Structural Design Calculations for: Lot 35 DP: Reliance Crescent, Beachlands, Auckland

Transcription

1 Structural Design Calculations for: Lot 35 DP: Reliance Crescent, Beachlands, Auckland Job #: May 2013

2 EDGE BEAM RAFT DESIGN - EDGE BEAM <Job No.>: Date: 21/05/2013 <Job Title>: 23 Reliance Crescent Designer: KT <Description>: Edge Beam Checker: AA Loadings WALLS Lower: = 38 kg/m 2 = 0.37 kpa Upper Wall must be Timber Upper: = 38 kg/m 2 = 0.37 kpa Height = 3.40 m Load/m = 1.27 kn/m S Other (Specify Wall Weight) Weight = 38 kg/m 2 = 0.37 kpa Height = 2.80 m Load = 1 kn/m L Tributary Roof and Floor Lengths SUSPENDED MID-FLOOR Tributary Length L/2 Unit/Floor = Topping = = 0.38 kpa Live Loading = 1.50 kpa Super Imposed Dead = kpa Tributary Span = 1.25 m Dead Load/m = 0.48 kn/m Live Load/m = 1.88 kn/m ROOF Tributary Length = S = 0.46 kpa Live Loading 2.00 kpa Tributary Span = 1.90 m Dead Load/m = 0.87 kn/m Live Loadings Summary Walls 2.31 kn/m Dead Mid Floors 0.48 kn/m Dead 1.88 kn/m Live Slab* 3.42 kn/m Dead+SDL 0.90 kn/m Live Roof 0.87 kn/m Dead kn/m Live^ Extra Dead kn/m Dead Extra Live kn/m Live * Includes Edge Beam Weight, SDL = 0.5 kpa LL = 1.5 kpa ^ Roof LL not added if midfloor exists else LL = 0.25 kpa Page 1

3 EDGE BEAM Job Details: 23 Reliance Crescent /5/13 Working Loads Dead 7.08 kn/m Live 2.78 kn/m Ultimate Loads (1.2G + 1.5Q) Dead 8.50 kn/m Live 4.16 kn/m Total Ultimate Load on Edge w = kn/m Wall Construction Type Edge Beam Details Beam Width = 300 mm Pod Depth = 220 mm Top slab Depth = 85 mm Self Weight = 2.20 kn/m Construction Type = Standard Raft Construction dependable bearing capacity: 150 kpa Bearing Check = OK! Working Pressure = 27 kpa Top Steel: 1HD12 2HD12 Continuous Piers (N.B. All Edge Beam Load in to 'strip' footing) Bearing Capacity under Piers: kpa Assume 100 kpa Bearing Under Edge Beam, unless a Soil Report indicates otherwise. Bearing Check = All Load Here Pressure = kpa 100 kpa min or as specified in Report under loadbearing areas. Top Steel: The prescribed Edge Beam design is: Standard Raft Contruction 300 mm wide edge beam with 1HD12 in top & 2HD12 in bottom Mesh 1HD12 Location (ie: which wall): Edge Beam 85 l 220 l l Polystyrene 300 2HD12 Page 2

4 Project: 23 Reliance Crescent Job Number: Cantilevered Raft Edge Cantilevered length: Load on edge beam: P = kn/m rib spacing = 1300 mm Multiply for rib spacing = 0.77 m kn M* = knm Check cracking moment: Mcr = fr Ig yt Ig = 5.82E+08 mm4 yt = mm f'c = 20 MPa fr = 3.58 MPa ømcr = 26.1 knm Therefore ømcr > M* OK. ømu = øa s f y (d-a/2) Mesh = SE62 Area per m = 146 mm2 a = As fy mesh yield = 500 MPa 0.85 f'c b reinforcing diameter = mm spacing = 1300 mm reinforcing yield = 500 MPa As fy = 73 a = dmesh = 270 mm dbars = 275 mm ømu = 15.4 kn/m OK Check SLS SLS load = kn/m = kn per rib spacing Msls = knm Mcr greater than SLS moment, therefore OK

5 INTERNAL RIB RAFT DESIGN - INTERNAL RIB <Job No.>: Date: 21/05/2013 <Job Title>: 23 Reliance Crescent Designer: KT <Description>: Internal Rib Checker: AA Loadings WALLS Lower: = 400 kg/m 2 = 3.92 kpa Upper: = 400 kg/m 2 = 3.92 kpa S Other (Specify Wall Weight) Weight = 30 kg/m 2 = 0.29 kpa Height = 6.20 m Load = 2 kn/m SUSPENDED MID-FLOOR Tributary Length = (L 1 +L 2 )/2 L 1 L 2 Unit/Floor = Topping = = 0.38 kpa Live Loading = kpa Super Imposed Dead = kpa Tributary Roof and Floor Lengths Tributary Span = m Dead Live ROOF Tributary Length = S (Check if Rafter or Truss) = 0.46 kpa Live Loading 0.25 kpa Tributary Span = m Dead Live Loadings Summary Walls 1.82 kn/m Dead Mid Floors kn/m Dead kn/m Live Slab* 3.18 kn/m Dead+SDL 1.80 kn/m Live Roof kn/m Dead kn/m Live^ Extra Dead kn/m Dead Extra Live kn/m Live * Includes Internal Rib Weight, SDL = 0.5 kpa LL = 1.5 kpa ^ Roof LL not added if midfloor exists else LL = 0.25 kpa Page 4

