1 2 3 4 us&r shoring operations guide table of …...us&r shoring operations guide table of...
TRANSCRIPT
US&
R S
HO
RIN
G O
PER
ATIO
NS
GU
IDE
TAB
LE O
F C
ON
TEN
TS
The
follo
win
g Se
ctio
ns a
re c
onta
ined
in th
is S
OG
. Eac
h Se
ctio
n ha
s an
Out
line
that
giv
es th
e or
der i
n w
hich
sub
ject
s ar
e pr
esen
ted
NO
. C
ONT
ENTS
of S
ECTI
ON
1H
azar
d I.D
. and
Fai
lure
Mod
es b
y B
uild
ing
Type
U
S&R
Fie
ld C
omm
unic
atio
n Pr
oced
ures
FE
MA
US&
R M
arki
ng S
yste
m
FEM
A U
S&R
Sho
ring
Sym
bols
D
esig
n Lo
ads
& Q
uick
Wei
ght E
stim
atin
g
2 Ve
rtic
al S
horin
g C
onst
ruct
ion,
G
raph
ics
and
Step
by
Step
Tex
t
3 La
tera
l Sho
ring
Con
stru
ctio
n,
Gra
phic
s an
d St
ep b
y St
ep T
ext
4 Sh
orin
g Fr
eque
ntly
Ask
ed Q
uest
ions
G
loss
ary
of T
erm
s U
sefu
l Eng
inee
ring
Tabl
es
2nd
Editi
on
Febr
uary
200
9
1 2 3 4
US&
R S
HO
RIN
G O
PER
ATIO
NS
GU
IDE
TAB
LE O
F C
ON
TEN
TS
The
follo
win
g Se
ctio
ns a
re c
onta
ined
in th
is S
OG
. Eac
h Se
ctio
n ha
s an
Out
line
that
giv
es th
e or
der i
n w
hich
sub
ject
s ar
e pr
esen
ted
NO
. C
ONT
ENTS
of S
ECTI
ON
1H
azar
d I.D
. and
Fai
lure
Mod
es b
y B
uild
ing
Type
U
S&R
Fie
ld C
omm
unic
atio
n Pr
oced
ures
FE
MA
US&
R M
arki
ng S
yste
m
FEM
A U
S&R
Sho
ring
Sym
bols
D
esig
n Lo
ads
& Q
uick
Wei
ght E
stim
atin
g
2 Ve
rtic
al S
horin
g C
onst
ruct
ion,
G
raph
ics
and
Step
by
Step
Tex
t
3 La
tera
l Sho
ring
Con
stru
ctio
n,
Gra
phic
s an
d St
ep b
y St
ep T
ext
4 Sh
orin
g Fr
eque
ntly
Ask
ed Q
uest
ions
G
loss
ary
of T
erm
s U
sefu
l Eng
inee
ring
Tabl
es
2nd
Editi
on
Febr
uary
200
9
1 2 3 4
US&
R SH
ORIN
GO
PERA
TION
S GU
IDE (SO
G)
DEFIN
ITION
S of ENG
INEERIN
G TER
MS
Kips or K
– 1000 pounds
Tons or T – 2000 pounds
Breaking Strength – Force reguired to cause com
plete failure of a structure, given in pounds, Kips or Tons, usually associated w
ith W
ire Rope
Ultim
ate Strength (also Ultim
ate Load & Ultim
ate Capacity) –
Force required to cause complete failure of a structure, given in
pounds or Kips
Design Load (also D
esign Strength & Design C
apacity) – Some
fraction of Ultim
ate Strength that is used to determine the Size or
Num
ber of Structural Com
ponents (posts, etc.) to support a Load at Low
Risk of C
ollapse
Working Load,Safe W
orking Load – same as D
esign Load
Design Factor, Safety Factor – U
ltimate Strength divided by
Design Load. This Factor m
ay be as high as 10 to 20 when using
Wire R
ope or Clim
bing Rope to suspend hum
ans. For most building
structures, it is narmally not less than about 3
Design Factor for W
ood Structures – due to the variation in the quality of any grade and species of w
ood it is difficult to predict the D
esign Factor for any individual shore built using the guidelines of this docum
ent. The Shoring Squad m
ust attempt to select the Posts for
straightness of grain and minim
um num
ber of knots.
The Lumber should be good quality D
ouglas Fir or Southern Pine (if not, the reductions in strength noted in Sect 4, FAQ
, should be applied). Note that pressure
treating D. Fir & So. Pine does not reduce strength.
When nailing 2x lum
ber with 16d nails one m
ust avoid splitting in order to m
aintain joint integrety.
For more D
efinitions, see Sect. 4 of this SOG
US&
R SH
ORIN
GO
PERA
TION
S GU
IDE (SO
G)
DEFIN
ITION
S of ENG
INEERIN
G TER
MS
Kips or K
– 1000 pounds
Tons or T – 2000 pounds
Breaking Strength – Force reguired to cause com
plete failure of a structure, given in pounds, Kips or Tons, usually associated w
ith W
ire Rope
Ultim
ate Strength (also Ultim
ate Load & Ultim
ate Capacity) –
Force required to cause complete failure of a structure, given in
pounds or Kips
Design Load (also D
esign Strength & Design C
apacity) – Some
fraction of Ultim
ate Strength that is used to determine the Size or
Num
ber of Structural Com
ponents (posts, etc.) to support a Load at Low
Risk of C
ollapse
Working Load,Safe W
orking Load – same as D
esign Load
Design Factor, Safety Factor – U
ltimate Strength divided by
Design Load. This Factor m
ay be as high as 10 to 20 when using
Wire R
ope or Clim
bing Rope to suspend hum
ans. For most building
structures, it is narmally not less than about 3
Design Factor for W
ood Structures – due to the variation in the quality of any grade and species of w
ood it is difficult to predict the D
esign Factor for any individual shore built using the guidelines of this docum
ent. The Shoring Squad m
ust attempt to select the Posts for
straightness of grain and minim
um num
ber of knots.
The Lumber should be good quality D
ouglas Fir or Southern Pine (if not, the reductions in strength noted in Sect 4, FAQ
, should be applied). Note that pressure
treating D. Fir & So. Pine does not reduce strength.
When nailing 2x lum
ber with 16d nails one m
ust avoid splitting in order to m
aintain joint integrety.
For more D
efinitions, see Sect. 4 of this SOG
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-1
1
INTR
OD
UC
TIO
N to
SEC
TIO
N 1
This
sec
tion
cont
ains
Doc
umen
ts th
at a
re U
sefu
l Ref
eren
ces
for t
he U
S&R
Dis
aste
r Site
, lis
ted
as fo
llow
s:
Haz
ard
I.D. &
Fai
lure
Mod
es b
y Bl
dg T
ype
Pa
ge 1
-2
US&
R F
ield
Com
mun
icat
ion
Proc
edur
es
1-16
O
n-Si
te E
mer
genc
y Si
gnal
ing
Proc
edur
es
1-18
U
S&R
Bui
ldin
g M
arki
ng S
yste
m
1-
22
FEM
A U
S&R
Sho
ring
Sym
bols
1-29
D
esig
n Lo
ads
& Q
uick
Wei
ght E
stim
atin
g 1-
30
HA
ZAR
D I.
D. a
nd F
AIL
UR
E M
OD
E SU
MM
AR
YTh
e fo
llow
ing
page
s co
ntai
n br
ief d
escr
iptio
ns a
nd g
raph
ics
of th
e m
ost c
omm
on b
uild
ing
clas
sific
atio
ns u
sed
for U
S&R
Eva
luat
ions
:
Bui
ldin
g Ty
pes
are:
W
all S
yste
ms
Fram
e Sy
stem
s
Ligh
t Fra
me,
mul
ti-st
ory
H
eavy
Flo
or, C
.I.P.
H
eavy
Wal
l, U
RM
& T
ilt-U
p H
eavy
Ste
el B
ldgs
Pr
ecas
t Bui
ldin
gs
Li
ght M
etal
Bld
gs
Page
s fo
r eac
h bl
dg ty
pe p
rese
nt th
e ch
arac
teris
tics,
typi
cal f
ailu
re
mod
es, h
azar
ds, c
heck
poi
nts
plus
haz
ard
redu
ctio
n an
d vi
ctim
ac
cess
sug
gest
ions
. R
EMEM
BER
:Bu
ildin
gs m
ay b
e va
ried,
of c
ombi
ned
type
s an
d co
mpl
icat
ed.
Mos
t im
porta
nt is
to s
epar
ate
Britt
le fr
om D
uctil
e Be
havi
or.
Judg
men
ts m
ay n
ot b
e ab
le to
be
prec
ise.
Pa
rtial
col
laps
e is
mos
t diff
icul
t to
asse
ss.
One
nee
ds to
mak
e ju
dgm
ents
bas
ed o
n w
hat t
ype
of fo
rces
ar
e ex
pect
ed a
fter i
nitia
l eve
nt (a
fters
hock
, hig
h w
inds
, etc
). Vi
ctim
Sur
viva
bilit
y is
hig
hly
depe
nden
t on
Void
For
mat
ions
an
d th
eir A
cces
sibi
lity.
O
ne s
houl
d al
way
s co
nsid
er R
isk/
Rew
ard
Rat
io.
The
viab
ility
of th
e va
rious
Miti
gatio
n C
hoic
es is
dep
ende
nt o
n th
e po
tent
ial f
or D
uctil
e Be
havi
or o
f the
dam
aged
stru
ctur
e.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-1
1
INTR
OD
UC
TIO
N to
SEC
TIO
N 1
This
sec
tion
cont
ains
Doc
umen
ts th
at a
re U
sefu
l Ref
eren
ces
for t
he U
S&R
Dis
aste
r Site
, lis
ted
as fo
llow
s:
Haz
ard
I.D. &
Fai
lure
Mod
es b
y Bl
dg T
ype
Pa
ge 1
-2
US&
R F
ield
Com
mun
icat
ion
Proc
edur
es
1-16
O
n-Si
te E
mer
genc
y Si
gnal
ing
Proc
edur
es
1-18
U
S&R
Bui
ldin
g M
arki
ng S
yste
m
1-
22
FEM
A U
S&R
Sho
ring
Sym
bols
1-29
D
esig
n Lo
ads
& Q
uick
Wei
ght E
stim
atin
g 1-
30
HA
ZAR
D I.
D. a
nd F
AIL
UR
E M
OD
E SU
MM
AR
YTh
e fo
llow
ing
page
s co
ntai
n br
ief d
escr
iptio
ns a
nd g
raph
ics
of th
e m
ost c
omm
on b
uild
ing
clas
sific
atio
ns u
sed
for U
S&R
Eva
luat
ions
:
Bui
ldin
g Ty
pes
are:
W
all S
yste
ms
Fram
e Sy
stem
s
Ligh
t Fra
me,
mul
ti-st
ory
H
eavy
Flo
or, C
.I.P.
H
eavy
Wal
l, U
RM
& T
ilt-U
p H
eavy
Ste
el B
ldgs
Pr
ecas
t Bui
ldin
gs
Li
ght M
etal
Bld
gs
Page
s fo
r eac
h bl
dg ty
pe p
rese
nt th
e ch
arac
teris
tics,
typi
cal f
ailu
re
mod
es, h
azar
ds, c
heck
poi
nts
plus
haz
ard
redu
ctio
n an
d vi
ctim
ac
cess
sug
gest
ions
. R
EMEM
BER
:Bu
ildin
gs m
ay b
e va
ried,
of c
ombi
ned
type
s an
d co
mpl
icat
ed.
Mos
t im
porta
nt is
to s
epar
ate
Britt
le fr
om D
uctil
e Be
havi
or.
Judg
men
ts m
ay n
ot b
e ab
le to
be
prec
ise.
Pa
rtial
col
laps
e is
mos
t diff
icul
t to
asse
ss.
One
nee
ds to
mak
e ju
dgm
ents
bas
ed o
n w
hat t
ype
of fo
rces
ar
e ex
pect
ed a
fter i
nitia
l eve
nt (a
fters
hock
, hig
h w
inds
, etc
). Vi
ctim
Sur
viva
bilit
y is
hig
hly
depe
nden
t on
Void
For
mat
ions
an
d th
eir A
cces
sibi
lity.
O
ne s
houl
d al
way
s co
nsid
er R
isk/
Rew
ard
Rat
io.
The
viab
ility
of th
e va
rious
Miti
gatio
n C
hoic
es is
dep
ende
nt o
n th
e po
tent
ial f
or D
uctil
e Be
havi
or o
f the
dam
aged
stru
ctur
e.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-2
MU
LTI-STOR
Y LIGHT FR
AME B
UILDIN
G - H
AZARD
S
CH
AR
AC
TERISTIC
S M
ostly wood fram
e, box type – up to 4 stories. R
esidential or Light Com
mercial.
KEY PER
FORM
AN
CE A
SPECTS
Many w
alls create redundant structures w/ductile failure
modes, dependant on sheathing type.
Presence of concrete floor fill can enhance possibility of P-delta collapse.
TYPICA
L FAILUR
E MO
DES
Failure in Wall Sheathing – R
acking of Walls.
Failure should be slow and noisy.
Soft/Weak stories can rack and collapse.
CO
MM
ON C
OM
BINA
TION
S M
any are built over R/C
parking garages.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-2
MU
LTI-STOR
Y LIGHT FR
AME B
UILDIN
G - H
AZARD
S
CH
AR
AC
TERISTIC
S M
ostly wood fram
e, box type – up to 4 stories. R
esidential or Light Com
mercial.
KEY PER
FORM
AN
CE A
SPECTS
Many w
alls create redundant structures w/ductile failure
modes, dependant on sheathing type.
Presence of concrete floor fill can enhance possibility of P-delta collapse.
TYPICA
L FAILUR
E MO
DES
Failure in Wall Sheathing – R
acking of Walls.
Failure should be slow and noisy.
Soft/Weak stories can rack and collapse.
CO
MM
ON C
OM
BINA
TION
S M
any are built over R/C
parking garages.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-3
1
MU
LTI-S
TOR
Y LI
GHT
FR
AME
BU
ILDI
NG
(con
tinue
d)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– Ex
tens
ive
conn
ectio
n fa
ilure
s.
Mem
bers
& c
ompo
nent
s ar
e lik
ely
to re
mai
n in
tact
. E.
Qua
ke –
Gen
eral
ly g
ood
perfo
rman
ce -
com
mon
failu
re
is d
uctil
e ra
ckin
g of
firs
t sto
ry. R
aked
sto
ries
are
subj
ect t
o ra
tche
ting
and
P-de
lta c
olla
pse
in A
fters
hock
s.
