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ENG/NEER/NG
CONSULTANTS, INC.
1701 East Edinger Avenue, Suite A9, Santa Ana, California 92705
Tel.: (888) 220-5596 Fax: (714) 866-4171 E -Mail: abi@abieng.net
DESIGN OF
ALLAN BLOCK SEGMENTAL WALLS
Lake Residence
2707 Blue Water Drive E`
Corona Del Mar, California
Prepared for:
LS Architects
3111 Second Avenue
Corona Del Mar, California 92625
December 16, 2021
Project No. 21302
ABI Engineering Consultants, Inc.
1701 East Edinger Avenue, Suite A9
Santa Ana, California 92705
Tel: (888) 220-5596
Fax: (714) 866-4171
1101 btqtvw
041- WIC
BUILDING DIVISION
J A [\1 2 4 :,12")
BY: BRA.
&"T- Id e
LILIQ4
1. r
Allan Block Wall Design
2707 Blue Water Dr., Corona Del Mar, CA
TABLE OF CONTENTS
INTRODUCTION..........................................................................................................................1
PROPOSED WALL DESCRIPTION..........................................................................................1
DESIGNMETHODOLOGY........................................................................................................1
DESIGNPARAMETERS.............................................................................................................1
SoilsParameters.........................................................................................................................1
WallParameters.........................................................................................................................1
ANALYSI5.....................................................................................................................................2
StaticAnalysis.............................................................................................................................2
SeismicAnalysis..........................................................................................................................2
RECOMMENDATIONS...............................................................................................................2
REFERENCES...............................................................................................................................2
Appendix A — Design Calculations
ABI Engineering Consultants, Inc. i
ABI Project No. 21302
Allan Block Wall Design
2707 Blue Water Dr., Corona Del Mar. CA
INTRODUCTION
This report presents the design parameters, design methodology, and calculations performed to design four
segmental block retaining walls using Allan Block Classic units for Lake Residence, 2707 Blue Water Drive,
Corona Del Mar, California.
PROPOSED WALL DESCRIPTION
Per the grading plan (Toal), four Allan Block walls are proposed for the subject property. The walls are
labelled as Allan Block Wall #I to 44 for reference in this report. The total maximum height of the walls is
8.56ft.
DESIGN METHODOLOGY
The computer code AB Walls 3D Version 21 developed by Allan Block Corporation is used for the design of
the wall. The computer code is based on the methods presented in National Concrete Masonry Association
guidelines (NCMA 2010). The NCMA method of design of segmental block walls uses Coulomb Earth
Pressure theory. AB Walls 3D program is customized for use with Allan Block and allows specifying choice
of block types and geogrids reinforcement.
The seismic internal stability of the Allan block segmental walls was explored using AB Walls 3D, which
incorporates pseudo -static rigid body approach that adopts the Mononobe-Okabe method to calculate dynamic
forces (NCMA 3rd Edition). An acceleration coefficient of 0.40g is used in the seismic analysis. The
analysis was performed for different heights and surcharge conditions, as applicable. The results of the
analysis are included as Appendix A.
DESIGN PARAMETERS
Soils Parameters
Based on the recommendations provided in the geotechnical report (Coast) the following soils parameters are
used for the design of the wall:
Wall Parameters
BLOCKS: 12 -inch deep Allan Block Classic Units weighing approximately 75 lbs each.
SURCHARGE: Level backfill with surcharge.
BATTER: 6 degrees to vertical.
EMBEDMENT: 6" minimum for level grade or 48" minimum for downslope in front of wall.
GEOGRIDS: Design is based on Mirafi Miragrid 3XT manufactured by TenCate. Other types of grids may
be used upon approval by the engineer.
The design of the retaining wall assumes no build up of hydrostatic pressures within the reinforced fill zone of
the wall. Therefore, construction of an effective subdrain system behind the reinforced soil zone is critical to
the performance of the wall. Any back -cut drain required shall be determined by the project geotechnical
engineer and shall be installed per the direction of the project geotechnical engineer.
ABI Engineering Consultants, Inc.
ABI Project No. 21302
Reinforced Soil
Retained Soils
Foundation Soils
Internal Friction Angle, <D'
28
28
28
Soil Unit Weight c
124
120
120
Cohesion, C s
0
0
0
Wall Parameters
BLOCKS: 12 -inch deep Allan Block Classic Units weighing approximately 75 lbs each.
SURCHARGE: Level backfill with surcharge.
BATTER: 6 degrees to vertical.
EMBEDMENT: 6" minimum for level grade or 48" minimum for downslope in front of wall.
GEOGRIDS: Design is based on Mirafi Miragrid 3XT manufactured by TenCate. Other types of grids may
be used upon approval by the engineer.
The design of the retaining wall assumes no build up of hydrostatic pressures within the reinforced fill zone of
the wall. Therefore, construction of an effective subdrain system behind the reinforced soil zone is critical to
the performance of the wall. Any back -cut drain required shall be determined by the project geotechnical
engineer and shall be installed per the direction of the project geotechnical engineer.
ABI Engineering Consultants, Inc.