6 INTERNAL RIB Job Details: 23 Reliance Crescent Job Number: /5/13 Working Loads Dead 5.00 kn/m Live 1.80 kn/m Ultimate Loads (1.2G + 1.5Q) Dead 6.01 kn/m Live 2.70 kn/m Total Ultimate Load on Internal w = 8.71 kn/m Internal Rib Details Rib Width = 100 mm Pod Depth = 220 mm Top slab Depth = 85 mm Self Weight = 0.73 kn/m Construction Type Standard Raft Construction dependable bearing capacity: 150 kpa Bearing Check = OK! Working Pressure = 57 kpa 1HD12 Continuous Piers (N.B. All Interal Load in to 'strip' footing) Bearing Capacity: kpa Assume 100 kpa Bearing Under Loadbearing Rib, unless a Soil Report indicates otherwise. Bearing Check = All Load Here Pressure = kpa 100 kpa min or as specified in Report under loadbearing areas. The prescribed internal rib design is: Mesh 85 Standard Raft Contruction, 100 wide Rib required with 1HD12 in bottom Location (ie: which wall): Internal Rib 220 Polystyrene l Polystyrene 100 1HD12 Page 5

7 INTERNAL THICKENING RAFT DESIGN - INTERNAL LOADBEARING RIB <Job No.>: Date: 21/05/2013 <Job Title>: 23 Reliance Crescent Designer: KT <Description>: Internal Thickening Checker: AA Loadings WALLS Lower: = 400 kg/m 2 = 3.92 kpa Upper: = 400 kg/m 2 = 3.92 kpa S Other (Specify Wall Weight) Weight = 30 kg/m 2 = 0.29 kpa Height = 4.50 m Load = 1 kn/m SUSPENDED MID-FLOOR Tributary Length = (L 1 +L 2 )/2 L 1 L 2 Unit/Floor = Topping = = 0.38 kpa Live Loading = kpa Super Imposed Dead = kpa Tributary Roof and Floor Lengths Tributary Span = m Dead Live ROOF Tributary Length = S (Check if Rafter or Truss) = 0.46 kpa Live Loading 0.25 kpa Tributary Span = 3.70 m Dead Load/m = 1.70 kn/m Live Load/m = 0.93 kn/m Loadings Summary Walls 1.32 kn/m Dead Mid Floors kn/m Dead kn/m Live Slab* 4.64 kn/m Dead+SDL 1.80 kn/m Live Roof 1.70 kn/m Dead 0.93 kn/m Live^ Extra Dead kn/m Dead Extra Live kn/m Live * Includes Internal Rib Weight, SDL = 0.5 kpa LL = 1.5 kpa ^ Roof LL not added if midfloor exists else LL = 0.25 kpa Page 6

8 INTERNAL THICKENING Job Details: 23 Reliance Crescent Job Number: /5/13 Working Loads Dead 7.67 kn/m Live 2.73 kn/m Ultimate Loads (1.2G + 1.5Q) Dead 9.20 kn/m Live 4.09 kn/m Total Ultimate Load on Internal w = kn/m Internal Rib Details Rib Width = 300 mm Pod Depth = 220 mm Top slab Depth = 85 mm Self Weight = 2.20 kn/m Construction Type Standard Raft Construction dependable bearing capacity: 150 kpa Bearing Check = OK! Working Pressure = 29 kpa 2HD12 Continuous Piers (N.B. All Interal Load in to 'strip' footing) Bearing Capacity: kpa Assume 100 kpa Bearing Under Loadbearing Rib, unless a Soil Report indicates otherwise. Bearing Check = All Load Here Pressure = kpa 100 kpa min or as specified in Report under loadbearing areas. The prescribed internal rib design is: Mesh 85 Standard Raft Contruction, 300 wide Rib required with 2HD12 in bottom Location (ie: which wall): Internal Thickening 220 Polystyrene l l Polystyrene 300 2HD12 Page 7

9 Job No: Job Title: 23 Reliance Crescent Page: Job Description: Sliding resistance Date: By: Chkd: 21/05/2013 KT AA Calculation of Shear Pile Requirements Use AS1170 design philosphy of preventing damaging movement up to an SLS event,and thereafter accepting increasing levels of damage as the event increases. Assumed Class C soil: City/town: Auckland C(t) = Ch(t) Z R N(T,D) Ch(t) Z Rs (25 yr RP) Ru 500yr Assume T1 = 0.4 N(T,D) 1 SLS ku = 1 + (u-1)t1/0.7 C(t) SLS 0.08 ku = 1.14 C(t) ULS 0.31 Cd(T1) = C(t) Sp/ku For base sliding Sp = 1.0 SLS Cd(T1) = 0.08 Note for Class D soil SLS Cd(t1) = 0.10 ULS Cd(T1) = 0.27 ULS Cd(t1) = 0.34 Testing by Dr McManus University of Canterbury (Geotechnical Society Symposium, 2003) found the friction coefficient of slab on polythene on sand had peak friction co-efficients of 0.42 for an unloaded slab and 0.53 for a loaded slab. Residual friction coefficient were 0.38 and 0.49 respectively. These values are some what lower than that published by other sources, normally 0.7 peak and 0.5 residual. Even using the lower values there will be no relative movement between the slab and the ground at SLS level event on either Class C or D soil Therefore, based on the above, shear key piles are unnecessary.