.338 2.788 0.003730 -3.652E-6 15 11.26 0.08884 5.000 13290. 2.779 36.94 -352.8E-6 16 11.39 0.08783 5.000 92.73 2.764 0.2563 40.69E-6 17 11.97 0.08356 5.000 3833. 2.701 10.35 -182.4E-6 18 14.78 0.06764 5.000 0.05236 2.467 129.2E-6 453.4E-9 19 16.25 0.06152 5.000 0.004288 2.377 10.19E-6 -153.1E-9 20 16.26 0.06152 5.000 0.1848 2.377 439.2E-6 1.005E-6 21 16.43 0.06085 5.000 0.3348 2.367 792.3E-6 -1.610E-6 22 17.12 0.05842 5.000 33040. 2.331 77.02 -332.8E-6 23 17.99 0.05560 5.000 529.9 2.289 1.213 -87.82E-6 24 18.12 0.05520 5.000 0.0 2.284 0.0 0.0 25 18.12 0.05520 5.000 0.0 2.284 0.0 0.0

Total 4.810E+6 12360.

Ratio of effective to total mass 87.99%Base shear coefficient 23.05%

Response scaling for forces 1.000 Response scaling for displacements 1.000

Total scaled force and moment in response

Fx Fy Fy Mxx Myy Mzz [kN] [kN] [kN] [kNm] [kNm] [kNm] 12360. 780.1 64.29 9317. 119600. 9643.

The forces and moments are calculated about the response origin (centre of mass in plan and at base level).

Storey DriftsThis table is empty. For storey drifts to be calculated:

* Storeys must be specified

* Storeys must be in ascending order

* Storey Drifts must be specified

Analysis Case A30 : SISMA SLD Y : R4

Base shear

Spectrum 2 spettro SLD user defined (Sel/2.5*I=1.2) Combination method CQC Axis Global Excitation direction Y Seismic weight 53600.kN Height (h

n) 15.00m

Response origin X = 2348.m Y = 307.6m Z = 0.0mm

Mode Frequency Period Damping Effective Spectral Elastic Modal

Mass Acceleration Base Shear Multiplier [Hz] [s] [%] [kg] [m/s²] [kN] 1 0.9151 1.093 5.000 110500. 1.684 186.0 -0.03070 2 2.519 0.3969 5.000 2.371E+6 3.679 8723. 0.02686 3 2.931 0.3411 5.000 1195. 3.679 4.396 -354.9E-6 4 7.305 0.1369 5.000 503.7 3.486 1.756 -29.49E-6 5 9.794 0.1021 5.000 123200. 2.974 366.3 -645.2E-6 6 9.964 0.1004 5.000 962700. 2.948 2838. 0.004043 7 10.48 0.09541 5.000 0.0 2.875 0.0 -1.033E-12 8 10.48 0.09541 5.000 1.428E-12 2.875 0.0 9.630E-12 9 10.48 0.09541 5.000 0.0 2.875 0.0 -5.217E-12 10 10.48 0.09541 5.000 1.366E-12 2.875 0.0 -10.44E-12 11 10.49 0.09533 5.000 3420. 2.874 9.829 383.8E-6 12 10.87 0.09201 5.000 355100. 2.825 1003. -0.002290 13 11.14 0.08977 5.000 12380. 2.792 34.56 -705.2E-6 14 11.18 0.08946 5.000 1.012 2.788 0.002822 3.177E-6 15 11.26 0.08884 5.000 509.5 2.779 1.416 69.06E-6 16 11.39 0.08783 5.000 57230. 2.764 158.2 -0.001011 17 11.97 0.08356 5.000 141.7 2.701 0.3828 -35.08E-6 18 14.78 0.06764 5.000 271.9 2.467 0.6706 32.67E-6 19 16.25 0.06152 5.000 0.8334 2.377 0.001981 -2.134E-6 20 16.26 0.06152 5.000 19.56 2.377 0.04648 10.33E-6

2.2.38

Job No.Job No.Job No.Job No. Sheet No.Sheet No.Sheet No.Sheet No. Rev.Rev.Rev.Rev.

Drg. Ref.Drg. Ref.Drg. Ref.Drg. Ref.

Made byMade byMade byMade by Date Date Date Date CheckedCheckedCheckedChecked

IZS_Teramo

Analisi di Stabilità

stecca porzione destra

37035370353703537035

CMCMCMCM 14-Apr-201014-Apr-201014-Apr-201014-Apr-2010

PPPPaaaaggggeeee 4444

PPPPrrrriiiinnnntttteeeedddd 11114444----AAAApppprrrr----2222000011110000 TTTTiiiimmmmeeee 11119999::::33338888

PPPPrrrrooooggggrrrraaaammmm GGGGSSSSAAAA VVVVeeeerrrrssssiiiioooonnnn 8888....4444....0000....11117777 CCCCooooppppyyyyrrrriiiigggghhhhtttt ©©©© OOOOaaaassssyyyyssss 1111999988885555----2222000000009999

KKKK::::\\\\33330000000000000000\\\\33337777000033335555____IIIIZZZZSSSS TTTTeeeerrrraaaammmmoooo\\\\00004444 IIIINNNNTTTTEEEERRRRNNNNAAAALLLL PPPPRRRROOOOJJJJEEEECCCCTTTT DDDDAAAATTTTAAAA ((((AAAArrrruuuupppp ............\\\\SSSSTTTTEEEECCCCCCCCAAAA ---- mmmmooooddddeeeellll 9999 PPPPEEEE....ggggwwwwbbbb

21 16.43 0.06085 5.000 41.40 2.367 0.09799 17.90E-6 22 17.12 0.05842 5.000 1126. 2.331 2.624 -61.44E-6 23 17.99 0.05560 5.000 84790. 2.289 194.1 -0.001111 24 18.12 0.05520 5.000 0.0 2.284 0.0 -2.915E-12 25 18.12 0.05520 5.000 0.0 2.284 0.0 1.191E-12

Total 4.084E+6 9605.

Ratio of effective to total mass 74.72%Base shear coefficient 17.92%

Response scaling for forces 1.000 Response scaling for displacements 1.000

Total scaled force and moment in response

Fx Fy Fy Mxx Myy Mzz [kN] [kN] [kN] [kNm] [kNm] [kNm] 780.1 9605. 14.98 103700. 8020. 44470.

The forces and moments are calculated about the response origin (centre of mass in plan and at base level).

Storey DriftsThis table is empty. For storey drifts to be calculated:

* Storeys must be specified

* Storeys must be in ascending order

* Storey Drifts must be specified

2.2.39

2.2.40

2.2.41

2.2.42