Expl
osio
n –
Wal
ls b
ecom
e di
scon
nect
ed fr
om fl
oors
(h
oriz
onta
l dia
phra
gms)
, lea
ding
to p
art o
r tot
al c
olla
pse.
Fi
re –
Rap
id c
ombu
stio
n an
d co
llaps
e un
less
fire
resi
stan
t. H
igh
Ener
gy Im
pact
– L
ittle
resi
stan
ce to
col
laps
e in
im
med
iate
are
a. R
emai
nder
of s
truct
ure
rem
ains
sta
ble.
W
ind
– D
amag
e is
hig
hly
depe
nden
t on
win
d sp
eed
vs.
shap
e an
d pr
oper
det
ailin
g. T
orna
dos
can
dest
roy
even
wel
l co
nstru
cted
woo
d bu
ildin
gs.
Stru
ct O
verlo
ad/D
efec
t – R
oof f
ailu
res
due
to s
now
, es
peci
ally
on
long
er s
pan
roof
s.
CH
ECK
PO
INTS
Ba
dly
crac
ked
and/
or le
anin
g w
alls
. Le
anin
g fir
st s
tory
in m
ulti-
stor
y bu
ildin
gs.
Cra
cked
, lea
ning
/loos
e ve
neer
or c
him
ney.
O
ffset
of b
uild
ing
from
foun
datio
n.
Sepa
rate
d po
rche
s, s
plit
leve
l flo
ors/
roof
. C
onne
ctio
n fa
ilure
s - n
ail p
ullo
ut/b
olt p
ull-t
hrou
gh.
HA
ZAR
D R
EDU
CTI
ON
Sh
ut o
ff ga
s an
d re
duce
oth
er fi
re h
azar
ds.
Avoi
d or
pul
l-dow
n da
mag
ed v
enee
r and
chi
mne
ys.
Plac
e ve
rtica
l and
/or l
ater
al (d
iago
nal)
shor
es.
Mon
itor c
hang
es in
rack
ed/le
anin
g st
ruct
ures
. VI
CTI
M A
CC
ESS
Verti
cal a
cces
s th
roug
h flo
or/ro
of fr
om a
bove
col
laps
ed a
rea.
H
oriz
onta
l ent
ry th
roug
h ex
istin
g ca
vitie
s, o
r thr
ough
wal
ls.
Rem
ove
or s
hore
haz
ards
nea
r vic
tims,
if re
quire
d.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-3
1
MU
LTI-S
TOR
Y LI
GHT
FR
AME
BU
ILDI
NG
(con
tinue
d)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– Ex
tens
ive
conn
ectio
n fa
ilure
s.
Mem
bers
& c
ompo
nent
s ar
e lik
ely
to re
mai
n in
tact
. E.
Qua
ke –
Gen
eral
ly g
ood
perfo
rman
ce -
com
mon
failu
re
is d
uctil
e ra
ckin
g of
firs
t sto
ry. R
aked
sto
ries
are
subj
ect t
o ra
tche
ting
and
P-de
lta c
olla
pse
in A
fters
hock
s.
Expl
osio
n –
Wal
ls b
ecom
e di
scon
nect
ed fr
om fl
oors
(h
oriz
onta
l dia
phra
gms)
, lea
ding
to p
art o
r tot
al c
olla
pse.
Fi
re –
Rap
id c
ombu
stio
n an
d co
llaps
e un
less
fire
resi
stan
t. H
igh
Ener
gy Im
pact
– L
ittle
resi
stan
ce to
col
laps
e in
im
med
iate
are
a. R
emai
nder
of s
truct
ure
rem
ains
sta
ble.
W
ind
– D
amag
e is
hig
hly
depe
nden
t on
win
d sp
eed
vs.
shap
e an
d pr
oper
det
ailin
g. T
orna
dos
can
dest
roy
even
wel
l co
nstru
cted
woo
d bu
ildin
gs.
Stru
ct O
verlo
ad/D
efec
t – R
oof f
ailu
res
due
to s
now
, es
peci
ally
on
long
er s
pan
roof
s.
CH
ECK
PO
INTS
Ba
dly
crac
ked
and/
or le
anin
g w
alls
. Le
anin
g fir
st s
tory
in m
ulti-
stor
y bu
ildin
gs.
Cra
cked
, lea
ning
/loos
e ve
neer
or c
him
ney.
O
ffset
of b
uild
ing
from
foun
datio
n.
Sepa
rate
d po
rche
s, s
plit
leve
l flo
ors/
roof
. C
onne
ctio
n fa
ilure
s - n
ail p
ullo
ut/b
olt p
ull-t
hrou
gh.
HA
ZAR
D R
EDU
CTI
ON
Sh
ut o
ff ga
s an
d re
duce
oth
er fi
re h
azar
ds.
Avoi
d or
pul
l-dow
n da
mag
ed v
enee
r and
chi
mne
ys.
Plac
e ve
rtica
l and
/or l
ater
al (d
iago
nal)
shor
es.
Mon
itor c
hang
es in
rack
ed/le
anin
g st
ruct
ures
. VI
CTI
M A
CC
ESS
Verti
cal a
cces
s th
roug
h flo
or/ro
of fr
om a
bove
col
laps
ed a
rea.
H
oriz
onta
l ent
ry th
roug
h ex
istin
g ca
vitie
s, o
r thr
ough
wal
ls.
Rem
ove
or s
hore
haz
ards
nea
r vic
tims,
if re
quire
d.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-4
HEAVY W
ALL- UR
M B
UILD
ING
- HAZAR
DS
CH
AR
AC
TERISTIC
S U
RM
Ext walls, w
ood floors/roof - box type – to 8 stories. Lack of w
all strap anchors – Red Brick & C
MU
low-raise.
Residential, C
omm
ercial and Industrial occupancies. K
EY PERFO
RMA
NC
E ASPEC
TS W
alls Brittle with little resistance to unanticipated loads.
Redundant interior w
alls may prevent floor collapse.
TYPICA
L FAILUR
E MO
DES
Walls separate from
roof/floors, leading to falling walls and
collapsed roof/floors.C
racked/pealed walls create brittle falling hazards.
CO
MM
ON C
OM
BINA
TION
S H
eavy timber, light fram
e walls & floors.
Steel joist floors w/concrete fill in m
ulti-story buildings.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-4
HEAVY W
ALL- UR
M B
UILD
ING
- HAZAR
DS
CH
AR
AC
TERISTIC
S U
RM
Ext walls, w
ood floors/roof - box type – to 8 stories. Lack of w
all strap anchors – Red Brick & C
MU
low-raise.
Residential, C
omm
ercial and Industrial occupancies. K
EY PERFO
RMA
NC
E ASPEC
TS W
alls Brittle with little resistance to unanticipated loads.
Redundant interior w
alls may prevent floor collapse.
TYPICA
L FAILUR
E MO
DES
Walls separate from
roof/floors, leading to falling walls and
collapsed roof/floors.C
racked/pealed walls create brittle falling hazards.
CO
MM
ON C
OM
BINA
TION
S H
eavy timber, light fram
e walls & floors.
Steel joist floors w/concrete fill in m
ulti-story buildings.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-5
1
HEA
VY W
ALL-
UR
M B
UIL
DIN
G (
cont
inue
d)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– U
RM
wal
ls li
kely
to d
isin
tegr
ate,
an
d in
terio
r stru
ctur
e m
ay s
tand
inde
pend
ently
. E.
Qua
ke -
Poor
per
form
ance
- ou
t of p
lane
ext
wal
l fai
lure
s,
loss
of c
onne
ctio
n to
floo
rs le
adin
g to
par
tial o
r tot
al c
olla
pse.
M
any
leth
al A
fters
hock
falli
ng a
nd c
olla
pse
haza
rds.
Ex
plos
ion
– W
alls
bec
ome
disc
onne
cted
from
floo
rs
(hor
izon
tal d
iaph
ragm
s), l
eadi
ng to
par
t or t
otal
col
laps
e.
Fire
– L
oss
of ro
of/fl
oors
will
leav
e w
alls
unb
race
d.
Col
laps
ing
roof
/floo
rs c
an th
rust
wal
ls in
or o
ut.
Hig
h En
ergy
Impa
ct –
Ext
UR
M w
alls
dis
inte
grat
e up
on
impa
ct le
avin
g le
thal
fallin
g ha
zard
s &
poss
ible
floo
r col
laps
e.
Mas
sive
mas
onry
is m
ore
resi
stan
t. W
ind
– R
oof v
ulne
rabl
e to
upl
ift, l
eadi
ng to
par
tial o
r tot
al
colla
pse
or ro
of &
wal
ls. M
assi
ve m
ason
ry is
mor
e re
sist
ant.
Stru
ct O
verlo
ad/D
efec
t – R
oof f
ailu
res
due
to p
ondi
ng a
nd
snow
. Woo
d de
cay,
bric
k di
sint
egra
tion
or re
mod
elin
g in
ol
der b
uild
ings
. C
HEC
K P
OIN
TS
Loos
e, b
roke
n pa
rape
ts a
nd o
rnam
enta
tion.
C
onne
ctio
ns b
etw
een
exte
rior w
alls
and
roof
/floo
rs.
Cra
cked
wal
l cor
ners
and
ope
ning
s, p
lus
peel
ed w
alls
. U
nsup
porte
d an
d pa
rtly
colla
psed
roof
/floo
rs.
HA
ZAR
D R
EDU
CTI
ON
Sh
ut o
ff ga
s an
d re
duce
oth
er fi
re h
azar
ds.
Dia
gona
lly s
hore
. tie
-bac
k, a
void
, rem
ove
haza
rdou
s w
alls
. Sh
ore
haza
rdou
s ro
of/fl
oor b
eam
s, e
tc.
Mon
itor c
hang
es in
rack
ed/le
anin
g st
ruct
ures
. VI
CTI
M A
CC
ESS
Verti
cal a
cces
s th
roug
h flo
or/ro
of fr
om a
bove
col
laps
ed a
rea.
H
oriz
onta
l ent
ry th
roug
h ex
istin
g ca
vitie
s an
d op
enin
gs.
Rem
ove
bric
ks b
y ha
nd, e
xcav
ator
, or c
rane
w/c
lam
shel
l. R
emov
e or
sho
re h
azar
ds n
ear v
ictim
s, if
requ
ired.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-5
1
HEA
VY W
ALL-
UR
M B
UIL
DIN
G (
cont
inue
d)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– U
RM
wal
ls li
kely
to d
isin
tegr
ate,
an
d in
terio
r stru
ctur
e m
ay s
tand
inde
pend
ently
. E.
Qua
ke -
Poor
per
form
ance
- ou
t of p
lane
ext
wal
l fai
lure
s,
loss
of c
onne
ctio
n to
floo
rs le
adin
g to
par
tial o
r tot
al c
olla
pse.
M
any
leth
al A
fters
hock
falli
ng a
nd c
olla
pse
haza
rds.
Ex
plos
ion
– W
alls
bec
ome
disc
onne
cted
from
floo
rs
(hor
izon
tal d
iaph
ragm
s), l
eadi
ng to
par
t or t
otal
col
laps
e.
Fire
– L
oss
of ro
of/fl
oors
will
leav
e w
alls
unb
race
d.
Col
laps
ing
roof
/floo
rs c
an th
rust
wal
ls in
or o
ut.
Hig
h En
ergy
Impa
ct –
Ext
UR
M w
alls
dis
inte
grat
e up
on
impa
ct le
avin
g le
thal
fallin
g ha
zard
s &
poss
ible
floo
r col
laps
e.
Mas
sive
mas
onry
is m
ore
resi
stan
t. W
ind
– R
oof v
ulne
rabl
e to
upl
ift, l
eadi
ng to
par
tial o
r tot
al
colla
pse
or ro
of &
wal
ls. M
assi
ve m
ason
ry is
mor
e re
sist
ant.
Stru
ct O
verlo
ad/D
efec
t – R
oof f
ailu
res
due
to p
ondi
ng a
nd
snow
. Woo
d de
cay,
bric
k di
sint
egra
tion
or re
mod
elin
g in
ol
der b
uild
ings
. C
HEC
K P
OIN
TS
Loos
e, b
roke
n pa
rape
ts a
nd o
rnam
enta
tion.
C
onne
ctio
ns b
etw
een
exte
rior w
alls
and
roof
/floo
rs.
Cra
cked
wal
l cor
ners
and
ope
ning
s, p
lus
peel
ed w
alls
. U
nsup
porte
d an
d pa
rtly
colla
psed
roof
/floo
rs.
HA
ZAR
D R
EDU
CTI
ON
Sh
ut o
ff ga
s an
d re
duce
oth
er fi
re h
azar
ds.
Dia
gona
lly s
hore
. tie
-bac
k, a
void
, rem
ove
haza
rdou
s w
alls
. Sh
ore
haza
rdou
s ro
of/fl
oor b
eam
s, e
tc.
Mon
itor c
hang
es in
rack
ed/le
anin
g st
ruct
ures
. VI
CTI
M A
CC
ESS
Verti
cal a
cces
s th
roug
h flo
or/ro
of fr
om a
bove
col
laps
ed a
rea.
H
oriz
onta
l ent
ry th
roug
h ex
istin
g ca
vitie
s an
d op
enin
gs.
Rem
ove
bric
ks b
y ha
nd, e
xcav
ator
, or c
rane
w/c
lam
shel
l. R
emov
e or
sho
re h
azar
ds n
ear v
ictim
s, if
requ
ired.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-6
HEAVY W
ALL- TILT-UP B
UILD
ING - H
AZARD
S
CH
AR
AC
TERISTIC
S C
onc. ext walls, w
ood floors/roof, some steel fl w
/concrete fill. Long span roof (50ft+) and floors (25ft+). Sim
ilar performance w
ith CIP conc. or reinforced C
MU
walls.
Office, C
omm
ercial & Lt Industrial occupancies – to 4 stories. K
EY PERFO
RMA
NC
E ASPEC
TS R
obust ext walls, but m
ay have weak connection to roof.
Post 1995 and retrofit building should perform better.
TYPICA
L FAILUR
E MO
DES
Walls separate from
roof/floors, leading to falling walls and
collapsed roof/floors. Long span collapse is probable.C
OM
MO
N CO
MBIN
ATIO
NS
Light frame w
alls & floors – 1.5concrete fill on floors.
Steel joist, long span floors w/concrete fill.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-6
HEAVY W
ALL- TILT-UP B
UILD
ING - H
AZARD
S
CH
AR
AC
TERISTIC
S C
onc. ext walls, w
ood floors/roof, some steel fl w
/concrete fill. Long span roof (50ft+) and floors (25ft+). Sim
ilar performance w
ith CIP conc. or reinforced C
MU
walls.
