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HomeMy WebLinkAboutB17-0114_Rockery Design Calcs_4ft_1500331593.pdf Sheet 3 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 =5.00 ft φ =34°
HR =4.00 ft β =16.72°(3.33H:1V) 30% slope
D =1.00 ft δ = ⅔ φ =22.67°
B =2.00 ft α =82.87°(1H:8V)
Batter =4:1 (V:H)ψ =7.13°(90° - α)
bTOP =0.75 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 =0.37 k/ft
Wall Weight:
W = 1.03 k/ft @ x = 1.27 ft from toe
Frictional Resistance:
Fμ = μ·(W + FA,V) = μ·[W + ½γSKAH² sin(δ-ψ)] =0.76 k/ft
Factor of Safety against External Sliding: (Neglecting Passive Resistance in front of toe)
0.76 k/ft
0.37 k/ft
0.255
2.07 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 =
2.00'
1.27'
0.75'
W
Sheet 3 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:
0.61 k-ft/ft
1.53 k-ft/ft
1.53 k-ft/ft
0.61 k-ft/ft
Factor of Safety against Bearing Capacity:
0.192 ≤0.333 OK
Maximum Bearing Pressure applied at the Toe:
0.89 ksf
2.49 ≥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 =