Fairways-CS 930531H := 5. ft D :=....~.5-ft
B := 3.25. ft
PROJECT : FAIRWAYS AT RIVERCHASE
LOCATION: COPPELL, TEXAS
CLIENT : METROPLEX RETAINING W~T.T~
~ := l'ft
DATE: MAY 31, 1993
F.E. JOB NO.113.93
BY:TIMOTHY FALKOFSKE
PAGE: i
MASONRY GRAVITY RETAINING W~?Z. DESIGN
INTRODUCTION:
The calculation below address typical gravity masonry retaining wall
located as indicated above. The typical wall is to be 2 to 7 ft tall
with a slope backfill 9 deg., max.. No surcharge is anticipated.
DESIGN CONSIDERATIONS:
The masonry gravity wall is designed within these calculations
using Coulomb lateral earth pressure theory. The passive earth
pressure developed at the front of the wall is conservatively
neglected for overturning but is calculated for sliding.
SOIL PARAMETERS: Soil properties by RONE ENGINEERS, INC.. Report No.
2-725-01, 3-10-1993· The values
Type of backfill soil
Soil density
Equivalent fluid density
Angle of internal friction
calculated from equivalent fluid
pressure
,1 := asin[Gp]
LG+PJ
Angle of internal friction for
calcs.
· 2
Friction angle between soil and
base of wall (see table 11-6
Joseph E. Boweles "Foundation
Analysis and Design" 4th Edition
Coefficient of friction at base
of wall ~1 = 17 deg
¢ := tan(17- deg)
Allowable bearing capacity
of soil at base of wall
are listed below.
: Clay Or Sandy Clay
: G := 110-pcf
: p := 55. p cf
~1 = 19.471. deg
~ := 20. deg
~ = 13.333' deg
C = 0.306
P := 2500. psf
Wall height
Embedment at the base of wall
Top of wall width
Base width
ToP
Wall material density :
Uniform surcharge at the soil
wedge :
Slope of the backfill :
Slope of the face of the wall :
H
6
Slope of the back of the wall :
Active earth pressure coefficient :
Passive earth pressure coefficient:
Active soil force per unit length :
i 2
Pa := --G. (H + D) .Ka
2
Active soil pressure is applied at
"y" above the bottom of footing :
H+D
y :=
3
Horizontal components of active soil force.
1. From soil pressure
Plh := Pa. cos[~- ~ + ~]
2. From surcharge
Gm := 144'p cf
q := 0. psf
~ := 9. deg
i = 0.833. ft
74.181. deg
Ka := 0.44
Kp := 3
Pa = 1361.25.
y = 2.5.ft
P = 1188.815.
lh
lbf
ft
lbf
ft
b :-- atan --
+ D -
and
b
2. q'H
2h 1'
(b' rad - sin(b, rad)- cos(2- a. rad) )
lbf
P =0.
2h ft
Ph :=P +P
lh 2h
Ph = 1188.815-
Overturning moment per unit length:
Mo : = Ph- y
Vertical component of active soil
force
Pv := Pa. sin[~- ~ + ']
Mo = 2972.038.
Pv= 663.114'
Wall gravity loads
i-H
W1 := .Gm
2
W2 := T.H. Gm
(B - i - T). H
W3 := ' Gm
2
lbf
W1 = 300.
ft
lbf
W2 = 720.
ft
lbf
W3 = 510.
ft
W4 := D'B-Gm
W4 = 1170'
Wall gravity load eccentricities with respect to base toe:
lbf
ft
2
el := -.i
3
T
e2 := i+-
2
el = 0.556.ft
e2 = 1.333.ft
1
e3 := B - -. (B - i - T)
3
B
e4 := -
2
e3 = 2.778. ft
e4 ~ 1.625'ft
lbf
ft
ft. lbf
ft
lbf
ft
Eccentricity of the vertical
component of the active soil
force with respect to the base
toe :
1
e5 := B - -' (B - i - T)
3
Resisting moment per unit length :
e5 = 2.778. ft
Mr := Wl. el + W2. e2 + W3-e3 + Pr. e5 + W4. e4
Overturning Safety Factor
Mr = 6286.567-
Mr
SFo : =
Mo
SFo = 2.115
1.5
OK
lbf. ft
ft
Vertical load on wall per unit
length :
Wt := W1 + W2 + W3 + W4 + Pv
Sliding Check :
2
Pp := 0.5-G.D .Kp
Sliding Factor of Safety
Wt = 3363.114'
lbf
ft
lbf
pp = 1031.25-
ft
SFs :=
Ph
SFs = 1.732
1.5 OK
Resultant of Bearing
Mr -Mo
e :=--- x
2
:=--' 1+6'
max B
:=--' I - 6'
qmin B
area := B'D +
i-H
2
+T'H+
(B - i - T)'H
X = 0.986'ft
e = 0. 639' ft
q
q
min
= 2256.408. psf
= -186.799-psf
2
area = 18.75-ft
T
wi