Office, C
omm
ercial & Lt Industrial occupancies – to 4 stories. K
EY PERFO
RMA
NC
E ASPEC
TS R
obust ext walls, but m
ay have weak connection to roof.
Post 1995 and retrofit building should perform better.
TYPICA
L FAILUR
E MO
DES
Walls separate from
roof/floors, leading to falling walls and
collapsed roof/floors. Long span collapse is probable.C
OM
MO
N CO
MBIN
ATIO
NS
Light frame w
alls & floors – 1.5concrete fill on floors.
Steel joist, long span floors w/concrete fill.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-7
1
HEA
VY W
ALL-
TIL
T U
P B
UIL
DIN
G (
cont
inue
d)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– O
ut-le
anin
g w
all/w
alls
cou
ld
prog
ress
to ro
of/fl
oor c
olla
pse
in b
ay a
djac
ent t
o ex
terio
r. R
emai
nder
cou
ld s
tand
inde
pend
ently
– b
ut p
oorly
bra
ced.
E.
Qua
ke –
Pre
199
5 - p
oor p
erfo
rman
ce –
out
of p
lane
ext
w
all f
ailu
res,
loss
of c
onne
ctio
n to
roof
s le
adin
g to
par
tial o
r to
tal c
olla
pse.
Let
hal A
fters
hock
falli
ng a
nd c
olla
pse
haza
rds.
Ex
plos
ion
– W
alls
bec
ome
disc
onne
cted
from
floo
rs
(hor
izon
tal d
iaph
ragm
s), l
eadi
ng to
par
t or t
otal
col
laps
e
Fire
– L
oss
of ro
of/fl
oors
will
leav
e w
alls
unb
race
d.
Col
laps
ing
roof
/floo
rs c
an th
rust
wal
ls in
or o
ut.
Hig
h En
ergy
Impa
ct –
Impa
ct o
n ex
terio
r wal
ls li
kely
to b
e lo
caliz
ed. C
ould
lead
to lo
caliz
ed ro
of/fl
oor c
olla
pse.
W
ind
– R
oof v
ulne
rabl
e to
upl
ift, l
eadi
ng to
par
tial o
r tot
al
colla
pse
or ro
of a
nd w
alls
. Pen
etra
tion
thro
ugh
larg
e do
ors
can
lead
to c
ritic
al u
plift
and
blo
w-o
ut p
ress
ures
. St
ruct
Ove
rload
/Def
ect –
Roo
f fai
lure
s du
e to
pon
ding
and
sn
ow. W
ood
deca
y in
old
er b
uild
ings
. C
HEC
K P
OIN
TS
Con
nect
ions
bet
wee
n ex
terio
r wal
ls a
nd ro
of/fl
oors
. Be
am to
bea
m a
nd o
ther
inte
rior r
oof c
onne
ctio
ns.
HA
ZAR
D R
EDU
CTI
ON
D
iago
nal o
r Rak
er s
hore
con
cret
e w
alls
. Sh
ore
haza
rdou
s ro
of/fl
oor b
eam
s, e
tc.
May
pul
l-dow
n le
anin
g w
alls
afte
r dea
ling
w/ro
of s
uppo
rt.
Mon
itor c
hang
es in
rack
ed/le
anin
g st
ruct
ures
. VI
CTI
M A
CC
ESS
Verti
cal a
cces
s th
roug
h flo
or/ro
of fr
om a
bove
col
laps
ed a
rea.
H
oriz
onta
l ent
ry th
roug
h ex
istin
g ca
vitie
s an
d op
enin
gs.
Cut
hol
es in
wal
l pan
els,
2 fe
et m
in. f
rom
join
ts.
Rem
ove
larg
e w
all p
anel
s an
d ro
of s
ectio
ns b
y cr
ane.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-7
1
HEA
VY W
ALL-
TIL
T U
P B
UIL
DIN
G (
cont
inue
d)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– O
ut-le
anin
g w
all/w
alls
cou
ld
prog
ress
to ro
of/fl
oor c
olla
pse
in b
ay a
djac
ent t
o ex
terio
r. R
emai
nder
cou
ld s
tand
inde
pend
ently
– b
ut p
oorly
bra
ced.
E.
Qua
ke –
Pre
199
5 - p
oor p
erfo
rman
ce –
out
of p
lane
ext
w
all f
ailu
res,
loss
of c
onne
ctio
n to
roof
s le
adin
g to
par
tial o
r to
tal c
olla
pse.
Let
hal A
fters
hock
falli
ng a
nd c
olla
pse
haza
rds.
Ex
plos
ion
– W
alls
bec
ome
disc
onne
cted
from
floo
rs
(hor
izon
tal d
iaph
ragm
s), l
eadi
ng to
par
t or t
otal
col
laps
e
Fire
– L
oss
of ro
of/fl
oors
will
leav
e w
alls
unb
race
d.
Col
laps
ing
roof
/floo
rs c
an th
rust
wal
ls in
or o
ut.
Hig
h En
ergy
Impa
ct –
Impa
ct o
n ex
terio
r wal
ls li
kely
to b
e lo
caliz
ed. C
ould
lead
to lo
caliz
ed ro
of/fl
oor c
olla
pse.
W
ind
– R
oof v
ulne
rabl
e to
upl
ift, l
eadi
ng to
par
tial o
r tot
al
colla
pse
or ro
of a
nd w
alls
. Pen
etra
tion
thro
ugh
larg
e do
ors
can
lead
to c
ritic
al u
plift
and
blo
w-o
ut p
ress
ures
. St
ruct
Ove
rload
/Def
ect –
Roo
f fai
lure
s du
e to
pon
ding
and
sn
ow. W
ood
deca
y in
old
er b
uild
ings
. C
HEC
K P
OIN
TS
Con
nect
ions
bet
wee
n ex
terio
r wal
ls a
nd ro
of/fl
oors
. Be
am to
bea
m a
nd o
ther
inte
rior r
oof c
onne
ctio
ns.
HA
ZAR
D R
EDU
CTI
ON
D
iago
nal o
r Rak
er s
hore
con
cret
e w
alls
. Sh
ore
haza
rdou
s ro
of/fl
oor b
eam
s, e
tc.
May
pul
l-dow
n le
anin
g w
alls
afte
r dea
ling
w/ro
of s
uppo
rt.
Mon
itor c
hang
es in
rack
ed/le
anin
g st
ruct
ures
. VI
CTI
M A
CC
ESS
Verti
cal a
cces
s th
roug
h flo
or/ro
of fr
om a
bove
col
laps
ed a
rea.
H
oriz
onta
l ent
ry th
roug
h ex
istin
g ca
vitie
s an
d op
enin
gs.
Cut
hol
es in
wal
l pan
els,
2 fe
et m
in. f
rom
join
ts.
Rem
ove
larg
e w
all p
anel
s an
d ro
of s
ectio
ns b
y cr
ane.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-8
PREC
AST BUILDIN
GS - H
AZARD
S
CH
AR
AC
TERISTIC
S Factory built lightw
eight concrete parts – up to 14 stories. System
s w/o interior concrete panels are greatest problem
. K
EY PERFO
RMA
NC
E ASPEC
TS H
ighly engineered systems, but often brittle connections.
Little capacity for unanticipated loads. R
esidence type may be highly redundant due to m
any walls.
TYPICA
L FAILUR
E MO
DES
Failure of interconnections between parts leading to partial or
total collapse, depending on redundancy.C
OM
MO
N CO
MBIN
ATIO
NS
May have C
IP floor slabs or reinforced concrete topping. U
se of Reinforced M
asonry shear walls and m
etal stud walls.
PC is used as floor panels in m
asonry & steel buildings.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-8
PREC
AST BUILDIN
GS - H
AZARD
S
CH
AR
AC
TERISTIC
S Factory built lightw
eight concrete parts – up to 14 stories. System
s w/o interior concrete panels are greatest problem
. K
EY PERFO
RMA
NC
E ASPEC
TS H
ighly engineered systems, but often brittle connections.
Little capacity for unanticipated loads. R
esidence type may be highly redundant due to m
any walls.
TYPICA
L FAILUR
E MO
DES
Failure of interconnections between parts leading to partial or
total collapse, depending on redundancy.C
OM
MO
N CO
MBIN
ATIO
NS
May have C
IP floor slabs or reinforced concrete topping. U
se of Reinforced M
asonry shear walls and m
etal stud walls.
PC is used as floor panels in m
asonry & steel buildings.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-9
1
PREC
AST
BUI
LDIN
GS
(con
tinue
d)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– Fa
iled
sing
le s
tory
col
umns
hav
e le
ad to
pro
gres
sive
col
laps
e. H
eavy
ele
men
ts v
s. b
rittle
co
nnec
tions
are
crit
ical
issu
es. M
embe
rs re
tain
stre
ngth
.
E. Q
uake
– V
ery
poor
per
form
ance
– e
xcep
t for
mul
ti-w
all
resi
denc
e bu
ildin
gs. F
aile
d co
nnec
tions
lead
to p
artia
l or t
otal
co
llaps
e. A
fters
hock
fallin
g, s
hifti
ng a
nd c
olla
pse
haza
rds.
Ex
plos
ion
– Po
or p
erfo
rman
ce d
ue to
wea
k-lin
k co
nnec
tions
le
adin
g to
par
t or t
otal
col
laps
e.
Fire
– C
ould
cau
se a
nnea
ling
of te
ndon
s an
d pr
estre
ss lo
ss.
Hig
h En
ergy
Impa
ct –
Impa
ct o
n ex
t ele
men
ts li
kely
to b
e lo
caliz
ed. B
rittle
con
nect
ions
cou
ld b
e da
mag
ed.
Win
d –
Unl
ikel
y to
be
dam
aged
by
win
d. E
xter
ior s
kin
and
curta
in w
alls
cou
ld b
e da
mag
ed/d
estro
yed.
St
ruct
Ove
rload
/Def
ect –
Fai
lure
s in
con
nect
ions
, lea
ding
to
casc
adin
g st
ruct
ure
failu
re. M
embe
rs s
houl
d re
tain
inte
grity
. C
HEC
K P
OIN
TS
Beam
/col
umn
conn
ectio
ns, b
roke
n w
elds
and
cra
cked
co
rbel
s.
Col
umn
crac
king
at t
op, b
otto
m a
nd w
all j
oint
s.
Wal
l con
nect
ions
at f
loor
s, c
olum
ns a
nd fo
unda
tion.
Ba
dly
crac
ked
wal
ls a
nd c
olum
ns p
lus
falli
ng h
azar
ds.
HA
ZAR
D R
EDU
CTI
ON
R
emov
e/av
oid
lean
ing/
hang
ing,
con
cret
e el
emen
ts.
Shor
e da
mag
ed ro
of/fl
oor b
eam
s, e
spec
ially
nex
t to
bad
colu
mns
. R
emov
e/sh
ore
unst
able
wal
l and
floo
r ele
men
ts.
Mon
itor c
hang
es in
rack
ed/le
anin
g st
ruct
ures
. VI
CTI
M A
CC
ESS
Verti
cal a
cces
s th
roug
h th
in h
oriz
onta
l sec
tions
from
abo
ve.
Hor
izon
tal e
ntry
thro
ugh
exis
ting
cavi
ties
and
open
ings
. C
ut h
oles
in w
all p
anel
s, 2
feet
min
. fro
m jo
ints
. C
aref
ully
rem
ove
larg
e w
all/f
loor
sec
tions
by
cran
e.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-9
1
PREC
AST
BUI
LDIN
GS
(con
tinue
d)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– Fa
iled
sing
le s
tory
col
umns
hav
e le
ad to
pro
gres
sive
col
laps
e. H
eavy
ele
men
ts v
s. b
rittle
co
nnec
tions
are
crit
ical
issu
es. M
embe
rs re
tain
stre
ngth
.
E. Q
uake
– V
ery
poor
per
form
ance
– e
xcep
t for
mul
ti-w
all
resi
denc
e bu
ildin
gs. F
aile
d co
nnec
tions
lead
to p
artia
l or t
otal
co
llaps
e. A
fters
hock
fallin
g, s
hifti
ng a
nd c
olla
pse
haza
rds.
Ex
plos
ion
– Po
or p
erfo
rman
ce d
ue to
wea
k-lin
k co
nnec
tions
le
adin
g to
par
t or t
otal
col
laps
e.
Fire
– C
ould
cau
se a
nnea
ling
of te
ndon
s an
d pr
estre
ss lo
ss.
Hig
h En
ergy
Impa
ct –
Impa
ct o
n ex
t ele
men
ts li
kely
to b
e lo
caliz
ed. B
rittle
con
nect
ions
cou
ld b
e da
mag
ed.
Win
d –
Unl
ikel
y to
be
dam
aged
by
win
d. E
xter
ior s
kin
and
curta
in w
alls
cou
ld b
e da
mag
ed/d
estro
yed.
St
ruct
Ove
rload
/Def
ect –
Fai
lure
s in
con
nect
ions
, lea
ding
to
casc
adin
g st
ruct
ure
failu
re. M
embe
rs s
houl
d re
tain
inte
grity
. C
HEC
K P
OIN
TS
Beam
/col
umn
conn
ectio
ns, b
roke
n w
elds
and
cra
cked
co
rbel
s.
Col
umn
crac
king
at t
op, b
otto
m a
nd w
all j
oint
s.
Wal
l con
nect
ions
at f
loor
s, c
olum
ns a
nd fo
unda
tion.
Ba
dly
crac
ked
wal
ls a
nd c
olum
ns p
lus
falli
ng h
azar
ds.
HA
ZAR
D R
EDU
CTI
ON
R
emov
e/av
oid
lean
ing/
hang
ing,
con
cret
e el
emen
ts.
Shor
e da
mag
ed ro
of/fl
oor b
eam
s, e
spec
ially
nex
t to
bad
colu
mns
. R
emov
e/sh
ore
unst
able
wal
l and
floo
r ele
men
ts.
Mon
itor c
hang
es in
rack
ed/le
anin
g st
ruct
ures
. VI
CTI
M A
CC
ESS
Verti
cal a
cces
s th
roug
h th
in h
oriz
onta
l sec
tions
from
abo
ve.
Hor
izon
tal e
ntry
thro
ugh
exis
ting
cavi
ties
and
open
ings
. C
ut h
oles
in w
all p
anel
s, 2
feet
min
. fro
m jo
ints
. C
aref
ully
rem
ove
larg
e w
all/f
loor
sec
tions
by
cran
e.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-10
HEAVY FLO
OR
BLDG
S (CIP non-D
UCTILE) - H
AZARD
S
CH
AR
AC
TERISTIC
S C
ast in Place (CIP) concrete fram
es and highway structures,
– up to 12 stories. Few
concrete walls, but U
RM
infill in older buildings. Eastern U
S – (Western pre 1975) O
ffice & Com
mercial.
