MasterKey Retaining Walls Sample Output

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© MasterSeries PowerPad - Project Title Document1 MasterSeries Sales Team 3 Castle Street Carrickfergus Co. Antrim BT38 7BE Tel : 028 9036 5950 Job ref : Job Ref Sheet : Sheet Ref / 14 - Made By : Date : 21 June 2015/ Version 2015.04 Checked : Approved : MASTERKEY : RETAINING WALL DESIGN TO BS 8002 : 1994 AND HIGHWAYS DESIGN TO BD30/87 & BD37/01 RC <strong>Retaining</strong> Wall Highway Bridge Abutment Reinforced Concrete <strong>Retaining</strong> Wall with Reinforced Base Summary of Design Data Notes All dimensions are in mm and all forces are per metre run Material Densities (kN/m³) Dry Soil 17.00, Saturated Soil 20.20, Submerged Soil 10., Concrete 24.00 Special Assumptions (virtual back) Use δ =0 @ virtual back Concrete grade and steel covers fcu 30 N/mm², Wall inner cover 30, Wall outer cover 30, Base cover 50 (mm) Reinforcement design fy 460 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Minimum HA Surcharge 10.00 kN/m², Water table level 1200 mm Unplanned excavation depth Front of wall 335 mm † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice Additional Loads Distributed Surcharge Loads 10 kN/m² starting @ 1700 mm and ending @ 3500 mm - Load type HA 10 kN/m² starting @ 1500 mm and ending @ 4200 mm - Load type HB 10 kN/m² starting @ 1300 mm and ending @ 7800 mm - Load type HA † Dimensions Ties, line loads and partial loads are measured from the inner top edge of the wall Soil Properties Soil bearing pressure Allowable pressure @ front 100.00 kN/m², @ back 100.00 kN/m² Back Soil Friction and Cohesion Φ = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion δ = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.84° Front Soil Friction and Cohesion Φ = Atn(Tan(35)/1.2) = 30.26° Loading Cases to Highways BD 37/01 GSoil - Earth Pressure Vertical 5.8, GWall - Wall & Base Self Weight 5.1, SHA - HA Surcharge, SHB - HB Surcharge, Pa - Earth Pressure Non-vertical 5.8, Pp - Passive Pressure 5.8, PHAHBsurch - HA + HB Surcharge Pressure 5.8, PMinSurch - Minimum Surcharge Case 1: Construction Case 2: Comb 1 Case 3: Comb 2 1.20 GSoil+1.15 GWall+1.50 Pa+1.00 Pp+1.50 PMinSurch 1.20 GSoil+1.15 GWall+1.30 SHA+1.30 SHB+1.50 Pa+1.00 Pp+ 1.50 PHAHBsurch 1.20 GSoil+1.15 GWall+1.10 SHA+1.10 SHB+1.50 Pa+1.00 Pp+ 1.50 PHAHBsurch Note: Equivalent unity cases are used for geotechnical design Geotechnical Design - Active Earth Pressures Wall Stability - Virtual Back Pressure Case 1 Overturning/Stabilising 58.463/327.362 0.179 OK Case 2 Overturning/Stabilising 91.959/419.978 0.219 OK Case 3 Overturning/Stabilising 91.959/419.978 0.219 OK Wall Sliding - Virtual Back Pressure Case 1 Fx/(RxFriction + RxPassive) 51.827/(58.162+5.446) 0.815 OK
© MasterSeries PowerPad - Project Title Document1 MasterSeries Sales Team 3 Castle Street Carrickfergus Co. Antrim BT38 7BE Tel : 028 9036 5950 Job ref : Job Ref Sheet : Sheet Ref / 15 - Made By : Date : 21 June 2015/ Version 2015.04 Checked : Approved : Case 2 Fx/(RxFriction + RxPassive) 68.961/(68.988+5.446) 0.926 OK Case 3 Fx/(RxFriction + RxPassive) 68.961/(68.988+5.446) 0.926 OK Soil Pressure Case 1 Virtual Back (No uplift) Max(54.169/100, 35.378/100) kN/m² 0.542 OK Case 2 Virtual Back (No uplift) Max(60.132/100, 46.081/100) kN/m² 0.601 OK Case 3 Virtual Back (No uplift) Max(60.132/100, 46.081/100) kN/m² 0.601 OK Case 1 Wall Back (No uplift) Max(72.013/100, 34.003/100) kN/m² 0.720 OK Case 2 Wall Back (No uplift) Max(52.976/100, 74.706/100) kN/m² 0.747 OK Case 3 Wall Back (No uplift) Max(54.884/100, 69.466/100) kN/m² 0.695 OK Structural Design Highways Design At rest earth pressures magnification (1+Sin(Φ)) x √OCR = (1+Sin(35))x√1 1.57 Reinforced concrete design to BS5400 Pt4. All design forces are multiplied by global factor γf3 1.1 Wall Design (Inner Steel) Critical Section Critical @ 0 mm from base, Case 1 Steel Provided (Cover) Main B16@200 (30 mm) Dist. B12@200 (46 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B12@200 (30 mm) Dist. B12@200 (42 mm) 565 mm² Leverarm z=fn(d,b,As,fy,Fcu) 262 mm, 1000 mm, 1005 mm², 460 N/mm², 30.0 247 mm N/mm² Mr=fn(above,As',d',x,x/d) 565 mm², 36 mm, 33 mm, 0.13 99.4 kN.m Moment Capacity Check (M/Mr) M 91.8 kN.m, Mr 99.4 kN.m 0.923 OK Steel Strain Check when M/Mr>0.87 εSteel > fy/(1.15+fy/2000) = 0.004001 0.02406 OK Shear Capacity Check F 89.5 kN, vc 0.573 N/mm², Fvr 150.2 kN 0.60 OK Base Top Steel Design - Case 1 Steel Provided (Cover) Main B16@200 (50 mm) Dist. B12@200 (66 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B12@200 (50 mm) Dist. B12@200 (62 mm) 565 mm² Leverarm z=fn(d,b,As,fy,Fcu) 292 mm, 1000 mm, 1005 mm², 460 N/mm², 30 N/mm² 277 mm Mr=fn(above,As',d',x,x/d) 565 mm², 56 mm, 33 mm, 0.11 111.4 kN.m Moment Capacity Check (M/Mr) M 87.0 kN.m, Mr 111.4 kN.m 0.781 OK Shear Capacity Check F 49.8 kN, vc 0.538 N/mm², Fvr 157.1 kN 0.32 OK Base Bottom Steel Design - Case 1 Steel Provided (Cover) Main B12@200 (50 mm) Dist. B12@200 (62 mm) 565 mm² OK Compression Steel Provided (Cover) Main B16@200 (50 mm) Dist. B12@200 (66 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fcu) 294 mm, 1000 mm, 565 mm², 460 N/mm², 30 N/mm² 286 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 19 mm, 0.06 64.6 kN.m Moment Capacity Check (M/Mr) M 23.7 kN.m, Mr 64.6 kN.m 0.367 OK Shear Capacity Check F 57.2 kN, vc 0.442 N/mm², Fvr 130.1 kN 0.44 OK
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