ABI Project No. 21302
Allan Block Wall Design
2707 Blue Water Dr., Corona Del Mar, CA
ANALYSIS
The wall design is based on the following factor of safety (FS) for stability analysis of the wall. The factors
of safety are for static loading conditions are indicated below and are based on the current standard of
practice.
Static Analysis
FSsii&g =1.50, FSBea,mg = 2.00, FS0wrh rmng = 2.00, and FSPwi-opt = 1.50
Seismic Analysis
FSsudmg =I. 13, FSBearing = 1.50, FSOw,=fng =1.50, and FSPa-nit = 1.13
The summary calculations present the data and results for each section of the wall.
RECOMMENDATIONS
The wall shall be constructed per the details and geogrid reinforcement schedule based on the design
calculations provided in this report, typical section, reinforcement schedule, and construction notes presented
on drawings. The Allan Block walls shall be constructed per the manufacturer's recommended procedures.
No substitution shall be allowed for blocks type or for the unit fill required within the units and behind the
blocks.
The foundation, retained, and backfill soils shall have the minimum shear strength properties as used for
design in this report. All backfill shall be placed in loose lifts not exceeding 8 inches, moisture conditioned,
and compacted to a minimum of 90% of the maximum dry density determined by Modified Proctor
compaction test (ASTM D1557). The compaction tests shall be performed on backfill soils for meeting the
minimum densities recommended. Any changes to foundation, retained and backfill soil properties and
loading conditions on the wall should be brought to our attention. The temporary excavation back -cut,
grading, ground improvement, fill settlement control, and sub -drain, and surface -drainage system for the
Allan Block walls shall be per the Project Soils and Civil Engineer's recommendations.
REFERENCES
1. NCMA 2010, Design Manual for Segmental Retaining Walls, Third Edition, 2010.
2. Allan Block Engineering Manual, Allan Block Corporation.
3. ICC Evaluation Service, Inc., ES Report No. ESR -4206 for Allan Block Retaining Wall System,
reissued November 2021.
4. Teal Engineering, Inc., Precise Grading Plan, 2707 Blue Water Drive, Corona Del Mar, California,
dated November 2, 2021.
5. Coast Geotechnical, Inc., Geotechnical Engineering Investigation, 2707 Blue Water Drive, Newport
Beach, California, dated November 15, 2019.
6. Coast Geotechnical, Inc., Rough Grade Compaction Report, 2707 Blue Water Drive, Newport Beach,
California, dated February 18, 2021.
ABI Engineering Consultants, Inc.
ABI Project No. 21302
Allan Block Wall Design
2707 Blue Water Dr., Corona Del Mar, CA
APPENDIX A — Design Calculations
ABI Engineering Consultants, Inc.
ABI Project No. 21302
Lake Residence
Corona Del Mar, CA
Page Index
I Section View External Calculations
Section View Internal Calculations
AB Classic
Section 1 Of 3 Base Information:
9ectlonOk-2J.2ft Base
OeptF:0at
Base From Toe: 0.5 ft
Allan Black Disclaimer:
w."wl'e.�.Iw..0 vedw°��i1aau w
2GeoMlmg d3M@drid Information:
Number Of Geogrltl 2
AB Classic
Wall Design Variables
AS Clause,
tam TOG Panes High' ght 3.18 It
Angie of setback 6 Deg.
DWa of Beck 0.99ft
Leng[M1 of &ad 1.4J ft
s
N
o m3�
N TN
e EN
ug EA
Eiw
gz a.
93ain
oo
Artual sbem9
6c,
=Q
..Y
ALtuel Overtuming
43>- 2
`-ch
tic,
k G.bld Auelerellon=0.4
3 -ch.
ARuaISGtling
2.13 >= 1.125
.L1 y
Attual Overtumm"
6.82-1.5
q 01 c, N
_?PpE
Inflll9all
fil M91e 20°n`g'
a E vb
uns
t
mdBoll
ain
C - N
mW6
�
3
CC m
CWia
.0 D Q N q
on
ce. Wai
�
BMn.� r na.rry
¢ o rn m 3f
O i W
FYI
Ili
Q.ni
AB Classic
Wall Design Variables
AS Clause,
tam TOG Panes High' ght 3.18 It
Angie of setback 6 Deg.
DWa of Beck 0.99ft
Leng[M1 of &ad 1.4J ft
s
N
o m3�
N TN
e EN
ug EA
Eiw
gz a.
93ain
oo
Artual sbem9
I. I. LS
ALtuel Overtuming
43>- 2
W le"'M 591emIC Eternal
tic,
k G.bld Auelerellon=0.4
5Q
M
ARuaISGtling
2.13 >= 1.125
.L1 y
Attual Overtumm"
6.82-1.5
q 01 c, N
_?PpE
Inflll9all
fil M91e 20°n`g'
a E vb
uns
Q O
mdBoll
ain
C - N
Fnalon Angle 28 Deg.
C D, as in
unit NT Root
CC m
Founaanon soli
Fnexmn Angle 2a Dfeg.
.0 D Q N q
on
ce. Wai
�
BMn.� r na.rry
¢ o rn m 3f
U
o N3„
Try
0a$EN
Ea, �A
a
rn..