KEY PER
FORM
AN
CE A
SPECTS
Brittle failure modes w
hen loaded beyond capacity. Post 1975 D
uctile Frames in w
estern US have system
s that can absorb considerable energy w
/o loss of integrity. TYPIC
AL FAILU
RE M
OD
ES Beam
-column joint failure or colum
n shear leading to partial or total collapse.C
ollapse can be partial or complete pancake.
CO
MM
ON C
OM
BINA
TION
S M
ay have UR
M and/or m
etal stud wall partitions.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-10
HEAVY FLO
OR
BLDG
S (CIP non-D
UCTILE) - H
AZARD
S
CH
AR
AC
TERISTIC
S C
ast in Place (CIP) concrete fram
es and highway structures,
– up to 12 stories. Few
concrete walls, but U
RM
infill in older buildings. Eastern U
S – (Western pre 1975) O
ffice & Com
mercial.
KEY PER
FORM
AN
CE A
SPECTS
Brittle failure modes w
hen loaded beyond capacity. Post 1975 D
uctile Frames in w
estern US have system
s that can absorb considerable energy w
/o loss of integrity. TYPIC
AL FAILU
RE M
OD
ES Beam
-column joint failure or colum
n shear leading to partial or total collapse.C
ollapse can be partial or complete pancake.
CO
MM
ON C
OM
BINA
TION
S M
ay have UR
M and/or m
etal stud wall partitions.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-11
1
HEA
VY F
LOO
R B
LDG
S (C
IP n
on-D
UCT
ILE)
(co
ntin
ued)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– M
embe
rs li
kely
to b
reak
into
sm
alle
r pie
ces.
Rub
ble
pile
s m
ay s
hift.
E.
Qua
ke –
Ver
y po
or p
erfo
rman
ce –
Brit
tle fa
ilure
s of
co
lum
ns a
nd b
eam
/col
umn
conn
ectio
ns, l
eadi
ng to
par
tial o
r pa
ncak
e co
llaps
e. A
fters
hock
s ca
use
adde
d co
llaps
e, fa
lling
ha
zard
s an
d sh
iftin
g.
Expl
osio
n –
Poor
sla
b pe
rform
ance
due
to re
vers
e gr
avity
lo
adin
g ca
n le
ad to
loss
of c
olum
n st
abili
ty a
nd c
olla
pse.
Fi
re –
May
cau
se s
pallin
g of
con
cret
e co
ver o
n al
l ele
men
ts.
Hig
h En
ergy
Impa
ct –
Dam
age
limite
d to
are
a of
impa
ct.
Cou
ld le
ave
dam
aged
mem
bers
of q
uest
iona
ble
stre
ngth
. W
ind
– U
nlik
ely
to b
e da
mag
ed b
y w
ind.
Ext
erio
r ski
n an
d cu
rtain
wal
ls c
ould
be
dam
aged
/des
troye
d.
Stru
ct O
verlo
ad/D
efec
t –C
onst
ruct
ion
fals
ewor
k fa
ilure
s m
ost c
omm
on. M
embe
rs b
reak
into
pie
ces
w/p
oor i
nteg
rity.
C
HEC
K P
OIN
TS
Beam
/col
umn
conn
ectio
ns a
bove
and
bel
ow fl
oors
. Ba
dly
conf
ined
con
cret
e in
col
umns
(em
pty
bask
et).
Dia
g. s
hear
cra
cks
in b
eam
s an
d cr
acki
ng in
sla
bs n
ear c
ols.
At
tach
men
t of U
RM
wal
ls a
nd o
ther
hea
vy o
bjec
ts.
Cra
cks
in c
oncr
ete
shea
r wal
ls a
nd s
tairs
. H
AZA
RD
RED
UC
TIO
N
Shor
e/av
oid
badl
y cr
acke
d sl
abs,
bea
ms
and/
or c
olum
n.
Shor
e/av
oid
over
load
ed s
labs
due
to p
unch
ing
shea
r.
Rem
ove/
shor
e un
stab
le w
all a
nd fl
oor e
lem
ents
. M
onito
r cha
nges
in ra
cked
/lean
ing
stru
ctur
es.
VIC
TIM
AC
CES
S Ve
rtica
l acc
ess
thro
ugh
exis
ting
acce
ss s
hafts
. Ve
rtica
l acc
ess
by c
uttin
g th
roug
h sl
abs
from
abo
ve v
ictim
s.
Hor
izon
tal e
ntry
thro
ugh
exis
ting
cavi
ties
and
open
ings
. C
ut n
on-b
earin
g/in
fill w
alls
afte
r car
eful
ass
essm
ent.
Rem
ove
larg
e pi
eces
by
cran
e, a
fter r
ebar
has
bee
n cu
t. .
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-11
1
HEA
VY F
LOO
R B
LDG
S (C
IP n
on-D
UCT
ILE)
(co
ntin
ued)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– M
embe
rs li
kely
to b
reak
into
sm
alle
r pie
ces.
Rub
ble
pile
s m
ay s
hift.
E.
Qua
ke –
Ver
y po
or p
erfo
rman
ce –
Brit
tle fa
ilure
s of
co
lum
ns a
nd b
eam
/col
umn
conn
ectio
ns, l
eadi
ng to
par
tial o
r pa
ncak
e co
llaps
e. A
fters
hock
s ca
use
adde
d co
llaps
e, fa
lling
ha
zard
s an
d sh
iftin
g.
Expl
osio
n –
Poor
sla
b pe
rform
ance
due
to re
vers
e gr
avity
lo
adin
g ca
n le
ad to
loss
of c
olum
n st
abili
ty a
nd c
olla
pse.
Fi
re –
May
cau
se s
pallin
g of
con
cret
e co
ver o
n al
l ele
men
ts.
Hig
h En
ergy
Impa
ct –
Dam
age
limite
d to
are
a of
impa
ct.
Cou
ld le
ave
dam
aged
mem
bers
of q
uest
iona
ble
stre
ngth
. W
ind
– U
nlik
ely
to b
e da
mag
ed b
y w
ind.
Ext
erio
r ski
n an
d cu
rtain
wal
ls c
ould
be
dam
aged
/des
troye
d.
Stru
ct O
verlo
ad/D
efec
t –C
onst
ruct
ion
fals
ewor
k fa
ilure
s m
ost c
omm
on. M
embe
rs b
reak
into
pie
ces
w/p
oor i
nteg
rity.
C
HEC
K P
OIN
TS
Beam
/col
umn
conn
ectio
ns a
bove
and
bel
ow fl
oors
. Ba
dly
conf
ined
con
cret
e in
col
umns
(em
pty
bask
et).
Dia
g. s
hear
cra
cks
in b
eam
s an
d cr
acki
ng in
sla
bs n
ear c
ols.
At
tach
men
t of U
RM
wal
ls a
nd o
ther
hea
vy o
bjec
ts.
Cra
cks
in c
oncr
ete
shea
r wal
ls a
nd s
tairs
. H
AZA
RD
RED
UC
TIO
N
Shor
e/av
oid
badl
y cr
acke
d sl
abs,
bea
ms
and/
or c
olum
n.
Shor
e/av
oid
over
load
ed s
labs
due
to p
unch
ing
shea
r.
Rem
ove/
shor
e un
stab
le w
all a
nd fl
oor e
lem
ents
. M
onito
r cha
nges
in ra
cked
/lean
ing
stru
ctur
es.
VIC
TIM
AC
CES
S Ve
rtica
l acc
ess
thro
ugh
exis
ting
acce
ss s
hafts
. Ve
rtica
l acc
ess
by c
uttin
g th
roug
h sl
abs
from
abo
ve v
ictim
s.
Hor
izon
tal e
ntry
thro
ugh
exis
ting
cavi
ties
and
open
ings
. C
ut n
on-b
earin
g/in
fill w
alls
afte
r car
eful
ass
essm
ent.
Rem
ove
larg
e pi
eces
by
cran
e, a
fter r
ebar
has
bee
n cu
t. .
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-12
HEAVY STEEL FR
AME B
UILDIN
G - H
AZARD
S
CH
AR
AC
TERISTIC
S H
eavy W steel beam
& column fram
ing – 2 to many stories.
Office and C
omm
ercial Occupancies, som
e industrial. K
EY PERFO
RMA
NC
E ASPEC
TS N
ormally w
ell engineered, but performance is dependent on
ductility of connections. PC floor system
s as suspect. W
elded connections may be subject to brittle failure.
Diagonally braced fram
es may have buckled cols or braces.
TYPICA
L FAILUR
E MO
DES
Connection failure leading to partial collapse. Total collapse
is extremely rare.
CO
MM
ON C
OM
BINA
TION
S M
ay have masonry, precast or m
etal panel exterior walls.
CIP floors over m
etal deck, or PC/C
IP directly on steel.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-12
HEAVY STEEL FR
AME B
UILDIN
G - H
AZARD
S
CH
AR
AC
TERISTIC
S H
eavy W steel beam
& column fram
ing – 2 to many stories.
Office and C
omm
ercial Occupancies, som
e industrial. K
EY PERFO
RMA
NC
E ASPEC
TS N
ormally w
ell engineered, but performance is dependent on
ductility of connections. PC floor system
s as suspect. W
elded connections may be subject to brittle failure.
Diagonally braced fram
es may have buckled cols or braces.
TYPICA
L FAILUR
E MO
DES
Connection failure leading to partial collapse. Total collapse
is extremely rare.
CO
MM
ON C
OM
BINA
TION
S M
ay have masonry, precast or m
etal panel exterior walls.
CIP floors over m
etal deck, or PC/C
IP directly on steel.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-13
1
HEA
VY S
TEEL
FR
AME
(co
ntin
ued)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– R
are,
sin
ce m
embe
rs m
aint
ain
inte
grity
eve
n w
ith d
amag
ed/fa
iled
join
ts.
E. Q
uake
- G
ood
perfo
rman
ce o
f fra
me
- Fai
lure
of d
iago
nal
brac
ing
and
fract
ure
of w
elde
d jo
ints
hav
e oc
curr
ed. F
acin
g,
espe
cial
ly P
C p
anel
s co
uld
fall
and
are
dang
er in
Af
ters
hock
s.
Expl
osio
n –
Goo
d pe
rform
ance
of f
ram
e bu
t wal
l & fl
oor
pane
ls c
ould
be
disl
odge
d. F
ram
e co
llaps
e is
unl
ikel
y.
Fire
– P
last
ic d
efor
mat
ion
of fl
oors
and
som
e jo
int f
ailu
re.
Stre
ngth
is re
gain
ed u
pon
cool
ing.
Col
laps
e ve
ry ra
re.
Hig
h En
ergy
Impa
ct –
Impa
cted
mem
bers
are
se
vere
d/de
stro
yed.
Con
nect
ion
failu
res
near
impa
ct o
nly.
W
ind
– Fr
ame
at lo
w ri
sk –
Ski
n, e
spec
ially
gla
ss m
ay b
e de
stro
yed
lead
ing
to in
terio
r par
titio
n fa
ilure
.
Stru
ct O
verlo
ad/D
efec
t – F
ailu
res
durin
g er
ectio
n an
d lo
ng-
span
failu
res
are
mos
t com
mon
. Mem
bers
mai
ntai
n in
tegr
ity
with
failu
res
at jo
ints
. C
HEC
K P
OIN
TS
Indi
catio
ns o
f mov
emen
t – p
lum
b co
rner
s, s
tair
and
non-
stru
ctur
al d
amag
e –
as c
lues
to p
oten
tial s
truct
ure
dam
age.
M
ain
beam
to c
olum
n co
nnec
tions
– re
mov
e fin
ishe
s as
re
quire
d.
Brok
en P
C fl
oor a
nd m
isce
llane
ous
beam
bol
t con
nect
ions
. H
AZA
RD
RED
UC
TIO
N
Shor
e be
ams
near
dam
aged
or b
roke
n co
nnec
tions
. R
emov
e/av
oid/
tieba
ck d
amag
ed e
xter
ior f
acin
g.
Mon
itor c
hang
es in
rack
ed/le
anin
g st
ruct
ures
. VI
CTI
M A
CC
ESS
Verti
cal a
cces
s by
cut
ting
thro
ugh
slab
s fro
m a
bove
vic
tims.
H
oriz
onta
l ent
ry th
roug
h ex
istin
g ca
vitie
s &
open
ings
. R
emov
e or
sho
re h
azar
ds n
ear v
ictim
s, if
requ
ired.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-13
1
HEA
VY S
TEEL
FR
AME
(co
ntin
ued)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– R
are,
sin
ce m
embe
rs m
aint
ain
inte
grity
eve
n w
ith d
amag
ed/fa
iled
join
ts.
E. Q
uake
- G
ood
perfo
rman
ce o
f fra
me
- Fai
lure
of d
iago
nal
brac
ing
and
fract
ure
of w
elde
d jo
ints
hav
e oc
curr
ed. F
acin
g,
espe
cial
ly P
C p
anel
s co
uld
fall
and
are
dang
er in
Af
ters
hock
s.
Expl
osio
n –
Goo
d pe
rform
ance
of f
ram
e bu
t wal
l & fl
oor
pane
ls c
ould
be
disl
odge
d. F
ram
e co
llaps
e is
unl
ikel
y.
Fire
– P
last
ic d
efor
mat
ion
of fl
oors
and
som
e jo
int f
ailu
re.
Stre
ngth
is re
gain
ed u
pon
cool
ing.
Col
laps
e ve
ry ra
re.
Hig
h En
ergy
Impa
ct –
Impa
cted
mem
bers
are
se
vere
d/de
stro
yed.
Con
nect
ion
failu
res
near
impa
ct o
nly.
W
ind
– Fr
ame
at lo
w ri
sk –
Ski
n, e
spec
ially
gla
ss m
ay b
e de
stro
yed
lead
ing
to in
terio
r par
titio
n fa
ilure
.
Stru
ct O
verlo
ad/D
efec
t – F
ailu
res
durin
g er
ectio
n an
d lo
ng-
span
failu
res
are
mos
t com
mon
. Mem
bers
mai
ntai
n in
tegr
ity
with
failu
res
at jo
ints
. C
HEC
K P
OIN
TS
Indi
catio
ns o
f mov
emen
t – p
lum
b co
rner
s, s
tair
and
non-
stru
ctur
al d
amag
e –
as c
lues
to p
oten
tial s
truct
ure
dam
age.
