DuraHold Installation Guide...DuraHold Installation Guide ©2007 Risi Stone Systems introduction 5...
48
Installation Guide DuraHold ® segmental retaining wall
Transcript of DuraHold Installation Guide...DuraHold Installation Guide ©2007 Risi Stone Systems introduction 5...
Installation Guide
DuraHold®
Since 1974, innovation has been a way of life for Risi Stone Systems. Today, Risi Stone Systems’ retaining walls are the products of choice for landscape, construction and municipal projects internationally.
The patented components, developed by Risi Stone Systems, have been licensed to concrete producers in major markets throughout the world. These producers employ the latest computer and robotic technology in the production of the finest modular concrete retaining wall system.
For more information on the right product for your project,visit our website
www.risistone.comor contact us at 1.800.656.WALL • [email protected]
Manufactured under licence from The proprietary products and designs described herein are covered under one or more of the following: US Pat. 4,815,897 • US Pat. 4,490,075 US Pat. 5,622,456 • US Pat. 5,064,313 • US Pat. D 403,437 • US Pat. D 403,785 • US Pat. D 370,272 • Cdn. Pat. 1,182,295 • Cdn. Pat. 1,204,296Cdn. Pat. 2,145,344 • Cdn. Pat. 2,017,578 • Ind. Des. 83,773 • Ind. Des. 78,184. Other domestic and foreign patents and designs are pending.
segmental retaining wall
Risi Stone Systems
8500 Leslie Street, Suite 390
Thornhill, ON L3T 7M8 Canada
© 2007 by Risi Stone Systems
All rights reserved. Published 2007
Printed in Canada
Risi Stone Systems has attempted to ensure that all information contained in this guide
is correct. However, there is the possibility that this guide may contain errors. Review all
designs with your local sales representative prior to construction. Final determination of
the suitability of any information or material is the sole responsibility of the user.
Toll-free: 1-800-626-WALL (9255)
Fax: 905-882-4556
Email: [email protected]
Web: www.risistone.com
contents
Introduction 4
the DuraHold system 5
unit details 7
overview of a successful project 8
following the design 9
Installation 11
single-depth installation procedure 12
single crib installation procedure 15
double crib installation procedure 18
reinforced srw installation procedure 20
alternate reinforced fill materials 23
vertical walls 24
Details 25
outside corners 26
inside corners 31
curves 37
fences 39
obstructions 41
internal drainage 42
external drainage 43
steps 46
terraces 48
finishing details 49
Specifications 50
Glossary 67
Introduction
the durahold system . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .5
block details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7
overview of a successful project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .8
following the design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
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subsectionthe DuraHold system
The DuraHold system is a solid, modular concrete retaining wall system that is used to stabilize and contain earth embankments, large or small. Today, the DuraHold system and several other re-taining wall systems licensed by Risi Stone Systems are manu-factured and installed across North America and internationally.
In the DuraHold system, the facing is constructed from a sin-gle mass-produced modular unit. Because the units are solid, they can be modified by cutting. Specialized units like coping and corner units are available to help speed the installation of wall features. The DuraHold system can be constructed in three basic configurations: a DuraHold Single-Depth Conventional SRW, a DuraHold Geogrid Reinforced SRW, or a DuraHold Crib SRW.
There are many applications for DuraHold retaining walls. Most examples can be divided into the three aforementioned config-urations which, more or less, follow two basic uses: landscape applications and structural applications.
In landscape applications, the primary purpose of retaining walls is aesthetic in nature. Some examples of DuraHold landscape uses are water and terraced applications. Most landscape ap-plications call for walls under 1.2 m (4 ft) in height, with minimal loads being applied to the wall. Consequently, most landscape walls are built as conventional SRWs.
In structural applications, the primary function of retaining walls is to provide structure and strength to steep slopes or cuts. Some common structural uses for DuraHold retaining walls are high walls, some in excess of 7.5 m (25 ft); walls required to support parking, roads, or highways; and erosion protection along streams or lakes. In most of these cases, geosynthetic reinforcement is used or a crib structure is required. Crib SRWs utilize tieback and deadman units to increase the maximum al-lowable wall height. This configuration is particularly useful for construction in tight spaces (e.g. close to a property line).
The DuraHold system is supported by local manufacturers and Risi Stone Systems. Local manufacturers will make every at-tempt to answer general questions and they will gladly provide customers with answers for site-specific applications. Each lo-cation has access to prepared information on the DuraHold system and has plenty of experience installing it. The RisiWall design software also helps to provide solutions for specific site designs. Unique applications often necessitate the assistance of a Professional Engineer. Risi Stone Systems can provide these solutions through its Engineering Design Assistance program.
features & benefitsThe DuraHold system has a number of features that make it unique. Each of these features has been developed to give a DuraHold retaining wall the advantages of increased beauty, simplified installation, and greater strength. These features benefit the owner by lowering the entire cost of the retaining wall, both during installation and well into the future.
Modular Retaining Wall SystemWall is flexible, yet retains its structural characteristics.
A compacted granular base is all that is required.
Solid Unit Manufactured From 35 MPa (5000 psi) ConcreteProvides wall with greater durability.
no voids or cores to be filled.
Solid units are easy to modify.
No hollows to be filled with gravel and compacted.
Tongue and Groove InterlockInterlocking mechanism molded into the units so there are no separate pins or clips.
rates increase.
Units are dry-stacked.
Units are self-aligning and self-battering.
courses automatically align horizontally and vertically.
Creates a continuous interlock throughout the wall.
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Size and WeightThe DuraHold units range in weight from 395kg (870 lbs) up to 790kg (1740 lbs). As a result, these units must be machine-placed.
DuraHold with Geogrid ReinforcementAbility to construct higher walls.
and extra material charges.-
al SRWs, and higher geogrid reinforced SRWs.
Choice of Configurations
have the same appearance.
DuraHold Crib StructureAbility to construct higher walls.
-erty line).
higher geogrid-reinforced SRWs while maintaining the same appearance.
Choice of Configurations
have the same facia.
90º and 45º Corner UnitsManufactured to speed construction.
Complementing AccessoriesAll the standard features for retaining walls can be supplied by the manufacturer.
Technical Support and Engineering Design AssistanceTechnical expertise developed over thirty years through experi-ence and testing is available to customers.
constructed.
designs for stable retaining wall structures.
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subsectionunit details
Due to local conditions and preferences, the licensed manu-facturer may produce the DuraHold system with one or more minor variances. These differences in no way affect the per-formance of the wall.
coloursDuraHold is manufactured in a standard grey colour, but minor variation may be due to concrete mixes. Special-order colours may be available in some locations.
closed-end copingSome manufacturers produce closed-end coping units that can be used to hide the groove in the bottom of the coping unit at lo-cations where the retaining wall steps up or down.
DuraHold System Units Face Width Back Width Height Depth Mass
Standard Unit
72 in 72 in 12 in 24 in 1610 lbs
1830 mm 1830 mm 305 mm 610 mm 732 kg
Tapered Half Unit
36 in 34 in 12 in 24 in 771 lbs
915 mm 876 mm 305 mm 610 mm 350 kg
90° Corner Unit
60 in 60 in 12 in 24 in 1363 lbs
1525 mm 1525 mm 305 mm 610 mm 620 kg
45° Corner Unit
60 in 60 in 12 in 24 in 1422 lbs
1525 mm 1525 mm 305 mm 610 mm 646 kg
Tieback Unit
72 in 72 in 12 in 24 in 1650 lbs
1830 mm 1830 mm 305 mm 610 mm 750 kg
Coping Unit
72 in 72 in 12 in 24 in 1568 lbs
1830 mm 1830 mm 305 mm 610 mm 713 kg
Half Coping Unit
36 in 36 in 12 in 24 in 789 lbs
915 mm 915 mm 305 mm 610 mm 359 kg
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subsectionoverview of a successful project
The following procedure is recommended for the construction of segmental retaining walls over 1.0m (3.0 ft) in height, or as re-quired by local building codes.
Clear Plan
utilities, property lines, visible water features, etc., established.-
ground utilities that may not be visible in aboveground assessment.
architect, engineer, architect) based on owner’s requirements and site limitations. Includes proposed grades, retaining wall geometry, slopes, proposed use of land (parking areas, water detention, landscape), relocation of existing structures/util-ities, new structures/utilities, location of trees, etc.
agencies for approval.
required.
Assessment of Subsurface Conditions
conditions of site, including soil types, characteristic proper-ties, in-situ state, groundwater conditions, overall slope sta-bility, bearing capacity.
-tion techniques, effects of proposed and existing structures, ground improvements, erosion protection, drainage consider-ations, anticipated settlement, etc., should be identified.
Site-Specific Retaining Wall Design
provided to the wall design engineer.
the Design Assistance Program (contact local manufacturer for details), or a third-party engineer qualified in this field. The design must synthesize all available information and include cross-section and/or elevation-view drawings, specifications, calculations, quantities, and related construction details.
Pre-Construction Meeting
representative, general contractor, installer, inspecting engin-eer, supplier, etc.) attend a pre-construction meeting to define schedule and clearly state responsibilities.
-tion of the wall, but who may do future work that could influ-ence the wall (e.g. paving, installing fences) should attend the meeting to understand the limitations of the wall and address precautions.
-tude of potential problems!
Geotechnical Inspection & General Review
a qualified engineer be retained to provide geotechnical in-spection and general review of the SRW construction. These two functions can be conducted by the same individual, or a General Review Engineer may rely on the inspection and test reports of a third-party geotechnical engineer. (Refer to Specifications for details on scope and responsibilities).
Proper Installation
good construction practice is necessary.
construction.
Engineer.
Final Grading-
lowing construction to divert water away from the wall and create the optimum condition for great performance.
Letter of General Conformance
the wall has been constructed in general conformity with the design and specifications.
Safety Notes
equipment and vehicles
good condition
specified by the equipment manufacturer
your local government
It is critical that the contractor read and understand the wall design and specification prior to
undertaking the work.
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subsection
understanding the designDepending on the stage in the design process, there are gener-ally three potential types of design:
Typical DesignNon-site–specific design(s) selected from Risi Stone Systems’ library of assumed-conditions engineered cross-section draw-ings (all available at risistone.com). Selected based on prelimin-ary information regarding proposed maximum wall height, use of structure, grading, etc. Suitable for preliminary cost estimates, feasibility studies, and conceptual approvals. Typical Designs should not be used for construction.
Preliminary DesignA site-specific design produced for preliminary purposes when some details of the required design information is not yet avail-able. Includes all elements needed to construct the wall, but is not considered ready for construction as it remains con-tingent on verification of some site-specific detail(s). Includes site-specific cross-section drawings, elevation views, specifica-tions, quantity calculations, details, statement of limitations, etc. Preliminary Designs should not be used for construction.
Final DesignAll necessary information has been established and the design has been deemed ready for construction. A Final Design can be sealed by an engineer.
components of the designThe design should clearly provide all information necessary to construct the proposed SRW structure. The basic compon-ents are as follows:
Design Notes / LimitationsThe design should include information regarding the design standard used, limitations of design, status of design (prelim-inary or final), design parameters and their source, design as-sumptions, purpose of the wall, and potential construction issues. The design should also highlight any further review that is required by other parties.
Cross-Section Drawing(s)The cross-section drawing is usually provided to illustrate the general arrangement of the wall, soil zones, assumed param-eters, structural elements, water levels, etc. A cross-section drawing is normally provided for the maximum height section through the wall and/or the most critical section. Additional cross-sections may be provided to indicate variable conditions or wall orientation (terraces/location of structures) throughout.
Elevation-View Drawing(s)The elevation view or profile view of the wall depicts the wall as a whole, straightening corners and curves, essentially laying the wall out flat on the page. This drawing details the overall geom-etry of the proposed wall, steps at the top and bottom of wall, required geogrid length and placement (where applicable), lo-cation of other structures, etc. This drawing provides the con-tractor with an exact model upon which to establish grades and construct the wall.
Calculations and Quantity EstimatesRisi Stone Systems conducts analysis using several sophisti-cated design software applications. One application routinely used is the RisiWall design software (available at risiwall.com), a state-of-the-art SRW design program with over a decade of re-search and development built into it. Risi Stone Systems’ design reports typically feature the RisiWall design output. The detailed results of the analysis (design calculations, all design param-eters, quantity calculations, etc.) may be included in the design report depending on the project requirements. The quantity cal-culations exactly represent the wall layout provided in the eleva-tion view and Calculated Panel Geometry section of the RisiWall output. The contractor is responsible for verifying the quantities provided by checking the most recent grading information, and/or site grading, against the elevation view provided.
DetailsThe cross-section and elevation-view drawings are to be used in conjunction with the related detail drawings. These may include handrails, corners, curves, stepping foundation, steps, etc. Adherence to these details is vital for optimum wall performance.
SpecificationsThe Design should include standard specifications that out-line specific requirements of the Design, Construction, and Materials.
following the design
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Sam
ple
Larg
e D
raw
ing
Dur
aHol
d C
opin
g Un
it
Dur
aHol
d S
tand
ard
Unit
OPS
S G
ranu
lar B
Typ
e 1
Com
pact
ed to
95
% S
PD(+
/- 2
% o
pt. m
oist
ure
cont
ent)
Max
. 8%
fine
s
OPS
S G
ranu
lar A
Bas
eC
ompa
cted
to 9
8%
SPD
(+/-
2%
opt
. moi
stur
e co
nten
t)M
ax. 8
% fi
nes
100m
m (4
") Pe
rfora
ted
Pipe
w/ F
ilter S
ock
Min
. 2%
gra
de to
ward
pos
itive
out
let.
Con
nect
ion
mus
t be
dete
rmin
ed in
adv
ance
of
cons
truct
ion
base
d on
Site
Civ
il En
gine
er re
com
men
datio
ns.
Con
tact
RSS
for o
ther
dra
inag
e op
tions
if c
urre
ntdr
ain
loca
tion
does
not
coi
ncid
e wi
th a
vaila
ble
outle
ts/e
xistin
gsi
te d
rain
age
plan
.
Und
istu
rbed
nat
ive
mat
eria
l or E
ngin
eere
d Fi
ll.M
in. 1
50 k
Pa A
llowa
ble
Bear
ing
Capa
city
is re
quire
d.M
ust b
e co
nfirm
ed b
y Ce
rtify
ing
Eng
inee
r.U
nsui
tabl
e m
ater
ial t
o be
rem
oved
and
repl
aced
und
er e
ntire
foot
prin
t of w
all (
facin
g an
d re
info
rced
zone
) at 1
H:1
V do
wn to
com
pete
nt s
ubgr
ade.
Ben
ch C
ut S
lope
for S
tabi
lityin
acc
orda
nce
w/O
HSA
unde
r dire
ctio
nof
Cer
tifyin
g En
gine
er
Und
istu
rbed
nat
ive
mat
eria
l or
Eng
inee
red
Fill p
lace
d an
d co
mpa
cted
to 9
5%
SPD
(+1/
-3%
opt
. moi
stur
e co
nten
t)
App
rove
d En
gine
ered
Fill
plac
ed a
nd c
ompa
cted
to 9
5%
SPD
(+1/
-3%
opt
. moi
stur
e co
nten
t)
Asp
ahlt/
road
way
(by
othe
rs)
Cur
b
Exp
ansio
n jo
int b
etwe
enC
oncr
ete
Side
walk
and
bac
k of
Ret
aini
ng W
all
(25m
m a
spha
lt im
preg
nate
d fib
rebo
ard
or a
ppro
ved
equa
l)
NO
TE: O
nly
hand
-ope
rate
d co
mpa
ctio
n an
d/or
pav
ing
equi
pmen
t to
be u
sed
with
in 1
.0m
of b
ack
ofR
etai
ning
Wal
l
NO
TE: A
spha
lt/su
rface
trea
tmen
t mus
t hav
ein
depe
nden
t dra
inag
e sy
stem
(per
imet
er d
rain
).It
is th
e re
spon
sibi
lity
of th
e C
ontra
ctor
to c
onfir
m th
is w
ith th
e Ci
vil E
ngin
eer
prio
r to
cons
truct
ion
Min
. 100
0 O
ffset
Flex
ible
Ste
el B
eam
Gui
dera
il(b
y ot
hers
- Re
fer t
o Ci
vil P
lans
)W
all D
esig
n re
quire
s m
in. 1
.5m
dep
than
d 1.
0m o
ffset
from
face
of W
all.
Pos
ts m
ust b
e pl
aced
as
wall
is c
onst
ruct
ed.
Ped
estri
an H
andr
ail (
by o
ther
s)M
ust b
e no
n-w
ind
bear
ing
-Ref
er to
Det
ail o
n RW
-3C
ore
drill
min
. 450
mm
and
secu
rew
with
non
-shr
ink
grou
t (Q
uikr
ete)
. Re
fer t
om
anuf
actu
rers
spe
cific
atio
ns fo
rap
plica
tion
and
use.
(Abo
ve R
einf
orce
d Zo
ne a
ndbe
yond
. Ra
infa
ll, no
rmal
sno
wm
elt,
run-
off,
etc.
If
irriga
tion
syst
ems
are
used
imm
ediat
elyab
ove
the
rein
forc
ed z
one
ofth
e w
all,
addi
tiona
l mea
sure
sw
ill be
req
uire
d in
case
of
leak
age/
failu
re o
f the
sys
tem
.)
Con
tract
or m
ust v
erify
that
area
abo
ve w
all i
s no
t use
d fo
rst
orag
e of
sno
w d
urin
g wi
nter
mon
ths.
Dr
aina
ge s
yste
m a
ndas
sum
ed lo
adin
g co
nditi
ons
dono
t acc
ount
for t
his
use.
OTH
ER S
TRUC
TURE
S /
PAVE
DS
URFA
CES
AD
JACE
NT T
OW
ALL.
Oth
er s
truct
ures
adj
acen
t to
the
reta
inin
g w
all m
ust h
ave
inde
pend
ent d
rain
age
syst
ems.
For e
xam
ple,
pav
emen
ts m
ust
have
inde
pend
ent c
olle
ction
syst
ems
(per
imet
er d
rains
) to
colle
ct w
ater
tha
t pen
etra
tes
crac
ks in
the
surfa
ce, e
tc.
Bui
ldin
g do
wnsp
outs
mus
t not
dire
ct w
ater
towa
rds
the
walls
and
mus
t be
conn
ecte
d to
inde
pend
ent
outle
ts.
WA
TER
MA
NA
GE
MEN
T DU
RING
CO
NS
TRU
CTIO
NA
t all
times
the
cont
ract
or m
ust
ensu
re m
easu
res
such
as
tem
pora
ry s
wale
s an
d dr
ainag
edi
tche
s ar
e em
ploy
ed to
man
age
surfa
ce w
ater
and
see
page
dur
ingan
d af
ter t
he c
onst
ruct
ion
of th
ew
all.
If fin
al g
radi
ng is
not
par
t of
the
cont
ract
ors
scop
e of
wor
k, th
ear
ea a
roun
d th
e w
all m
ust s
till be
prop
erly
gra
ded
to e
nsur
e wa
ter
does
not
col
lect
beh
ind
or is
dire
cted
towa
rd th
e w
all.
