Load Case LC 1 LC 2 - 6399-2:1997 Loading for buildings; Code of practice for wind loads 4. BS 6399-3:1988 Loading for buildings; ... Wind load in zone A = -1.15 kN/m. 2

Download Load Case LC 1 LC 2 -   6399-2:1997 Loading for buildings; Code of practice for wind loads 4. BS 6399-3:1988 Loading for buildings; ... Wind load in zone A = -1.15 kN/m. 2

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<ul><li><p>Client Job Ref. 1116Customer Concast Precast Ltd. Engineer F. PetrufProject Ballyroan Library Date 28/12/2011Structure Precast Concrete Frame, Lateral Stability Analysis Sheet No. 3</p><p>General Notes:</p><p>Preamble:This document and related drawings explain the design philosophy for precast concrete frame structure.The frame above is designed as braced frame. Precast concrete shear walls and concrete block infillshear walls considered as bracing.</p><p>Customer Reference Information:</p><p>Drawings: Architect's drawings No. 600, 610 and 611 from 22nd of Aug. 2011 and 3D model</p><p>Engineer's drawings No. 007, 008, 009 and 011, Rev. T (Tender) from 20th of May 2011</p><p>Design Basis:1. BS 8110-1:1997 Structural use of concrete; Code of practice for design and construction2. BS 6399-1:1996 Loading for buildings; Code of practice for dead and imposed loads3. BS 6399-2:1997 Loading for buildings; Code of practice for wind loads4. BS 6399-3:1988 Loading for buildings; Code of practice for imposed roof loads </p><p>5. Responsibility of Concast Precast is limited to design, manufacture and supply of precast concrete elements only. There is no responsibility of Concast Precast for ground conditions and foundations, temporary works, erection and design associated with overall stability which may affects the stability of the structure.</p><p>Design Criteria:</p><p>Loadings:</p><p>Densities of materials to be used in the calculation of loading:</p><p>Precast Concrete = 24.00 kN/m3</p><p>In-situ Concrete = 24.00 kN/m3</p><p>Quinne lite B5 Block = 6.50 kN/m3</p><p>Standard 5N block = 21.50 kN/m3</p><p>Steelwork = 78.50 kN/m3</p><p>Note: Self weight of the above materials is calculated by SCIA structural engineering software infinite element calculation automatically. Final loading take down value depends on geometry of anyparticular structure element.</p><p>Load Case Vertical Characteristic Loading:</p><p>LC 1 Self weight; refer to the note above for details</p><p>Roof Loads:</p><p>Dead Load:</p><p>35 mm Gravel = 0.70 kN/m2</p><p>Asphalt = 0.60 kN/m2</p><p>125 mm Dp. Screed to fall = 3.00 kN/m2</p><p>225 mm Dp. or 175 mm Dp. Precast Concrete Slab including screed = 5.4/ 4.2 kN/m2 calculated by softwareInsulation and void formers = 0.20 kN/m2</p><p>LC 2 Total Roof Dead Load excluding slab self weight = 4.50 kN/m2</p><p>Ref. STRUCTURAL ANALYSIS</p><p>Frank PetrufTypewritten TextPART OF CALCS - SAMPLE</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p></li><li><p>Client Job Ref. 1116Customer Concast Precast Ltd. Engineer F. PetrufProject Ballyroan Library Date 21/07/2011Structure Precast Concrete Frame, Lateral Stability Analysis Sheet No. 4</p><p>Canopy Loads:Dead Load:</p><p>Asphalt = 0.60 kN/m2</p><p>Timber joists = 0.30 kN/m2</p><p>The main steel beams = 0.31 kN/m2 calculated by softwareLC 2 Total Canopy Dead Load excl. steel beams self weight = 0.90 kN/m2</p><p>Roof and canopy Loads:Live Load:</p><p>Live load = 0.75 kN/m2</p><p>Ceiling and services = 0.50 kN/m2</p><p>LC 3 Total Roof Live Load = 1.25 kN/m2</p><p>First Floor Loads:</p><p>LC 1 Dead Load: Self weight of precast concrete slabs</p><p>Live Load:Live load including 1.0 kN/m2 for partitions = 4.00 kN/m2</p><p>Floor finishings = 1.00 kN/m2</p><p>Ceiling and services = 0.50 kN/m2</p><p>LC 4 Total First Floor Live Load = 5.50 kN/m2LC 4 Stairs Live Load = 4.00 kN/m2</p><p>Horizontal Characteristic Loading:</p><p>LC 5 Cut - out downwindWindward face at long side of building = 0.53 kN/m2</p><p>Leeward face at long side of building = -0.44 kN/m2</p><p>Wind load in zone A = -1.15 kN/m2 Zone A width = 3.17 mWind load in zone B = -0.71 kN/m2 Zone B width = 12.68 m</p><p>Wind load in zone C = -0.44 kN/m2</p><p>LC 6 Cut - out upwindWindward face at side B1xH1 and B2xH2 of building = 0.53 kN/m2</p><p>Leeward face at long side of building = -0.44 kN/m2</p><p>Wind load in zone A, upper part = -1.15 kN/m2 Zone A width = 3.17 mWind load in zone B, upper part = -0.71 kN/m2 Zone B width = 12.68 mWind load in zone C, upper part = -0.44 kN/m</p><p>2</p><p>Wind load in zone A, lower part = -1.08 kN/m2 Zone A width = 2.01 mWind load in zone B, lower part = -0.67 kN/m2 Zone B width = 8.04 mWind load in zone C, lower part = -0.42 kN/m2</p><p>LC 7 Wind load on short side of building</p><p>Windward face at long side of building = 0.53 kN/m2</p><p>Leeward face at long side of building = -0.44 kN/m2</p><p>Wind load in zone A = -1.15 kN/m2 Zone A width = 3.17 mWind load in zone B = -0.71 kN/m2 Zone B width = 12.68 mWind load in zone C = -0.44 kN/m</p><p>2</p><p>Notes: Refer to calculation pages No. 5, 6 and 7 for more details about wind loading.</p><p>Ref. STRUCTURAL ANALYSIS</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p><p>Frank PetrufTypewritten TextPART OF CALCS - SAMPLE</p></li><li><p>Client Job Ref. 1116Customer Concast Precast Ltd. Engineer F. Petruf</p><p>Project Ballyroan Library Date</p><p>Structure Precast Concrete Frame, Lateral Stability Analysis Sheet No. 5</p><p>Ref.