M
ain
beam
to c
olum
n co
nnec
tions
– re
mov
e fin
ishe
s as
re
quire
d.
Brok
en P
C fl
oor a
nd m
isce
llane
ous
beam
bol
t con
nect
ions
. H
AZA
RD
RED
UC
TIO
N
Shor
e be
ams
near
dam
aged
or b
roke
n co
nnec
tions
. R
emov
e/av
oid/
tieba
ck d
amag
ed e
xter
ior f
acin
g.
Mon
itor c
hang
es in
rack
ed/le
anin
g st
ruct
ures
. VI
CTI
M A
CC
ESS
Verti
cal a
cces
s by
cut
ting
thro
ugh
slab
s fro
m a
bove
vic
tims.
H
oriz
onta
l ent
ry th
roug
h ex
istin
g ca
vitie
s &
open
ings
. R
emov
e or
sho
re h
azar
ds n
ear v
ictim
s, if
requ
ired.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-14
LIGHT M
ETAL BUILDIN
G – H
AZARD
S
CH
AR
AC
TERISTIC
S Light-gage steel, pre-fab m
etal buildings – up to 3 stories. Industrial and C
omm
ercial Occupancies – m
ost 1 story. K
EY PERFO
RMA
NC
E ASPEC
TS H
ighly engineered with little redundancy or over-strength.
Very flexible, especially in lateral direction. TYPIC
AL FAILU
RE M
OD
ES W
eakest Link Behavior – loss of sheathing allows buckling,
leading to collapse of supporting structure.D
iagonal rod bracing elongation & joint failure.C
OM
MO
N CO
MBIN
ATIO
NS
May have m
asonry, precast or tilt-up exterior walls.
May have w
ood or metal interior partitions and m
ezzanine.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-14
LIGHT M
ETAL BUILDIN
G – H
AZARD
S
CH
AR
AC
TERISTIC
S Light-gage steel, pre-fab m
etal buildings – up to 3 stories. Industrial and C
omm
ercial Occupancies – m
ost 1 story. K
EY PERFO
RMA
NC
E ASPEC
TS H
ighly engineered with little redundancy or over-strength.
Very flexible, especially in lateral direction. TYPIC
AL FAILU
RE M
OD
ES W
eakest Link Behavior – loss of sheathing allows buckling,
leading to collapse of supporting structure.D
iagonal rod bracing elongation & joint failure.C
OM
MO
N CO
MBIN
ATIO
NS
May have m
asonry, precast or tilt-up exterior walls.
May have w
ood or metal interior partitions and m
ezzanine.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-15
1
LIG
HT M
ETAL
BLD
GS
(co
ntin
ued)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– Jo
int f
ailu
re a
nd m
embe
r buc
klin
g co
uld
lead
to p
art o
r com
plet
e co
llaps
e.
E. Q
uake
– G
ood
perfo
rman
ce –
Fai
lure
of r
od b
raci
ng is
co
mm
on, b
ut c
olla
pse
is ra
re. M
inor
afte
rsho
ck re
spon
se.
Expl
osio
n –
Skin
blo
wn
away
, pos
sibl
y le
adin
g to
fram
e/ro
of
colla
pse.
Ent
ire b
uild
ing
blow
n aw
ay in
som
e ca
ses.
Fi
re –
Rap
id lo
ss o
f stre
ngth
and
col
laps
e du
e to
hea
ting.
Lo
ng s
pan
stru
ctur
e co
uld
sudd
enly
col
laps
e.
Hig
h En
ergy
Impa
ct –
Litt
le re
sist
ance
to im
pact
. Dam
age
may
invo
lve
seve
ral b
ays
of s
truct
ure.
W
ind
– At
hig
h ris
k –
as s
kin
is b
low
n aw
ay, f
ram
es/tr
usse
s ca
n bu
ckle
and
col
laps
e. F
ram
es c
an ra
ck a
nd c
olla
pse.
St
ruct
Ove
rload
/Def
ect –
Lat
eral
tors
ion
buck
ling
of b
uilt-
up
mem
bers
. Joi
nt fa
ilure
and
mem
ber b
uckl
ing,
lead
ing
to p
art
or c
ompl
ete
colla
pse.
C
HEC
K P
OIN
TS
Brok
en, e
long
ated
and
/or b
uckl
ed ro
d br
acin
g &
conn
ectio
ns.
Buck
led
purli
ns, t
russ
mem
bers
, and
ste
el fr
ames
. Br
oken
and
/or e
long
ated
bol
t con
nect
ions
+ a
ncho
r bol
ts.
HA
ZAR
D R
EDU
CTI
ON
Sh
ore
and/
or d
iago
nally
bra
ce ra
cked
bui
ldin
g fra
mes
. R
emov
e lo
ose
or li
ghtly
con
nect
ed m
embe
rs a
nd s
heat
hing
. M
onito
r cha
nges
in ra
cked
/lean
ing
stru
ctur
es.
VIC
TIM
AC
CES
S Ve
rtica
l/Hor
izon
tal a
cces
s by
rem
oval
or c
uttin
g sh
eath
ing.
H
oriz
onta
l ent
ry th
roug
h ex
istin
g ca
vitie
s an
d op
enin
gs.
Rem
ove
or s
hore
haz
ards
nea
r vic
tims,
if re
quire
d.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-15
1
LIG
HT M
ETAL
BLD
GS
(co
ntin
ued)
EXPE
CTE
D P
ERFO
RMA
NC
E –
for t
he fo
llow
ing:
Pr
ogre
ssiv
e C
olla
pse
– Jo
int f
ailu
re a
nd m
embe
r buc
klin
g co
uld
lead
to p
art o
r com
plet
e co
llaps
e.
E. Q
uake
– G
ood
perfo
rman
ce –
Fai
lure
of r
od b
raci
ng is
co
mm
on, b
ut c
olla
pse
is ra
re. M
inor
afte
rsho
ck re
spon
se.
Expl
osio
n –
Skin
blo
wn
away
, pos
sibl
y le
adin
g to
fram
e/ro
of
colla
pse.
Ent
ire b
uild
ing
blow
n aw
ay in
som
e ca
ses.
Fi
re –
Rap
id lo
ss o
f stre
ngth
and
col
laps
e du
e to
hea
ting.
Lo
ng s
pan
stru
ctur
e co
uld
sudd
enly
col
laps
e.
Hig
h En
ergy
Impa
ct –
Litt
le re
sist
ance
to im
pact
. Dam
age
may
invo
lve
seve
ral b
ays
of s
truct
ure.
W
ind
– At
hig
h ris
k –
as s
kin
is b
low
n aw
ay, f
ram
es/tr
usse
s ca
n bu
ckle
and
col
laps
e. F
ram
es c
an ra
ck a
nd c
olla
pse.
St
ruct
Ove
rload
/Def
ect –
Lat
eral
tors
ion
buck
ling
of b
uilt-
up
mem
bers
. Joi
nt fa
ilure
and
mem
ber b
uckl
ing,
lead
ing
to p
art
or c
ompl
ete
colla
pse.
C
HEC
K P
OIN
TS
Brok
en, e
long
ated
and
/or b
uckl
ed ro
d br
acin
g &
conn
ectio
ns.
Buck
led
purli
ns, t
russ
mem
bers
, and
ste
el fr
ames
. Br
oken
and
/or e
long
ated
bol
t con
nect
ions
+ a
ncho
r bol
ts.
HA
ZAR
D R
EDU
CTI
ON
Sh
ore
and/
or d
iago
nally
bra
ce ra
cked
bui
ldin
g fra
mes
. R
emov
e lo
ose
or li
ghtly
con
nect
ed m
embe
rs a
nd s
heat
hing
. M
onito
r cha
nges
in ra
cked
/lean
ing
stru
ctur
es.
VIC
TIM
AC
CES
S Ve
rtica
l/Hor
izon
tal a
cces
s by
rem
oval
or c
uttin
g sh
eath
ing.
H
oriz
onta
l ent
ry th
roug
h ex
istin
g ca
vitie
s an
d op
enin
gs.
Rem
ove
or s
hore
haz
ards
nea
r vic
tims,
if re
quire
d.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-16
CO
MM
UN
ICATIO
NS PR
OC
EDU
RES
Effective comm
unication is vital to the safe and successful opera-tions of personnel assigned to a m
ission in the urban disaster environm
ent. This is extremely im
portant for clear, concise com
munications betw
een the separate entities, or between
personnel within those entities, that w
ill be involved in a major
response to an urban disaster. This would include em
ergency response and com
mand personnel from
the effected and adjacent jurisdictions, D
OD
personnel, state and federal officials and the various U
S&R task forces deployed to the disaster.
The following procedures are identified to prom
ote this standardization for the Structures Specialist:
Phonetic Alphabet Voice C
omm
unications Procedures
On-Site Em
ergency Signaling Procedures
PHO
NETIC A
LPHA
BET
A - alpha (Al fah) B - bravo (BR
AH voh)
C - charlie (C
HAR
lee) D
- delta (DELL tah)
E - echo (ECK oh)
F - foxtrot (FOKS trot)
G - golf (G
OLF)
H - hotel (H
OH
tell) I - india (IN
dee ah) J - juliet (JEW
lee ett) K - kilo (KEY low
) L - lim
a (LEE mah)
M - m
ike (MIKE)
N - novem
ber (no VEM ber)
O - oscar (O
SS car) P - papa (pah PAH
) Q
- quebec (keh BECK)
R - rom
eo (RO
W m
e oh) S - sierra (SEE air rah) T - tango (TAN
G go)
U - uniform
(YOU
nee form)
V - victor (VIK tah) W
- whiskey (W
ISS key) X - x-ray (EC
KS ray) Y - yankee (YAN
G key)
Z - zulu (ZOO
loo)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-16
CO
MM
UN
ICATIO
NS PR
OC
EDU
RES
Effective comm
unication is vital to the safe and successful opera-tions of personnel assigned to a m
ission in the urban disaster environm
ent. This is extremely im
portant for clear, concise com
munications betw
een the separate entities, or between
personnel within those entities, that w
ill be involved in a major
response to an urban disaster. This would include em
ergency response and com
mand personnel from
the effected and adjacent jurisdictions, D
OD
personnel, state and federal officials and the various U
S&R task forces deployed to the disaster.
The following procedures are identified to prom
ote this standardization for the Structures Specialist:
Phonetic Alphabet Voice C
omm
unications Procedures
On-Site Em
ergency Signaling Procedures
PHO
NETIC A
LPHA
BET
A - alpha (Al fah) B - bravo (BR
AH voh)
C - charlie (C
HAR
lee) D
- delta (DELL tah)
E - echo (ECK oh)
F - foxtrot (FOKS trot)
G - golf (G
OLF)
H - hotel (H
OH
tell) I - india (IN
dee ah) J - juliet (JEW
lee ett) K - kilo (KEY low
) L - lim
a (LEE mah)
M - m
ike (MIKE)
N - novem
ber (no VEM ber)
O - oscar (O
SS car) P - papa (pah PAH
) Q
- quebec (keh BECK)
R - rom
eo (RO
W m
e oh) S - sierra (SEE air rah) T - tango (TAN
G go)
U - uniform
(YOU
nee form)
V - victor (VIK tah) W
- whiskey (W
ISS key) X - x-ray (EC
KS ray) Y - yankee (YAN
G key)
Z - zulu (ZOO
loo)
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-17
1
CO
MM
UNI
CA
TIO
NS
PRO
CED
UR
ES (c
ontin
ued)
VOIC
E CO
MM
UNI
CA
TIO
NS
PRO
CED
UR
ES
W
hat T
o D
o
Why
To
Do
It
1.
LIS
TEN
A.
To
mak
e su
re y
our
trans
mis
sion
won
’t in
terfe
re w
ith a
noth
er
com
mun
icat
ion.
B.
To
be
awar
e of
oth
er
thin
gs g
oing
on.
2.
TH
INK
abou
t wha
t you
will
say
befo
re y
ou tr
ansm
it.
A.
To c
omm
unic
ate
your
idea
ef
fect
ivel
y.
B.
To u
se o
nly
the
air t
ime
need
ed.
3.
MA
KE
THE
CA
LL.
G
ive:
a. t
he c
all s
ign
or
iden
tific
atio
n of
the
stat
ion
calle
d.
b.
the
wor
ds ”T
HIS
IS”
c.
the
cal
l sig
n or
id
entif
icat
ion
of th
e ca
lling
stat
ion.
A.
To b
e cl
ear.
B.
To b
e un
ders
tood
relia
bly
on th
e fir
st c
all.
C.
To u
se a
pro
cedu
re th
at is
un
iver
sally
acc
epte
d.
4.
COM
MU
NIC
ATE
.
Spea
k cl
early
.
Plai
n En
glis
h/no
cod
es.
R
epea
t bac
k cr
itica
l ite
ms
for c
onfir
mat
ion.
A.
To b
e un
ders
tood
. B.
To
be
fast
. C
. To
avo
id c
onfu
sion
. D
. To
be
accu
rate
.
5.
USE
PHO
NET
ICS
for:
a.
cal
l sig
ns.
b.
sta
tion
iden
tific
atio
n.
c.
spe
lling
wor
ds a
nd
nam
es th
at a
re n
ot
easi
ly u
nder
stoo
d
A.
To b
e cl
ear.
B.
To b
e ac
cura
te.
C.
To b
e fa
st.
D.
To u
se a
pro
cedu
re th
at is
un
iver
sally
acc
epte
d.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-17
1
CO
MM
UNI
CA
TIO
NS
PRO
CED
UR
ES (c
ontin
ued)
VOIC
E CO
MM
UNI
CA
TIO
NS
PRO
CED
UR
ES
W
hat T
o D
o
Why
To
Do
It
1.
LIS
TEN
A.
To
mak
e su
re y
our
trans
mis
sion
won
’t in
terfe
re w
ith a
noth
er
com
mun
icat
ion.
B.
To
be
awar
e of
oth
er
thin
gs g
oing
on.
2.
TH
INK
abou
t wha
t you
will
say
befo
re y
ou tr
ansm
it.
A.
To c
omm
unic
ate
your
idea
ef
fect
ivel
y.
B.
To u
se o
nly
the
air t
ime
need
ed.
3.
MA
KE
THE
CA
LL.
G
ive:
a. t
he c
all s
ign
or
iden
tific
atio
n of
the
stat
ion
calle
d.
b.
the
wor
ds ”T
HIS
IS”
c.
the
cal
l sig
n or
id
entif
icat
ion
of th
e ca
lling
stat
ion.
A.
To b
e cl
ear.
B.
To b
e un
ders
tood
relia
bly
on th
e fir
st c
all.
C.
To u
se a
pro
cedu
re th
at is
un
iver
sally
acc
epte
d.