DRA
INAG
E SY
STEM
.Th
e re
info
rced
zon
e of
the
wall i
s sp
ecifie
d as
a w
ell g
rade
d gr
avel
with
a m
axim
um o
f 8%
fin
es w
ith a
col
lect
ion
pipe
at t
he b
otto
m.
The
reta
ined
zon
e (u
p st
ream
sou
rce
of p
oten
tial w
ater
) is a
ssum
edto
be
of a
lowe
r per
mea
bility
as
com
pare
d to
the
impo
rted
infill.
The
rein
forc
ed z
one
is t
here
fore
ass
umed
to a
llow
for
the
dra
inage
of
pote
ntia
l wat
er s
eepa
ge a
s di
scus
sed
in C
olum
n 1.
The
per
fora
ted
colle
ctio
n pi
pe (M
in. 1
00m
m d
ia. a
t 2%
gra
de) m
ust b
e co
nnec
ted
to a
pos
itive
out
let a
s de
term
ined
by
the
Civ
il Eng
inee
r prio
r to
cons
truct
ion.
NO
TE: T
hese
dra
inag
e m
easu
res
are
prov
ided
as
an e
xtra
prec
autio
n ag
ains
t the
pos
sibi
lity
of a
n un
know
n wa
ter s
ourc
e th
atm
ay o
r may
not
occ
ur a
t som
e po
int d
urin
g th
e lif
e of
the
stru
ctur
e.If,
upo
n ex
cava
tion,
a s
peci
fic w
ater
sou
rce
is id
entifi
ed (p
erch
edw
ater
con
ditio
n, s
and
seam
s, e
tc) i
n th
e cu
t or is
ant
icipa
ted,
addi
tona
l dra
inag
e m
easu
res
will
be
requ
ired
(i.e.
chi
mne
y dr
ains)
.
Des
ign
assu
mes
tha
tgr
ound
wat
er is
bel
owbo
ttom
of w
all.
The
follo
wing
dra
inag
em
easu
res
addr
ess
othe
rpo
tent
ial s
ourc
es o
f lat
eral
grou
ndw
ater
tha
t may
be
the
resu
lts o
f inf
iltra
tion
thro
ugh
the
surfa
ce (i.
e.cr
acks
in a
spha
lt be
yond
the
rein
forc
ed z
one)
or
othe
r bel
ow g
rade
sour
ces.
* Re
fer t
o Ta
ble
3.0,
Dra
inag
e Pr
ovis
ions
D(1
5) <
0.3m
mD
(50)
<1.
18m
mM
AX
8%
FIN
ES
D(8
5) >
0.07
5mm
D(1
5) <
0.00
2mm
D(5
0)>0
.05m
m
D(8
5) >
0.07
5mm
D(1
5) <
0.00
2mm
D(5
0)>0
.05m
m
** If
the
abov
e gr
adat
ion
requ
irem
ents
are
not
met
, an
alte
rnat
ive
filte
r fab
ric w
ill be
requ
ired.
Con
tact
RSS
to d
iscu
ss a
ltern
ative
s. Gra
de b
ehin
d m
ust d
irect
wat
er a
way
fro
m b
ack
of w
all.
If slo
peto
war
d wa
ll exi
sts,
swa
le sy
stem
mus
t be
impl
emen
ted
to c
arry
wat
er a
t min
. 2%
gra
de t
o po
sitiv
e dr
aina
ge a
rea.
Dim
ensio
ns o
fsw
ale
will
be b
ased
on
antic
ipat
ed w
ater
col
lect
ion
requ
irem
ents
as
spec
ified
by
the
Civi
l Eng
inee
r as
part
of th
e ov
eral
l site
dra
inage
plan
.Th
e sw
ale
syst
em m
ust b
e co
nstru
cted
with
a lo
w p
erm
eabil
ity la
yer
(100
-150
mm
) of e
ngin
eere
d fil
l mat
eria
l com
pact
ed to
95%
SPD
toac
t as
a co
ndui
t for
the
surfa
ce w
ater
and
pre
vent
infilt
ratio
n be
hind
the
wal
l fac
ing
and
into
the
rein
forc
ed zo
ne.
Geo
grid
leng
th 1
.2m
(4.0
ft)fo
r loa
d fro
m T
raffi
c G
uard
rail
(not
incl
uded
in q
uant
ities
orsh
own
in e
leva
tion
view)
Stra
tagr
id 2
00
Geo
grid
Rei
nfor
cem
ent
Leng
th a
nd P
lace
men
t as
per
Ele
vatio
n Vi
ew.
Exte
nd fr
om fa
ceof
Wal
l to
back
of r
einf
orce
d zo
new
ith s
trong
dire
ctio
n (w
ide
band
s)pe
rpen
dicu
lar t
o th
e fa
ce a
nd T
ENSI
ON
prio
r to
back
fillin
g.LE
NG
TH, T
YPE
AND
PLA
CEM
ENT
OF
GEO
GRI
DM
UST
BE M
ON
ITO
RED
AND
VER
IFED
BY
THE
GEN
ERAL
REV
IEW
EN
GIN
EER.
If na
tura
l filt
er e
xist
s ba
sed
ongr
adat
ion
of in
fill/r
etai
ned
mat
eria
l(R
efer
to G
rada
tion
Requ
irem
ents
for
Filtr
atio
n Ta
ble
1.0)
, add
ition
al F
ilter
Fabr
ic is
not
req
uire
d.
Oth
erw
ise,
INS
PECT
ING
GE
OTE
CHNI
CAL
ENG
INEE
Rm
ust p
rovi
de g
rada
tion
of m
ater
ials
to R
isi S
tone
Sys
tem
s to
eva
luat
e an
d re
com
men
d ap
prop
riate
Filte
r Fab
ric.
Geo
grid
Len
gths
: As
Sho
wn
114.
50
115.
00
115.
50
116.
00
116.
50
117.
00
117.
50
118.
00
118.
50
119.
00
5.00
10.0
015
.00
20.0
025
.00
30.0
035
.00
40.0
00.
0044
.84
Dim
ensi
ons
are
in m
eter
s
12
34
56
78
Wal
l to
exte
nd in
to R
ioca
n B
urlo
ak P
rope
rty(R
isiS
tone
Pro
ject
No.
200
6080
11).
It is
reco
mm
ende
d th
at th
e H
ome
Dep
ot w
all is
con
stru
cted
at t
he s
ame
time
to p
reve
nt th
e ne
ed fo
r dis
man
tling
wal
l to
exte
nd a
t a la
ter d
ate.
Wal
l can
not b
e le
ft as
sho
wn
as in
fill m
ater
ial w
ill w
ash
out a
ndco
mpr
omis
e in
tegr
ate
of w
all.
Upp
er L
ayer
-3.2
mLo
wer
Lay
ers-
2.4m
Upp
er L
ayer
-2.4
mLo
wer
Lay
ers-
1.7m
Upp
er L
ayer
-2.0
mLo
wer
Lay
er-1
.3m
App
rox.
Loc
atio
nof
MH
1A
(ext
end
geog
rid to
face
of M
H)
Wal
l 1 (E
ast P
L)W
all 1
Pan
el G
eom
etry
(Eas
t PL)
Pan
elTo
pA
vera
geB
ase
Left
Rig
htE
leva
tion
Bot
tom
Ele
vatio
nS
ide
Sid
eE
leva
tion
[m]
[m]
[m]
[m]
[m]
1
118.
900
115.
551
114.
935
0.0
00 2
.745
2
118.
900
115.
786
115.
240
2.7
45 6
.405
3
118.
900
116.
052
115.
545
6.4
0513
.725
4
118.
595
116.
333
115.
850
13.7
2523
.790
5
118.
595
116.
563
116.
155
23.7
9029
.280
6
118.
290
116.
708
116.
155
29.2
8033
.855
7
118.
290
116.
810
116.
460
33.8
5536
.600
8
117.
985
116.
960
116.
460
36.6
0044
.835
No.
Dat
eB
yR
evis
ions
GEN
ERAL
NO
TES
Pro
ject
:H
ome
Dep
ot -
Rio
can
Cen
treO
akvi
lle, O
ntar
ioR
SS P
roje
ct N
o: 2
0070
1002
Dur
aHol
d®
Geo
grid
Rei
nfor
ced
Seg
men
tal R
etai
ning
Wal
lht
tp://
ww
w.ri
sisto
ne.c
omTe
l 905
.882
.589
8C
anad
a, L
3T 7
M8
Thor
nhill
, Ont
ario
8500
Les
lie S
treet
, Sui
te 3
90
Fax
905.
882.
4556
reta
inin
g w
all s
yste
ms
WAL
L 1
ELEV
ATIO
N V
IEW
SC
ALE
Dra
wn
By:
Des
ign:
Che
ck:
Dat
e:D
wg
No.
Dw
g. F
ile:
ECJ
ECJ
* Jan
5, 2
006
1 of
320
0701
002R
W1
SH
EET
NO
.
RW
-1
Bot
tom
of w
all g
rade
Stra
tagr
id 2
00 G
eogr
idLE
GEN
DD
uraH
old
SR
W S
yste
m30
5mm
Bet
wee
n C
ours
es
RET
AIN
ING
WAL
L 1
ELE
VATI
ON
VIE
WS
, SE
CTI
ON
S
TYP
ICAL
SEC
TIO
N W
ALL
1N
.T.S
.
PRO
JECT
SP
ECIF
IC D
ESI
GN
NO
TES
1. T
HIS
DE
SIG
N IS
BA
SE
D O
N IN
FO
RM
AT
ION
PR
OV
IDE
D I
N D
RA
WIN
G N
O. C
2.0
BY
OD
AN
DE
TC
H, D
AT
E O
F LA
ST
RE
VIS
ION
11.
12/2
006.
TH
ESE
MAT
ERIA
LS W
ERE
SU
BMIT
TED
TO
TH
IS O
FFIC
E B
Y U
NIL
OC
K LT
D. T
HES
E W
ALL
DES
IGN
DR
AWIN
GS
AR
EN
OT
INT
END
ED
TO B
E "S
TAN
D A
LON
E" D
RAW
ING
S.
TH
E W
ALL
CO
NT
RA
CT
OR
AN
D G
ENER
AL C
ON
TRAC
TOR
ARE
RE
QU
IRED
TO
HA
VE A
CO
MPL
ETE
UN
DE
RS
TAN
DIN
G O
F A
NY
AN
D A
LL O
THER
STR
UC
TUR
ES
THAT
MAY
INT
ERAC
T W
ITH
TH
ISS
EGM
EN
TAL
RET
AIN
ING
WAL
L. T
HE
WA
LL C
ON
TRAC
TOR
AN
D G
EN
ER
AL
CO
NT
RA
CT
OR
MU
ST
RE
FER
TO
A F
ULL
SE
T O
F C
IVIL
, ST
RU
CT
UR
AL A
ND
AR
CH
ITE
CT
UR
AL D
RA
WIN
GS
(AS
AP
PLIC
ABLE
) FO
R T
HE
PR
OJE
CT
TO E
NS
UR
E S
UC
CES
SFU
LC
ON
ST
RU
CT
ION
AN
D P
ER
FO
RM
AN
CE
OF
TH
E W
ALL
SY
ST
EM
. T
HIS
WA
LL D
ES
IGN
DR
AW
ING
SH
OU
LD N
OT
BE
RE
FE
RR
ED
TO
FO
R M
ANH
OLE
LO
CAT
ION
S, E
LEVA
TIO
NS,
OR
ANY
OTH
ER C
IVIL
OR
SITE
INFR
ASTR
UC
TUR
E IN
FOR
MAT
ION
BEC
AUSE
DAT
AM
AY
HA
VE
BE
EN
SE
LEC
TIV
ELY
RE
MO
VE
D F
RO
M T
HIS
DR
AW
ING
FO
R C
LAR
ITY
OF
WAL
L IL
LUST
RAT
ION
.
2. T
HIS
DE
SIG
N M
US
T B
E C
HE
CK
ED
WIT
H T
HE
FIN
AL
GR
AD
ING
PLA
N T
O V
ER
IFY
AC
CU
RA
CY
. IT
IS
TH
E C
ON
TR
AC
TO
R'S
RES
PON
SIBI
LITY
TO
EN
SUR
E T
HE
WAL
L LA
YOU
T(S)
PR
OVI
DED
MAT
CH
TH
E F
INAL
SIT
E G
RAD
ING
.
3. A
T T
HIS
ST
AG
E IN
TH
E D
ES
IGN
, RIS
I ST
ON
E S
YS
TE
MS
HA
S B
EE
N P
RO
VID
ED W
ITH
TH
E S
ITE
GEO
TEC
HN
ICAL
REP
OR
T BY
INS
PE
C-S
OL
(RE
PO
RT
NO
. T-1
777)
F
OR
TH
E N
EIG
HB
OR
ING
PR
OP
ER
TY
TO
TH
E S
OU
TH. T
HIS
REP
OR
T PR
OVI
DES
GEN
ERAL
SIT
E G
EO
TE
CH
NIC
AL
INF
OR
MA
TIO
N.
DU
E T
O T
HE
SP
OR
AD
IC N
AT
UR
E O
F B
OR
EH
OLE
LO
CA
TIO
NS
TH
RO
UG
HO
UT
TH
E S
ITE
, TH
E IN
FOR
MAT
ION
PRO
VID
ED M
AY N
OT
ACC
UR
ATEL
Y R
EPR
ESEN
T TH
E SP
ECIF
IC L
OC
ATIO
N O
F TH
E PR
OPO
SED
WAL
L(S)
ALO
NG
TH
E E
NT
IRE
LEN
GT
H O
F T
HE
ST
RU
CT
UR
E.
FO
R D
ES
IGN
PU
RP
OS
ES
, WE
HA
VE
AS
SU
ME
D A
SE
T O
F G
EO
TE
CH
NIC
AL
PAR
AMET
ERS
BASE
D O
N TH
E TY
PES
OF
SOIL
S IN
DIC
ATED
IN T
HE
REP
OR
T. U
PON
EXC
AVAT
ION
OR
FUR
THER
EX
PLO
RA
TIO
N IN
TH
E W
ALL
LO
CA
TIO
N(S
), T
HE
SE
DE
SIG
N P
AR
AM
ET
ER
S M
US
T B
E V
ER
IFIE
D A
S B
EIN
G A
CC
EP
TA
BLE
BY
TH
E IN
SP
EC
TIN
G G
EOTE
CH
NIC
AL E
NG
INEE
R (IG
E) (S
EE P
ART
3 O
F N
OTE
S) O
R R
EVIS
ED P
ARAM
ETER
S M
UST
BE
PRO
VID
ED F
OR
A R
ED
ES
IGN
. P
RIO
R T
O B
IDD
ING
, TH
E C
ON
TR
AC
TO
R M
US
T S
AT
ISF
Y T
HE
MS
ELV
ES
BA
SE
D O
N IN
FO
RM
AT
ION
AV
AIL
AB
LE A
ND
/OR
TH
EIR
OW
N IN
VEST
IGAT
ION
OF
THE
GEO
TEC
HN
ICAL
CO
ND
ITIO
NS.
TH
E C
ON
TRAC
TOR
IS S
OLE
Y R
ESPO
NSI
BLE
FOR
AN
Y A
SS
UM
PT
ION
S M
AD
E D
UR
ING
TH
E B
IDD
ING
PR
OC
ES
S R
EG
AR
DIN
G S
ITE
CO
ND
ITIO
NS
. B
OT
H T
HE
CO
NT
RA
CT
OR
AN
D T
HE
PR
IME
CO
NSU
LTAN
T M
UST
BE
ADVI
SED
THAT
TH
E D
ESIG
N M
AY H
AVE
TO B
E AL
TER
ED B
ASED
ON
ACTU
AL C
ON
DIT
ION
SF
OU
ND
ON
SIT
E.
ALT
ER
AT
ION
OF
TH
E D
ES
IGN
MA
Y R
ES
ULT
IN
AD
DIT
ION
AL
CO
NS
TR
UC
TIO
N C
OS
TS
AN
D P
RO
JEC
T D
ELAY
S. IT
IS R
ECO
MM
END
ED T
HAT
CO
NTI
NG
ENC
IES
BE A
DD
RES
SED
IN T
HE
CO
NTR
ACT
TO U
ND
ERTA
KE T
HE
WAL
LC
ON
ST
RU
CT
ION
FO
R D
EA
LIN
G W
ITH
TH
E D
ISC
OVE
RY
OF
UN
FAVO
UR
ABLE
SO
IL C
ON
DIT
ION
S.
4. T
HE
DE
SIG
N IS
IN
AC
CO
RD
AN
CE
WIT
H T
HE
NA
TIO
NA
L C
ON
CR
ET
E A
ND
MA
SO
NR
Y A
SS
OC
IAT
ION
DE
SIG
N M
AN
UA
L F
OR
SE
GM
EN
TA
L R
ET
AIN
ING
WAL
L, S
ECO
ND
EDIT
ION
. A
NAL
YSIS
OF
OVE
RAL
L G
LOBA
L ST
ABIL
ITY
HAS
NO
T BE
EN C
ON
DU
CTE
D. I
TIS
RE
QU
IRE
D T
HA
T T
HE
GE
OT
EC
HN
ICA
L E
NG
INE
ER
RE
TA
INE
D T
O R
EV
IEW
TH
E D
ES
IGN
AN
D IN
SP
EC
T C
ON
ST
RU
CT
ION
AS
SE
SS
TH
E N
EED
FOR
A G
LOBA
L ST
ABIL
ITY
ANAL
YSIS
AN
D PR
OVI
DE
THIS
, IF N
ECES
SAR
Y TO
BO
TH T
HE
WAL
L D
ESIG
NE
NG
INE
ER
AN
D T
HE
CO
NT
RA
CT
OR
. R
EF
ER
TO
NO
TES
BEL
OW
ON
IGE
SCO
PE O
F W
OR
K.
5. S
EC
TIO
N 2
.3.2
.1 O
F T
HE
ON
TA
RIO
BU
ILD
ING
CO
DE
RE
QU
IRE
S T
HA
T T
HE
CO
NS
TR
UC
TIO
N O
F E
VE
RY
BU
ILD
ING
DE
SIG
NED
BY
AN
AR
CH
ITEC
T A
ND
/OR
PR
OFE
SSIO
NA
L EN
GIN
EER
IS T
O B
E R
EVIE
WED
FO
R G
ENER
AL
CO
NFO
RM
ITY
TO T
HE
APP
RO
VED
DE
SIG
N B
Y PR
OF
ESSI
ON
AL
S (R
ETA
ININ
G W
AL
LS F
AL
L U
ND
ER
TH
E C
ATE
GO
RY
OF
DE
SIG
NA
TED
STR
UC
TUR
ES
AN
D T
HER
EFO
RE
INC
LU
DED
UN
DER
TH
E O
BC
).
6. C
ON
TR
AC
TO
R M
US
T V
ER
IFY
ALL
DIM
EN
SIO
NS
AN
D E
LEV
AT
ION
S P
RIO
R T
O B
IDD
ING
/CO
NS
TR
UC
TIO
N.