— E 3
-9 3W
page #
1
Wall Design Variables
Ao = Specified Horizontal Peak Ground Acceleration - 0.4
11= Allowable Uteral Deflection Internal = 31n
d2 = Allowable ldtand Deflection External = 3 in
Keel = Dynamic Earth Pressure Coefficient Infill = 0.41
Kaer= Dynamic Earth PRSSure Coefficient Retained = 0.41
Khl - Horizontal Selsmlc Casaldent internal = 0.3a
Khr - Horizontal Seismic Coefficient Forward! - 0.18
DFdyn = Dynamic Earth Force = 82.84
DFdynh = Dynamic Earth Force Horizontal = 28.48
DFdyn = Dynamic Earth Fora Vertical = 26.51
Fir = seismic Internal Force = 114.24 pill
Hlr = Son mlc Internal Force Lomtlon = 1.59 k
Internal Design Calculations (Seismic)
Sechlnn: i
Geogrld Number
Geogrld Elevation Geogrld Length R Telulle Fortes Riff
R
Allowable lead Riff Fac[or Safety
Overstress
Fac[or Setery
Pullout Black
Factor safety
Pullout soil
Effldency
2A
2]0.23 4 200.91
2635.05 14.43
9.581.13
7.62
IA
268.96 4 199.37
1 2635.05 14.54 1
10.33
I 3.27
1 ].5]
Um
c¢
.'o
As
—?da
a E m
mal2,5
A Ua
Cwa dO
W Q �
WwS�
Q .ni Vl m
Q
U
a rv3„
>m
En
UaE
�Ez wA
°se c..
Page #:
A Mirdgrid 3XI-
I
B - Miragrid 5XT 3
C - Miragrid ]XT
Min. Length of Geogrld: 4 R
0.4� 2I_ Sft _I
AB close,
Section 2 of 3 Base information:
SeNan 27.21t -..a R Bace WItlM: 2 R
Dox Depth:0.Tae5R
Bcce, : 0.5 ft
Allan Blurk Discalmer:
Wall Design Variables
J.
Kai = Active Earth Pressure Coefficient Infill a 0.007
Setback = 90 - Beta Angle = 6.73 Deg.
Kar = Active Earth Pressure CoefFlclent Real red = 0.276
Wf = Weight of Facing = 393.15 pif
H - Wall Height = 3.18 It
Wt = Total Weight - 920.85 pif
He = Effective Height = 3.18 it
Fa = Active Force = 167.08 pif
He_i - Effective Height = 3.18 It
Fav a Vertical Force = 53.48 PH
= Slope = 0 Deg.
Fah = Horizontal Force = 158.29 If
Llot = Effective Slope = 0 Deg.
Fr = 0.eslstance Force = 518.06 pif
I ext = Effective Slope - 0 Deg.
um1 WT 12D pct
Internal Design Calculations (Static)
1.5 ft
Wall
AS Qasslc
'N Fiction, s6amlc E,te ri
J.
k Ground A[[elentlan-0.4
C Q
ti
Actual EIIdir
1.24 — ].135
W
Actual Overtuming
z.58 -1.s
q V1 N
_vPoE
' 8
.E
mnu sols
FnRlno Angle 75 beg.
Unit orr 124 PC
a oKi n
u a 0
Do ry —
C pi V N m
Retained Sell
Focoon Angle 28 Deg.
urg iR 120 p t
a
�i Q
q
Foundation soil
"colon
lon Angle 28 Deg.
C W
um1 WT 12D pct
Way «^m3
cohee,n a pn
.or uoeIJN
Page #:
4
to
to
^LE�
2..mEN
zEE2L
Ya .,oz z' d rn
a93uoo
Page #
5
0.9R___I ql_ R _I
AB "sale
Section 3 of 3 Base Information:
Section 44.O R -29.3R BasBase e Wl11h: 2 ft
oep[F: 0.E R
Bese Atom Toe: 0.5 R
All, Block Olacalmec
a.
•""ne"�n..�.w.a.�w. u"ir.yi.$"nwa.me.wn..n..umna�r
GeoQrid Information:
2 x MGagnE 3M da 4 R
Number Of GeogNO 2
fall Design Variables
As aaealc
S¢NOn H.,h, 3.SB R
Total Panel Hei0 635ght 3.18 R
Angle of SBMek 6 Deg.
LRngMft
of BIO k1.47 R
AetuaI 511J1n0
3.78xL
Attuol O""UTing
13.43 ea 2
0 DO
N Fa"i Saggric Enema'
I Ziaad Pteeleration v 0.4
C Q
y
AD-1111Eing
2.13 a1.12A
y in
Actual overtYminp
a�l'3
C. O^
6.83>�f.6
�vm�
a Ca
R1fl11 salt
rnRmnAngle 2a Oep.
tint Wr 12410
u Q O
,. ` `O
C
Retalned Sal
"OH.n Angle 28 Dp.
C_
C N
UHt wr fzo Pe
,
WaN
FO.O&Uon eoll
inttlan M11a 2e 0eg.