</p><p>Wind loading to BS 6399-2:1997, clause 2.4.4.1 Iregular Flush FacesCut-out downwindLocation :- Dublin Building type factor Kb = 0.5Basic Wind Speed (Vb) = 23.00 m/s Dynamic augmentation factor Cr = 0.01</p><p>Overall Building Length (L) = 37.15 m Basic response is not dynamic and </p><p>Overall Building Width (W) = 34.36 m BS 6399 Part 2 applies</p><p>Effective Building Height (He) = 7.93 mDiagonal on Long side = 37.99 mDiagonal on Short side = 35.26 mAltitude (approx) = 100.00 mLocation = TownDistance to Sea (approx) = 7.5 km</p><p>Ve, Effictive wind speed = Vs x Sb = 40.58 m/s </p><p>Vs, Site wind speed = Vb x Sa x Sd x Ss x Sp = 25.300 m/s </p><p>Where, Sa, Altitude factor = 1.100 Sp, Probability factor = 1.000 Sd, directional factor = 1.000 Ss, Seasonal factor = 1.000 Sb, Terrain and Building factor = 1.604</p><p>Dynamic wind pressure (qs) = 0.613 x Ve / 1000 (Kn/m)qs = 1.010 Kn/m</p><p>Wind Load on Long Side of building Effictive Pressure Pe = qs x Cpe x Ca = 0.533 Kn/m Windward face Pe = qs x Cpe x Ca = -0.444 Kn/m Leeward faceWhere, Cpe, external Pressure coefficient = 0.600 (Windward Face) Cpe, external Pressure coefficient = -0.500 (Leeward Face) Ca, size effect factor for external pressures = 0.880</p><p>A B C-1.30 -0.80 -0.50</p><p>-1.15 -0.71 -0.44</p><p>Where,</p><p>Ca, size effect factor for external pressures = 0.880b, is smaller of crosswind breadth B or 2x height He = 15.85 m</p><p>Ref. STRUCTURAL ANALYSIS</p><p>28/12/2012</p><p>Cpe, external pressure coefficient for vertical walls, exposure case: isolated</p><p>Effictive Pressure for cut-out downwind Pe [kN/m2], Pe = qs x Cpe x Ca</p><p>A B CC</p><p>wind</p><p>Hr</p><p>= H</p><p>0.2b</p><p>b</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p><p>Frank PetrufTypewritten TextPART OF CALCS - SAMPLE</p></li><li><p>Project Ballyroan LibraryCustomer Concast Precast Ltd.Part Precast Concrete FrameDescription Lateral Stability AnalysisAuthor F. PetrufDate 03.01.2012</p><p>24</p><p>4. Structural model - Ground Floor Level - 3D</p><p>5. Structural model - Ground Floor Level - Layout</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p><p>Frank PetrufTypewritten TextPART OF CALCS - SAMPLE</p></li><li><p>Project Ballyroan LibraryCustomer Concast Precast Ltd.Part Precast Concrete FrameDescription Lateral Stability AnalysisAuthor F. PetrufDate 03.01.2012</p><p>26</p><p>8. Structural model - Whole PC Frame Structure 3D</p><p>9. Analysis model - Ground Floor Level - 3D</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p><p>Frank PetrufTypewritten TextPART OF CALCS - SAMPLE</p></li><li><p>Client Job Ref. 1116Customer Concast Precast Ltd. Engineer F. PetrufProject Ballyroan Library Date 12/08/2011Structure Precast Concrete Frame, Lateral Stability Analysis Sheet No. 48</p><p>Lateral Stability Analysis</p><p>Columns in X direction loading take down summary </p><p>Dead Load Live Live Load[kN] [kN] [kN]</p><p>XC1 84.9 35.8 30.3XC2 112.5 19.5 52.2XC3 66.0 13.5 65.5XC4 82.7 11.6 57.0XC5 98.1 13.8 66.9XC6 98.8 13.2 18.3XC7 71.4 14.5 50.1XC8 89.8 11.0 29.5XC9 -11.1 -3.1 -14.2</p><p>XC10 378.7 36.4 36.5XC11 142.6XC12 8.9</p><p>XC13 24.5XC14 23.5</p><p>XC15 23.4XC16 21.4XC17 23.7</p><p>XC18 21.4</p><p>XC19 23.8XC20 21.2XC21 25.6</p><p>XC22 20.6XC23 10.8XC24 6.6 0.0</p><p>Note: Negative nett forces indicate uplift.