RIS
I ST
ON
E S
YS
TE
MS
MA
KES
EVE
RY
EFF
OR
T TO
EN
SUR
E A
CC
UR
ACY
OF
THE
DES
IGN
, HO
WEV
ER, A
S IN
FOR
MAT
ION
PR
OVI
DED
MAY
HAV
EB
EE
N U
NK
NO
WIN
GLY
OU
T O
F D
AT
E, U
NC
LEA
R IN
AR
EA
S, O
R IN
CO
RR
EC
T, I
T IS
ULT
IMA
TE
LY T
HE
CO
NT
RA
CT
OR
'S R
ES
PO
NS
IBIL
ITY
TO V
ERIF
Y TH
E D
IMEN
SIO
NS
AND
ELEV
ATIO
NS
(QU
ANTI
TIES
) OF
THE
WAL
L(S)
WIT
H TH
E M
OST
REC
ENT
GR
ADIN
GP
LAN
AN
D A
CT
UA
L S
ITE
CO
ND
ITIO
NS.
7. T
HE
LOC
AT
ION
OF
EX
IST
ING
OR
PR
OP
OS
ED
UT
ILIT
IES
MU
ST
BE
VE
RIF
IED
PR
IOR
TO
CO
NS
TR
UC
TIO
N.
GE
NE
RA
LLY
IT I
S R
EC
OM
ME
ND
ED T
HAT
UTI
LITI
ES B
E O
FFSE
T FR
OM
TH
E W
ALL
TO A
) PR
EVEN
T AD
DIT
ION
AL L
OAD
ING
ON
THE
CO
ND
UIT
(I.E
. A1H
:1V
LIN
E O
F IN
FLU
EN
CE
FR
OM
TH
E B
AS
E O
F T
HE
WA
LL S
HO
ULD
BE
AS
SU
ME
D)
UN
LES
S A
CC
OU
NT
ED
FO
R IN
DE
SIG
N O
F T
HE
UTI
LITY
B) T
O E
NSU
RE
FUTU
RE
ACC
ESS
TO T
HE
UTI
LITY
WIT
HO
UT
UN
DER
MIN
ING
TH
E W
ALL.
TH
E EN
GIN
EER
ED F
ILL
AB
OV
E T
HE
SE
UT
ILIT
IES
MU
ST B
E C
OM
PAC
TED
TO 9
8%
SP
D.
EXC
ERPT
S FR
OM
SPE
CIFI
CATI
ON
S RE
LATE
D TO
DES
IGN,
GEO
TECH
NICA
L RE
VIEW
AND
INS
PECT
ION
AND
GE
NERA
L RE
VIEW
(RE
FER
ALSO
TO
FUL
L SP
ECIF
ICAT
ION
PRO
VIDE
DW
ITH
DRAW
ING
S)
SEC
TIO
N 3
2 32
23
- CO
NCRE
TE S
EGM
ENT
AL R
ETAI
NING
WAL
L
PAR
T 3
WA
LL D
ESIG
N
3.09
FU
RTH
ER D
ESIG
N A
SSU
MP
TIO
NS
A.
DE
SIG
N A
SS
UM
PT
ION
S LI
ST
ED
BE
LOW
MU
ST
BE
VE
RIF
IED
DU
RIN
G T
HE
RE
VIE
W P
RO
CE
SS
BY
CIV
IL E
NG
INE
ER
AN
D D
UR
ING
CO
NST
RU
CTI
ON
BY T
HE
INSP
ECTI
NG
GEO
TEC
HN
ICAL
EN
GIN
EER
AND
GEN
ERAL
REV
IEW
EN
GIN
EER
, WH
ERE
AP
PLI
CA
BLE
, AS
NO
TE
D IN
SEC
TIO
N 4.
0.
B.
TH
E W
ALL
DE
SIG
N A
SS
UM
ES
TH
AT
SU
RR
OU
ND
ING
ST
RU
CT
UR
ES
WIL
L N
OT
EX
ER
T A
NY
AD
DIT
ION
AL
LOA
DIN
G O
NT
O P
RO
PO
SE
D W
ALL
(IE. A
N AD
JAC
ENT
STR
UC
TUR
AL F
OU
ND
ATIO
N IS
AT
OR
BELO
W P
RO
POSE
D W
ALL
BASE
OR
OU
TSID
E O
F A
TH
EO
RE
TIC
AL
ZO
NE
OF
INF
LUE
NC
E A
S D
ET
ER
MIN
ED
BY
TH
E IG
E).
TH
E D
ES
IGN
ALS
O A
SS
UM
ES
TH
AT
ST
RU
CT
UR
ES
WIL
L R
EMAI
N ST
RU
CTU
RAL
LY IN
DEP
END
ENT
FRO
M P
RO
POSE
D W
ALL
UN
LESS
OTH
ERW
ISE
NO
TED
IN T
HE
DES
IGN
.
C.
TH
E W
ALL
DE
SIG
N A
SS
UM
ES
TH
AT
TH
E M
AX
IMU
M A
NT
ICIP
AT
ED
GR
OU
ND
WA
TE
R E
LEV
AT
ION
IS A
MIN
IMU
M O
F 2/
3 X
H (H
EIG
HT
) B
ELO
W T
HE
BASE
OF
THE
WAL
L. T
HE
INSP
ECTI
NG
GEO
TEC
HN
ICAL
EN
GIN
EER
(IGE)
MU
ST C
ON
FIR
M T
HIS
PR
IOR
TOC
ON
ST
RU
CT
ION
. IF
TH
E M
AX
IMU
M A
NT
ICIP
AT
ED
GR
OU
ND
WA
TE
R E
LEV
AT
ION
EX
CE
ED
S T
HIS
, AD
DIT
ION
AL
BLA
NK
ET
AN
D/O
R C
HIM
NEY
DR
AIN
S W
ILL
BE R
EQU
IRED
. TH
E IG
E M
UST
CO
NTA
CT
THE
WAL
L D
ESIG
N EN
GIN
EER
IN W
RIT
ING
, DET
AILI
NG
TH
E A
NT
ICIP
AT
ED
CO
ND
ITIO
NS
, IN
OR
DE
R T
HAT
A R
EDES
IGN
MAY
BE
PER
FOR
MED
.
D.
TH
E W
ALL
DE
SIG
N A
SS
UM
ES
NO
HY
DR
OS
TA
TIC
PR
ES
SU
RE
WIT
HIN
OR
BE
HIN
D T
HE
WA
LL. T
HE
RE
FO
RE
SIT
E W
AT
ER
MAN
AGEM
ENT
IS O
F EX
TREM
E C
ON
CER
N AN
D IS
REQ
UIR
ED B
OTH
DU
RIN
G C
ON
STR
UC
TIO
N O
F TH
E W
ALL
AND
AFTE
RC
OM
PLET
ION
OF
CO
NST
RU
CT
ION
. IT
INC
LUD
ES:
a)V
ER
IFIC
AT
ION
OF
TH
E G
RA
DIN
G P
LAN
HA
S B
EE
N D
EV
ELO
PE
D T
O R
OU
TE
WA
TE
R A
WAY
FR
OM
TH
E R
ETAI
NIN
G W
ALL
LOC
ATIO
N BY
TH
E C
IVIL
EN
GIN
EER
.
b)D
RA
IN P
IPE
S A
RE
PR
OP
ER
LY I
NS
TA
LLE
D A
ND
VE
NT
ED
TO
DAY
LIG
HT
AT A
LL T
IMES
DU
RIN
G C
ON
STR
UC
TIO
N.
c)S
UR
FA
CE
WA
TE
R IS
DIR
EC
TE
D A
WA
Y F
RO
M T
HE
WA
LL. T
HE
CIV
IL E
NG
INE
ER
MU
ST
BE
NO
TIF
IED
OF
TH
E R
EQ
UIR
EM
EN
T F
OR
A SW
ALE
BY T
HE
CO
NTR
ACTO
R. T
HE
DES
IGN
OF
THE
SWAL
E SY
STEM
BEH
IND
THE
WAL
L M
UST
BE
PER
FOR
MED
BY
TH
E S
ITE
CIV
IL E
NG
INE
ER
AS
PA
RT
OF
TH
E O
VE
RA
LL S
ITE
DR
AIN
AG
E/G
RA
DIN
G P
LAN
BA
SE
D O
N A
NT
ICIP
AT
ED
SU
RF
AC
E W
ATER
FLO
WS.
TH
IS M
AY R
EQU
IRE
RE-
GR
ADIN
G T
O A
CC
OM
MO
DAT
E TH
E D
IMEN
SIO
NS
OF
THE
SWAL
E.M
OD
IFIC
AT
ION
S T
O T
HE
GR
AD
ES
MA
Y R
ES
ULT
IN IN
CR
EASE
D W
ALL
HEI
GH
T(S)
.
d)C
ON
ST
AN
T M
ON
ITO
RIN
G O
F T
HE
SIT
E F
OR
OT
HE
R S
OU
RC
ES
OF
SE
EP
AG
E A
T T
HE
EX
CA
VAT
ION
(I.E.
IRR
IGAT
ION
PIPE
S, F
LUC
TUAT
ION
S IN
GR
OU
ND
WAT
ER, E
TC.).
e)T
HE
DE
SIG
N H
AS
AS
SU
ME
D T
HA
T N
O U
TIL
ITIE
S S
UC
H A
S G
AS
/WA
TE
R M
AIN
S, S
TO
RM
SE
WE
RS
, HY
DR
O/C
OM
MU
NIC
AT
ION
S C
ABLE
S, E
TC, A
RE
PLAC
ED W
ITH
IN T
HE
REI
NFO
RC
ED Z
ON
E O
F TH
E W
ALL(
S). T
HE
CO
NTR
ACTO
R M
UST
NO
TIFY
TH
EC
IVIL
EN
GIN
EE
R A
ND
TH
E W
ALL
DE
SIG
N E
NG
INE
ER
IF C
ON
FLI
CT
S E
XIS
T T
O D
ISC
USS
MO
VIN
G T
HES
E EL
EMEN
TS O
R D
ESIG
NIN
G T
O A
CC
OM
MO
DAT
E TH
EM.
3.10
GLO
BA
L S
TA
BIL
ITY
AN
ALYS
IS
A.
A Q
UA
LIF
IED
GE
OT
EC
HN
ICA
L E
NG
INE
ER
(IG
E)
MU
ST
BE
RE
TA
INE
D T
O R
EV
IEW
TH
E W
ALL
DE
SIG
N A
ND
SIT
E C
ON
DIT
ION
S F
OR
OV
ERAL
L G
LOBA
L ST
ABIL
ITY
PR
IOR
TO
CO
NST
RU
CTI
ON
BAS
ED O
N T
HE
AC
TUAL
SIT
E G
EOM
ETR
IC, S
OIL
, AN
DG
RO
UN
DW
AT
ER
CO
ND
ITIO
NS
KN
OW
N A
T T
HE
TIM
E. F
UR
TH
ER
EX
PLO
RA
TIO
N O
F T
HE
GE
OT
EC
HN
ICA
L C
ON
DIT
ION
S M
AY
BE
RE
QU
IRED
AT
THE
DIS
CR
ETIO
N O
F TH
E IG
E. T
HIS
AN
ALYS
IS, A
ND
THE
SUBS
EQU
ENT
IMPA
CT
ON
THE
DES
IGN
(I.E,
TH
ER
ES
ULT
S O
F T
HE
GLO
BA
L S
TA
BIL
ITY
AN
ALY
SIS
MA
Y R
EQ
UIR
E IN
CR
EA
SE
D G
EO
GR
ID L
EN
GT
H, S
TR
EN
GT
H, A
ND
/OR
QU
AN
TIT
Y, A
ND
/OR
INC
REA
SED
WAL
L EM
BED
MEN
T FR
OM
TH
AT O
RIG
INAL
LY A
SSU
MED
IN T
HE
WAL
L D
ESIG
N) M
UST
BE
RE
LAY
ED
BA
CK
TO
TH
E W
ALL
DE
SIG
N E
NG
INE
ER
IN O
RD
ER
TH
AT T
HE
DES
IGN
REV
ISIO
NS
CAN
BE
IMPL
EMEN
TED
.
B.
TH
E W
ALL
DE
SIG
N E
NG
INE
ER
MU
ST
BE
PR
OV
IDE
D W
ITH
A C
OP
Y O
F T
HE
GLO
BAL
STA
BILI
TY A
NAL
YSIS
FO
R R
EVIE
W P
RIO
R T
O C
ON
STR
UC
TIO
N
3.11
RE
QU
IRE
D D
ES
IGN
RE
VIE
W B
Y O
THER
PA
RTI
ES
A.
TH
E F
OLL
OW
ING
HIG
HLI
GH
TS
TH
E M
INIM
UM
RE
VIE
W P
RO
CE
SS
TH
AT
IS R
EQ
UIR
ED
PR
IOR
TO
CO
NS
TR
UC
TIO
N. O
TH
ER
PA
RT
IES
SU
CH
AS
MU
NIC
IPAL
ITIE
S (R
EQU
IRED
), AR
CH
ITEC
TS, L
AND
SCAP
E A
RC
HIT
ECTS
, DEV
ELO
PER
S, O
WN
ERS,
OTH
ERD
ES
IGN
ER
S, E
TC
, AN
D A
LL O
TH
ER
ST
AK
EH
OLD
ER
S S
HO
ULD
RE
VIE
W T
HE
DE
SIG
N P
RIO
R T
O A
CC
EPTA
NC
E T
O E
NSU
RE
SPE
CIF
IC R
EQU
IREM
ENTS
AR
E M
ET.
B.
CIV
IL E
NG
INEE
R -
TH
E P
RO
JEC
T C
IVIL
EN
GIN
EE
R M
US
T B
E P
RO
VID
ED
WIT
H A
CO
PY
OF
TH
E P
LAN
S A
ND
SP
EC
IFIC
AT
ION
S F
OR
TH
E P
RO
PO
SED
WAL
L(S)
IN O
RD
ER T
HAT
TH
EY M
AY R
EVIE
W T
HE
WAL
L D
ESIG
N FO
R G
ENER
AL C
OM
PATI
BILI
TY W
ITH
TH
E S
ITE
, IN
CLU
DIN
G T
HE
FO
LLO
WIN
G S
PEC
IFIC
ELE
MEN
TS.
a)S
UR
FA
CE
DR
AIN
AG
E. T
HE
DE
SIG
N R
EQ
UIR
ES
TH
AT
SU
RF
AC
E W
AT
ER
BE
DIR
EC
TE
D A
WA
Y F
RO
M T
HE
RE
TA
ININ
G W
ALL
(S).
IF S
LOPE
S BE
HIN
D TH
E W
ALL
EXIS
T, A
SW
ALE
SYST
EM W
ILL
BE R
EQU
IRED
WH
ICH
MU
ST B
E IN
CLU
DED
AS
PAR
T O
FT
HE
OV
ER
ALL
SIT
E D
RA
INA
GE
PLA
N. I
F T
HE
INC
LUS
ION
OF
A S
WA
LE W
AS
NO
T C
ON
SID
ER
ED
IN
TH
E O
RIG
INA
L G
RA
DIN
G P
LAN
, TH
E C
IVIL
EN
GIN
EER
MU
ST P
RO
VID
E F
OR
TH
IS, IN
CLU
DIN
G R
EQU
IRED
DIM
ENSI
ON
S B
ASED
ON
TH
E A
NTI
CIP
ATED
VO
LUM
E O
F W
AT
ER
TO
BE
CO
LLE
CT
ED
AS
WE
LL A
S A
NY
GR
AD
ING
CH
AN
GE
S R
EQ
UIR
ED
TO
AC
CO
MO
DAT
E T
HE
SW
ALE
(I.E.
INC
REA
SES
IN W
ALL
HEI
GH
T TO
AC
CO
MO
DAT
E S
WAL
E).
b)D
RA
INAG
E O
F O
THER
STR
UC
TUR
ES.
TH
E D
ESIG
N R
EQ
UIR
ES T
HA
T O
TH
ER
STR
UC
TU
RES
SU
CH
AS P
AVEM
ENTS
AD
JAC
ENT
TO T
HE
WAL
L H
AVE
IND
EPEN
DE
NT
DR
AIN
AGE
SYST
EMS
(PER
IMET
ER D
RA
IN) T
O E
NS
UR
E TH
E W
ALL
DR
AIN
AGE
SY
ST
EM
IS
RE
LIE
D O
N T
O P
ER
FO
RM
AN
OU
TLE
TT
ING
FU
NC
TIO
N F
OR
TH
ES
E O
TH
ER
ST
RU
CT
UR
ES
. FU
RT
HE
R T
O T
HIS
, DO
WN
SPO
UTS
FR
OM
BU
ILD
ING
S M
UST
BE
OU
TLET
TED
AWAY
FR
OM
TH
E W
ALL
INTO
OTH
ER S
PEC
IFIE
D PO
SITI
VED
RA
INS.
c)O
UT
LET
TIN
G/C
ON
NE
CT
ION
OF
INT
ER
NA
L D
RA
INA
GE
SY
ST
EM
PIP
ES
. TH
E C
IVIL
EN
GIN
EE
R M
US
T P
RO
VID
E D
IRE
CT
ION
AS
TO
TH
E C
ON
NEC
TIO
N P
OIN
TS O
R O
UTL
ETTI
NG
OF
THE
WAL
L(S)
INTE
RN
AL A
ND
EXT
ERN
AL D
RAI
NAG
E S
YSTE
M A
S P
ART
OF
TH
E O
VE
RA
LL S
ITE
DR
AIN
AG
E P
LAN
. TH
IS M
US
T B
E P
RO
VID
ED
TO T
HE
CO
NTR
ACTO
R IN
WR
ITIN
G P
RIO
R TO
CO
NST
RU
CTI
ON
.
d)U
TIL
ITIE
S B
EN
EA
TH
AN
D A
DJA
CE
NT
TO
TH
E R
ET
AIN
ING
WA
LL. T
HE
DE
SIG
N D
OE
S N
OT
ALL
OW
UT
ILIT
IES
, UN
LES
S O
TH
ER
WIS
E SP
ECIF
IED
, WIT
HIN
TH
E R
EIN
FOR
CED
ZO
NE
OF
THE
RET
AIN
ING
WAL
L. F
UR
THER
MO
RE,
IT IS
AD
VISA
BLE
TOLO
CA
TE
ALL
UT
ILIT
IES
(CA
TC
H B
AS
INS
, WA
TE
R LI
NE
S, H
YD
RO
, CO
MM
UN
ICA
TIO
NS
, ET
C)
OU
TS
IDE
OF
TH
E G
EN
ER
AL
WA
LL A
REA
(ASS
UM
E A
1H:1
V C
UT
FRO
M T
HE
BAC
K O
F TH
E R
EIN
FOR
CED
ZO
NE)
TO
ALL
OW
FU
TUR
E AC
CES
S TO
TH
EU
TIL
ITIE
S. A
LSO
, UT
ILIT
IES
EX
IST
ING
OR
PR
OP
OS
ED
TO
BE
LO
CA
TE
D B
EN
EA
TH
OR
TH
RO
UG
H T
HE
WA
LL (
AS
IN T
HE
CA
SE
OF
A C
ULV
ER
T PI
PE) M
UST
BE
VER
IFIE
D A
S C
APAB
LE O
F SU
PPO
RTI
NG
TH
E A
PPLI
ED LO
ADS.