4.
COM
MU
NIC
ATE
.
Spea
k cl
early
.
Plai
n En
glis
h/no
cod
es.
R
epea
t bac
k cr
itica
l ite
ms
for c
onfir
mat
ion.
A.
To b
e un
ders
tood
. B.
To
be
fast
. C
. To
avo
id c
onfu
sion
. D
. To
be
accu
rate
.
5.
USE
PHO
NET
ICS
for:
a.
cal
l sig
ns.
b.
sta
tion
iden
tific
atio
n.
c.
spe
lling
wor
ds a
nd
nam
es th
at a
re n
ot
easi
ly u
nder
stoo
d
A.
To b
e cl
ear.
B.
To b
e ac
cura
te.
C.
To b
e fa
st.
D.
To u
se a
pro
cedu
re th
at is
un
iver
sally
acc
epte
d.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-18
ON
-SITE EMERG
ENC
Y SIGN
ALING
PRO
CED
UR
ES Effective em
ergency signaling procedures are essential for the safe operation of rescue personnel operating at a disaster site. These signals m
ust be clear and universally understood by all personnel involved in the operation. Air horns or other appropriate hailing devices shall be used to sound the appropriate signals as follow
s:
Cease O
peration/All Q
uiet 1 long blast (3 seconds)
(QUIET)
Evacuate the Area 3 short blasts (1 second each)
(OU
T, OU
T, OU
T) R
esume O
perations 1 long and 1 short (O
- KA
Y)
BU
ILDING
MAR
KIN
G SYSTEM
GEN
ERA
L: A uniform
building marking system
has been developed by the N
ational US&R
Response System
. There are 4 categories of structural m
arkings:
Identification Marking
Structure/H
azards Evaluation Marking
Victim
Location Marking
Search Assessm
ent Marking
The building marking system
was established to ensure:
D
ifferentiation of structures within a geographic area.
C
omm
unicate the structural condition and status of US&R
operations within the structure.
Identification markings on structures m
ay be made w
ith International O
range spray paint (or crayon), placed on the building surface. In the case of hurricanes w
here many structures are
involved, a system using a “Stick-on” Label should be used
Markings should be placed on norm
al address side of the structure.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-18
ON
-SITE EMERG
ENC
Y SIGN
ALING
PRO
CED
UR
ES Effective em
ergency signaling procedures are essential for the safe operation of rescue personnel operating at a disaster site. These signals m
ust be clear and universally understood by all personnel involved in the operation. Air horns or other appropriate hailing devices shall be used to sound the appropriate signals as follow
s:
Cease O
peration/All Q
uiet 1 long blast (3 seconds)
(QUIET)
Evacuate the Area 3 short blasts (1 second each)
(OU
T, OU
T, OU
T) R
esume O
perations 1 long and 1 short (O
- KA
Y)
BU
ILDING
MAR
KIN
G SYSTEM
GEN
ERA
L: A uniform
building marking system
has been developed by the N
ational US&R
Response System
. There are 4 categories of structural m
arkings:
Identification Marking
Structure/H
azards Evaluation Marking
Victim
Location Marking
Search Assessm
ent Marking
The building marking system
was established to ensure:
D
ifferentiation of structures within a geographic area.
C
omm
unicate the structural condition and status of US&R
operations within the structure.
Identification markings on structures m
ay be made w
ith International O
range spray paint (or crayon), placed on the building surface. In the case of hurricanes w
here many structures are
involved, a system using a “Stick-on” Label should be used
Markings should be placed on norm
al address side of the structure.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-19
1
BU
ILD
ING
MAR
KIN
G S
YS (c
ontin
ued)
STR
UC
TUR
E ID
ENTI
FIC
ATI
ON
MA
RK
ING
If at
all
poss
ible
, the
exi
stin
g st
reet
nam
e an
d bu
ildin
g nu
mbe
r will
be u
sed.
If s
ome
num
bers
hav
e be
en o
blite
rate
d, a
ttem
pt s
houl
d
be m
ade
to re
esta
blis
h th
e nu
mbe
ring
base
d on
nea
rby
stru
ctur
es.
If no
num
bers
are
iden
tifia
ble
on a
giv
en b
lock
, the
n U
S&R
pe
rson
nel w
ill a
ssig
n an
d id
entif
y th
e st
reet
nam
e an
d nu
mbe
rs
base
d on
oth
er s
truct
ures
in th
e pr
oxim
ity.
The
stru
ctur
es s
hall
then
be
num
bere
d to
diff
eren
tiate
them
(usi
ng p
aint
or c
rayo
n).
700
BL
OC
K A
LP
HA
ST
RE
ET
600
800
706
701
\\\/
//\
//
\\\/
/\\
\\\\
////
\\\
702
704
708
710
705
703
707
709
CA
SE 1
– IF
SO
ME
NUM
BER
S A
RE
KN
OW
N, F
ILL
IN B
ETW
EEN
700
BL
OC
K A
LP
HA
STR
EE
T80
01
000
\\\
///
\//
\\\
//
\\\\
\\//
//
\\\
900
902
906
908
905
903
907
909
904
901
CA
SE 2
– IF
NO
NUM
BER
S A
RE
KNO
WN
, FIL
L IN
USE
SM
ALL
N
UMB
ERS
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-19
1
BU
ILD
ING
MAR
KIN
G S
YS (c
ontin
ued)
STR
UC
TUR
E ID
ENTI
FIC
ATI
ON
MA
RK
ING
If at
all
poss
ible
, the
exi
stin
g st
reet
nam
e an
d bu
ildin
g nu
mbe
r will
be u
sed.
If s
ome
num
bers
hav
e be
en o
blite
rate
d, a
ttem
pt s
houl
d
be m
ade
to re
esta
blis
h th
e nu
mbe
ring
base
d on
nea
rby
stru
ctur
es.
If no
num
bers
are
iden
tifia
ble
on a
giv
en b
lock
, the
n U
S&R
pe
rson
nel w
ill a
ssig
n an
d id
entif
y th
e st
reet
nam
e an
d nu
mbe
rs
base
d on
oth
er s
truct
ures
in th
e pr
oxim
ity.
The
stru
ctur
es s
hall
then
be
num
bere
d to
diff
eren
tiate
them
(usi
ng p
aint
or c
rayo
n).
700
BL
OC
K A
LP
HA
ST
RE
ET
600
800
706
701
\\\/
//\
//
\\\/
/\\
\\\\
////
\\\
702
704
708
710
705
703
707
709
CA
SE 1
– IF
SO
ME
NUM
BER
S A
RE
KN
OW
N, F
ILL
IN B
ETW
EEN
700
BL
OC
K A
LP
HA
STR
EE
T80
01
000
\\\
///
\//
\\\
//
\\\\
\\//
//
\\\
900
902
906
908
905
903
907
909
904
901
CA
SE 2
– IF
NO
NUM
BER
S A
RE
KNO
WN
, FIL
L IN
USE
SM
ALL
N
UMB
ERS
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-20
BU
ILDING
MAR
KIN
G SYS (continued)
STRU
CTU
RE I.D
. MA
RKING
(continued)
It is also important to identify locations w
ithin a single structure. The address side of the structure shall be defined as SID
E A. O
ther sides of the structure shall be assigned alphabetically in a clockw
ise manner from
SIDE A.
SIDE A
SIDE B
SIDE C
SIDE D
The interior of the structure will be divided into Q
UAD
RAN
TS. The quadrants shall be identified ALPH
ABETICALLY in a clockw
ise m
anner starting from w
here the SIDE A and SID
E B perimeter
meet. The center core, w
here all four quadrants meet w
ill be identified as Q
uadrant E (i.e., central core lobby, etc.).
QU
AD
RA
NT A
QU
AD
RA
NT D
QU
AD
RA
NT C
QU
AD
RA
NT B
E
700 BLO
CK
ALPH
A STREET
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-20
BU
ILDING
MAR
KIN
G SYS (continued)
STRU
CTU
RE I.D
. MA
RKING
(continued)
It is also important to identify locations w
ithin a single structure. The address side of the structure shall be defined as SID
E A. O
ther sides of the structure shall be assigned alphabetically in a clockw
ise manner from
SIDE A.
SIDE A
SIDE B
SIDE C
SIDE D
The interior of the structure will be divided into Q
UAD
RAN
TS. The quadrants shall be identified ALPH
ABETICALLY in a clockw
ise m
anner starting from w
here the SIDE A and SID
E B perimeter
meet. The center core, w
here all four quadrants meet w
ill be identified as Q
uadrant E (i.e., central core lobby, etc.).
QU
AD
RA
NT A
QU
AD
RA
NT D
QU
AD
RA
NT C
QU
AD
RA
NT B
E
700 BLO
CK
ALPH
A STREET
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-21
1
BU
ILD
ING
MAR
KIN
G S
YS (c
ontin
ued)
STR
UC
TUR
E I.D
. MA
RKI
NG (c
ontin
ued)
Mul
ti-st
ory
build
ings
mus
t hav
e ea
ch fl
oor c
lear
ly id
entif
ied.
If n
ot
clea
rly d
isce
rnab
le, t
he fl
oors
sho
uld
be n
umbe
red
as re
fere
nced
fro
m th
e ex
terio
r. Th
e G
rade
(or S
treet
) Lev
el F
loor
wou
ld b
e de
sign
ated
Flo
or 1
and
, mov
ing
upw
ard
the
Seco
nd F
loor
wou
ld b
e Fl
oor 2
, etc
. Con
vers
ely,
the
Firs
t Flo
or b
elow
Gra
de (o
r Stre
et)
leve
l wou
ld b
e B-
1, th
e Se
cond
B-2
, etc
. For
bui
ldin
gs w
here
the
stre
et s
lope
s, a
ll at
the
inci
dent
mus
t be
info
rmed
as
to w
hich
leve
l w
ill be
cal
led
the
Firs
t Flo
or
If a
stru
ctur
e co
ntai
ns a
grid
of s
truct
ural
col
umns
, the
y sh
ould
be
mar
ked
with
2’ h
igh,
ora
nge
lette
rs/n
umbe
rs to
furth
er id
entif
y en
clos
ed a
reas
. If p
lans
are
ava
ilabl
e, u
se th
e ex
istin
g nu
mbe
ring
syst
em. I
f pla
ns a
re n
ot a
vaila
ble,
Let
ter t
he c
olum
ns a
cros
s th
e Lo
ng S
ide
(Sid
e A
in th
is E
xam
ple)
sta
rting
from
the
left,
and
N
umbe
r the
col
umns
alo
ng th
e Sh
ort S
ide
(Sid
e B
in th
is e
xam
ple)
st
artin
g fro
m th
e fro
nt, S
ide
A. T
he s
tory
leve
l sho
uld
be a
dded
to
each
mar
ked
Col
umn,
and
be
plac
ed b
elow
the
Col
umn
Loca
tor
Mar
k. E
xam
ple:
“FL-
2” =
Flo
or 2
.
Col
umn
Grid
Lay
out
•U
se e
xist
ing
colu
mn
grid
-If
Kno
wn
700
Blo
ck A
lpha
Str
eet
4 3 2 1A
GB
CD
EF
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-21
1
BU
ILD
ING
MAR
KIN
G S
YS (c
ontin
ued)
STR
UC
TUR
E I.D
. MA
RKI
NG (c
ontin
ued)
Mul
ti-st
ory
build
ings
mus
t hav
e ea
ch fl
oor c
lear
ly id
entif
ied.
If n
ot
clea
rly d
isce
rnab
le, t
he fl
oors
sho
uld
be n
umbe
red
as re
fere
nced
fro
m th
e ex
terio
r. Th
e G
rade
(or S
treet
) Lev
el F
loor
wou
ld b
e de
sign
ated
Flo
or 1
and
, mov
ing
upw
ard
the
Seco
nd F
loor
wou
ld b
e Fl
oor 2
, etc
. Con
vers
ely,
the
Firs
t Flo
or b
elow
Gra
de (o
r Stre
et)
leve
l wou
ld b
e B-
1, th
e Se
cond
B-2
, etc
. For
bui
ldin
gs w
here
the
stre
et s
lope
s, a
ll at
the
inci
dent
mus
t be
info
rmed
as
to w
hich
leve
l w
ill be
cal
led
the
Firs
t Flo
or
If a
stru
ctur
e co
ntai
ns a
grid
of s
truct
ural
col
umns
, the
y sh
ould
be
mar
ked
with
2’ h
igh,
ora
nge
lette
rs/n
umbe
rs to
furth
er id
entif
y en
clos
ed a
reas
. If p
lans
are
ava
ilabl
e, u
se th
e ex
istin
g nu
mbe
ring
syst
em. I
f pla
ns a
re n
ot a
vaila
ble,
Let
ter t
he c
olum
ns a
cros
s th
e Lo
ng S
ide
(Sid
e A
in th
is E
xam
ple)
sta
rting
from
the
left,
and
N
umbe
r the
col
umns
alo
ng th
e Sh
ort S
ide
(Sid
e B
in th
is e
xam
ple)
st
artin
g fro
m th
e fro
nt, S
ide
A. T
he s
tory
leve
l sho
uld
be a
dded
to
each
mar
ked
Col
umn,
and
be
plac
ed b
elow
the
Col
umn
Loca
tor
Mar
k. E
xam
ple:
“FL-
2” =
Flo
or 2
.
Col
umn
Grid
Lay
out
•U
se e
xist
ing
colu
mn
grid
-If
Kno
wn
700
Blo
ck A
lpha
Str
eet
4 3 2 1A
GB
CD
EF
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-22
BU
ILDING
MAR
KIN
G SYS (continued)
STRU
CTU
RE/H
AZA
RD
S EVALU
ATIO
N MA
RKIN
GThe Structures Spec (or other appropriate TF m
ember) w
ill outline a 2' X 2' square box at any entrance accessible for entry into any com
promised structure. Paint sticks, lum
ber crayons
or aerosol
spray-paint cans (International O
range color) w
ill be used for this marking system
. Peel & Stick labels or stiff paper placards m
ay be used to avoid paint damage.)
Materials and m
ethods used for marking shall be coordinated
with FEM
A IST as well as local Authority H
aving Jurisdiction, in order to avoid confusion w
ith search and other marking.
It is important that an effort is m
ade to mark all norm
al entry points (Side A if possible) to a building under evaluation to ensure that Task Force personnel approaching the building can identify that it has been evaluated. The specific m
arkings will be m
ade inside the box to indicate the condition of the structure at the tim
e of the assessment.
Any identified hazards will be indicated, outside of the box, on
the right
side. (Placards
have space
below
the box
for com
ments on hazards)
Norm
ally the marking (or placards) w
ould, also, be made
imm
ediately adjacent to the entry point identified as lowest risk.