CUneslO:li o°v
w "
o
eea00a
U
Page #:
7
Wall Design Variables
Geogrltl Elevation Geogrltl Length ft
R
177 Active Earth Pressure Coefficient Infill = 0.276
Setback = 90 - Bea Angle - 6.73 Deg.
Kar = Active Earth Pressure Coefficient Retained = 0.276
W f = Weight of Facing = 405.73 plc
H = Wall Height= 3.18 R
Wt = Total Weight = 1663.57 plf
He - Effective Height = 3.18 R
Fa = Active Farce = 167.08 pif
He_I = Effective Height = 3.18 R
Fey = Vertical Force = 53.48 If
I = Slope = 0 Deg.
Fah = Harbor.) Force = 158.29 if
Lint = Effective Slope = 0 Deg.
Fr = Resistance Force = 912.97 PIT
Lext= Effective Slope = 0 Deg.
1332.6] 1
Internal De91gn Calculations (Static)
Section: 3
Geogrltl Number
Geogrltl Elevation Geogrltl Length ft
R
Tensile Force PH
Allowable Wad pif Factor Safety
Overstrsss
Factor Safety
Pullau[alock
Factor Safety
Pullout Boll
ERklenry
2A
2]0.23 4
108.71
1332.6] 18.39
1].]
2.45
8.16
1A
268.96 4
13].9
1332.6] 1
14.93
1 4.91
10.35
m n EpE
7m�y
or 6
>E
rn'I�N'
0
w¢��
8s
Page #:
A - Miragrid 3XT
8 - Mlragrld SXT 8
C - Miragrid ]XT
Min. Length of Geourid: 4 ft
Ilawable Late21 Deflettlon Internal = 31n
Ilowabie Lateral Deflection External = 31n
Dynamic Earth Pressure Coefficient bri - 0.41
Dynamic Earth Pressure Coeficleat Retalnetl - 0.41
Wreontal Selsmlc Coefficient Intemal = 0.18
iorizonrel selsmic Coefficient Retained = 0.18
= Dynamic Earth Force = 82.84
= Dynamic Earth Forge Horizontal = 78.48
= Dynamic Earth Farce Vertical = 26.51
elsmlc Internal Force = 114.74 pif
elsmlc Internal Force Location = 1.59 R
Internal Design Calculations (Seismic)
Section: 3
Geogrltl Number
Geogrld Elevation Geo9dd Length R Tenslle Farce pif
ft
Allowable Load pif Factor Safely
Overstress
Fattor Sefery
Pullout Block
FaRor Safety
pullou[Sell
Efficiency
2A
270.23 4 200.91
2636.05 14.43
9.58
1.13
].62
1A
260.96 4 199.37
2635.05 14.54
10.33
3.27
7.6]
c¢
mmn E
c"
U i E al c
-m3
x rn u n
C o
C W a'v
W^�2
a'inml
6
£N
o N3�
N
Eo
N
Ez'a
@@`o zou 'tlrn
93uoo
agog- Ligeou I Page #:
A - Miragrid 3XT 9
B - Miragrid SXT
C - Miragrid ]XT
Min. Length of Geoll 4 ft
Lake Residence
Corona Del Mar, CA
Page Index
1 Section View External Calculations
Section View Internal Calculations
0.1 R -7
100 Oaf Live Load
Aa Clalnc
Section 1 of 1 Base Information
....n 0 R -84.5R Daaa WIEN: 1h
Daae FMM D.srt
Dam De me:D.srt
Allan NO&Dlmlalmer:
r
AB Classic
Wall
=s
a�
ttgl'£
9�N .Eo
E E^
zE Ez'vti
vY�v�v
g�3aoo
Page #
1
id(Ny Fdund
—land n 0.4
Puk GmunE Xsnd
_C<
ll.on-0.4
AttuaI51111 g
1.4>_
nU.l
ARfi 9$>ert1.5 n9S
W o
MUSH
q N
Ftltt100 Angld 3B Oeg,
O � C
VnR WT1
U Q O `
RBRInBS.1id Sall
`piu
Fn Me teze Dom.
VPj
M
Vnit Wl' 130 p[f
N C Dl
C 9 a6
N
FOMtla[1a115a11
FII Allgi! 39 Deg.
C W Q N
Ullt
U 120 Ocf
W ^ 9
wne,
conesmn a Nf
2ed1109 WOitlN
Q .Ni VI �
Page #
1
01AmOW Ole a ral Deflection Internal 31n
12 = Allowable Lateral D.Mollon EMerml 31n
Knel=Dynamic Earth Pressure Coe(Fldent InNil = 0.41
Kner = Dynamlc Earth Pressure Coefitlent Retained = 0.41
Khl Horizon al Seismic CoefAclent Internal= 0.18
{
Khr Horizontal Seismic Coefficient Retained - 0.18
1
DFEyn = Dynamic Earth Force = 2.07
DFdynh Dynamlc Earth Force Horizontal = 196
OFEym, Dynamlc Earth Force Vertical = 066
{
PP — Seismic Internal Force = 11.47 plf
Hir - Seismic Internal Force Location = 0.25 It
Lj
a
Internal Dwign Calwlatlons (Seismic)
n;m
= as. g E
u>"Evn
¢0�l4
w -m
�CUNN
N'
CW¢Nq
f;
Page #:
3
Lake Residence
Corona Del Mar, CA B.