TH
E A
PPLI
ED W
ALL
LOAD
IS L
IST
ED
ON
TH
E C
RO
SS
SE
CT
ION
DR
AW
ING
AS
TH
E M
INIM
UM
ALL
OW
ABL
E BE
ARIN
G C
APAC
ITY
REQ
UIR
ED T
O S
UPP
OR
T TH
E W
ALL.
e)P
RO
PE
RT
Y LI
NE
S. T
HE
WA
LL M
US
T N
OT
EN
CR
OA
CH
ON
PR
OP
ER
TY
LIN
ES
UN
LES
S C
ON
SE
NT
IS G
IVE
N B
Y A
LL S
TA
KE
HO
LDE
RS
. TEM
POR
ARY
ACC
ESS
MAY
BE
REQ
UIR
ED D
UR
ING
EXC
AVAT
ION
AND
MU
ST B
E C
ON
FIR
MED
PR
IOR
TO S
TAR
T O
FC
ON
ST
RU
CT
ION
. TH
E P
RO
PO
SE
D E
XC
AV
AT
ION
AN
D F
INA
L S
TR
UC
TU
RE
LOC
AT
ION
(IN
CLU
DIN
G D
EP
TH
OF
GE
OG
RID
REI
NFO
RC
EMEN
T, W
ALL
BATT
ER A
ND
STEP
PIN
G O
F W
ALL,
AC
TUAL
BLO
CK
THIC
KNES
S) M
UST
BE
REV
IEW
ED A
ND
AP
PR
OV
ED
BY
TH
E C
IVIL
EN
GIN
EE
R F
OR
TH
E S
ITE
. T
EM
PO
RA
RY
SH
OR
ING
MA
Y B
E R
EQ
UIR
ED
TO
EN
SUR
E C
OM
PLIA
NC
E W
ITH
PR
OPE
RTY
LIN
E R
ESTR
ICTI
ON
S A
ND
OH
SA.
f)O
TH
ER
ST
RU
CT
UR
ES
. UN
LES
S S
PE
CIF
ICA
LLY
PR
OV
IDE
D F
OR
IN T
HE
DE
SIG
N, O
TH
ER
ST
RU
CT
UR
ES
SU
CH
AS
BU
ILD
ING
S, L
IGH
T ST
AND
ARD
S, F
ENC
ES, P
ARKI
NG
LO
TS A
ND
RO
ADW
AYS,
SIG
NAG
E, C
UR
BS A
ND
BAR
RIE
RS,
ETC
, TH
AT A
RE
WIT
HIN
TH
E A
RE
A O
F T
HE
RE
TA
ININ
G W
ALL
MU
ST
BE
HIG
HLI
GH
TE
D T
O T
HE
WA
LL D
ES
IGN
EN
GIN
EE
R, A
S T
HE
SE
MU
ST
BE
TA
KE
N IN
TO A
CC
OU
NT
IN T
HE
DES
IGN
OF
THE
WAL
L O
R PR
OVI
SIO
NS
PRO
VID
ED F
OR
IN T
HE
DES
IGN
OF
THE
OTH
ERS
TR
UC
TU
RE
S T
O P
RE
VE
NT
AD
DIT
ION
AL
LOA
DIN
G O
N T
HE
PR
OP
OS
ED
RE
TA
ININ
G W
ALL
(I.E
. OF
FS
ET
TIN
G T
HE
STR
UC
TUR
ES O
R EX
TEN
DIN
G T
HE
DEP
TH O
F TH
E FO
UN
DAT
ION
S BE
LOW
TH
E BO
TTO
M O
F TH
E W
ALL)
.
g)U
SE
OF
AR
EA
AB
OV
E/A
RO
UN
D W
ALL
. TH
E W
ALL
WA
S D
ES
IGN
ED
FO
R T
HE
LO
AD
ING
SP
EC
IFIE
D I
N T
HIS
DR
AW
ING
. TH
IS L
OA
DIN
G W
AS
CH
OSE
N B
ASED
ON
TH
E S
ITE
GR
ADIN
G P
LAN
AN
D A
SSU
MED
USE
. TH
E D
ESIG
N R
EQU
IRES
TH
AT T
HE
CIV
ILE
NG
INE
ER
VE
RIF
Y T
HA
T T
HE
AS
SU
ME
D U
SE
IS A
CC
EP
TA
BLE
FO
R T
HE
SIT
E. A
LSO
, IT
MU
ST
BE
DE
TE
RM
INE
D IF
TH
E A
RE
A A
BO
VE T
HE
WAL
L W
ILL
EVER
BE
USE
D AS
A D
EPO
T FO
R TH
E ST
OR
AGE
OF
OTH
ER M
ATER
IALS
OR
EQU
IPM
ENT
DU
RIN
G O
R A
FT
ER
CO
NS
TR
UC
TIO
N O
R F
OR
SN
OW
PLO
WIN
G I
N T
HE
WIN
TE
R. T
HE
WA
LL H
AS
NO
T B
EE
N D
ES
IGN
ED
TO
BE
AR
THE
UN
KNO
WN
WEI
GH
T O
F A
SNO
W S
TOR
AGE
AREA
, NO
R H
AS T
HE
DR
AIN
AGE
SYST
EM B
EEN
DES
IGN
ED T
OA
CC
OM
OD
AT
E T
HE
SU
BS
EQU
ENT
SNO
W M
ELT.
C.
LA
ND
SCA
PE A
RC
HIT
ECT
- T
HE
PR
OJE
CT
LAN
DS
CA
PE
AR
CH
ITE
CT
MU
ST
BE
PR
OV
IDE
D W
ITH
A C
OP
Y O
F T
HE
PLA
NS
AN
D S
PE
CIF
ICA
TIO
NS
FOR
THE
PRO
POSE
D W
ALL(
S) IN
OR
DER
TH
AT T
HEY
MAY
REV
IEW
TH
E W
ALL
DES
IGN
FOR
GEN
ERAL
CO
MP
AT
IBIL
ITY
WIT
H T
HE
SIT
E, I
NC
LUD
ING
TH
E F
OLL
OW
ING
SPE
CIF
IC E
LEM
ENTS
.
a)
IT I
S A
SS
UM
ED
TH
AT
AN
Y P
LAN
TIN
G/T
RE
ES
WIL
L B
E M
EC
HA
NIC
ALL
Y S
TA
BIL
IZE
D U
NT
IL A
RO
OT
SY
ST
EM
SU
FF
ICIE
NT
EN
OU
GH
TO T
RAN
SFER
TH
E LO
ADS
EXIS
TS. T
HE
WAL
L H
AS N
OT
BEEN
DES
IGN
ED T
O S
UPP
OR
T AN
Y AD
DIT
ION
ALLO
AD
ING
AF
FE
CT
S.
IT M
AY
BE
NE
CE
SS
AR
Y T
O I
NC
OR
PO
RA
TE
A R
OO
T B
AR
RIE
R (A
S R
EQ
. BY
OT
HE
RS
) T
O P
RE
VE
NT
TH
E M
IGR
AT
ION
OF
TREE
RO
OTS
INTO
TH
E D
RAI
NAG
E LA
YER
. ON
LY P
LAN
TIN
G R
EQU
IRIN
G N
OM
INAL
DEP
TH O
F TO
PSO
IL(2
00M
M-3
00M
M)
MA
Y B
E P
LAC
ED
IMM
ED
IAT
ELY
AD
JAC
EN
T T
O T
HE
WA
LL (
WIT
HIN
TH
E R
EIN
FO
RC
ED
ZO
NE
). L
AR
GE
R P
LAN
TS/
TREE
S M
UST
BE
KEPT
OU
TSID
E O
F TH
E R
EIN
FOR
CED
ZO
NE
TO E
NSU
RE
THE
WAL
L G
EOG
RID
IS N
OT
DAM
AGED
/D
IST
UR
BE
D D
UE
TO
EX
CA
VA
TIO
N O
F F
OR
TH
E R
OO
T B
ALL
AN
D/O
R T
HE
WAL
L IS
NO
T SU
BJEC
T TO
AD
DIT
ION
AL LO
ADIN
G.
PAR
T 4
CONS
TRUC
TIO
N
4.01
GE
OT
EC
HN
ICA
L D
ES
IGN
RE
VIE
W A
ND
SITE
INSP
ECTI
ON
A.
TO
BE
CO
ND
UC
TE
D B
Y A
QU
ALI
FIE
D G
EO
TE
CH
NIC
AL E
NG
INEE
R R
ETAI
NED
BY
THE
CO
NTR
ACTO
R.
B.
TH
E S
CO
PE
OF
TH
E IN
SP
EC
TIN
G G
EO
TE
CH
NIC
AL
EN
GIN
EE
R'S
(IG
E) R
ESPO
NSI
BIL
ITY
INC
LUD
ES T
HE
FOLL
OW
ING
.
PR
IOR
TO
CO
NS
TR
UC
TIO
N TH
E IG
E W
ILL:
a)E
ST
AB
LIS
H A
SC
OP
E O
F W
OR
K A
ND
SC
HE
DU
LE O
F V
ISIT
S W
ITH
TH
E C
ON
TR
AC
TO
R IN
AC
CO
RD
AN
CE
WIT
H T
HE
ITE
MS
LIS
TE
D BE
LOW
. IT M
UST
BE
CLE
ARLY
DET
ERM
INED
WH
ETH
ER T
HE
SCO
PE O
F W
OR
K IS
LIM
ITED
TO
PR
OVI
DIN
G T
HE
GE
OT
EC
HN
ICA
L R
EV
IEW
AN
D IN
SP
EC
TIO
N O
R IF
TH
EY
AR
E B
EIN
G R
ET
AIN
ED
TO
ALS
O P
RO
VID
E T
HE
GE
NE
RA
L R
EV
IEW
, EX
PLA
INE
D BE
LOW
, (AN
D R
EQU
IRED
BY
THE
ON
TAR
IO B
UIL
DIN
G C
OD
E FO
R PR
OJE
CTS
WIT
HIN
ON
TAR
IO. T
HE
LOC
ALB
UIL
DIN
G C
OD
E M
US
T BE
CH
EC
KED
TO
UN
DE
RS
TAN
D T
HE
REQ
UIR
EM
EN
TS
WIT
H R
ESPE
CT
TO
INSP
ECTI
ON
OF
CO
NS
TRU
CTI
ON
).
b)
RE
VIE
W D
ES
IGN
DR
AW
ING
S A
ND
SP
EC
IFIC
AT
ION
S T
O E
ST
AB
LIS
H A
N U
ND
ER
ST
AN
DIN
G O
F T
HE
DES
IGN
REQ
UIR
EMEN
TS W
ITH
RES
PEC
T TO
ASS
UM
ED G
EOTE
CH
NIC
AL C
ON
DIT
ION
S.
c)R
EV
IEW
TH
E O
VE
RA
LL G
LOB
AL
ST
AB
ILIT
Y A
SP
EC
TS
OF
TH
E P
RO
PO
SE
D W
ALL
/SLO
PE
CO
NF
IGU
RA
TIO
N. T
HE
IGE
WIL
L P
RO
VID
E A
N A
NA
LYSI
S O
R AS
SESS
MEN
T O
F TH
E G
LOBA
L ST
ABIL
ITY
OF
THE
PRO
POSE
D W
ALL/
SLO
PE C
ON
FIG
UR
ATIO
NA
ND
SU
BM
IT T
HIS
TO
TH
E W
ALL
DES
IGN
ENG
INEE
R.
DU
RIN
G C
ON
STR
UC
TIO
N T
HE
IGE
WIL
L:
d)P
RO
VID
E F
IELD
IN
SP
EC
TIO
N A
ND
QU
ALI
TY
CO
NT
RO
L S
ER
VIC
ES
TO
EN
SU
RE
TH
E B
AC
KF
ILL
(IN
FIL
L), D
RA
INA
GE
, RE
TA
INE
D AN
D FO
UN
DAT
ION
SOIL
S AR
E IN
CO
NFO
RM
ANC
E W
ITH
THE
DES
IGN
AND
SPEC
IFIC
ATIO
NS
AND
MEE
T TH
E M
INIM
UM
RE
QU
IRE
ME
NT
S F
OR
ST
RE
NG
TH
, UN
IT W
EIG
HT
, TY
PE
AN
D C
ON
SIS
TE
NC
Y S
TA
TE
D IN
TH
E D
ES
IGN
. TH
IS I
S A
CH
IEV
ED
TH
RO
UG
H R
EGU
LAR
CO
MPA
CTI
ON
TEST
ING
, MO
NIT
OR
ING
OF
BAC
KFIL
LIN
G A
ND
CO
MPA
CTI
ON
PRO
CED
UR
ES, IN
SPEC
TIO
NA
ND
TE
ST
ING
OF
MA
TE
RIA
LS (
US
CS
CLA
SS
IFIC
AT
ION
, FIN
E C
ON
TE
NT
, PLA
ST
ICIT
Y),
AN
D V
ER
IFIC
AT
ION
OF
SU
BG
RA
DE
BE
AR
ING
CAP
ACIT
Y. T
HE
EXTE
NT
AND
SCO
PE O
F TH
E TE
STIN
G P
RO
GR
AM M
UST
BE
TO T
HE
SATI
SFAC
TIO
N O
F TH
E IG
ES
UC
H T
HA
T T
HE
Y A
RE
CO
NF
IDE
NT
TH
AT
TH
E M
AT
ER
IALS
TE
ST
ING
AS
PE
CT
S O
F T
HE
OV
ER
ALL
CO
NS
TR
UC
TIO
N IN
SP
EC
TIO
N H
AVE
BEEN
PR
OPE
RLY
CO
ND
UC
TED
. TH
E U
LTIM
ATE
GO
AL O
F TH
E M
ATER
IALS
TES
TIN
G P
RO
GR
AM W
ILL
BE T
OR
EA
SO
NA
BLY
EN
SU
RE
TH
E A
SS
UM
ED
GE
OT
EC
HN
ICA
L P
AR
AM
ET
ER
S, S
PE
CIF
IED
SO
IL T
YP
ES
, BE
AR
ING
CA
PA
CIT
Y R
EQ
UIR
EMEN
TS, C
OM
PAC
TIO
N R
EQU
IREM
ENTS
, AN
D W
ATER
/GR
OU
ND
WAT
ER A
SSU
MPT
ION
S IN
CLU
DED
IN T
HE
DES
IGN
HA
VE
BE
EN
ME
T T
HR
OU
GH
OU
T T
HE
WA
LL(S
). T
HE
EX
TE
NT
OF
MA
TE
RIA
LS /
CO
MP
AC
TIO
N T
ES
TIN
G W
ILL
BE
A F
UN
CT
ION
OF
TH
E TY
PE O
F SO
IL, W
EATH
ER C
ON
DIT
ION
S, C
ON
SIST
ENC
Y O
F R
ESU
LTS,
IGE
JUD
GM
ENT,
ETC
. AS
A R
ECO
MM
END
EDM
INIM
UM
GU
IDE
LIN
E, C
OM
PAC
TIO
N T
ESTS
SH
OU
LD O
CC
UR
AT
TH
E F
RO
NT
OF
THE
RE
INFO
RC
ED Z
ON
E (W
ITH
IN 1
.2M
(4.0
FT)
OF
THE
FA
CE
) AN
D N
EAR
TH
E B
ACK
OF
TH
E R
EIN
FO
RC
ED
ZO
NE
(FO
R G
EO
GR
ID R
EIN
FOR
CED
ZO
NES
WIT
H D
EPTH
GR
EA
TE
R T
HA
N 1.
5M)
AT
LEA
ST
EV
ER
Y 10
M-1
5M O
/C H
OR
IZO
NT
ALL
Y A
LON
G T
HE
LEN
GT
H O
F T
HE
WA
LL. V
ER
TIC
ALL
Y, T
ES
TS
SH
OU
LD B
E PE
RFO
RM
ED O
N AT
LEA
ST E
VER
Y SE
CO
ND
LIFT
(300
MM
- 45
0MM
) AS
THE
BAC
KFIL
L IS
PLA
CED
AN
DC
OM
PA
CT
ED
. TH
E T
YP
E O
F M
AT
ER
IAL
BE
ING
US
ED
AS
BA
CK
FIL
L M
US
T B
E C
ON
ST
AN
TLY
CH
EC
KE
D A
GA
INS
T T
HE
SP
EC
IFIC
ATI
ON
. FO
R IM
POR
TED
FILL
MAT
ERIA
LS, D
OC
UM
ENTA
TIO
N (T
ICKE
TS) F
RO
M T
HE
AGG
REG
ATE
SUPP
LIER
MU
ST B
ER
EV
IEW
ED
AN
D K
EP
T B
Y T
HE
IGE
. WH
EN
US
ING
AP
PR
OV
ED
ON
SIT
E S
OIL
S, D
EP
EN
DIN
G O
N T
HE
HO
MO
GE
NE
ITY
OF
TH
E S
OIL
S, T
HE
PH
YSI
CAL
PR
OPE
RTI
ES O
F TH
E SO
ILS
(TYP
E, P
LAST
ICIT
Y, IN
TER
NAL
AN
GLE
OF
FRIC
TIO
N, U
NIT
WEI
GH
T,P
ER
ME
AB
ILIT
Y, E
TC
), M
US
T B
E C
HE
CK
ED
ON
A R
EG
ULA
R B
AS
IS T
O E
NS
UR
E T
HO
SE
PA
RA
ME
TE
RS
AS
SU
ME
D IN
TH
E D
ES
IGN
AR
E BE
ING
MET
OR
EXC
EED
ED O
N SI
TE (E
ITH
ER T
HR
OU
GH
TEST
ING
, VIS
UAL
INSP
ECTI
ON
OR
BOTH
). TH
EA
LLO
WA
BLE
BE
AR
ING
CA
PA
CIT
Y O
F T
HE
SU
BG
RA
DE
SP
EC
IFIE
D IN
TH
E D
ES
IGN
MU
ST
BE
VE
RIF
IED
UN
DE
R B
OT
H T
HE
FA
CIN
G O
F TH
E W
ALL
AND
THE
REI
NFO
RC
ED Z
ON
E (E
NTI
RE
WAL
L FO
OTP
RIN
T). T
HE
ALLO
WAB
LE B
EAR
ING
CAP
ACIT
Y O
FT
HE
SU
BG
RA
DE
MU
ST
BE
VE
RIF
IED
AT
INT
ER
VA
LS N
OT
EXC
EED
ING
3M A
LON
G T
HE
LEN
GTH
OF
THE
WAL
L.
e)ID
EN
TIF
Y LO
OS
E O
R U
NS
UIT
AB
LE F
OU
ND
ING
OR
RE
TA
INE
D S
OIL
S A
ND
SU
BS
EQ
UE
NT
RE
MO
VA
L A
ND
RE
PLA
CE
ME
NT
OF
TH
ES
E AR
EAS.