An arrow w
ill be placed next to the box indicating the direction of the low
est risk entrance if the Structure/Hazards Evaluation
Marking m
ust be made som
ewhat rem
ote from this entrance.
All Task Force personnel must be aw
are of the possibility of, and
look for
other Structure/H
azards Evaluation
markings
made on the interior of the building.
As each subsequent assessment is perform
ed throughout the course of the m
ission, a new TIM
E, DATE, and TASK FO
RC
E ID
entry will be m
ade below the previous entry, or a com
pletely new
marking m
ade if the original information is now
incorrect.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-22
BU
ILDING
MAR
KIN
G SYS (continued)
STRU
CTU
RE/H
AZA
RD
S EVALU
ATIO
N MA
RKIN
GThe Structures Spec (or other appropriate TF m
ember) w
ill outline a 2' X 2' square box at any entrance accessible for entry into any com
promised structure. Paint sticks, lum
ber crayons
or aerosol
spray-paint cans (International O
range color) w
ill be used for this marking system
. Peel & Stick labels or stiff paper placards m
ay be used to avoid paint damage.)
Materials and m
ethods used for marking shall be coordinated
with FEM
A IST as well as local Authority H
aving Jurisdiction, in order to avoid confusion w
ith search and other marking.
It is important that an effort is m
ade to mark all norm
al entry points (Side A if possible) to a building under evaluation to ensure that Task Force personnel approaching the building can identify that it has been evaluated. The specific m
arkings will be m
ade inside the box to indicate the condition of the structure at the tim
e of the assessment.
Any identified hazards will be indicated, outside of the box, on
the right
side. (Placards
have space
below
the box
for com
ments on hazards)
Norm
ally the marking (or placards) w
ould, also, be made
imm
ediately adjacent to the entry point identified as lowest risk.
An arrow w
ill be placed next to the box indicating the direction of the low
est risk entrance if the Structure/Hazards Evaluation
Marking m
ust be made som
ewhat rem
ote from this entrance.
All Task Force personnel must be aw
are of the possibility of, and
look for
other Structure/H
azards Evaluation
markings
made on the interior of the building.
As each subsequent assessment is perform
ed throughout the course of the m
ission, a new TIM
E, DATE, and TASK FO
RC
E ID
entry will be m
ade below the previous entry, or a com
pletely new
marking m
ade if the original information is now
incorrect.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-23
1
BU
ILD
ING
MAR
KIN
G S
YS (c
ontin
ued)
STR
UC
TUR
E/H
AZA
RD
S EV
ALU
ATI
ON
MA
RKI
NG
The
depi
ctio
n of
the
vario
us m
arki
ngs
is a
s fo
llow
s:
Low
Ris
k fo
r US&
R O
pera
tions
, with
lo
w p
roba
bilit
y of
furth
er c
olla
pse.
Vi
ctim
s co
uld
be tr
appe
d by
con
tent
s,
or b
uild
ing
coul
d be
com
plet
ely
panc
aked
or s
oft 1
st s
tory
Mod
erat
e R
isk
for U
S&R
Ops
, and
st
ruct
ure
is s
igni
fican
tly d
amag
ed.
May
ne
ed s
horin
g, b
raci
ng, r
emov
al, a
nd/o
r m
onito
ring
of h
azar
ds. T
he s
truct
ure
may
be
partl
y co
llaps
ed.
Hig
h R
isk
for U
S&R
Ops
, and
may
be
subj
ect t
o su
dden
col
laps
e. R
emot
e se
arch
ope
ratio
ns m
ay p
roce
ed a
t si
gnifi
cant
risk
. If r
escu
e op
erat
ions
are
un
derta
ken,
sig
nific
ant a
nd ti
me-
cons
umin
g m
itiga
tion
shou
ld b
e do
ne.
Arro
w lo
cate
d ne
xt to
a m
arki
ng b
ox
indi
cate
s th
e di
rect
ion
to th
e lo
wes
t ris
k en
tranc
e to
the
stru
ctur
e, s
houl
d th
e m
arki
ng b
ox n
eed
to b
e m
ade
rem
ote
from
the
indi
cate
d en
tranc
e.
HM
Indi
cate
s th
at a
Haz
ardo
us M
ater
ial
cond
ition
exi
sts
in o
r adj
acen
t to
the
stru
ctur
e. P
erso
nnel
may
be
in
jeop
ardy
. C
onsi
dera
tion
for o
pera
tions
sh
ould
be
mad
e in
con
junc
tion
with
the
Haz
ardo
us M
ater
ials
Spe
cial
ist.
Type
of
haza
rd m
ay a
lso
be n
oted
.
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-23
1
BU
ILD
ING
MAR
KIN
G S
YS (c
ontin
ued)
STR
UC
TUR
E/H
AZA
RD
S EV
ALU
ATI
ON
MA
RKI
NG
The
depi
ctio
n of
the
vario
us m
arki
ngs
is a
s fo
llow
s:
Low
Ris
k fo
r US&
R O
pera
tions
, with
lo
w p
roba
bilit
y of
furth
er c
olla
pse.
Vi
ctim
s co
uld
be tr
appe
d by
con
tent
s,
or b
uild
ing
coul
d be
com
plet
ely
panc
aked
or s
oft 1
st s
tory
Mod
erat
e R
isk
for U
S&R
Ops
, and
st
ruct
ure
is s
igni
fican
tly d
amag
ed.
May
ne
ed s
horin
g, b
raci
ng, r
emov
al, a
nd/o
r m
onito
ring
of h
azar
ds. T
he s
truct
ure
may
be
partl
y co
llaps
ed.
Hig
h R
isk
for U
S&R
Ops
, and
may
be
subj
ect t
o su
dden
col
laps
e. R
emot
e se
arch
ope
ratio
ns m
ay p
roce
ed a
t si
gnifi
cant
risk
. If r
escu
e op
erat
ions
are
un
derta
ken,
sig
nific
ant a
nd ti
me-
cons
umin
g m
itiga
tion
shou
ld b
e do
ne.
Arro
w lo
cate
d ne
xt to
a m
arki
ng b
ox
indi
cate
s th
e di
rect
ion
to th
e lo
wes
t ris
k en
tranc
e to
the
stru
ctur
e, s
houl
d th
e m
arki
ng b
ox n
eed
to b
e m
ade
rem
ote
from
the
indi
cate
d en
tranc
e.
HM
Indi
cate
s th
at a
Haz
ardo
us M
ater
ial
cond
ition
exi
sts
in o
r adj
acen
t to
the
stru
ctur
e. P
erso
nnel
may
be
in
jeop
ardy
. C
onsi
dera
tion
for o
pera
tions
sh
ould
be
mad
e in
con
junc
tion
with
the
Haz
ardo
us M
ater
ials
Spe
cial
ist.
Type
of
haza
rd m
ay a
lso
be n
oted
.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-24
STRU
CTUR
E/HAZAR
DS EVALU
ATION
MAR
KIN
G (cont.)
The TIME, D
ATE, and TF ID, are noted outside the box at the right-
hand side. This info is made w
ith paint stick or lumber crayon. The
paper (or cardboard), stick-on placards may need to be attached
using duct tape to assure their positioning.
This example is for a M
oderate Risk building, and the arrow
indicates the direction to the low
est risk entry (possibly a window
, upper floor, etc.). Assessm
ent was m
ade on July 15, 1991, at 1:10 PM
. There is an indication of natural gas in the structure. The evaluation w
as made by the #1 TF from
the State of Oregon.
It should be understood that this building would not be entered until
the Hazm
at (natural gas) had been mitigated. W
hen that mitigation is
performed, this m
ark should be altered by a placing a line thru the HM
and adding the tim
e and TF who perform
ed the mitigation. An entirely
new m
ark could also be added when the m
itigation is done, or after any change in conditions such as an aftershock. To indicate changed conditions w
hen using labels or placards, one may cross-out the
hazard if mitigated or just replace the label/placard if appropriate.
Marking boxes m
ay also be placed in each of the specific areas w
ithin the structure (i.e., rooms, hallw
ays, stairwells, etc.) to denote
hazardous conditions in separate parts of the building. It should also be noted that the Structure/H
azards Mark m
ight not be m
ade in many situations, such as:
Bldgs when StS are present at all tim
es during the incident.
Following hurricanes for very sim
ple structures.
7/15/91 1310 hrs.H
M - natural gas
OR
-TF1
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-24
STRU
CTUR
E/HAZAR
DS EVALU
ATION
MAR
KIN
G (cont.)
The TIME, D
ATE, and TF ID, are noted outside the box at the right-
hand side. This info is made w
ith paint stick or lumber crayon. The
paper (or cardboard), stick-on placards may need to be attached
using duct tape to assure their positioning.
This example is for a M
oderate Risk building, and the arrow
indicates the direction to the low
est risk entry (possibly a window
, upper floor, etc.). Assessm
ent was m
ade on July 15, 1991, at 1:10 PM
. There is an indication of natural gas in the structure. The evaluation w
as made by the #1 TF from
the State of Oregon.
It should be understood that this building would not be entered until
the Hazm
at (natural gas) had been mitigated. W
hen that mitigation is
performed, this m
ark should be altered by a placing a line thru the HM
and adding the tim
e and TF who perform
ed the mitigation. An entirely
new m
ark could also be added when the m
itigation is done, or after any change in conditions such as an aftershock. To indicate changed conditions w
hen using labels or placards, one may cross-out the
hazard if mitigated or just replace the label/placard if appropriate.
Marking boxes m
ay also be placed in each of the specific areas w
ithin the structure (i.e., rooms, hallw
ays, stairwells, etc.) to denote
hazardous conditions in separate parts of the building. It should also be noted that the Structure/H
azards Mark m
ight not be m
ade in many situations, such as:
Bldgs when StS are present at all tim
es during the incident.
Following hurricanes for very sim
ple structures.
7/15/91 1310 hrs.H
M - natural gas
OR
-TF1
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-25
1
BU
ILD
ING
MAR
KIN
G S
YS (c
ontin
ued)
SEAR
CH
ASS
ESSM
ENT
MAR
KIN
G
A se
para
te a
nd d
istin
ct m
arki
ng s
yste
m is
nec
essa
ry to
den
ote
info
rmat
ion
rela
ting
to th
e vi
ctim
loca
tion
dete
rmin
atio
ns in
the
area
s se
arch
ed. T
his
sepa
rate
Sea
rch
Asse
ssm
ent m
arki
ng
syst
em is
des
igne
d to
be
used
in c
onju
nctio
n w
ith th
e St
ruct
ure
an
d H
azar
ds E
valu
atio
n m
arki
ng s
yste
m. T
he C
anin
e Se
arch
Sp
ecia
lists
, Tec
hnic
al S
earc
h Sp
ecia
lists
, and
/or S
earc
h Te
am
Man
ager
(or a
ny o
ther
Tas
k Fo
rce
mem
ber p
erfo
rmin
g th
e se
arch
fu
nctio
n) w
ill dr
aw a
n "X
" tha
t is
2' X
2' in
siz
e w
ith In
tern
atio
nal
Ora
nge
pain
t stic
k, lu
mbe
r cra
yon
or c
olor
spr
ay p
aint
(not
e th
at
K9
may
be
adve
rsel
y ef
fect
ed b
y th
e Fu
mes
from
Spr
ay P
aint
).Th
is X
will
be c
onst
ruct
ed in
two
oper
atio
ns -
one
slas
h dr
awn
upon
en
try in
to th
e st
ruct
ure
(or r
oom
, hal
lway
, etc
.) an
d a
seco
nd
cros
sing
sla
sh d
raw
n up
on e
xit.
Sing
le s
lash
dra
wn
upon
ent
ry to
a
stru
ctur
e or
are
a in
dica
tes
sear
ch
oper
atio
ns a
re c
urre
ntly
in p
rogr
ess.
U
pon
ente
ring
a bu
ildin
g or
a
sepa
rate
win
g of
a la
rge
build
ing,
add
th
e Se
arch
Tea
m I.
D.,
Dat
e an
d Ti
me
(24h
r) of
ent
ry. (
Nex
t to
mai
n en
try)
Not
e: O
R-1
is u
sed
inst
ead
of
O
R-T
F1 to
sav
e tim
e. A
lso
1100
is
used
to a
bbre
viat
e 11
00hr
s
Cro
ssin
g sl
ash
is d
raw
n as
per
sonn
el
exit
from
the
stru
ctur
e or
are
a.
Dis
tinct
mar
king
s w
ill be
mad
e in
side
the
rem
aini
ng q
uadr
ants
of
the
X to
cle
arly
den
ote
the
sear
ch s
tatu
s an
d fin
ding
s at
the
time
of th
is a
sses
smen
t. Th
e m
arks
will
be m
ade
with
car
pent
er c
halk
or
lum
ber c
rayo
n. T
he fo
llow
ing
illust
ratio
ns d
efin
e th
e Se
arch
As
sess
men
t mar
ks:
OR
-1
2-10
-02
1100
OR
-1
2-10
-02
1100
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-25
1
BU
ILD
ING
MAR
KIN
G S
YS (c
ontin
ued)
SEAR
CH
ASS
ESSM
ENT
MAR
KIN
G
A se
para
te a
nd d
istin
ct m
arki
ng s
yste
m is
nec
essa
ry to
den
ote
info
rmat
ion
rela
ting
to th
e vi
ctim
loca
tion
dete
rmin
atio
ns in
the
area
s se
arch
ed. T
his
sepa
rate
Sea
rch
Asse
ssm
ent m
arki
ng
syst
em is
des
igne
d to
be
used
in c
onju
nctio
n w
ith th
e St
ruct
ure
an
d H
azar
ds E
valu
atio
n m
arki
ng s
yste
m. T
he C
anin
e Se
arch
Sp
ecia
lists
, Tec
hnic
al S
earc
h Sp
ecia
lists
, and
/or S
earc
h Te
am
Man
ager
(or a
ny o
ther
Tas
k Fo
rce
mem
ber p
erfo
rmin
g th
e se
arch
fu
nctio
n) w
ill dr
aw a
n "X
" tha
t is
2' X
2' in
siz
e w
ith In
tern
atio
nal
Ora
nge
pain
t stic
k, lu
mbe
r cra
yon
or c
olor
spr
ay p
aint
(not
e th
at
K9
may
be
adve
rsel
y ef
fect
ed b
y th
e Fu
mes
from
Spr
ay P
aint
).Th
is X
will
be c
onst
ruct
ed in
two
oper
atio
ns -
one
slas
h dr
awn
upon
en
try in
to th
e st
ruct
ure
(or r
oom
, hal
lway
, etc
.) an
d a
seco
nd
cros
sing
sla
sh d
raw
n up
on e
xit.