VN
�Q
>�YN
iNryN
Page Index - "' D
1 Section View External Calculations ° e
Section View Internal Calculations
N U
p
P'
\S WQ
g
(
AB Classic v S
a�
z_ c
-9 n 3
m E
2 2Ery
a0 N
. cl A
zEan
t;d, tl c ..
a " _ a.m v
93
o-9
44°a°m
Aa clesslc
Section 1 of 3 Base Information:
SeNonnR-52,9R Oaaa WIEM: 2ft
Bade Dep.: 0.5R
Bade Frpm Toe: 0.5 R
Allan Black Disclaimer:
renin.eai..rnw�v.�.no..xm�....w..nm«..w.an.....a uwiemmuuwu
t! g
!g ae�..a.,...��..a.,m.........
Gel0n:
Mlle" 03n 05 ft
Numbv Of GeOgrIE 3
Wall Design Variable:
AS ciall
SeNOn H' 3.81 R
TOfal —.1 Helga[ 3.81 R
Angle Of "a"ck 6 Deg.
engt OIf ack 0110k 1.97.
ft
Acral 51101ng
3.63 — 1.5
Addual"c"numing
Iz.92 > 2
um
cQ
Selanl[E%-
GA
'Z,od =gA
aGrO WEad
u
Slid
sl1.
2.1
N
.1 1.
Attu. Overt1.
—
n
Z2>=1.5
? D,
c d E m b
M l so9
Fril'Ane1a 2eDag,
u>o
uml wr ua pdde=
_
'C qV d m
Retained 5011
FrIRIOnAngle 30 Deg.
a o Dy
YnitV 120 pct
w m
W Q N q
PoYnd" 5011
FMttmn Angle 20 Deg.
m 3
um[ Wr 120 pcf
,,.,an 0I
Q ,N, C W
S
Pace #:
1
Wall Design Variables
Kai = Active Earth Pressure Coefficient Infill - 0.276
Setback = 90- Beta Angle = 6.J3 Deg.
Ker = Active Earth Pressure Coef Rlent Retained = 0.252
Wf = Weight of Facing =486.88 off
H - Wall Height = 3.81 R
Wt = Total Weight = 2469.02 pif
He = Effective Height = 3.81 R
Fa = Active Farce = 219.77 of
He_1= Effective Height = 3.81 1t
FAV = Vertical Force - 75.17 pif
I - Slope = 0 Deg.
Fah = Horizontal Force = 206.52 IN
I_Int = Effective Slope = 0 Deg.
Fr = Resistance Force = 1403.89 of
Last = Effective Slope = 0 Deg.
Internal Design Calculations (Static)
�o
mNoE
E On
>Emb
< S F6
14
OVNar
'S6 cs
o
W arvq
��3
O N re
R!
ad
m ca
re ry 3 a
>ry
Eo
U iz
Ei agA
z G R'.
Page #:
2
5R
Wali Design Variables
1::
9Ia
AD Specified Horizontal Peak Ground Acceleration -0.4
§
at Allowable lateral Deflection Internal= 3 3 inin
d2 Allowable lateral 3 n
^-^
Pressure Coefficient041
Kael= Dynamic Earth Pressure Coefcient Retained
lern Retalnetl x0.38
Kae==Dynamic EartSeim PressureCoefficientInternal
T
o
KM1I Horizontal Seismic Coefficient n
-0.18
Retained
Pxtalned = 0.18
0.1
Khr= HorizontalSeismicEarth
DWyn = Dynamic Earth Force
orcel 11
DFdynh = Dynamic Earth Force Horizontal = 105.9
..a.w x
DFtlynv = OEarth Fee Vertical 38.55
Fir Seismic Inter
Internal Force = 154.S6 pif
li
Mir Seismic Internal Force Location a 1.91 R
Internal Design Calculat7gns (Selsmlc)
a
Section: 1
„ m
Geogrltl Number Gaoprltl Elevation GeogHd Length R Tenalle Force pif
Allowable Ined pif Factor Safety
Factor Safety
Fattor Safely
clear,
EfflClen
i m
R
Overstress
Pullout Black
Pullout Soil
adm n
3A 26].73 5 208.88
2635.05 13.88
9.21
1.59
7.93
- `
wE
2A 267.09 5 164.58
2635.0 17.61
12.1
3,33
6.25
w c
'� an
IA 265.82 5 265.24
263 .05 10.93
6.02
9.25
10.07
a o
1 ` up =
rnica
cw ori$
ca. N
an
9i
ry
M ryO
�O NP�y
9cm
Ea
p
SEC
0 h
Ea E^.+
P .. Ez'a�
o d
o$m
6 0m
k93 0
Geogdd Legend
Page #:
A - Miragrid 3XT
B - Miragrid 5RT
3
C - Miragrid 7XT
Min. Length of Geogrid: 5 R
It
2 Of 3 Base information:
SaXic Base D-ld- 2 a
Base Kenn hIca! 5..A it
Allan Block Mal
m`���um wrurmmm'r�wx ®umm�euwgrmmiiurwuw.me
a ...... ... ....ww�e�...Ma.�:...r<vwn=5=
A -I
B -I
C - I
Min.