NO
TE: T
HE
FOO
TPR
INT
OF
THE
WAL
L IN
CLU
DES
TH
E G
EOG
RID
REI
NFO
RC
ED Z
ON
E AN
D IS
NO
T LI
MIT
EDT
O T
HE
FA
CIN
G. T
HER
EFO
RE,
FO
UN
DAT
ION
TR
EATM
ENTS
MU
ST
ENC
OM
PAS
S T
HE
EN
TIR
E W
ALL
FOO
TPR
INT
AND
EX
TEN
D A
MIN
IMU
M O
F 0.
6M IN
FR
ON
T AN
D B
EH
IND
TH
E F
ACE
AN
D E
ND
OF
TH
E G
EOG
RID
RES
PEC
TIV
ELY.
TH
ER
EP
LAC
EM
EN
T M
AT
ER
IAL
MU
ST
EX
TE
ND
DO
WN
AT
A 1H
:1V
LIN
E TO
CO
MPE
TEN
T N
ATIV
E M
ATER
IAL.
f)E
NS
UR
E T
HE
WA
LL R
EM
AIN
S O
UT
SID
E O
F T
HE
LOA
DIN
G I
NF
LUE
NC
E (G
EN
ER
ALL
Y 10
H:7
V LI
NE
OF
INF
LUE
NC
E)
OF
OT
HE
R AD
JAC
ENT
STR
UC
TUR
ES U
NLE
SS T
HEY
HAV
E BE
EN S
PEC
IFIC
ALLY
AC
CO
UN
TED
FOR
IN T
HE
DES
IGN
(I.E.
BU
ILD
ING
FO
OT
ING
S, H
YD
RO
PO
LES
, LIG
HT
STAN
DAR
DS,
ETC
).
g)E
NS
UR
E G
RO
UN
DW
AT
ER
CO
ND
ITIO
NS
AN
D/O
R O
TH
ER
WA
TE
R S
OU
RC
ES
HA
VE
BE
EN
IDE
NT
IFIE
D A
ND
CO
MP
AR
ED
WIT
H T
HE
ASS
UM
PTIO
NS
MAD
E IN
TH
E D
ESIG
N (G
ENER
ALLY
DES
IGN
ASSU
MES
TH
AT G
RO
UN
DW
ATER
IS W
ELL
BELO
W B
ASE
OF
WA
LL).
AD
DIT
ION
AL
WA
TE
R S
OU
RC
ES
NO
TE
D O
N S
ITE
SU
CH
AS
SE
EP
AG
E F
RO
M T
HE
CU
T E
MB
AN
KM
EN
T M
US
T B
E ID
EN
TIFI
ED A
ND
THE
WAL
L D
ESIG
NER
NO
TIFI
ED A
S TH
ESE
HAV
E N
OT
BEEN
AC
CO
UN
TED
FOR
IN T
HE
DES
IGN
.
h)E
NS
UR
E S
TA
BIL
ITY
OF
EX
CA
VA
TIO
NS
AN
D C
ON
FOR
MAN
CE
WIT
H O
HSA
STA
ND
ARD
S.
i)E
NS
UR
E T
HA
T S
UR
FA
CE
WA
TE
R A
ND
/OR
OT
HE
R S
OU
RC
ES
OF
WA
TE
R A
RE
BE
ING
CO
NT
RO
LLE
D D
UR
ING
CO
NST
RU
CTI
ON
AND
DIR
ECTE
D AW
AY F
RO
M T
HE
WAL
L TO
A P
OSI
TIVE
OU
TLET
.
j)E
NS
UR
E T
HA
T A
LL F
ILL
MA
TE
RIA
LS A
RE
AD
EQ
UA
TE
LY P
RO
TE
CT
ED
FR
OM
TH
E E
LEM
EN
TS
AN
D/O
R F
RO
ZE
N M
AT
ER
IALS
OR
MAT
ERIA
LS T
HAT
DO
NO
T M
EET
THE
MO
ISTU
RE
CO
NTE
NT
REQ
UIR
EMEN
TS S
TATE
D IN
TH
E D
ESIG
N AR
E N
OT
USE
D IN
TH
E C
ON
STR
UC
TIO
N O
F T
HE
WAL
L.
k)T
HE
CO
NT
RA
CT
OR
MU
ST
NO
TIF
Y T
HE
IGE
IN A
DV
AN
CE
OF
CR
ITIC
AL
ST
AG
ES
IN T
HE
CO
NS
TR
UC
TIO
N O
F T
HE
WA
LL(S
) IN
OR
DER
TH
AT T
HE
IGE
MAY
BE
PRES
ENT
TO O
BSER
VE A
ND
INSP
ECT
THE
WO
RK.
TH
E IG
E M
UST
BE
NO
TIFI
EDR
EA
SO
NA
BLE
WE
LL A
HE
AD
OF
TIM
E A
S A
GR
EED
UPO
N W
ITH
TH
E C
ON
TRAC
TOR
.
C.
TH
E O
WN
ER
MA
Y E
NG
AG
E A
TE
ST
ING
AN
D IN
SP
EC
TIO
N A
GE
NC
Y F
OR
QU
ALI
TY
AS
SU
RA
NC
E, B
UT
TH
IS D
OE
S N
OT
RE
PLA
CE
TH
E O
FFIC
IAL
GEO
TEC
HN
ICAL
INSP
ECTI
ON
FUN
CTI
ON
DES
CR
IBED
ABO
VE. IN
MAN
Y C
ASES
, OW
NER
-SPO
NSO
RED
CO
NS
TR
UC
TIO
N Q
UA
LIT
Y A
SS
UR
AN
CE
TE
ST
ING
IS
GE
NE
RA
LLY
INS
UF
FIC
IEN
T IN
SC
OP
E T
O A
DD
RE
SS
TH
E W
OR
K IT
EM
IZE
D AB
OVE
, AN
D AL
SO T
O M
EET
THE
DET
AILE
D D
OC
UM
ENTA
TIO
N R
EQU
IREM
ENTS
NEE
DED
TO
EST
ABLI
SH A
TH
OR
OU
GH
GE
OT
EC
HN
ICA
L T
ES
TIN
G A
ND
GEN
ERAL
REV
IEW
PR
OG
RAM
.
D.
TE
ST
ING
AN
D IN
SP
EC
TIO
N S
ER
VIC
ES
SH
ALL
BE
PE
RF
OR
ME
D B
Y T
RA
INE
D A
ND
EX
PE
RIE
NC
ED T
ECH
NIC
IAN
S C
UR
REN
TLY
QU
ALIF
IED
FOR
THE
WO
RK
TO B
E PE
RFO
RM
ED.
E.
TH
E IG
E S
HA
LL S
UB
MIT
WR
ITT
EN
RE
PO
RT
S O
F IN
SP
EC
TIO
NS
AN
D M
AT
ER
IAL
TE
ST
ING
TO
TH
E G
EN
ER
AL
RE
VIE
W E
NG
INE
ER
AN
D C
ON
TRAC
TOR
ON
A W
EEKL
Y BA
SIS.
SU
CH
REP
OR
TS S
HAL
L IN
CLU
DE
DES
CR
IPTI
ON
OF
THE
WO
RK
PER
FOR
MED
,D
EF
ICIE
NC
IES
NO
TE
D IN
CO
NS
TR
UC
TIO
N, A
ND
CO
RR
EC
TIV
E A
CT
ION
TA
KE
N T
O R
ES
OLV
E S
UC
H D
EF
ICIE
NC
IES
. TH
E O
WN
ER
SHAL
L BE
NO
TIFI
ED D
IREC
TLY
BY T
HE
CO
NTR
ACTO
R'S
TES
TIN
G A
GEN
CY
OF
DEF
ICIE
NC
IES
NO
TED
BY T
HE
IGE
AND
PR
OV
IDE
D W
ITH
A S
UM
MA
RY
AN
D S
CH
ED
ULE
FO
R C
OR
RE
CT
IVE
AC
TIO
N. W
RIT
TE
N R
EP
OR
TS
WIL
L AL
SO IN
CLU
DE
LOC
ATIO
N, T
YPE,
AN
D R
ESU
LTS
OF
ALL
TEST
S TA
KEN
ON
THE
PRO
JEC
T.
4.02
GEN
ERA
L R
EVIE
W O
F D
ESIG
N A
ND
CO
NS
TRU
CTI
ON
A.
TO
BE
CO
ND
UC
TE
D B
Y A
QU
ALI
FIE
D P
RO
FE
SS
ION
AL
EN
GIN
EE
R R
ET
AIN
ED
BY
TH
E C
ON
TR
AC
TO
R. T
HIS
MA
Y B
E T
HE
SA
ME
PR
OF
ES
SIO
NAL
(GEO
TEC
HN
ICAL
EN
GIN
EER
) NO
TED
ABO
VE P
RO
VID
ED T
HEY
AR
E FA
MIL
IAR
WIT
H AN
D Q
UAL
IFIE
D IN
TH
EM
ET
HO
DS
AN
D P
RA
CT
ICE
S O
F S
EG
ME
NT
AL
RE
TA
ININ
G W
ALL
(S
RW
) C
ON
STR
UC
TIO
N, O
R TH
IS C
AN B
E AN
OTH
ER P
RO
FESS
ION
AL E
NG
INEE
R.
B.
A G
EN
ER
AL
RE
VIE
W O
F C
ON
ST
RU
CT
ION
IS R
EQ
UIR
ED
AS
PA
RT
OF
MA
NY
BU
ILD
ING
CO
DE
S A
ND
/OR
PR
OF
ES
SIO
NA
L E
NG
INE
ER
ING
GU
IDEL
INES
. IT IS
TH
E R
ESPO
NSI
BILI
TY O
F TH
E C
ON
TRAC
TOR
TO E
NSU
RE
THAT
ALL
CO
DE
REQ
UIR
EMEN
TSA
RE
BE
ING
ME
T W
ITH
RE
GA
RD
S T
O T
HE
GE
NE
RA
L R
EV
IEW
OF
CO
NST
RU
CTI
ON
BY A
QU
ALIF
IED
PRO
FESS
ION
AL.
C.
TH
E C
ON
TR
AC
TO
R IS
TH
ER
EF
OR
E R
ES
PO
NS
IBLE
TO
RE
TA
IN T
HE
SE
RV
ICE
S O
F A
PR
OF
ES
SIO
NA
L Q
UA
LIF
IED
TO
PR
OV
IDE
A "G
EN
ERAL
REV
IEW
OF
CO
NST
RU
CTI
ON
" AS
DIC
TATE
D BY
TH
E G
OVE
RN
ING
CO
DES
AN
D LE
GIS
LATI
ON
. RIS
I STO
NE
SY
ST
EM
S A
ND
/OR
ITS
LIC
EN
SE
E (T
HE
SR
W U
NIT
SU
PPLI
ER) D
O N
OT
PRO
VID
E TH
IS S
ERVI
CE.
D.
TH
E G
EN
ER
AL
RE
VIE
W E
NG
INE
ER
(GR
E)
MU
ST
RE
VIE
W T
HE
DE
SIG
N D
RA
WIN
GS
AN
D S
PE
CIF
ICA
TIO
NS
TO
ES
TA
BLI
SH
AN
UN
DE
RST
AND
ING
OF
THE
REQ
UIR
EMEN
TS O
F TH
E D
ESIG
N W
ITH
RES
PEC
T TO
CO
NC
EPTS
, MAT
ERIA
LS, L
IMIT
ATIO
NS
AND
ALL
OT
HE
R R
EQ
UIR
EM
EN
TS
OF
TH
E D
ES
IGN
. TH
E G
EN
ER
AL
RE
VIE
W E
NG
INE
ER
MU
ST
CO
NT
AC
T T
HE
WA
LL D
ES
IGN
EN
GIN
EER
TO
AD
DR
ESS
ANY
OU
TSTA
ND
ING
ISSU
ES, Q
UES
TIO
NS
OR
CO
NC
ERN
S R
EGAR
DIN
G T
HE
DES
IGN
PRIO
R TO
CO
NST
RU
CT
ION
.
E.
TH
E G
RE
SH
ALL
INF
OR
M T
HE
WA
LL D
ES
IGN
EN
GIN
EE
R IN
WR
ITIN
G IF
CO
ND
ITIO
NS
ON
SIT
E D
IFF
ER
IN A
NY
WA
Y O
R A
T A
NY
TIM
E F
RO
M T
HE
DES
IGN
. TH
E W
ALL
DES
IGN
EN
GIN
EER
IS T
O B
E C
ON
SULT
ED W
ITH
REG
ARD
TO
DIS
CR
EPAN
CIE
SB
ET
WE
EN
DE
SIG
N A
ND
CO
NS
TR
UC
TIO
N. T
HE
AP
PR
OP
RIA
TE
RE
VIS
ION
S W
ILL
BE
PR
OV
IDE
D B
Y T
HE
WA
LL D
ES
IGN
EN
GIN
EE
R A
CC
OR
DIN
GLY
BAS
ED O
N N
EW IN
FOR
MAT
ION
SUBM
ITTE
D BY
TH
E G
RE
IN W
RIT
ING
. CH
ANG
ES IN
CO
ND
ITIO
NS
ON
SIT
E IN
CLU
DE
, BU
T A
RE
NO
T LI
MIT
ED
TO
; SE
EP
AG
E F
RO
M T
HE
EX
CA
VA
TIO
N O
R H
IGH
ER
TH
AN
AS
SU
ME
D G
RO
UN
DW
AT
ER
ELE
VA
TIO
NS,
SO
IL C
ON
DIT
ION
S, B
OTH
INSI
TU A
ND
/OR
ENG
INEE
RED
SO
IL C
ON
DIT
ION
S D
IFFE
R FR
OM
TH
OSE
ASS
UM
EDIN
TH
E D
ES
IGN
, SU
RF
AC
E D
RA
INA
GE
ISS
UE
S O
N T
HE
SIT
E R
EQ
UIR
E G
RE
AT
ER
AT
TE
NT
ION
OR
ME
AS
UR
ES
TO
CO
NT
RO
L T
HAN
OR
IGIN
ALLY
ASS
UM
ED, W
ALL
GEO
MET
RY
DIF
FER
S FR
OM
TH
E D
ESIG
N (M
AXIM
UM
HEI
GH
TS, E
TC),
OTH
ERS
TR
UC
TU
RE
S E
XIS
T N
OT
SH
OW
N O
N T
HE
GR
AD
ING
PLA
NS
AN
D IN
TE
RF
ER
E W
ITH
OR
AR
E IN
FLU
EN
CE
D B
Y O
R IN
FLU
EN
CE
TH
E W
ALL
(CAT
CH
BASI
NS,
LIG
HT
STAN
DAR
DS,
BU
ILD
ING
S, F
ENC
ES, E
TC),
LOAD
ING
CO
ND
ITIO
NS
DIF
FER
FRO
M T
HO
SES
HO
WN
ON
TH
E D
ES
IGN
(I.E
. RO
AD
WA
YS
OR
PA
TH
WA
YS
CLO
SE
R T
O B
AC
K O
F W
ALL
TH
AN
OR
IGIN
ALL
Y A
SS
UM
ED
), SL
OPE
S AB
OVE
OR
BELO
W T
HE
WAL
L ST
EEPE
R TH
AN A
SSU
MED
IN T
HE
DES
IGN
, ETC
.
F.T
HE
GE
NE
RA
L R
EV
IEW
MU
ST
BE
CA
RR
IED
OU
T IN
AC
CO
RD
AN
CE
WIT
H T
HE
GU
IDE
LIN
ES
SE
T O
UT
BY
TH
E G
OV
ER
NIN
G P
RO
FE
SS
ION
AL
ENG
INEE
RIN
G B
OD
Y. T
HE
PUR
POSE
OF
THE
GEN
ERAL
REV
IEW
IS T
O E
NSU
RE,
TH
RO
UG
H PE
RIO
DIC
VIS
ITS
ON
A R
AT
ION
AL
SA
MP
LIN
G B
AS
IS, W
HE
TH
ER
TH
E W
OR
K IS
IN
GE
NE
RA
L C
ON
FO
RM
ITY
WIT
H T
HE
PLA
NS
AN
D S
PE
CIF
ICA
TIO
NS
(I.E
. GEO
GR
ID L
ENG
TH A
ND
PLAC
EMEN
T, B
LOC
K TO
LER
ANC
ES, D
RAI
NAG
E PR
OVI
SIO
NS,
PR
OPE
R C
ON
STR
UC
TIO
NT
EC
HN
IQU
ES
, WA
LL A
LIG
NM
EN
T A
ND
HE
IGH
TS
, EM
BE
DM
EN
T D
EP
TH
, IN
ST
ALL
AT
ION
OF
BA
SE
, RE
VIE
W O
F G
EO
TE
CH
NIC
AL
TES
TIN
G R
EPO
RTS
, ETC
). TH
IS W
OU
LD IN
CLU
DE
ENSU
RIN
G T
HAT
ALL
STR
UC
TUR
AL E
LEM
ENTS
NO
TED
IN T
HE
DES
IGN
AR
E B
EIN
G I
NS
TA
LLE
D P
ER
TH
E D
ES
IGN
AN
D S
PE
CIF
ICA
TIO
NS
AS
WE
LL A
S R
EV
IEW
OF
TH
E R
EP
OR
TS
GE
NE
RA
TE
D B
Y T
HE
IND
EPEN
DEN
T G
EOTE
CH
NIC
AL T
ESTI
NG
FIR
M N
OTE
D AB
OVE
TO
EN
SUR
E TH
E G
EOTE
CH
NIC
AL P
ARAM
ETER
SA
SS
UM
ED
IN T
HE
DE
SIG
N E
XIS
T O
R H
AVE
BEE
N A
CH
IEVE
D O
N S
ITE.
G.
TH
E G
RE
SH
ALL
PR
OV
IDE
A LE
TT
ER
TO
TH
E C
ON
TR
AC
TO
R A
ND
OW
NE
R T
HA
T T
HE
CO
MP
LET
ED
WA
LL H
AD
BE
EN
INST
ALLE
D IN
GEN
ERAL
CO
NFO
RM
ITY
WIT
H TH
E D
ESIG
N, S
PEC
IFIC
ATIO
NS,
AN
D C
ON
TRAC
T D
OC
UM
ENTS
.
4.03
CO
NT
RA
CT
OR
'S Q
UA
LIT
Y AS
SUR
ANC
E PR
OG
RAM
A.
