HomeMy WebLinkAboutCDP 2016-0006; MFD-01; 6FT RETAINING WALL; 2018-05-16..
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RECORD COPY
~A. I Nv( 8/6/t ~
Initial Date _________ __,
3,d. ~ PA/ NV f
6 / tt-J ,,
Victor Rodriguez-Fernandez, PE.
1283 E Main St., Ste 109, El Cajon, CA, 92021
engineervictorrf@aol.com PH: (760) 357-2434
6FT RETAINING WALL
for
2637 JEFFERSON ST., CARLSBAD
CDP 2016-0006
DWG 509-4A
GR2018-0002
Victor Rodriguez-Fernandez, RCE 35373
May 16, 2018
RECEI ED
MAY 2 2 2018
LAND DEVELOPMENT
ENGINEERl~~G
Note: See section C-C on seet 3 of grading plans
for reference (GR2018-0002)
Retaining Wall Design Based on ACI 318-11 6 Ft Max
INPUT DATA & DESIGN SUMMARY
SPECIAL INSPECTION ( O=NO, 1=YES)
TYPE OF MASONRY ( 1=CMU, 2=BRICK )
MASONRY STRENGTH fm'
CONCRETE STRENGTH
REBAR YIELD STRESS
LATERAL SOIL PRESSURE
PASSIVE PRESSURE
SURCHARGE WEIGHT
SEISMIC GROUND SHAKING
FRICTION COEFFICIENT
ALLOW SOIL PRESSURE
THICKNESS OF TOP STEM
THICKNESS OF KEY & STEM
TOE WIDTH
Kh
Ka
Kae
Wlat
11
a.
It
lb
LT
1.00 Yes
1.00 CMU
1.50 ksi
2.50 ksi
60.00 ksi
42.00
383.00
250.00
0.16
0.33
0.49
53.00
0.36
2.10
10.00
10.00
0.16
pcf (equivalent fluid pressure)
psf I ft
psf is the uniform traffic (truck) surcharge
that is used to represent traffi~as it flows
along the top of the wall and the
superposition of their wheel loads. In
analysis, because it is a uniform
surcharge, the sure ge times the
appropriate K value is applierl nvpr thP
entire height of the wall.
psflft
ksf
in
in
ft
,,--A'!,,:J
HEEL WIDTH LH 4.50 ft
HEIGHT OF FENCE STE M HF 0.00 ft " l ~==1=.1====-i
HEIGHT OF TOP STEM HT 3.00 ft
HEIGHT OF BOT. STEM He 3.00 ft
FOOTING THICKNESS ht 16.00 in
KEY DEPTH hk 6.00 in
SOIL OVER TOE hp 18.00 in
TOP STEM REINF. (A,.1) # 6
A..1 LOCATION (O=at soil face. 1 =at middle, 2=al each face)
BOT. STEM REINF. (A •. 2) # 6
A5.2 LOCATION (O=at soil face, 1=at middle, 2=al each face)
TOP REINF.OF FOOTING (As.)) # 5
BOT. REINF.OF FOOTING (A5.4) # 5
GRADE BEAM LENGTH
GRADE BEAM WIDTH
GRADE BEAM REBAR
ANALYSIS
SERVICE LOADS
@ 16 in o.c.
0 at soil face
@ 16 in o.c.
0 at soil face
@ 6 in o.c.
@ 6 in o.c.
in
in
in
1\s., 1'-· .-r" •
,__.=.L _, _._. t i,_J_ __ L_~
[THE WALL DESIGN IS ADEQUATE.)
~-
f,,~', .
W,,u '
\
\
\, -I
I
I
Hb = 0.5 Pa (Hr+ He+ ht)2 = 1.13 kips
Hs = Ws Pa (HT + He + ht) I yb = 0.77 kips
Hp = 0.5 Pp (hp+ ht+ hk)2
[~~ ~= t
i ~I,
'\\, \ I /
-I'. \ I N1t.t
HLat = WLat (HF+ HT+ He. hp)
Ws = Ws (LH + lb -It)
Wb = [HT (LH + lb -It) + He LH] yb
Wr = hr (LH +lb+ LT)yc
Wk = hk lb ye
Ww,t = It (HT +HF) ym
Ww,b = lb He ym
= 2.13 kips
= 0.45 kips
= 1.13 kips
= 2.70 kips
= 1.10 kips
= 0.06 kips
= 0.64 kips
= 0.28 kips
I ' /i·:r· L : . . . .