Geoarid Information:
6xmragdd3rrg0]R
Number Of Goal 6
Wall Design Variables
Kal- Active Earth Pressure CoefnclentlnRll= 0.2]6
Setback = 9e -Beta Angle = 6J3 He,
Kar = Active Earth Pressure Coefficlen[ RetalneG = 0.2]6
Wf = Weight of Facing - 1054.91 PH
H = Wall Height= 8.26 f[
Wt= Total Weight = 7398.08 off
He =Effective Height - 8.26 It
Fe - Acnve Force = 1129.46 plf
He_I = Effective Height = 8.26 R
Fav = Vertical Forte = 361.5 plf
I- Slope = 0 Deg.
Fah = Herschel Force = 1070.05 plf
I_Int= Effective Slope = 0 Deg.
Fr = Reslstance Force = 4332.52 pIf
ext = Effective Slope = 0 Deg.
Ont wilza p6
Internal Design Calculations (Statlt)
VA
Wall Design Variables
AS basic
26 it
Tote Panel H¢?ftht a 26 R
ii
Angle of sMb2[k 6 Deg.
Depth of Block 0.99R
,cal pf Stock 1,47 R
Surcharge Parameter
100 pat liver l➢9E ® 2 it
Actual OVlrtYming
],51-2
.uO,G
pttors sabml<Becal
3 p Accale2uu - 0.4
A[Walsuning
1.58 a=1.125
- m
qVI nN
ARYal Overtunling
3,66=f.5
— ? m O o
V
ca Yt f7
E
man sell
ictlun Angle 25 Deg,
Vat Wr lz4 ed
Q w c
ch 6B
o
` an an
Rachet SYII
Imon An le x9 Deg.
C e
d
Ont wilza p6
_ w U
g e. Q N q
Fpuntletlon Soil
Icoon Mgie x8 Deg.
Unit WT 1x0 act
W ; ^ 3
eonesmne pef
m W 3
o, ti N 3
U
to
ca
0on 3„
mon 0
E
E�
E
gz'��
4gmca
939oo
Page At
4
a
U
£ o m
o Nati
m -
om..Eco
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mzvm
36-00'
Page #
5
Wall Design Variables
An = Specified Horizontal Peak Grountl ACceleratlon = 0.0
d1 = Allowable Lateral Deflection Internal - 31n
d2 = Allowable Lateral Deflection External - 3 In
Keel = Dynamic Farm Pressure Coefficient Io011 = 0.41
Kaer = Dynamic Earth Pressure Coefficient Retained = 0.41
KM = Horizontal Seismic Coenldent Internal= 0.18
KM1r = Horizontal Seismic Coefficient Retained = 0.18
DPoyo = Dynamic Earth Force = 560
DFoynh = Dynamic Earth Force Horizontal - 530.54
Ddynv = Dynamic Earth Farce Vandal - 179.23
Pit = Seismic Internal Force = 763.97 plf
Hlr = Seismic Internal Farce Location = 4.13 R
Internal Design CalculaGOns (Seismic)
6
A - M1ragtltl 3XT Page #:
6
B - Miragrid SX7F
C - . Lenah ofG
Min. Length of Geogrltl: 7 it
AB classic
Section 3 of 3 Base Information:
SeMon58.8ft-83.7ft Base Width: 2R
BDaase From Q: 0.5 It
Allan Slack Dleclannen
' e..�...ruemw.wowruemevnana..wrnwwuiu�aswvw
GeogrlG Information:
6 x Mlmgdd 3Xr ® 7 I
Number Of GeaIdd 6
Wall
FttuaI511tl1ng
m
1.69 >=S.IES
Aware Or>'e= n0
V1hN
=
1.5
q on ON O
u ; ,E 9
Infill Sail
Fn
Vine N9l24 pOe9.
or D
aN'3
'c an u
aeteined sane
Friction angle so Deg.
vmmi
d c o
Unit 170 par
c w C N'
D LUcala N q
Foundation Ball
FriVni Angle
nt lID Deg
LU
LU
wIn
M1 Ion0Pf
W3
a ED
mN m go
Page #
7
Wall Design Variables
K1= Active Earth Pressure Coefficient Infill =0.226
Setback =90 -Ease An91e-6.)3 Deg.
Kar = Active Earth Pressure Coefficient Retained - 0.252
Wf = Weight of Facing = 1054.91 pif
H = Wall Height = 8.26 ft
Wt= Total Weight = 2398.08 pif
He - Effective Height = 8.26 ft
Fa - Active Force = 1031.7 pif
He_I = Effective Height =8.26 R
Fav = Vertical Force = 352.86 pff
I = Slope = 0 Deg.
Fah = Horizontal Force a 969.46 pif
Lint = Effective Slope = 0 Deg.
Fr = Resistance Force — 4327 Pif
I_ext= Effective Slope = 0 Deg.