TH
E C
ON
TRAC
TOR
IS U
LTIM
ATEL
Y R
ESP
ON
SIBL
E T
O E
NS
UR
E T
HE
WA
LL IS
CO
NS
TRU
CTE
D IN
AC
CO
RD
AN
CE
WIT
H T
HE
DES
IGN
AN
D S
PEC
IFIC
ATIO
NS
. TH
E C
ON
TR
AC
TO
R M
US
T BE
QU
ALI
FIED
IN T
HE
CO
NS
TRU
CTI
ON
OF
SEG
MEN
TAL
RE
TAIN
ING
WA
LLS
, PR
OP
ER
ME
TH
OD
S O
F C
ON
ST
RU
CT
ION
, ET
C, A
ND
HA
VE
TH
OR
OU
GH
LY R
EV
IEW
ED
AN
D U
ND
ER
ST
OO
D T
HE
DE
SIG
N D
OC
UM
ENTS
AN
D SP
ECIF
ICAT
ION
S. G
ENER
AL IN
STAL
LATI
ON
GU
IDES
ILLU
STR
ATIN
G P
RO
PER
MET
HO
DS
AND
TE
CH
NIQ
UE
S F
OR
GO
OD
CO
NS
TR
UC
TIO
N A
RE
AV
AIL
AB
LE A
T N
O C
OS
T T
O T
HE
CO
NT
RA
CT
OR
FR
OM
RIS
I ST
ON
E S
YS
TE
MS
OR
TH
E LI
CEN
SEE
UPO
N R
EQU
EST.
IT IS
REC
OM
MEN
DED
TH
AT T
HE
CO
NTR
ACTO
R E
STAB
LISH
A W
ELL
DO
CU
MEN
TED
,T
HO
RO
UG
H Q
UA
LIT
Y C
ON
TR
OL
PR
OG
RA
M. I
T IS
RE
CO
MM
EN
DE
D T
HA
T T
HE
GE
NE
RA
L R
EV
IEW
EN
GIN
EE
R B
E P
RO
VID
ED
WIT
H C
OP
IES
OF
THES
E C
ON
STR
UC
TIO
N R
EPO
RTS
ON
A R
EGU
LAR
BASI
S AS
FU
RTH
ER S
UPP
OR
T. T
HIS
MAY
BE
REQ
UIR
EDB
Y T
HE
GE
NE
RA
L R
EVI
EW E
NG
INEE
R.
B.
TH
E C
ON
TR
AC
TO
R'S
FIE
LD C
ON
ST
RU
CT
ION
SU
PE
RV
ISO
R S
HA
LL H
AV
E D
EM
ON
ST
RA
TE
D E
XP
ER
IEN
CE
AND
BE Q
UAL
IFIE
D TO
DIR
ECT
ALL
WO
RK
REL
ATED
TO
TH
E R
ETAI
NIN
G W
ALL
CO
NST
RU
CTI
ON
.
C.
TH
E C
ON
TR
AC
TO
R M
US
T N
OT
IFY
TH
E IG
E A
ND
GR
E (I
F T
HE
Y A
RE
DIF
FE
RE
NT
IND
IVID
UA
LS)
OF
CR
ITIC
AL
ST
AG
ES
IN T
HE
CO
NST
RU
CTI
ON
OF
THE
WAL
L(S)
IN O
RD
ER T
HAT
TH
EY M
AY B
E PR
ESEN
T TO
OBS
ERVE
AN
D IN
SPEC
T TH
E W
OR
K. T
HE
IGE
AN
D G
RE
MU
ST
BE
NO
TIF
IED
RE
AS
ON
AB
LY W
ELL
IN A
DV
AN
CE
OF
THE
SCH
EDU
LED
DAT
E(S)
FO
R C
ON
STR
UC
TIO
N.
VE
RTI
CA
L - 1
:50
HO
RIZ
ON
TAL
- 1:1
00
PR
ELIM
INAR
YP
endi
ng F
inal
Gra
ding
Pla
nA
ppro
val
single-depth conventional installation procedure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
single crib installation procedure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
double crib installation procedure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
reinforced installation procedure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20
alternate backfill materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
vertical walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24
Installation
DuraHold Installation Guide ©2007 Risi Stone Systems12
subsection
installation
The following are the basic steps involved in constructing a con-ventional single depth (non-geogrid reinforced) DuraHold seg-mental retaining wall. These steps are to be used in conjunction with all relevant details provided following this section.
planWith your final design in hand, begin to establish the wall loca-tion and proposed grades. Locate all utilities and contact local utility companies before digging. Mark a line where the front of the wall will be placed, keeping in mind the 36mm (1.5 in) set-back per course.
excavateExcavate a trench down to the foundation grades specified in the design. The front of the trench should be 305mm (12 in) from the planned face of the wall. The trench should be a minimum of 1525mm (60 in) wide (front to back) and 610mm (24 in) deep. This depth assumes one unit is buried (unit height of 305mm [12 in]) plus the compacted granular base minimum depth of 305mm (12 in). As the wall height increases, depth of embedment also in-creases, normally about 10% of the wall height. Greater embed-ment depths may be required to account for slopes more than 3H:1V in front of the wall, scour protection in water applications, global stability, or as specified in the design. The rear 305mm (12 in) of the trench is excavated to account for the drainage lay-er. Excavations should be conducted in accordance with local codes under direction of the General Review Engineer (GRE).
verify foundation subgradeOnce the foundation trench has been excavated to the specified elevations, the native foundation soil must be checked by the GRE. The foundation soil must have the required allowable bear-ing capacity specified in the design.
prepare the granular baseStart the base at the lowest elevation of the wall and compact to a minimum of 98% SPD. The minimum base thickness is 305mm (12 in) or as required by the GRE to reach competent founding soil.
A layer of unreinforced concrete (50mm [2 in] thick) may be placed on top of the of the granular material to provide a dur-able levelling surface for the base course. At the direction of the GRE, geotextile might be required under the granular base. The minimum base dimensions at the top are 1220mm (48 in) wide (front to back) and 305mm (12 in) deep. The additional 305mm (12 in) trench width allows for the placement of the drain.
step the baseWhen the grade in front of the wall slopes up or down, the base must be stepped to compensate. Therefore, as the wall steps up in elevation, the foundation steps must be located to ensure the minimum embedment is achieved. The height of each step is 305mm (12 in) – the height of one course. The 36mm (1.5 in) offset must be accounted for at each step. Refer to “Stack Units” for an illustration of stepping the base.
single-depth installation procedure
Minimum610 mm(24 in)
Minimum 1525 mm (40 in)
Proposed face of
wall
305mm 610mm 305mm (12in) (24in) (12in)
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place filter clothLay the approved filter fabric (geotextile) along the bottom of the rear of the trench and extend up the exposed excavation to the proposed wall height. Leave adequate material at the top to fold back towards the wall (completely containing the drainage material). Stake the filter cloth against the slope dur-ing construction.
place the drainVarious options for drain placement may exist, depending on how the pipe is to be outlet (refer to Details – Drainage). The drain may be outlet through the wall face or connected to a drainage outlet (storm drain).
The drainage system is extremely important and outlets must be planned prior to construction. In the case of connecting to a drainage outlet, the drain should be placed at the lowest pos-sible elevation and sloped at a minimum of 2%. At the rear of the base, allow the granular material to slope down on the sides to-wards the drain trench. In the 305mm (12 in) area behind the base, place the approved drain tile (perforated drain with non-woven geotextile sock) on top of the filter cloth and minimal granular coverage.
place the first coursePosition a level string to mark location of the back of the first course (should be 610mm [24 in] from the proposed wall face or 915mm [36in] from the front of the granular base). Place the
first course of DuraHold units side-by-side (touching) on the granular base.
Ensure units are level front to back and left to right. Extra care should be taken at this stage as it is critical for accurate alignment.
stack unitsSweep top of underlying course. Place next course so that the end of each unit aligns with the middle of the unit below (as shown on following page), thus creating the required running bond pattern. [Note: When certain details (such as corners and curves) are incorporated into the wall, the running bond pattern may shift slightly. A small deviation of up to one quarter of the unit length from the perfect running bond pattern is allowable. However, this deviation should be corrected as soon as the wall layout allows.] Continue stacking courses to a maximum of four courses (915mm [36 in]) before backfilling.
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drainage fillDrainage fill is placed immediately behind the wall facing and compact. The drainage layer must be a minimum of 300mm (12 in) thick and protected from the native material by the fil-ter cloth.
continue stacking and fillingContinue stacking units and filling as described in the previ-ous two steps until the desired height is reached, based on the design.
encapsulate and finish gradingFold the excess filter fabric over the top of the drainage layer and extend up the back face of the coping unit. Ideally, place an impervious layer of soil on top of the filter fabric and compact, providing for the required grading and/or swales. For other treat-ments such as pavers, concrete, or asphalt, care must be taken to ensure that heavy compaction/paving equipment remains a minimum of 1.0m (3.0 ft) from the back of the coping unit. Slope the surface above and below the wall to ensure water will flow away from and not accumulate near the wall units. See the DuraHold – Finishing Details section for ideas on tapering down and ending the wall.
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Once the foundation trench has been excavated to the specified elevations, the native foundation soil must be checked by the GRE. The foundation soil must have the required allowable bear-ing capacity specified in the design.
prepare the granular baseStart the base at the lowest elevation of the wall and compact to a minimum of 98% SPD. The minimum base thickness is 305mm (12 in) or as required by the GRE to reach competent founding soil.
A layer of unreinforced concrete (50mm [2 in] thick) may be placed on top of the of the granular material to provide a dur-able levelling surface for the base course. At the direction of the GRE, geotextile might be required under the granular base. The minimum base dimensions at the top are 2440mm (96 in) wide (front to back) and 305mm (12 in) deep. The additional 305mm (12 in) trench width allows for the placement of the drain.
step the baseWhen the grade in front of the wall slopes up or down, the base must be stepped to compensate. Therefore, as the wall steps up in elevation, the foundation steps must be located to ensure the minimum embedment is achieved. The height of each step is 305mm (12 in) – the height of one course. The 36mm (1.5 in) offset must be accounted for at each step.
place filter clothLay the approved filter fabric (geotextile) along the bottom of the rear of the trench and extend up the exposed excavation to the proposed wall height. Leave adequate material at the top to fold back towards the wall (completely containing the drainage material). Stake the filter cloth against the slope dur-ing construction.
single crib installation procedure
The following are the basic steps involved in constructing a sin-gle crib DuraHold segmental retaining wall. These steps are to be used in conjunction with all relevant details provided follow-ing this section.
planWith your final design in hand, begin to establish the wall loca-tion and proposed grades. Locate all utilities and contact local utility companies before digging. Mark a line where the front of the wall will be placed, keeping in mind the 36mm (1.5 in) set-back per course.
excavateExcavate a trench down to the foundation grades specified in the design. The front of the trench should be 305mm (12 in) from the planned face of the wall. The trench should be a minimum of 2745mm (108 in) wide (front to back) and 610mm (24 in) deep. This depth assumes one unit is buried (unit height of 305mm [12 in]) plus the compacted granular base minimum depth of 305mm (12 in). As the wall height increases, depth of embed-ment also increases, normally about 10% of the wall height. Greater embedment depths may be required to account for slopes more than 3H:1V in front of the wall, scour protection in water applications, global stability, or as specified in the design. The rear 305mm (12 in) of the trench is excavated to account for the drainage layer. Excavations should be conducted in accord-ance with local codes under direction of the GRE.
verify foundation subgrade
Minimum610 mm(24 in)
Minimum 2745 mm (108 in)
Proposed face of wall
305mm 1830mm 305mm (12in) (72in) (12in)
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place the drainVarious options for drain placement may exist, depending on how the pipe is to be outlet (refer to DuraHold – Drainage). The drain may be outlet through the wall face or connected to a drainage outlet (storm drain).
The drainage system is extremely important and outlets must be planned prior to construction. In the case of connecting to a drainage outlet, the drain should be placed at the lowest pos-sible elevation and sloped at a minimum of 2%. At the rear of the base, allow the granular material to slope down on the sides to-wards the drain trench. In the 305mm (12 in) area behind the base, place the approved drain tile (perforated drain with non-woven geotextile sock) on top of the filter cloth and minimal granular coverage.
place the first coursePosition a level string to mark the location of the back of the first course (should be 1830mm [72 in] from the proposed wall face or 2135mm [84in] from the front of the granular base). Place the first course of DuraHold Standard and Tieback units side-by-side (alternating as shown) on the granular base. Ensure units are level front to back and left to right. Extra care should be taken at this stage as it is critical for accurate alignment.
Once the first course is installed, the crib fill material is to be placed and compacted to 95% SPD. The crib fillmaterial must be raised so the deadmen (standard units) can be placed on a level surface (i.e. the top of the fill must be at the same elevation as the top of the DuraHold tieback unit). The crib fill also functions as the drainage fill material.
Place the next course of standard units along the face. Deadman must be placed on every tieback and centred.
Place and compact fill to 95% SPD. The fill must be raised so the tiebacks can be placed on a level surface with the course below.
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Place the next course of standard units and tiebacks on the wall. The tiebacks are to be placed on the centre of each deadman.
Continue to construct the crib wall until the required height in the design is reached (dependent on site conditions such as loading, soil, etc.). The top portion of the wall may be constructed as a conventional gravity structure as shown in the previous section.
drainage fillDrainage fill is placed immediately behind the wall facing and compact. The drainage layer must be a minimum of 300mm (12 in) thick and protected from the native material by the fil-ter cloth.
encapsulate and finish gradingFold the excess filter fabric over the top of the drainage layer and extend up the back face of the coping unit. Ideally, place an impervious layer of soil on top of the filter fabric and com-pact, providing for the required grading and/or swales. For other treatments such as pavers, concrete, or asphalt, care must be taken to ensure that heavy compaction/paving equipment re-mains a minimum of 1.0m (3.0 ft) from the back of the cop-ing unit. Slope the surface above and below the wall to ensure water will flow away from and not accumulate near the wall units. See the Finishing Details section for ideas on tapering down and ending the wall.
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The following are the basic steps involved in constructing a double crib DuraHold segmental retaining wall. These steps are to be used in conjunction with all relevant details provided following this section.
planWith your final design in hand, begin to establish the wall loca-tion and proposed grades. Locate all utilities and contact local utility companies before digging. Mark a line where the front of the wall will be placed, keeping in mind the 36mm (1.5 in) set-back per course.
excavateExcavate a trench down to the foundation grades specified in the design. The front of the trench should be 305mm (12 in) from the planned face of the wall. The trench should be a min-imum of 3965mm (156 in) wide (front to back) and 610mm (24 in) deep. This depth assumes one unit is buried (unit height of 305mm [12 in]) plus the compacted granular base minimum depth of 305mm (12 in). As the wall height increases, depth of embedment also increases, normally about 10% of the wall height. Greater embedment depths may be required to account for slopes more than 3H:1V in front of the wall, scour protection in water applications, global stability, or as specified in the de-sign. The rear 305mm (12 in) of the trench is excavated to ac-count for the drainage layer. Excavations should be conducted in accordance with local codes under direction of the General Review Engineer (GRE).
verify foundation subgradeOnce the foundation trench has been excavated to the specified elevations, the native foundation soil must be checked by the
GRE. The foundation soil must have the required allowable bear-ing capacity specified in the design.
prepare the granular baseStart the base at the lowest elevation of the wall and compact to a minimum of 98% SPD. The minimum base thickness is 305mm (12 in) or as required by the GRE to reach competent founding soil. A layer of unreinforced concrete (50mm [2 in] thick) may be placed on top of the granular material to provide a dur-able levelling surface for the base course. At the direction of the GRE, geotextile might be required under the granular base. The minimum base dimensions at the top are 3660mm (144 in) wide (front to back) and 305mm (12 in) deep. The additional 305mm (12 in) trench width allows for the placement of the drain.
step the baseWhen the grade in front of the wall slopes up or down, the base must be stepped to compensate. Therefore, as the wall steps up in elevation, the foundation steps must be located to ensure the minimum embedment is achieved. The height of each step is 305mm (12 in) – the height of one course. The 36mm (1.5 in) offset must be accounted for at each step.
place filter clothLay the approved filter fabric (geotextile) along the bottom of the rear of the trench and extend up the exposed excavation to the proposed wall height. Leave adequate material at the top to fold back towards the wall (completely containing the drainage ma-terial). Stake the filter cloth against the slope during construction.
double crib installation procedure
Minimum610 mm(24 in)
Minimum 3965 mm (156 in)
Proposed face of wall
305mm 3050mm 305mm (12in) (120in) (12in)
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place the drainVarious options for drain placement may exist, depending on how the pipe is to be outlet (refer to DuraHold – Drainage). The drain may be outlet through the wall face or connected to a drainage outlet (storm drain). The drainage system is extreme-ly important and outlets must be planned prior to construction. In the case of connecting to a drainage outlet, the drain should be placed at the lowest possible elevation and sloped at a min-imum of 2%. At the rear of the base, allow the granular materi-al to slope down on the sides towards the drain trench. In the 305mm (12 in) area behind the base, place the approved drain tile (perforated drain with non-woven geotextile sock) on top of the filter cloth and minimal granular coverage.
place the first coursePosition a level string to mark the location of the back of the first course (should be 3050mm [120 in] from the proposed wall face or 3355 mm [132 in] from the front of the granular base). Commence construction of double crib by alternating standard units and tiebacks, as described in construction of single crib. Place deadmen (standard units) so that there is a 0.6m (2ft) gap between tieback and deadman, while ensuring deadmen are centered on their respective tieback (as shown). Ensure units are level front to back and left to right. Extra care should be taken at this stage as it is critical for accurate alignment.
Place and compact crib fill to 95% SPD. Crib fill should be com-pacted in lifts to a height equivalent to that of a DuraHold unit (305mm [12in]) to create a level surface upon which the addi-tional tieback can be placed. The crib fill also functions as the drainage fill material. Construct second course by placing stan-dard units and additional tieback units as shown. Tieback units are to be positioned such that its grooves engage both the tie-back and deadmen tongues on the lower course.
Place and compact crib fill (to 95% SPD) around standard units and tiebacks in order to create a level starting surface to repeat the above steps until the desired double crib height is achieved. Once completed, continue construction by following instructions on how to install a single crib, and then a conventional wall.
encapsulate and finish gradingFold the excess filter fabric over the top of the drainage layer and extend up the back face of the coping unit. Ideally, place an impervious layer of soil on top of the filter fabric and com-pact manually, providing for the required grading and/or swales. For other treatments such as pavers, concrete, or asphalt, care must be taken to ensure that heavy compaction/paving equip-ment remains a minimum of 1.0m (3.0 ft) from the back of the coping unit. Slope the surface above and below the wall to en-sure water will flow away from and not accumulate near the wall units. See the DuraHold – Finishing Details section for ideas on tapering down and ending the wall.