</p><p>Columns in Y direction loading take down summary </p><p>Dead Load Live Live Load[kN] [kN] [kN]</p><p>YC1 166.0YC2 92.4YC3 206.4</p><p>YC4 7.4</p><p>YC5 2.3YC6 7.8YC7 2.0</p><p>YC8 8.2</p><p>YC9 2.5</p><p>YC10 23.1</p><p>YC11 153.9 17.2</p><p>YC12 38.0 10.5</p><p>YC13 97.6 11.8YC14 94.2 9.0YC15 90.1 10.0</p><p>61.6 32.7 174.1</p><p>STRUCTURAL ANALYSIS</p><p>Dead Load[kN]</p><p>Ref.</p><p>First Floor Level Ground Floor Level Total Unfact. Loads to foundations</p><p>Live Load[kN]</p><p>Dead Load[kN]</p><p>15.2 -5.5 100.1</p><p>81.2 52.0 147.265.5 45.4 148.277.3 53.1 175.426.6 5.1 125.458.3 35.6 129.720.5 18.5 110.3-6.0 -11.1 -17.149.5 0.1 428.2</p><p>392.594.0</p><p>168.5</p><p>174.6</p><p>171.6163.9172.9</p><p>164.6</p><p>152.6</p><p>173.5163.9</p><p>111.1</p><p>Column Ref.</p><p>181.5</p><p>Column Ref.First Floor Level Ground Floor Level Total Unfact. Loads to foundations</p><p>Dead Load Live Load Dead Load[kN] [kN] [kN]</p><p>695.8381.1573.6</p><p>61.2</p><p>37.564.735.3</p><p>68.0</p><p>45.5</p><p>153.3</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p><p>Frank PetrufTypewritten TextPART OF CALCS - SAMPLE</p></li><li><p>Client Job Ref. 1116Customer Concast Precast Ltd. Engineer F. PetrufProject Ballyroan Library Date 12/08/2011Structure Precast Concrete Frame, Lateral Stability Analysis Sheet No. 49</p><p>Columns in X direction checkX Direct. Y Direct.</p><p>Vertical Tie Ast req. Deflect. Deflect. Deflect. HForce [Kn] [mm2] Uz [mm] Uy [mm] Limit [mm] [mm]</p><p>XC1 126.7 253.5 0.6 6.6 7.0 3475 PASS</p><p>XC2 138.6 277.2 0.7 1.2 7.0 3475 PASSXC3 139.8 279.6 0.6 1.3 7.0 3475 PASSXC4 116.4 232.9 0.6 1.4 7.0 3475 PASS</p><p>XC5 136.9 273.8 0.5 1.2 7.0 3475 PASSXC6 117.6 235.2 0.5 0.6 7.0 3475 PASSXC7 98.6 197.2 0.3 0.9 7.0 3475 PASS</p><p>XC8 105.8 211.7 0.3 1.6 7.0 3475 PASSXC9 -18.0 35.9 0.2 0.9 7.0 3475 PASS</p><p>XC10 435.9 871.7 0.6 2.1 7.0 3475 PASSXC11 561.9 1123.7 0.5 0.8 8.2 4100 PASSXC12 108.0 216.1 0.3 0.8 9.3 4625 PASSXC13 202.7 405.3 0.3 1.8 9.3 4625 PASSXC14 208.0 416.0 0.4 1.9 9.3 4625 PASS</p><p>XC15 204.8 409.5 0.4 1.9 9.3 4625 PASSXC16 194.6 389.1 0.4 2.0 9.3 4625 PASS</p><p>XC17 206.4 412.9 0.5 2.0 9.3 4625 PASSXC18 195.3 390.6 0.5 1.9 9.3 4625 PASSXC19 207.2 414.3 0.5 1.8 9.3 4625 PASSXC20 194.4 388.7 0.5 1.8 9.3 4625 PASSXC21 217.5 434.9 0.6 1.7 9.3 4625 PASSXC22 181.9 363.7 0.6 1.6 9.3 4625 PASSXC23 128.0 256.0 0.6 0.8 9.3 4625 PASSXC24 6.9 13.9 0.9 0.1 7.0 3475 PASS</p><p>Columns in Y direction checkX Direct. Y Direct.