Sheet1Loads from weight of the loadbearing masonry walls and reinforced concrete floors2.3Evaluation of compressive stresses in the load-bearing walls for the two load combinationsTotal axial forces on the walls due to gravitaional loads effectMasonry panelAmassMasonry volumeMasonry weightFloors loadsTotal loadsMasonry panelLevel 2Level 1F.L.C S.L.G F.L.CS.L.GF.L.CS.L.GG.F.G.SG.FG.SmpmctonstonstonstonstonstonstonetonetonetoneEz1-15.415.1237.833.26424.19221.16861.99254.432Ez1-161.99254.432123.984108.864Ez1-25.415.1237.833.26424.19221.16861.99254.432Ez1-261.99254.432123.984108.864Ez2-15.415.1237.833.26424.19221.16861.99254.432Ez2-161.99254.432123.984108.864Ez2-24.813.4433.629.56821.50418.81655.10448.384Ez2-255.10448.384110.20896.768Ez3-14.813.4433.629.56821.50418.81655.10448.384Ez3-155.10448.384110.20896.768Ez3-21.444.03210.088.87046.45125.644816.531214.5152Ez3-216.531214.515233.062429.0304Ez3-31.444.03210.088.87046.45125.644816.531214.5152Ez3-316.531214.515233.062429.0304Ez3-41.444.03210.088.87046.45125.644816.531214.5152Ez3-416.531214.515233.062429.0304Total/ FL.30.1284.336210.84185.5392134.9376118.0704345.7776303.6096

Loads levels for the two load combinations are given in the table.Unitary normal stresses at the wall base for each floorFloor slab typePersistent design situations,t\mpSeismic design situations,t\mpMasonry panelAwallLevel 2Level 1Tip pl.l1q1l2q2q1,G.Fq2,G.Fq1,G.Sq2,G.SG.F.G.SG.FG.Spl15.204.201.4251.53830.7020.673tonetonetonetonepl23.903.701.069651.34800.7970.627Ez1-15.49.838.5619.6617.12pl33.203.701.069650.98800.7970.71Ez1-25.49.838.5619.6617.12pl42.103.901.01460.66000.7020.473Ez2-15.49.287.9318.5615.86pl54.804.201.01461.21000.7020.543Ez2-24.89.287.9318.5615.86pl64.802.100.61741.35000.4350.529Ez3-14.816.5615.2433.1230.48pl73.451.200.6041.29000.440.527Ez3-11.4416.5615.2433.1230.48Ez3-31.4416.0215.0132.0430.02Ez3-41.4416.0215.0132.0430.02

3.2AmasonryGmasnoryGfloorsGtotalNbaseNstressWall elemmpkNkNkNkNN/mmEz15.4318.6147.852466.452151.240.171Ez27.875464.625215.6175680.2425158.760.15Ez32.49146.9168.1762215.086250.980.3Ez42.88169.9278.8544248.774458.060.3

3.aGeometric characteristics of the plan projection of active wall sectionsTransversalAhIxyge1e2Wall Panelmm^2mmmm^4mmmmmmTrans117130005650246000000000020132832394.85Trans2186300074503290000000000879312031314.00Trans3156300081003820000000000724132192845.19Trans417130006168272000000000085462086667.004aThe capable bending moment of active wall panels

TransversalAStressN1.2*e1Mcap11.2*e2Mcap2Wall Panelmm^2kN/mm2kNmkNmmkNmTrans117130000.000171292.9233.398995.3523540.473138.552579Trans218630000.00015279.451.443403.246351.576440.4132Trans315630000.0003468.93.8621810.89183.4141600.8246Trans417130000.00028479.642.5031200.538920.8383.7125aThe distribution of basic seismic force and overturning moment to the active wall panels on transversal direction of the buildingTransversalRikRiFsiMriWall PanelkN/mmkNkN*mmTrans168.44510.14751390.9043845.9817575593Trans285.78690.18489489.94671060.3260485078Trans388.21450.19012503.81111090.3309025462Trans473.41460.15822419.2859907.4042845919Capable shear forceTransversalStressfvkfvdlitpVcapWall PanelN/mm^2N/mm^2N/mm^2mmmmkNTrans10.1710.278940.12679090915650375161.182Trans20.150.2760.12545454557450250140.065Trans30.30.2970.1358100250164.025Trans40.280.29420.13372727276168375185.58

Sheet2

Sheet3