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reinforced srw installation procedure
The following procedure outlines the installation of a geogrid-reinforced wall using imported, well-draining gravel as the reinforced fill. For use of on-site soils as the reinforced fill, refer to Alternate Reinforced Fill Materials.
plan Before beginning construction, be sure to have a final design and arrangements made for a General Review Engineer (GRE) to be present. Begin to establish the wall location and proposed grades. Locate all utilities and contact local utility companies be-fore digging. Mark a line where the front of the wall will be placed, keeping in mind the 36mm (1.5 in) setback per course.
excavate reinforced zoneThe excavation must be carefully planned and consider several elements. Based on the type of soil being excavated, the GRE must determine the maximum allowable “cut” angle the excav-ation can sustain. This angle ensures the stability of the excava-tion during construction. The required geogrid length (as shown in the design) plus 305mm (12 in) defines the minimum width at the base of the excavation. Measuring from 305mm (12 in) in front of the wall face, extend a line back a distance equal to the base width determined above. Before excavating, consid-er structures and trees that may be impacted by the excavated slope. Excavation continues until the slope is cleared and a flat area at the base is exposed extending 305mm (12 in) past the proposed face of the wall.
excavate granular baseExcavate a trench for the granular base. The front of the trench should be 305mm (12 in) from the planned face of the wall.The trench should be a minimum of 1525mm (60 in) wide (front to back) and 610mm (24 in) deep. This depth assumes one unit is buried (unit height of 305mm [12 in]) plus the compacted granu-lar base minimum depth of 305mm (12 in). As wall height increas-es, depth of embedment also increases, normally about 10% of the wall height. Greater embedment depths may be required to account for slopes more than 3H:1V in front of the wall, scour protection in water applications, global stability, or as specified
in the design. The rear 305mm (12 in) of the trench is excavated to account for the drain.
verify foundation subgradeOnce the wall has been excavated, the native foundation soil must be checked by the GRE. The foundation soil in a geogrid-reinforced SRW is considered to be the material under-neath both the facing and reinforced zone; that is, the entire wall footprint. This verification should not just be limited to the soil underneath the granular footing. The foundation soil must have the required allowable bearing capacity specified in the design.
prepare the granular baseThe base should be started at the lowest elevation of the wall and be compacted to a minimum of 98% SPD. The minimum base thickness is 305mm (12 in) or as required by the GRE. A layer of unreinforced concrete (50mm [2 in] thickness) may be placed on top of the of the granular material to provide a dur-able level surface for the base course. The minimum base di-mensions are 1220mm (48 in) wide (front to back) and 305mm (12 in) deep. The additional 305mm (12 in) trench width allows for the placement of the drain.
step the baseWhen the grade in front of the wall slopes up or down, the base must be stepped to compensate. As the foundation steps up,
Minimum610 mm(24 in)
Minimum 1525 mm (60 in)
Proposed face of wall
305mm 610mm 305mm (12in) (24in) (12in)
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ensure the minimum embedment is maintained. The height of each step is 305mm (12 in) – the height of one course. The 36mm (1.5 in) offset must be accounted for at each step. Refer to “Stack Units” for an illustration of stepping the base.
place filter clothLay the approved filter fabric (geotextile) along the bottom of the rear 305mm [12 in]) of the excavation and extend up the exposed cut face to the proposed wall height. Leave adequate material at the top to fold back towards the wall (completely containing the reinforced fill material). Stake the filter cloth against the slope during construction.
place the drainVarious options for drain placement may exist, depending on how the pipe is to be outlet (refer to Drainage). The drain may be outlet through the wall face or connected to a drainage outlet (storm drain). The drainage system is extremely important and outlets must be planned prior to construction.
In the case of connecting to a drainage outlet, the drain should be placed at the lowest possible elevation and sloped at a min-imum of 2%. At the rear of the base, allow the granular materi-al to slope down on the sides towards the drain trench. In the 305mm (12 in) area behind the base, place the approved drain tile (perforated drain with non-woven geotextile sock) on top of the filter cloth and minimal granular coverage.
place the first coursePosition a level string to mark location of first course (should be 915mm [36 in] from the front edge of the granular base). Place
the first course of DuraHold units side-by-side (touching) on the granular base.
Ensure units are level front to back and left to right. Extra care should be taken at this stage as it is critical for accurate alignment.
stack unitsSweep the top of the underlying course. Place the next course so that the end of each unit aligns with the middle of the unit below (as shown on the following page), thus creating the re-quired running bond pattern. Continue stacking courses up to the elevation of the first layer of geogrid or to a maximum of four courses (915mm [36 in]) before backfilling.
reinforced fillBegin by placing reinforced fill behind the wall. The reinforced fill is placed in maximum 150mm–200mm (6 in–8 in) lift thickness and compacted to a minimum of 95% SPD. The compaction must be checked by the GRE at regular intervals.
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Continue backfilling up to the elevation of the first layer of geogrid reinforcement. Caution must be taken to ensure the allowable lift thickness is not exceeded and/or heavy compac-tion equipment is not operated within 1m of the back of the wall (only hand-operated plate compactor). Overcompaction behind the wall facing will result in an outward rotation of the units and poor vertical alignment.
install geogrid reinforcementEnsure the geogrid reinforcement specified in the design match-es the product on site (no substitutes are acceptable without consent of the design engineer). Cut the geogrid from the roll to the specified length, ensuring the geogrid is being cut perpen-dicular to the direction of primary strength.
Ensuring the DuraHold units are free of debris, lay the geogrid on top of the units to within 25mm (1 in) of the face. Place the next course of DuraHold units (as described above) to se-cure the geogrid in place. Pull the geogrid reinforcement taut across the reinforced fill material to its full length and stake in place to maintain tension. The reinforced fill material should be level with the back of the DuraHold unit, allowing the geogrid to be laid out horizontally.
place fill over geogrid reinforcementPlace next lift of fill material on top of the geogrid reinforcement, placing the loose material at the front of the wall, and raking it back, away from the face (this method maintains tension in the geogrid during filling). Continue stacking units and filling until the next layer of geogrid reinforcement is reached. Continue placing the DuraHold units, filling, and laying the geogrid reinforcement as described above until the desired wall height is reached.
encapsulate and finish gradingFold the excess filter fabric over the top of the fill (reinforced zone) and extend up the back face of the coping unit. Ideally, place an impervious layer of soil on top of the filter fabric and compact, providing for the required grading and/or swales. For other treat-ments such as pavers, concrete, or asphalt, care must be taken to ensure that heavy compaction/paving equipment remains a minimum of 1.0m from the back of the coping unit. Slope the surface above and below the wall to ensure water will flow away from and not accumulate near the wall units.
Correct
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alternate reinforced fill materials
In the geogrid installation, we recommend using well-graded, free-draining (maximum 8% fines) granular fill material for the reinforced zone. This type of high quality material has several important benefits:
benefits of imported granular (free-draining) material
reinforcement.
use of other approved materialsOther approved materials may be utilized for fill, subject to min-imum recommended parameters. We recommend that alterna-tive fill materials be limited to:
≤ 20)-
ate frost heave potential that is approved by the GRE as ad-equate for structural fill
construction of required drainage layer when using non–free-draining materialsAs these materials are not considered to be free-draining, a min-imum 300mm (12 in) thick, 19mm (¾ in) clear stone drainage layer must be placed immediately behind the wall with design-specified filter cloth to separate it from the reinforced soil. At the geogrid layer elevations, the filter cloth must be cut and have minimum 150mm (6 in) overlap as shown in the drawing.
The reinforced soil must be placed at maximum 200mm (8in) lift thickness and compacted to 95% SPD or as specified in the de-sign. At subsequent geogrid layers, the drainage layer must be completely encapsulated as described above. As this is a critic-al component of the wall construction, care must be taken to ensure the drainage material is protected from contamination.
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installation
vertical walls
There are several key factors that should be considered when constructing a successful vertical wall.
Earth Pressure, it is very possible that a vertical wall could ro-tate forward past vertical, either during or after construction. To help accommodate this rotation, it is recommended that the base be constructed with a 2% negative slope from front to back (as shown).
walls. Any settlement in these types of walls could result in an over-vertical batter. Extra care must be taken to ensure the foundation bearing capacity is more than adequate, and that any anticipated settlement is taken into account.
cause the SRW units to rotate forward beyond vertical. It is important to keep the compaction lifts of the fill materials to a minimum (150–200mm [6–8in]). Heavy equipment must be kept a minimum of 1m (3ft) from the back of the SRW units.
It is generally recommended that battered walls be constructed wherever possible. However, with proper preparation and care, vertical walls can be constructed successfully.
Details
outside corners. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
inside corners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31
curves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37
fences . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39
obstructions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41
internal drainage. . . . . . . . . . . . . . . . . . . . . . . . . . . . 42
external drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . 44
steps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46
terraces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48
finishing details. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49
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details
outside corners
90° outside corners
Single-Depth ConstructionPlace standard units on base course leading to the corner. Place corner unit (left corner shown) so both rough faces will be exposed in the final construction.
Continue placing standard units on adjacent wall, abutting the back side of the corner unit.
For a strong, tight corner, apply a concrete adhesive to the area where the corner units will overlap. Place alternate corner unit (right corner shown) to interlock corner.
Place standard units to complete the course.
Repeat until desired wall height is achieved.
Mitre cut coping and place units as shown.
Reinforced ConstructionFor reinforced applications, it is better to place the layers of re-inforcement on different courses, on either side of the corner, so the layers of reinforcement do not lie directly on top of each other. If the reinforcement must be placed on the same course on both sides of the corner, a minimum of 75mm (3 in) of re-inforced fill must be placed and compacted between the lay-ers of reinforcement. Also, never overlap the reinforcement in the joint between stacked SRW courses and ensure the lead-ing edge of the reinforcement is placed within 25mm (1 in) of the face of the SRW units.
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ails
Crib ConstructionNOTE: Once the recommended single crib height is achieved (refer to site-specific design), the remaining courses can be in-stalled with standard single depth DuraHold units.
Place units on base course leading to the corner. Continue pla-cing base course units on adjacent wall, as shown.
Commence second course by placing alternate corner unit to interlock corner. Place standard units and deadman units lead-ing up to corner. NOTE -ner may have to be adjusted slightly to allow for placement of deadman on adjacent wall. Continue placing standard units and deadman units on adjacent wall to complete course.
Alternate base course and second course construction tech-niques until desired wall height is achieved.
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odd-angled outside corners
Single-Depth ConstructionPlace standard units on base course leading to the corner. Place modified corner unit (left corner shown) so both rough faces will be exposed in the final construction.
Continue placing standard units on adjacent wall, abutting the cut side of the modified corner unit.
For a strong, tight corner, apply a concrete adhesive to the area where the corner units will overlap. Place alternate modified cor-ner unit (right corner shown) to interlock corner.
Place standard units to complete the course.
Repeat until desired wall height is achieved.
Mitre cut coping and place units as shown.
Reinforced ConstructionFor reinforced applications, it is better to place the layers of re-inforcement on different courses, on either side of the corner, so that the layers do not lie directly on top of each other. If the
reinforcement must be placed on the same course on both sides of the corner, a minimum of 75mm (3 in) of reinforced fill must be placed and compacted between the layers of re-inforcement. Also, never overlap the reinforcement in the joint between stacked SRW courses and ensure the leading edge of the reinforcement is placed within 25mm (1 in) of the face of the SRW units.
Crib ConstructionPlace units on base course leading to the corner. Continue pla-cing base course units on adjacent wall as shown.
Noteshould commence adjacent wall, and half-tapered units may have to be substituted for deadmen on either side of corner –
-
Commence second course by placing alternate corner unit to interlock corner. Place standard units and deadman units lead-ing up to corner. [Note: Deadman unit located closest to cor-ner may have to be adjusted slightly to allow for placement of deadman on adjacent wall. Continue placing standard units and deadman units on adjacent wall to complete course.]
Alternate base course and second course construction tech-niques until desired wall height is achieved.
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Making Modified Corner UnitsTo construct corners for any angle, other than those created using the manufactured corner units, you will need to make modified corner units as follows.
The tools you need to modify a unit include: tape measure, fram-ing square, chalk, concrete saw, chisel and hammer.
Identify the necessary unit measurements from the table based on the angle of the corner. Decide if you are going to make a left or right modified corner unit. Select a unit identified in the
“Unit to Modify” column of the table. If you are using a 90° cor-ner unit to start with, make sure you select the left or right cor-ner unit that corresponds to the corner unit you are making. Use the appropriate diagram when measuring for your cut and face cut lines.
Measure the distances specified, on the front and back of the unit, and mark the SRW unit.
On one arm of the framing square, mark the specified cut length. On the other arm mark the specified face cut length.
Align the marks on the framing square with the marks on the SRW unit. Trace the edge on the framing square to mark the unit. For outside corners, make sure the cut dimension is to the back of the SRW unit.
Saw cut the unit along the cut and face cut lines to create a smooth square edge that will neatly abut the side of a stan-dard unit.
It will also be necessary to remove a portion of the key to allow the SRW unit from the next course to stack properly.
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Outside Corner – Metric Dimensions
Angle[degrees]
Front[mm]
Back[mm]
Face Cut[mm]
Cut[mm]
Unit tomodify
5 942 915 27 610 Standard10 968 915 53 610 Standard15 995 915 80 610 Standard20 1023 915 108 610 Standard25 1050 915 135 610 Standard30 1078 915 163 610 Standard35 1107 915 192 610 Standard40 1137 915 222 610 Standard45 Use manufactured 45° corner unit50 1199 915 284 610 90° corner55 1233 915 318 610 90° corner60 1267 915 352 610 90° corner65 1304 915 389 610 90° corner70 1342 915 427 610 90° corner75 1383 915 468 610 90° corner80 1427 915 512 610 90° corner85 1474 915 559 610 90° corner90 Use manufactured 90° corner unit
91 – 180 Not Recommended
Outside Corner – Imperial Dimensions
Angle[degrees]
Front[inches]
Back[inches]
Face Cut[inches]
Cut[inches]
Unit tomodify
5 37 1⁄8 36 1 24 Standard10 38 1⁄8 36 2 1⁄8 24 Standard15 39 1⁄8 36 3 1⁄8 24 Standard20 40 ¼ 36 4 ¼ 24 Standard25 41 3⁄8 36 5 3⁄8 24 Standard30 42 ½ 36 6 3⁄8 24 Standard35 43 5⁄8 36 7 5⁄8 24 Standard40 44 ¾ 36 8 ¾ 24 Standard45 Use manufactured 45° corner unit50 47 ¼ 36 11 ¼ 24 90° corner55 48 ½ 36 12 ½ 24 90° corner60 49 7⁄8 36 13 7⁄8 24 90° corner65 51 3⁄8 36 15 ¼ 24 90° corner70 52 7⁄8 36 16 7⁄8 24 90° corner75 54 ½ 36 18 3⁄8 24 90° corner80 56 1⁄8 36 20 1⁄8 24 90° corner85 58 36 22 24 90° corner90 Use manufactured 90° corner unit
91 – 180 Not Recommended
Outside Left Unit
Outside Right Unit
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inside corners
90° inside corners
Single-Depth ConstructionPlace standard units on base course leading to the corner. Place 90° corner unit (left corner shown) so what remains of the origin-al split face will be exposed in the final construction.
Continue placing standard units on adjacent wall, abutting the front side of the corner unit. It may be necessary to remove bumps from the face of the corner unit to achieve a tight fit.
For a strong, tight corner, apply a concrete adhesive to the area where the corner units will overlap. Place alternate corner unit (right corner shown) to interlock corner.
Place standard units to complete the course.
Repeat until desired wall height is achieved.
Mitre cut coping units and place as shown.
Reinforced ConstructionFor reinforced applications, the sheet of reinforcement must be extended a distance of ¼ of the wall height past the back of the wall on the other side of the corner. Alternate the side on which the reinforcement is extended for successive layers of re-inforcement. Also, never overlap the reinforcement in the joint between stacked SRW courses and ensure the leading edge of the reinforcement is placed within 25mm (1 in) of the face of the SRW units.
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Crib ConstructionPlace units on base course leading to the corner. Continue pla-cing base course units on adjacent wall, ensuring adjacent wall starts with tieback unit as shown.
Commence second course by placing alternate corner unit to interlock corner. Place standard units and deadman units lead-ing up to corner. Continue placing standard units and deadman units on adjacent wall to complete course.
Alternate base course and second course construction tech-niques until desired wall height is achieved.
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Making Modified Corner UnitsTo construct corners for any angle, other than those created using the manufactured corner units, you will need to make modified corner units as follows.
The tools you need to modify a unit include: tape measure, fram-ing square, chalk, concrete saw, chisel and hammer.
Identify the necessary unit measurements from the table based on the angle of the corner. Decide if you are going to make a left or right modified corner unit. Use the appropriate diagram when measuring for your cut and face cut lines.
Measure the distances specified, on the front and back of the unit, and mark the SRW unit.
On one arm of the framing square mark the specified cut length. On the other arm mark the specified face cut length.
Align the marks on the framing square with the marks on the SRW unit. Trace the edge on the framing square to mark the unit. For inside corners, make sure the cut dimension is toward the front of the SRW unit.
Saw cut the unit along the cut and face cut lines to create a smooth square edge that will neatly abut the side of a standard unit. For inside corners, it is not necessary to cut the back piece off since it will be buried behind the wall.
It will also be necessary to remove a portion of the key to allow the SRW unit from the next course to stack properly.
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Inside Left Unit
Inside Right Unit
inside Corner – Metric Dimensions
Angle[degrees]
Front[mm]
Back[mm]
Back Cut*1 [mm]
Cut[mm]
Unit tomodify
5 915 942 27 610 Standard10 915 968 53 610 Standard15 915 995 80 610 Standard20 915 1023 108 610 Standard25 915 1050 135 610 Standard30 915 1078 163 610 Standard35 915 1107 192 610 Standard40 915 1137 222 610 Standard45 Use manufactured 45° corner unit50 915 1199 284 610 Standard55 915 1233 318 610 Standard60 915 1267 352 610 Standard65 915 1304 389 610 Standard70 915 1342 427 610 Standard75 915 1383 468 610 Standard80 915 1427 512 610 Standard85 915 1474 559 610 Standard90 Use manufactured 90° corner unit
91 – 180 Not Recommended
Inside Corner – Imperial Dimensions
Angle[degrees]
Front[inches]
Back[inches]
Back Cut*1 [inches]
Cut[inches]
Unit tomodify
5 36 37 1⁄8 1 24 Standard10 36 38 1⁄8 2 1⁄8 24 Standard15 36 39 1⁄8 3 1⁄8 24 Standard20 36 40 ¼ 4 ¼ 24 Standard25 36 41 3⁄8 5 3⁄8 24 Standard30 36 42 ½ 6 3⁄8 24 Standard35 36 43 5⁄8 7 5⁄8 24 Standard40 36 44 ¾ 8 ¾ 24 Standard45 Use manufactured 45° corner unit50 36 47 ¼ 11 ¼ 24 Standard55 36 48 ½ 12 ½ 24 Standard60 36 49 7⁄8 13 7⁄8 24 Standard65 36 51 3⁄8 15 ¼ 24 Standard70 36 52 7⁄8 16 7⁄8 24 Standard75 36 54 ½ 18 3⁄8 24 Standard80 36 56 1⁄8 20 1⁄8 24 Standard85 36 58 22 24 Standard90 Use manufactured 90° corner unit
91 – 180 Not Recommended
Notes1 It is not necessary to cut the back piece for inside corners since the piece will not be seen
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curves
convex curveThe DuraHold system is able to create a 20m (66ft) radius with the tapered units on a convex curve; however, in preparation for the bottom course, remember that the radius will decrease by 38mm (1.5 in) every course. Therefore, the smallest curve will re-sult on the uppermost course. Adjustment to half tapered units may be necessary should vertical joints on successive cours-es start to line up.