</p><p>Vertical Tie Ast req. Deflect. Deflect. Deflect. HForce [kN] [mm2] Uz [mm] Uy [mm] Limit [mm] [mm]</p><p>YC1 904.9 1809.8 2.3 5.3 8.2 4100 PASS</p><p>YC2 497.2 994.4 0.4 0.6 8.2 4100 PASS</p><p>YC3 819.0 1638.0 2.1 0.9 8.2 4100 PASS</p><p>YC4 72.0 144.1 4.6 0.8 9.3 4625 PASSYC5 41.8 83.6 4.7 0.8 9.3 4625 PASSYC6 76.1 152.3 4.5 0.8 9.3 4625 PASSYC7 39.2 78.3 4.1 0.8 9.3 4625 PASSYC8 80.0 160.0 3.2 0.8 9.3 4625 PASSYC9 50.4 100.8 2.6 0.8 9.3 4625 PASS</p><p>YC10 185.2 370.4 2.5 0.8 9.3 4625 PASSYC11 179.7 359.3 2.3 1.7 7.0 3475 PASSYC12 51.0 101.9 0.5 2.2 7.0 3475 PASSYC13 114.9 229.7 2.0 0.9 7.0 3475 PASSYC14 108.4 216.7 4.2 1.6 7.0 3475 PASSYC15 105.1 210.2 1.8 0.7 7.0 3475 PASS</p><p>Notes: Max. deflection considered H/500 to BS 8110-2:1985; clause 3.2.2.2 where H is storey height.Negative nett forces indicate uplift and load is greater than 110kN, calculation for max. pull out force is provided. Tie down bars required as above.</p><p>2H20</p><p>2H202H202H20</p><p>2H20</p><p>2H202H20</p><p>2H20</p><p>3H32</p><p>2H32</p><p>2H32</p><p>2H202H20</p><p>2H202H20</p><p>Column Ref.Minimum</p><p>2H202H202H202H20</p><p>2H202H202H202H20</p><p>Ref. STRUCTURAL ANALYSIS</p><p>Column Ref.</p><p>Bars</p><p>2H20</p><p>NotesMinimum</p><p>Bars</p><p>2H202H202H20</p><p>2H253H25</p><p>2H202H20</p><p>2H202H20</p><p>2H202H202H20</p><p>2H202H202H20</p><p>Notes</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p><p>Frank PetrufTypewritten TextPART OF CALCS - SAMPLE</p></li><li><p>Client Job Ref. 1116Customer Concast Precast Ltd. Engineer F. PetrufProject Ballyroan Library Date 12/08/2011Structure Precast Concrete Frame, Lateral Stability Analysis Sheet No. 50</p><p>Precast concrete walls in X direction loading take down summary </p><p>Dead Load Dead Load</p><p>[kN/m] UpLift [kN/m]</p><p>XPC1 42.0 -43.3</p><p>XPC2 272.0 0.0XPC3 332.6 0.0</p><p>Precast concrete walls in Y direction loading take down summary </p><p>Dead Load Dead Load[kN/m] UpLift [kN/m]</p><p>YPC1 135.8 -47.8YPC2 121.6 -40.1YPC3 826.0 -359.2</p><p>YPC4 259.4 0.0YPC5 283.1 0.0</p><p>YPC6 308.1 0.0YPC7 312.3 0.0YPC8 318.6 0.0YPC9 312.1 0.0</p><p>YPC10 313.4 0.0YPC11 298.5 0.0YPC12 375.3 0.0YPC13 400.6 0.0YPC14 502.0 -91.1</p><p>Lateral Stability in X direction</p><p>Resistance of individual walls to overturning</p><p>RC1 RC1 Max Loads[kN/m] UpLift [kN/m] UpLift [kN/m]</p><p>XPC1 93.6 -158.4 -158.4XPC2 645.1 0.0 0.0XPC3 760.0 0.0 0.0</p><p>Length Vertical Tie[m] Force [kN]</p><p>XPC1 4.030 -335.1 UpliftXPC2 2.215 750.2 PASSXPC3 2.635 1051.4 PASS</p><p>Notes: Negative forces indicate uplift and additional restoring moment calculation to be provided.All forces which are positive, these walls are structurally adequate to resist overturning usingtheir own dead weight.Max. distance for any starter bar from wall end to be 250 mm.</p><p>1500.3 2H32 1.192102.7 5H25 0.62</p><p>645.1760.0</p><p>Total Factored Loads in Result Classes to foundations considering horizontal loading</p><p>Ast req. Minimum Max. starterComment</p><p>Live Load</p><p>[kN/m]</p><p>19.6</p><p>48.579.9</p><p>Live Load</p><p>UpLift [kN/m]</p><p>-15.0</p><p>0.00.0</p><p>Total Unfact. Loads to foundations</p><p>PC Wall Ref.