: • --1 ~r+
/ 1-" 1, q_J ' lw,
1, '
''"'·l 1. I . L Jl·
Victor Rodriguez-Fernandez, PE.
1283 E Main St .. Ste 109. El Cajon, CA, 92021
ensineervic12rrf@nol com PII: (760) 357-2434
l \/ \
Page 1 Of 3
FACTORED LOADS
yHb = 1.6 Hb = 1.81 kips
yHs = 1.6 Hs = 1.23 kips
yHLat = 1.6 HLat = 0.72 kips
yWs = 1.6 Ws = 1.80 kips OVERTURNING MOMENT
yWb = 1.2 Wb = 3.24 kips H yH y Hy yH y
yWr = 1.2 Wr = 1.32 kips Hb 1.13 1.81 2.44 2.76 4.42
yWk = 1.2 Wk = 0.08 kips Hs 0.77 1.23 3.67 2.82 4.52
yWw.l = 1.2 Ww,t = 0.77 kips HLat 0.45 0.72 7.08 3.19 5.11
yWw,b = 1.2 Ww,b = 0.33 kips t 2.35 3.76 3.90 14.04
RESISTING MOMENT
w yW X Wx yW X
Ws 1.13 1.80 3.24 3.65 5.84
Wb 2.70 3.24 3.24 8.76 10.51 OVERTURNING FACTOR OF SAFETY
Wt 1.10 1.32 2.75 3.02 3.62
Wk 0.06 0.08 0.58 0.04 0.04
Ww,I 0.64 0.77 0.58 0.37 0.44
Ww,b 0.28 0.33 0.58 0.16 0.19
t 5.90 7.53 15.99 20.65
CHECK SOIL BEARING CAPACITY (ACI 318-02 SEC.15.2.2)
5.49 fl
= 1.89 ksf < o.
CHECK FLEXURE CAPACITY FOR MASONRY STEM (ACI 530 2.3.3)
At top stem
1.96 ft-kips .
At base of bottom stem
1.30 ft-kips
= 0.64 kips , 0.92 kips
At top stem At base of bottom stem
where 1. 9.63 in. 9.63 in
d 6.26 in , 6.26 in
bw 12 in , 12 in
Fb 0.495 ksi, 0.495 ksi
F, 24 ksi , 24 ksi
As 0.33 in2 , 0.33 in2
p 0.004 0.004
Em 1350 ksi . 1350 ksi
E, 29000 ksi , 29000 ksi
n 21.48 21.48
k 0.35 0.35
and M allowable 2.92 ft-kips , 2.89 fl-kips
> M > M
(Satisfactory) (Satisfactory]
Victor Rodriguez-Fernandez, PE.
1283 E Main St., Ste I 09, El Cojon, CA, 92021
smsin~1:rd!i:12a:C<!!112I ~m Pll: (7(,Q) 357-2434
4.10 > 1.5
(Satisfactory)
0.70 ft
[Satisfactory)
Page 2 Of 3
CHECK SHEAR CAPACITY FOR MASONRY STEM (ACI 530 2.3.5)
At top stem
= 0.88 kips ,
= 2.91 kips,
> V
[Satisfactory]
At base of bottom stem
1.84 kips
2.91 kips
> V
[Satisfactory)
CHECK HEEL FLEXURE CAPACITY, A5,3, FOR FOOTING (ACI 318-02 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5)
= 0.013 = 0.001
= 12.18 ft-kips
= 0.001
where d = 12.69 in qu. toe 5.73 ksf
eu = 1.87 ft qu. heel = nla ksf
s = 1.64 ft qu.3 = 3.56 ksf
( A s. 3 ) roouired = 0.60 in2 I ft < A S, 3 [Satisfactory)
CHECK TOE FLEXURE CAPACITY, As.4, FOR FOOTING (ACI 318-02 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5)
0.013
= 0.07 ft-kips
= 0.000
( A s, 4 ) reoulred = 0.00 in2 / ft < A S.4 [Satisfactory)
CHECK KEY CAPACITY FOR FOOTING
1.5 (Hb + Hs + HLat) = 3.52 kips < Hp+ µ"f.W
[Satisfactory]
Victor Rodriguez-Fernandez, PE.
1283 £ Main St., S1e 109, £1 Cajon, CA, 92021
ensin\!crvictomU~aol com Pll: (760) 357.2434
where d = 12.69 in
= 5.38 ksf
4.25 kips
= 0.000
Page 3 Of 3