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HomeMy WebLinkAboutB17-0114_Rockery Design Calcs_5ft_1500331594.pdf Sheet 2 of 3 Job No. 2016-444 Project 4367 Columbine Drive Client Crestone Builders Subject Made By MN Date 03/30/17 Item Rockery Wall Design ROCKERY WALL DESIGN [Ref: FHWA-CFL/TD-06-006 "Rockery Design and Construction Guidelines"] Parameters: H =6.00 ft φ =34° HR =5.00 ft β =16.72°(3.33H:1V) 30% slope D =1.00 ft δ = ⅔ φ =22.67° B =2.50 ft α =82.87°(1H:8V) Batter =4:1 (V:H)ψ =7.13°(90° - α) bTOP =1.00 ft μ =0.675 (tan φ) γ s =0.120 kcf γ R =0.150 kcf Lateral Earth Coefficient: 0.567 2.223 (ψ + φ) =41.13°(0.718 rad)cos(ψ + φ) =0.753 ψ =7.13°(0.124 rad)cos(ψ) =0.992 (δ - ψ) =15.54°(0.271 rad)cos(δ - ψ) =0.963 (φ + δ) =56.67°(0.989 rad)sin(φ + δ) =0.835 (φ - β) =17.28°(0.302 rad)sin(φ - β) =0.297 (-ψ - β) =-23.84°-(0.416 rad)cos(-ψ - β) =0.915 Surcharge: qs =0.000 ksf Total Horizontal Force: FH = FA,H + FS = ½ γSKAH² cos(δ-ψ)+qSKAH =0.53 k/ft Wall Weight: W = 1.58 k/ft @ x = 1.57 ft from toe Frictional Resistance: Fμ = μ·(W + FA,V) = μ·[W + ½γSKAH² sin(δ-ψ)] =1.16 k/ft Factor of Safety against External Sliding: (Neglecting Passive Resistance in front of toe) 1.16 k/ft 0.53 k/ft 0.255 2.19 1.5≥OK 2 2 2 A )cos()cos( )sin()sin(1)cos()(cos )(cosK ⎥⎥⎦ ⎤ ⎢⎢⎣ ⎡ β−ψ−⋅ψ−δ β−φ⋅δ+φ+⋅ψ−δ⋅ψ φ+ψ=== ==μ HSLF FFS = 2.50' 1.57' 1.00' W Sheet 2 of 3 Job No. 2016-444 Project 4367 Columbine Drive Client Crestone Builders Subject Made By MN Date 03/30/17 Item Rockery Wall Design Factor of Safety against External Overturning: 1.06 k-ft/ft 2.88 k-ft/ft 2.88 k-ft/ft 1.06 k-ft/ft Factor of Safety against Bearing Capacity: 0.194 ≤0.417 OK Maximum Bearing Pressure applied at the Toe: 1.01 ksf 2.71 ≥2.0 OK ⎟⎠ ⎞⎜⎝ ⎛+⎟⎠ ⎞⎜⎝ ⎛ψ−δ⋅γ=2 HHKq3 H)cos(HK2 1M AS2ASo = ⎟⎠ ⎞⎜⎝ ⎛+ψ⋅ψ−δγ+=∑B)tan(3 H)sin(HK2 1xWM 2ASiiir = == o rOTM MFS = )sin(HK2 1W MM 2 Be 2AS or ψ−δ⋅γ+ −−==6 B ⎟⎠ ⎞⎜⎝ ⎛+⋅ ψ−δ⋅γ+ =B e61B )sin(HK2 1W q 2AS max =