</p><p>Total Unfact. Loads to foundationsLive Load Live Load</p><p>[kN/m] UpLift [kN/m]</p><p>Ref. STRUCTURAL ANALYSIS</p><p>13.9 -9.370.9 -20.1</p><p>115.4 -72.8</p><p>38.5 0.043.5 0.0</p><p>47.8 0.048.3 0.049.7 0.0</p><p>PC Wall Ref.</p><p>47.5 0.047.3 0.0</p><p>113.1 -30.9</p><p>42.3 0.058.1 0.069.4 0.0</p><p>PC Wall Ref. RC2 RC2[kN/m] UpLift [kN/m]</p><p>[mm2] BarsPC Wall Ref.</p><p>65.8 -148.4461.0 0.0473.9 0.0</p><p>Max Loads[kN/m]</p><p>93.6</p><p>bars spacing</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p><p>Frank PetrufTypewritten TextPART OF CALCS - SAMPLE</p></li><li><p>Client Job Ref. 1116Customer Concast Precast Ltd. Engineer F. PetrufProject Ballyroan Library Date 12/08/2011Structure Precast Concrete Frame, Lateral Stability Analysis Sheet No. 51</p><p>Lateral Stability in Y direction</p><p>Resistance of individual walls to overturning</p><p>RC1 RC1 Max Loads[kN/m] UpLift [kN/m] UpLift [kN/m]</p><p>YPC1 319.3 -142.8 -142.8</p><p>YPC2 322.1 0.0 0.0YPC3 1903.7 -977.4 -977.4YPC4 620.1 0.0 0.0</p><p>YPC5 678.0 0.0 0.0YPC6 743.7 0.0 0.0YPC7 753.2 0.0 0.0YPC8 774.7 0.0 0.0YPC9 761.2 0.0 0.0</p><p>YPC10 768.1 0.0 0.0YPC11 728.9 0.0 0.0</p><p>YPC12 888.0 0.0 0.0YPC13 967.9 0.0 0.0YPC14 1304.2 -92.8 -92.8</p><p>Length Vertical Tie[m] Force [kN]</p><p>YPC1 3.295 -247.0 UpliftYPC2 3.735 631.6 PASSYPC3 1.725 -885.2 UpliftYPC4 1.875 610.4 PASSYPC5 1.875 667.4 PASSYPC6 1.875 732.1 PASSYPC7 1.875 741.4 PASSYPC8 1.875 762.6 PASSYPC9 1.875 749.3 PASS</p><p>YPC10 1.875 756.1 PASSYPC11 1.875 717.5 PASSYPC12 1.875 874.1 PASSYPC13 1.875 952.8 PASSYPC14 1.875 -91.4 Uplift</p><p>Notes: Negative forces indicate uplift and additional restoring moment calculation to be provided.All forces which are positive, these walls are structurally adequate to resist overturning usingtheir own dead weight.Max. distance for any starter bar from wall end to be 250 mm.</p><p>1905.6 4H32 0.79</p><p>1435.0 4H25 0.641748.3 4H25 0.53</p><p>1498.6 4H25 0.611512.2 4H25 0.61</p><p>1482.9 4H25 0.621525.2 4H25 0.60</p><p>1334.8 4H25 0.691464.2 4H25 0.63</p><p>1220.8 4H25 0.75</p><p>1263.2 4H25 1.45</p><p>PC Wall Ref.Ast req. Minimum Max. starter</p><p>Comment[mm2] Bars bars spacing</p><p>633.9 0.0 967.9</p><p>824.1 -83.4 1304.2</p><p>538.4 0.0 728.9</p><p>592.7 0.0 888.0</p><p>561.5 0.0 761.2566.5 0.0 768.1</p><p>555.4 0.0 753.2571.0 0.0 774.7</p><p>499.7 0.0 678.0544.6 0.0 743.7</p><p>1415.0 -733.4 1903.7440.1 0.0 620.1</p><p>241.6 -111.2 319.3</p><p>251.5 0.0 322.1</p><p>PC Wall Ref.</p><p>Total Factored Loads in Result Classes to foundations considering horizontal loading</p><p>RC3 RC3 Max Loads[kN/m] UpLift [kN/m] [kN/m]</p><p>Ref. STRUCTURAL ANALYSIS</p><p>Frank PetrufLine</p><p>Frank PetrufLine</p><p>Frank PetrufTypewritten TextPA...</p></li></ul>

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