Internal Design Calculations (Static)
Wall Design Variables
Ao = Speclned Horizanral Peak Ground Acceleration = 0.4
d1 = Allowable Lateral Deflection Internal= 31n
d2 = Allowable Lateral Deflection External= 31n
Keel = Dynamic Earth Pressure Coefficient Infill = 0.41
Kaer= Dynamic Earth Pressure Coefficient Retained a 0.38
Khl - Horizontal Seismic Coefficient Internal= 0.18
Khr = Hodum ai Seismic Coefficient Retained = 0.18
DFdyn = Dynamic Earth Farce = 529.02
DFdynh = Dynamic Earth Force H rms.mai = 492.16
DFdynv = Dynamic Earth Force Vertical = 180.95
PU = Seismic Internal Farce = 263.92 pif
Hlr = Seismic Internal Farce Location = 4.13 it
Internal Design Calculations (Seismic)
a
u
F oc
o N3„
>n
Em`Ec
UaEI
otj
='$z�c
53`Da
Page #
8
CU
41
�£ OC
rc— m
9A
2m: E rvo
n Ery
E uoa
Ez vw
tl ° a t
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Page #:
9
Lake Residence
Corona Del Mar, CA
Page Index
I Section View External Calculations
Section View Internal Calculations
AS Claselc
Section 1 of 2 Base Information:
SeNan O R- ].] RBase Width 2 is
Depth 05 R
Base Rem Toe: OS fe
Allan Block 0lsdalmer: _
7 _
_..--Aa.--as. n ..
.rva•.� n:m xa.te�.n m:efiwwi �'
Geogrld Information:
6 x Mlrzgntl 3xt ® 8 R
Number MGA.,rd 6
AB Classic
Wall Design Variables
PB ed[
Ge
SeNOn Hl a shl ].62 R
Total Panel Height 7.62 R
0635,
Angle of O
Sea k 6 Oeg.
Dethlengnl off Me& 1 d, R
Sundt PartmeteR
LOn gsf L, Lead ®1.9R
500 If Dead Copd: B R - al R
us is mN
WQN
ad
ga
o N3„
>N
aL Ea
E
E
Ez aA
0
9 mry
mQen
33aoo
AGuel O ¢rtUTing
m
tv Fa6on seismic Eyhmal
cQ
~
aero and Aacaeraticn= 8.4
m
Aeduel Slid"
b L w
ry U1
1.135
ARYai Overtuming
0,79
N
>= 1.5
man son
>'E w
Ill Angie 28 Oeg.
Q O
Unit WT 120 pcf
_
i C V N
Real Sell
FrIRIOn An le Del
Oe
=
she wr°vzg pcf
9 q
W O
FoundaUan Solt
isw Q N'
Midge Angle 28 Deg,
w .i B m
Unit �
cohesion 00I
C W
¢wen
S
oa Ea
E
D.
az
Qsh Pj
S3nt]D
Page #
1
ai - Anowahle iateral oenectmn Internal 3 In
d2 -Allowable lateral DeOeQlon External = 31n
Kael gl
Dynamic Earth Pressure COeclent Will - 0.41
�
- Dynamic Earth Pressure CoeHlclent Rendraul = 0.41
I
5Kaer
Kin Homontal Seismic COeNlclent internal 0.16
j I
Khr Horizontal Seismic Coe(NCIent Retained =GAS
�OFtlyn
=Dynamic Earth Force = 47].16DFtlynM1
Dynamic Earth Farce Hohzontal 452.06OFtlynv
M
- Dynamic Earth Force Vertical = 152.72PIr
= Seismic Intemal Pores 651.48 plf
�
HIr= Seismic Internal Force LowHon = 3.61 ft
IInternal Design Calculations (Sel6m
Plc) c ¢
Section: 1
GeOgritl Number Geogrltl Elevation Geogtltl Leng[h R Tensile Force of
Allowable LOatl plf Factor Sakry
Factor 5efery
Factor Safety
ElFlclency
m
o
R
Overstress
pullout Block
pullout Soil
m ry ry
6A 265.23 8
465.14
2635.05
6.23
4.14
3.58
17.65
w
SA 269.9 8
318.34
'bjS.Ub
9.11
ii 6.26
5.91
12.08
u ¢ o
4A 263.32
4]0.25
2635.05
6.16
4.52
5.24
17.85
c"o
a'm
3A 262.05 8
522.9
i 2635.05
5.55
4.33
6.2
19.83
ul
m c a,
8
5]4.93
1 2635,05
5.04
4.1]
17.33
21.82
°"a 166
lA 259.51 8 I
627.28
I 2635.05
1 4.62
1 4.04
1 8.5823.81
c w a ,
wo)o�
a
tJ
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ey EEo
AES
aEA
cEz dti
�z't p„
Miragrid 3X I I Page #:
Miragrid 5X 3
Miragrid 7X
Length of Geogrld: 8 ft
i r Wall Design Variables *
caW
PB ble, M
AB Cal
Section 2 of 2 Base Information:
.01.1 ].3 R - Cal R Baae oepW: 0$R
Baca From Toe: 0.5 R
Allan Block Dlsdalmer
Geogrltl Informatlon:
6 x Mlragtl6 3M ® B R
Number Of Geogre6
loo "1 liveL ® 1.9 R
660�mf Omatl Load: 66 R -m6 ft
F11=11.2,
rl ua`e'
liiso e
0
I.