Once the radius to be used is decided upon and the necessary curve for the base course is calculated, the base can be roughly outlined with spray paint. Upon completion of the base, the start-ing and ending points of the curve can be staked. The curve should be marked with paint to ensure the proper radius is established. If the base course is installed with too tight a radius, the upper cours-es may have to be cut to fit.
Place additional courses, remembering that the radius decreases by 38mm (1.5 in) every course until desired height is achieved.
Geogrid layers should be placed within 25mm (1 in) of the front face of the unit. The geogrid will overlap and should have 75mm (3 in) of compacted soil between layers. Geogrid should be placed on the units so the geogrid does not overlap until it en-ters the soil zone.
Repeat until desired wall height is achieved and place coping units as shown. DuraHold coping units must be saw-cut in or-der to create a curve. NOTE : Some manufacturers produce a half coping unit that may be used or altered to create a curve.
concave curveFor concave curves, the DuraHold standard units can create a minimum 20m (66ft) radius. The smallest radius will occur on the bottom course. Each additional course will result in a 38mm (1.5 in) increase in the radius. Adjustment to half tapered units may be necessary should vertical joints on successive cours-es start to line up.
Once the radius to be used is decided upon and the neces-sary curve for the base course is calculated, the base can be roughly outlined with spray paint. Upon completion of the base, the starting and ending points of the curve can be staked. The curve should be marked with paint to ensure the proper radius is established.
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Place additional courses, remembering that the radius increases by 38mm (1.5 in) every course until desired height is achieved.
Geogrid layers should be placed within 25mm (1 in) of the front face of the wall. It will be necessary to have gaps between ad-jacent sections of geogrid. At alternating geogrid elevations the geogrid sections should be positioned so they overlap the gaps in the geogrid on the layers below.
Repeat until desired wall height is achieved and place coping units as shown. DuraHold coping units must be saw-cut in or-der to create a curve. [NOTE: Some manufacturers produce a half coping unit that may be used or altered to create a curve.]
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fences
fold the geogrid flat against vertical side of the concrete form and then around the back, maintaining the edge of the geogrid along the centerline of the concrete form. Lay the geogrid flat behind the concrete form and pull taut. Secure the geogrid at the rear (with stakes) and continue placing fill.
Repeat the previous step for each layer of geogrid encountered by the concrete form. Secure the coping unit and fold filter cloth back over drainage material. Cut filter cloth at centerline of con-crete form to allow the concrete form through (similarly to method used to allow concrete form to penetrate geogrid layer), ensuring complete coverage of reinforced material. Cover concrete forms prior to concrete pour to prevent debris from entering.
Pour concrete in foundations in accordance with fence design (reinforcing steel and/or dowels may be required). Install fence and finish grading.
wood fencesWood fences/acoustical fences may be constructed behind a DuraHold wall. These types of fences can pick up significant wind loads. The retaining wall must be designed to account for this additional loading and the fence typically can not be se-cured to the DuraHold retaining wall. Concrete forms, placed behind the wall, should be utilized to found the handrail/fence into the reinforced soil zone.
Loads created by pedestrians and/or wind on the fences must be incorporated into the geogrid design. As the concrete form depth increases, the additional lateral force generated in each geogrid is reduced. Wood/vinyl fences (solid) that take a wind load produce extremely high loads. Generally, foundations for these types of structures should extend more than the height of the fence into the reinforced soil, and the geogrid layout designed accordingly. Geogrid length to be determined by Designer.
Construct the geogrid reinforced DuraHold SRW up to the ele-vation corresponding to the underside of the fence foundation.
Identify the proposed location of the solid fence foundations. Take into account the batter (setback) of the wall (25mm [1 in] per course) and the required offset at the top (It is preferable to leave a 300mm [12 in] buffer zone between the outside of the concrete form and the back of the wall. If this is not possible, ex-pansion joint material must be placed between the back of the coping unit and concrete concrete form). Place the concrete form and fill around it to hold it in place. Continue stacking units, backfilling and compacting to 95% SPD until the next geogrid layer is reached.
Cut the geogrid perpendicular to the wall along the centerline of the concrete form, creating two geogrid panels – one on each side of the concrete form. Lay the geogrid flat in front of the concrete form. Secure the geogrid in place at the wall with the next course of units. At the intersection with the concrete form,
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pedestrian handrail /chainlink fenceChainlink fences and pedestrian handrails (not wind bearing) may be attached directly to the DuraHold wall. In order to re-sist the required loads, the post (maximum diameter 100mm [4 in]) must be core-drilled a minimum of 450mm (18 in), and be secured with non-expansive grout. (Non-shrink grout: follow manufacturer’s recommended installation procedures. Use of expansive grout will cause failure of the units.) The holes are to be drilled a minimum of 250mm (10 in) from the front face of the wall with a maximum post separation of 2430mm (96 in).
guardrailsFor areas adjacent to roadways and parking lots, flexible steel beam guardrails may be placed behind a geogrid reinforced DuraHold SRW in accordance with the applicable governing standards. Additional “crash” loads must be accounted for in the design. Accepted procedures usually require the guardrail posts to be offset a minimum of 1m (3 ft) from the back of the wall, extending a minimum of 1.5m (5 ft) into the reinforced zone. We recommend that the posts be placed as the wall is con-structed (refer to handrail construction) and compaction sur-rounding the posts be carefully monitored to ensure optimum confinement.
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obstructions
treesWhen planting trees or shrubs behind DuraHold walls, a few steps must be taken to ensure the stability of the wall. The root ball should only impact the top two layers of the geogrid re-inforcement. The geogrid should be cut perpendicular to the wall along the centerline of the root ball, placed flat and at the intersection with the root ball folded up the sides around to the back, maintaining the edge of the geogrid along the centerline of the root ball. Small trees (max. 0.915m [3 ft]) may be placed a minimum of a 1.5m (5 ft) from the face of the wall. Larger trees (max. 1.8m [6 ft]) are to be placed a minimum of 3m (10 ft) from the face of the wall. These distances are required to avoid root growth into the DuraHold units and to reduce the wind loading effects caused by the trees. If multiple trees are to be planted, a qualified Engineer should be contacted to assess the im-pact of the geogrid cuts. A root barrier may also be required to avoid root growth towards the DuraHold wall and drainage lay-er structures.
catch basinTake the following steps when a catch basin is interfering with the placement of the geogrid reinforcement as specified by the site design. Select an appropriately sized steel pipe with a length of at least twice the width of the catch basin. This pipe will be used to tie back the section of wall adjacent to the catch basin. Start by constructing the wall up to the elevation of the first lay-er of geogrid.
Area Adjacent to Catch Basin:1. Cut a layer of geogrid to a length equal to twice the depth from
the front face of the wall to the catch basin plus 200mm (8 in). 2. Lay the geogrid on the specified course and secure it by pla-
cing the next course. 3. Pull the geogrid back towards the catch basin. Lay the steel
pipe on top of the geogrid and pull the remaining length of geogrid up away from the pipe.
4. Fill to the top of this course and pull the remaining geogrid back over the reinforced zone towards the wall. Lay the geogrid flat on top of the most recently placed course and secure in place with next course.
Area on Either Side of Catch Basin:Instead of tying the facing to the pipe, tie the pipe back into the reinforced zone as described above, ensuring a minimum of 150mm (6 in) of compacted fill material between the top and bottom layer of geogrid.
structuresRetaining walls constructed near structures must be placed outside the zone of influence of the footing as required by the Geotechnical Engineer (typically a 7V:10H influence line). If there is a space limitation, it may be necessary to underpin the foun-dation of the structure.
Catch basin
Wall31
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Proper drainage of a segmental retaining wall is one of the most critical aspects of design and construction. Unless otherwise stated, the design assumes that no hydrostatic pressures exist behind the wall. To ensure this condition is met, water flow from all directions and sources must be accounted for in the design through proper grading and drainage measures, diverting water away from the wall whenever possible.
The following table is provided to address general concepts of drainage. Refer to the NCMA Drainage Manual for an in-depth discussion of and recommendations for drainage.
internal drainage
internal drainage
We have created this chart to explain and illustrate the four different internal drainage possibilities.
Depending on anticipated groundwater elevations, blan-ket and chimney drains may also be required. Refer to the NCMA Drainage Manual for further information.
Non-Well–Draining Reinforced Zone
If the fill material being used to construct the reinforced zone is not considered to be well draining (>8% fines), a drainage layer is required immediately behind the face of the wall. The drainage material must be a minimum of 300mm (12 in) thick, composed of a gap-graded, free-draining, angular clear stone (19mm [¾ in]). An approved filter cloth must be placed between the drainage layer and the fill material to prevent the migration of fines and con-tamination of the drainage material. At each geogrid layer, the filter cloth must be pulled back into the reinforced zone a minimum of 150mm (6 in) and cut. The drainage layer must be fully encapsulated with a 150mm (6 in) overlap at each geogrid elevation as shown.
Well-Draining Reinforced Zone
As the construction of a separate drainage layer immedi-ately behind the facing units can be cumbersome and reduce efficiency, a popular option is to use a free-drain-ing, granular material for the reinforced zone. It is recom-mended that this material be well-graded, with less than 8% fines. An approved filter cloth should be placed be-tween the reinforced zone and retained and foundation soil to prevent the migration of fines. The use of an imported granular material in the reinforced zone has many other advantages besides its good drainage properties (see Specifications – Soils).
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Outlet to Catch basin / Drain Outlet Through Face
If the drain is being connected to a catch basin or other drain-age outlet, it should be located at the lowest elevation pos-sible. Placing the drain at the founding elevation ensures better drainage of the base and subsoils. A minimum 2% slope is recommended.
Outlet locations must be planned in advance by the Civil Engineer as part of the overall drainage plan for the site.
If the drain is being outlet through the face of the wall, it is recom-mended that an approved, less pervious engineered fill material be compacted under the drain up to the grade in front of the wall. This measure collects water percolating through the reinforced zone and directs it to the drain, rather than allowing the base to become saturated. The outlet pipe should be a non-perforated PVC (connected through a T-joint) placed a minimum of 15.0m (45 ft) on centre (or as required by the design). The DuraHold unit may be cut and shifted over as required to allow the pipe to be outlet. It is recommended that the area around the pipe be grout-ed to prevent the washout of fine soil particles. A concrete splash pad at the outlet pipe locations is recommended if large water flows are anticipated.
T-Joint
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external drainage
blanket / chimney drainsWhere high groundwater flows are anticipated, the use of blan-ket drains (drainage layer extended horizontally along the base of the wall) or chimney drains (drainage layer extended up the back of the reinforced zone to intercept groundwater flows) pre-vent infiltration in the DuraHold structure. A drainage composite material can be very effective when used to construct a chim-ney drain.
water applicationsDuraHold geogrid reinforced and crib segmental retaining walls may be used in water applications such as lake/river shorelines and detention ponds. A number of additional issues must be considered when designing and constructing in this type of ap-plication, such as erosion of the base/foundation, wave effects, perched water conditions, and ice effects.
The DuraHold wall analysis must incorporate the effects of buoyant unit weights, rapid draw-down conditions, etc. when determining geogrid length, type, and placement. The required wall embedment normally increases as the potential for erosion becomes a factor. A minimum 600mm (2.0 ft) embedment is standard practice. As well, rip-rap or other forms of erosion pro-tection at the bottom of the wall may be required.
The footing may be concrete or standard granular wrapped in a woven geotextile to prevent washout. If the potential for rapid draw-down (water level falling quicker in front of the wall than the reinforced fill material will allow) exists, the reinforced fill material must be chosen to reduce the effects. It is recommended that a clear-stone drainage layer be used in conjunction with a well-graded, free-draining, granular reinforced zone. The filter cloth used between the drainage layer and reinforced zone should be selected taking into account the filtration characteristics of the two types of granular materials.
swalesSurface water run-off should be diverted away from the retaining wall to help prevent the build up of hydrostatic pressures behind the wall. This can be achieved by providing a swale with a min-imum gradient along the length of the wall of 2%.
Clay SwaleA 100mm (4 in) top soil layer may be underlined with a 100mm (4 in) low permeability clay soil to divert the surface runoff. The top soil layer is to support the growth of vegetation that provides erosion protection for both the top soil and clay layers. The slope directly away from the wall helps to ensure that water is not given a direct route into the drainage material if settlement occurs. A filter fabric should be placed between the clay layer and fill ma-terial to prevent the migration of fines.
Concrete SwaleA 100mm (4 in) concrete or asphalt swale may be used to divert surface runoff. A 25mm (1 in) expansion joint should be placed between the concrete and the back of the retaining wall. Heavy paving equipment should be kept a minimum of 1m (3ft) away from the wall to prevent movement of the top courses.
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The placement of drains is based on the anticipated normal and high water levels. An outlet through the wall face should be placed above the normal and high water levels at maximum 15m (45 ft) on centre. If the groundwater level is expected to fall below the foundation elevation, an additional drain should be added at this level. As well, a chimney or blanket drain may be required depending on conditions.
If ice or wave effects are anticipated, rip-rap protection must be designed accordingly.
box culverts and headwallsThe key point in building this type of wall is to structurally sep-arate the DuraHold wall from the concrete headwall. Essentially, the DuraHold wall must be constructed as three separate struc-tures, allowing any potential differential settlement to occur with-out distress in the face. The walls must be abutted tightly with a 25mm (1 in) expansion joint separating them and the headwall.
These pictures show the bottom of DuraHold units resting on top of the headwall. However, this may not actually happen on site. A layer of mortar may have to be used to raise the elevation of the headwall to ensure that the courses line up on the adja-cent sections of wall.
round culvert through wallA culvert may be outlet through the face of the wall, provid-ing the pipe has been designed to withstand the load of the wall above it and no excessive settlement is anticipated which may alter the alignment of the pipe. Once these issues have been addressed, the DuraHold units can be cut to fit on site. A 25mm asphalt-impregnated fibre board expansion joint should be placed around the pipe to ensure a tight fit and prevent the reinforced fill from washing out. Rip-Rap is also required to pro-tect the base from washout.
As the diameter of the culvert increases it may be easier to con-struct a head wall at the end of the culvert and assemble the wall using the box culvert details.
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steps
Repeat the previous stage to finish the steps as shown in the drawing.
Core drill handrails as specified in the design.
Note: As the dimensions of a DuraHold coping unit are slightly larger than a standard step, it is recommended that SienaStone coping units be used as steps (as shown).
inset-
arated by the required step width. The side walls can be built in either battered or vertical arrangement, as specified in the design. If side walls are battered, the step width (base extended to con-stant elevation) must be adjusted to meet wider distances be-tween the side walls as each course steps back. The side walls can be constructed on a level foundation elevation as shown in the drawing or stepped up to follow the grade change created by the steps. If the side walls are stepped up, make sure a min-imum of one course of sidewall units is embedded.
Using SienaStone coping units as the steps, place the first course on the same elevation as the side walls. [Note: coping units may require modifications to fit the distance between the side walls. If the overall distance is more than 1000mm (39in), two coping units are required and a running-bond pattern must be achieved when placing upper steps.] Then, place the granular materials at the back of the first step units at the same top elevation after compaction.
Using a cement-stabalised aggregate can help to minimise fu-ture settlement issues.
Repeat the previous stage to build the steps up. The tread depth can be set from 500mm (20in) to almost any smaller dimension.
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Core drill handrails as specified in the design.protruding
constructed vertically. Use a SienaStone coping unit to achieve the first riser step. [Note: Depending on step width, coping units may need to be cut to achieve desired width of steps.] Then place the granular materials at the back of the first step units at the same top elevation after compaction.
Repeat the previous stage for the second course. Ensure the step depth is as specified in the design.
Repeat the previous stages to finish the steps as shown in the drawing. [Note: Coping units at the side walls may require modi-fications to fit the reducing length of the side walls.]
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terraces
reinforced SRWsReinforced SRWs can be designed to support upper terraces that are in close proximity to the back of the wall. Generally, the further the upper wall(s) are offset from the top of the lower wall, the less expensive the construction will be. Once a minimum off-set distance is established in the design, this must be adhered to throughout the structure.
The loads produced by terraced walls can be great. As an ex-ample, a small 0.6m (2.0ft) high wall produces a load equivalent to a heavy traffic surcharge on the lower wall. These loads may be reduced by increasing the separation between the walls or increasing the foundation depth of the upper wall. Wherever possible, the lower wall should be higher than the upper wall.
It is recommended that a qualified engineer review the terraced SRW design and site soil conditions, specifically checking the global stability of the proposed structure.
conventional SRWsIf done correctly, terracing can be an effective way to reduce loading and gain greater overall height, while still maintaining an aesthetic appearance.
Generally, a good rule of thumb is to set the distance from the back of the lower wall to the face of the upper wall to be great-er than the height of the lower wall. [NOTE: For crib structures, this distance is to be referenced from the back of the crib struc-ture (i.e. either 1830mm [72in] or 3050mm [120in]]. If there is a slope between the two walls, this separation will need to be increased.
It is recommended that a qualified engineer review the terraced SRW design and site soil conditions, specifically checking the global stability of the proposed structure.
H
2H
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finishing details
abut existing structureThe wall could be abutted to an existing structure. This would involve cutting the retaining wall units in order to maintain the running-bond pattern. An expansion joint (25mm [1in] asphalt-impregnated fibreboard) should be placed between the retain-ing wall and the structure. This will allow the wall to move slightly while still containing the granular material. Note that if the existing structure’s footing extends under the retaining wall for a short distance, this could lead to differential settlement and in turn, cracking of the SRW units or separation between the units.
Typically it is inadvisable to end any retaining wall abruptly. If proper care is not taken at the ends of the wall, the fill material may be eroded, leading to undesirable settlement and possible failure. There are several ways to finish off the end of a retain-ing wall:
90º return end
the slope that is being retained, thereby containing the granular material behind the wall.
stepped down endThe wall could be extended and stepped down to a reasonable height to allow the ground to be graded around the wall end.
Since 1974, innovation has been a way of life for Risi Stone Systems. Today, Risi Stone Systems’ retaining walls are the products of choice for landscape, construction and municipal projects internationally.
The patented components, developed by Risi Stone Systems, have been licensed to concrete producers in major markets throughout the world. These producers employ the latest computer and robotic technology in the production of the finest modular concrete retaining wall system.
For more information on the right product for your project,visit our website
www.risistone.comor contact us at 1.800.626.WALL • [email protected]
Manufactured under licence from The proprietary products and designs described herein are covered under one or more of the following: US Pat. 4,815,897 • US Pat. 4,490,075 US Pat. 5,622,456 • US Pat. 5,064,313 • US Pat. D 403,437 • US Pat. D 403,785 • US Pat. D 370,272 • Cdn. Pat. 1,182,295 • Cdn. Pat. 1,204,296Cdn. Pat. 2,145,344 • Cdn. Pat. 2,017,578 • Ind. Des. 83,773 • Ind. Des. 78,184. Other domestic and foreign patents and designs are pending.