8<
c
a�
d£ mq
9"Q .EN
2 ..NEN
Ewa E^
?.. jz
tf
w
WE o
Page #:
4
u0
r fatt9rs Seismic Eltema
n ¢
Groun6 Pueleratlon=0.4
q yd
ARuaI511tl1nq
1.64 a=1.135
q1A l�N
Actual .""me
4.79
cAu
ro
... Innll son
F11=11.2,
rl ua`e'
liiso e
0
I.
8<
c
a�
d£ mq
9"Q .EN
2 ..NEN
Ewa E^
?.. jz
tf
w
WE o
Page #:
4
`2
Wall Design Variables
-
Kal=Active Earth Pressure Coefficient Infill 0.276
Setback =90 Beta Angle 6.73 Dag.
KarAc[Ive Earth Pressure Coefficient Retained = 0.D6
Wf Weight of Facing 973]6 plf
H Wall Heigh[ 7.62 R
He - Effec[ve Height= 7.62 R
W[ Total Weight = "'d 47 plf
Fa Active Force = 962.35 pifHe
toll
I = Effective Height =) 62 R
Fav Vertical Force 308.02 plf
(
,
I Slope 0 Deg
Fah Horizontal Force 911.76 pin
[
Int = Effective Slope = 0 Deg.
Fr = R alstance Force = 5495.)8 plf
Il = Effective Slope = 0 Deg.
W
F
Internal Design Calculation (Static)
c ¢
Section: 2
all Number Gal Elevation Geogrltl Length R Tensile Force plt Allowable Wad plf Factor Safety
R
linambor5iii
Factor Safety
Meanry
o
m u,r,
Overs[rees
Pullout Block
Poll doll
E
8
6A 265.238
331.53 1332.67 6.03
5.8
5.63
24.68
u v b
SA 264.59 8
238.1ee
8 1332.67 8.39
8.36
8.82
17.87
ee
¢
4A 253.32 18
363.37 1332.67b.b
bmb
7.4
2].27
rn 5
3A 2 2.05 8
415.71 1332.67 4.81
5.44
8. 4
31.19
.&cz� U N N
2A 260.78
4 8. 5 1332.67
b.lz
9.37
35.12
a' w m o ou
IA 1 8
520.39 1332.67 .84
4.86
10.47
39.05
cee ¢ ry m
o2i
Ym
c:
N£ N pi
un ryry
m O ry
N
Inv
e ,
IN2
wo
mug'
z Ez
w°z't1 m„
affg0
a9
Gel legend
Pape #:
A - Miragrid 3X
5
B - Miragrid 5X
J
C - Miragrid 7X
Min. Length of Geogrltl: 8 R
Wail Design Variables )1
An- Specified Horizontal Peak Gmund Acceleration - 0.4 �.gM1, ll'44
At =bl
All owae Lateral Deflection Internal 3 In
d2 a Allosable Latersl Defledhon External = 3 In 4
Ka al
DInamlc Earth Pressure Coeffltlent Infill 0.41
Kaer Dynamic Earth Pressure Coeffltlent 0.etalnetl 041 �j§+
Khl = Horizontal Seismic CoenlNent Internal = 018 IS
Khr Hodzontal Seismic Coef1dent Retained =0.18 .-..e.......
DFdyO Dyne mlc Earth Farce = 4))16 f
DFtlynM1 = Dynamic Earth Force Horizontal =952.05 14 k
DFdynv Dynamic Earth Farce Vertical - 152.72 li
PIr=Seismic Internal Force 65198 p1f '
Hlr = SelSmlc Internal Force Location = 3.81 R
Internal Deal Calculadons (Seismic) 4 can
section: 2 - Y!
Geogrld Number Gaogdd Elavwato
atlon Geogdd Length ft Tenslk Force plf Alloble ad elf Factor SafeN
ty Factor Safety Factor Schep, EfBclenry m in N E
ft Overstress pullout Block Pullout Soil
=qts
6A 265.23 8 465.14 2635.05 6.23 4.14 3.56 17.65 oc Yj
SA 264.59 B 316.34 2635.05 9.11 6.26 5.91 12.08 ¢' y
4A 263.2 8 410.25 635.05 6.16 4.5211.5`c m u
3A 262.05 8 522.9 2635.05 5.55 9.33 6.2 19.83 n
2A 1 514.93 126 3T0-5 5. 4 4.11 1.33 1 21.82 E re o $
SA z59.51 8 1 627.26 1 2635.05 4.62 4.04 8 .81 w a n q
w^9m3
¢oinm3
VV
N
xo n3.,
SQeLEN
Eu°aE^�
i..Ez to
re
a 3ao
Geogtltl Legend o
A - Miragrid 3M Page #:
B - Miragrid 5XT 6
C - Miragrid 1XT
Min. Length of Geogrid: 8 ft