Sing
le s
lash
dra
wn
upon
ent
ry to
a
stru
ctur
e or
are
a in
dica
tes
sear
ch
oper
atio
ns a
re c
urre
ntly
in p
rogr
ess.
U
pon
ente
ring
a bu
ildin
g or
a
sepa
rate
win
g of
a la
rge
build
ing,
add
th
e Se
arch
Tea
m I.
D.,
Dat
e an
d Ti
me
(24h
r) of
ent
ry. (
Nex
t to
mai
n en
try)
Not
e: O
R-1
is u
sed
inst
ead
of
O
R-T
F1 to
sav
e tim
e. A
lso
1100
is
used
to a
bbre
viat
e 11
00hr
s
Cro
ssin
g sl
ash
is d
raw
n as
per
sonn
el
exit
from
the
stru
ctur
e or
are
a.
Dis
tinct
mar
king
s w
ill be
mad
e in
side
the
rem
aini
ng q
uadr
ants
of
the
X to
cle
arly
den
ote
the
sear
ch s
tatu
s an
d fin
ding
s at
the
time
of th
is a
sses
smen
t. Th
e m
arks
will
be m
ade
with
car
pent
er c
halk
or
lum
ber c
rayo
n. T
he fo
llow
ing
illust
ratio
ns d
efin
e th
e Se
arch
As
sess
men
t mar
ks:
OR
-1
2-10
-02
1100
OR
-1
2-10
-02
1100
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-26
SEARC
H ASSESSM
ENT MAR
KIN
G (continued)
AFTER
EXITING
& DR
AW
ING
the 2nd SLA
SH, add the follow
ing INFO
: TO
P QU
AD
RA
NT - Tim
e and date that the Search Team
personnel left the structure.
RIG
HT Q
UA
DR
AN
T - Personal hazards.
BO
TTOM
QU
AD
RA
NT - N
umber of
live and dead victims still inside the
structure. ["0" = no victims]
When the R
econ Team leaves a
structure WITHO
UT com
pleting the Search (aftershock, end of shift, etc), then the second slash W
ILL NOT be
made. A Solid C
ircle is drawn at the
mid-length of the First Slash, and
Date/Tim
e of Exit, Personal Hazards,
& Victim Info w
ill be filled in. Also indication of Q
uadrants or Floors com
pleted should be added in a BOX
below the X, or if the Bldg H
AS N
OT
been entered (as in Hurricanes) m
ark N
o Entry in the BOX
OR
-1 2-10-02 1100
OR
-1 2-10-02 1100
2-10-021400R
ATS O
R-1
2-10-02 1100
2-L 3-D
2-10-021400
2-10-021400
RATS
2-L 3-D
F = Floors Q
= Quadrants
or N
o Entry
OR
-1 2-10-02 1100
2-10-021400
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-26
SEARC
H ASSESSM
ENT MAR
KIN
G (continued)
AFTER
EXITING
& DR
AW
ING
the 2nd SLA
SH, add the follow
ing INFO
: TO
P QU
AD
RA
NT - Tim
e and date that the Search Team
personnel left the structure.
RIG
HT Q
UA
DR
AN
T - Personal hazards.
BO
TTOM
QU
AD
RA
NT - N
umber of
live and dead victims still inside the
structure. ["0" = no victims]
When the R
econ Team leaves a
structure WITHO
UT com
pleting the Search (aftershock, end of shift, etc), then the second slash W
ILL NOT be
made. A Solid C
ircle is drawn at the
mid-length of the First Slash, and
Date/Tim
e of Exit, Personal Hazards,
& Victim Info w
ill be filled in. Also indication of Q
uadrants or Floors com
pleted should be added in a BOX
below the X, or if the Bldg H
AS N
OT
been entered (as in Hurricanes) m
ark N
o Entry in the BOX
OR
-1 2-10-02 1100
OR
-1 2-10-02 1100
2-10-021400R
ATS O
R-1
2-10-02 1100
2-L 3-D
2-10-021400
2-10-021400
RATS
2-L 3-D
F = Floors Q
= Quadrants
or N
o Entry
OR
-1 2-10-02 1100
2-10-021400
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-27
1
BU
ILD
ING
MAR
KIN
G S
YS (c
ontin
ued)
SEAR
CH
ASS
ESSM
ENT
MAR
KIN
G (c
ontin
ued)
In
mos
t cas
es, e
xtem
pora
neou
s in
form
atio
n w
ill no
t be
conv
eyed
us
ing
the
mar
king
sys
tem
. Thi
s ty
pe o
f com
mun
icat
ion
will
usua
lly
take
pla
ce a
s a
resu
lt of
face
-to-fa
ce m
eetin
gs b
etw
een
Sear
ch,
Res
cue,
and
oth
er c
ompo
nent
s of
the
Task
For
ce.
Sear
ch M
arki
ngs
shou
ld b
e m
ade
at e
ach
area
with
in a
stru
ctur
e,
such
as
room
s, v
oids
, etc
, but
onl
y in
form
atio
n re
late
d to
the
resu
lts
of th
e se
arch
will
be m
arke
d up
on e
xitin
g ea
ch s
pace
(No
Tim
e or
TF
des
igna
tion)
. A
stic
k-on
sea
rch
mar
k ha
s be
en a
ppro
ved
for u
se in
inci
dent
s lik
e H
urric
anes
an
d la
rge
earth
quak
es
whe
re m
any
stru
ctur
es
are
invo
lved
. Al
l FE
MA
Task
For
ces
have
bee
n su
pplie
d w
ith t
he
grap
hic
to b
e us
ed i
n cr
eatin
g th
e st
ick-
on s
earc
h m
arks
, w
hich
sh
ould
be
prin
ted
on o
rang
e pa
per.
VIC
TIM
LO
CAT
ION
MA
RK
ING
SYS
TEM
Dur
ing
the
sear
ch fu
nctio
n it
is n
eces
sary
to id
entif
y th
e lo
catio
n of
pot
entia
l and
kno
wn
vict
ims.
The
amou
nt a
nd ty
pe o
f deb
ris in
the
area
may
com
plet
ely
cove
r or o
bstru
ct th
e lo
catio
n of
any
vic
tim.
The
vict
im lo
catio
n m
arks
are
mad
e by
the
sear
ch te
am o
r ot
hers
aid
ing
the
sear
ch a
nd re
scue
ope
ratio
ns w
hene
ver a
kn
own
or p
oten
tial v
ictim
is lo
cate
d an
d no
t im
med
iate
ly
rem
oved
.
The
vict
im lo
catio
n m
arki
ng s
ymbo
ls s
houl
d be
mad
e w
ith
oran
ge s
pray
pai
nt (u
sing
line
mar
king
or “
dow
nwar
d” s
pray
ca
n) o
r ora
nge
cray
on.
The
follo
win
g illu
stra
tes
the
mar
king
sys
tem
:
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-27
1
BU
ILD
ING
MAR
KIN
G S
YS (c
ontin
ued)
SEAR
CH
ASS
ESSM
ENT
MAR
KIN
G (c
ontin
ued)
In
mos
t cas
es, e
xtem
pora
neou
s in
form
atio
n w
ill no
t be
conv
eyed
us
ing
the
mar
king
sys
tem
. Thi
s ty
pe o
f com
mun
icat
ion
will
usua
lly
take
pla
ce a
s a
resu
lt of
face
-to-fa
ce m
eetin
gs b
etw
een
Sear
ch,
Res
cue,
and
oth
er c
ompo
nent
s of
the
Task
For
ce.
Sear
ch M
arki
ngs
shou
ld b
e m
ade
at e
ach
area
with
in a
stru
ctur
e,
such
as
room
s, v
oids
, etc
, but
onl
y in
form
atio
n re
late
d to
the
resu
lts
of th
e se
arch
will
be m
arke
d up
on e
xitin
g ea
ch s
pace
(No
Tim
e or
TF
des
igna
tion)
. A
stic
k-on
sea
rch
mar
k ha
s be
en a
ppro
ved
for u
se in
inci
dent
s lik
e H
urric
anes
an
d la
rge
earth
quak
es
whe
re m
any
stru
ctur
es
are
invo
lved
. Al
l FE
MA
Task
For
ces
have
bee
n su
pplie
d w
ith t
he
grap
hic
to b
e us
ed i
n cr
eatin
g th
e st
ick-
on s
earc
h m
arks
, w
hich
sh
ould
be
prin
ted
on o
rang
e pa
per.
VIC
TIM
LO
CAT
ION
MA
RK
ING
SYS
TEM
Dur
ing
the
sear
ch fu
nctio
n it
is n
eces
sary
to id
entif
y th
e lo
catio
n of
pot
entia
l and
kno
wn
vict
ims.
The
amou
nt a
nd ty
pe o
f deb
ris in
the
area
may
com
plet
ely
cove
r or o
bstru
ct th
e lo
catio
n of
any
vic
tim.
The
vict
im lo
catio
n m
arks
are
mad
e by
the
sear
ch te
am o
r ot
hers
aid
ing
the
sear
ch a
nd re
scue
ope
ratio
ns w
hene
ver a
kn
own
or p
oten
tial v
ictim
is lo
cate
d an
d no
t im
med
iate
ly
rem
oved
.
The
vict
im lo
catio
n m
arki
ng s
ymbo
ls s
houl
d be
mad
e w
ith
oran
ge s
pray
pai
nt (u
sing
line
mar
king
or “
dow
nwar
d” s
pray
ca
n) o
r ora
nge
cray
on.
The
follo
win
g illu
stra
tes
the
mar
king
sys
tem
:
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-28
VICTIM
LOC
ATION M
AR
KIN
G SYSTEM
(cont.)
5’C
A-6
5’C
A-6
CA
-6
Make a large (2’ x 2’ ) "V" w
/orange paint near the location of the know
n or potential victim.
Mark the nam
e of the search team as show
n. An arrow
may need to be painted next to "V"
pointing towards the victim
s location is not im
mediately near w
here the "V" is painted. Show
distance on arrow.
2
CA
-6
2
CA
-6
Paint a circle around the "V" when a potential
victim has been C
onfirmed to be alive either
visually, vocally, or by hearing sounds that w
ould indicate a high probability of a victim. If
more than one confirm
ed live victim, m
ark total num
ber under the "V".
2
CA
-6
2
CA
-6
Paint a horizontal line through the middle of
the "V" when a C
onfirmed victim
is determ
ined to be deceased. If more than one
confirmed deseased victim
, mark the total
number under the "V". U
se both live and diseased victim
marking sym
bols when a
combination of live and deseased victim
s are determ
ined to be in the same location
2
CA-6
2
CA-6
Paint an "X" through the Confirm
ed victim
symbol after all victim
s have been removed
from the specific location identified by the
marking.
Paint new victim
symbols next to
additional victims that are later located
near where the original victim
(s) were
removed. (assum
ing original symbol has
been Xed out).
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-28
VICTIM
LOC
ATION M
AR
KIN
G SYSTEM
(cont.)
5’C
A-6
5’C
A-6
CA
-6
Make a large (2’ x 2’ ) "V" w
/orange paint near the location of the know
n or potential victim.
Mark the nam
e of the search team as show
n. An arrow
may need to be painted next to "V"
pointing towards the victim
s location is not im
mediately near w
here the "V" is painted. Show
distance on arrow.
2
CA
-6
2
CA
-6
Paint a circle around the "V" when a potential
victim has been C
onfirmed to be alive either
visually, vocally, or by hearing sounds that w
ould indicate a high probability of a victim. If
more than one confirm
ed live victim, m
ark total num
ber under the "V".
2
CA
-6
2
CA
-6
Paint a horizontal line through the middle of
the "V" when a C
onfirmed victim
is determ
ined to be deceased. If more than one
confirmed deseased victim
, mark the total
number under the "V". U
se both live and diseased victim
marking sym
bols when a
combination of live and deseased victim
s are determ
ined to be in the same location
2
CA-6
2
CA-6
Paint an "X" through the Confirm
ed victim
symbol after all victim
s have been removed
from the specific location identified by the
marking.
Paint new victim
symbols next to
additional victims that are later located
near where the original victim
(s) were
removed. (assum
ing original symbol has
been Xed out).
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-29
1
FEM
A U
S&R
SHO
RIN
G S
YMB
OLS
Thes
e sy
mbo
ls w
ere
deve
lope
d by
the
FEM
A U
S&R
Stru
ctur
es
Sub-
grou
p, a
nd s
houl
d be
use
d to
map
loca
tions
of U
S&R
Sho
ring
Tee
Shor
e
Dou
ble
T Sh
ore
DT
Verti
cal S
hore
(V-
3 =
3 po
sts,
V-2
= 2
pos
ts)
Lace
d Po
st S
hore
Crib
bing
Rak
er S
hore
-
Plac
e ve
rtica
l sid
e of
tria
ngle
aga
inst
wal
l -
Each
tria
ngle
repr
esen
ts o
ne R
aker
-
Rak
ers
shou
ld b
e in
stal
led
grou
ps o
f tw
o or
larg
er
Hor
izon
tal S
hore
( H -
3 =
3 st
ruts
, H -
2 =
2 st
ruts
)
Win
dow
or D
oor S
hore
(W o
r D)
H-3LPV-3 CT R
W o
r D
US&
R S
HOR
ING
OPE
RA
TIO
NS
GUI
DE
DIS
AST
ER S
ITE
REF
EREN
CE
DA
TA
1-29
1
FEM
A U
S&R
SHO
RIN
G S
YMB
OLS
Thes
e sy
mbo
ls w
ere
deve
lope
d by
the
FEM
A U
S&R
Stru
ctur
es
Sub-
grou
p, a
nd s
houl
d be
use
d to
map
loca
tions
of U
S&R
Sho
ring
Tee
Shor
e
Dou
ble
T Sh
ore
DT
Verti
cal S
hore
(V-
3 =
3 po
sts,
V-2
= 2
pos
ts)
Lace
d Po
st S
hore
Crib
bing
Rak
er S
hore
-
Plac
e ve
rtica
l sid
e of
tria
ngle
aga
inst
wal
l -
Each
tria
ngle
repr
esen
ts o
ne R
aker
-
Rak
ers
shou
ld b
e in
stal
led
grou
ps o
f tw
o or
larg
er
Hor
izon
tal S
hore
( H -
3 =
3 st
ruts
, H -
2 =
2 st
ruts
)
Win
dow
or D
oor S
hore
(W o
r D)
H-3LPV-3 CT R
W o
r D
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-30
DESIG
N DEAD
LOAD
S for BU
ILDING
MATER
IALSN
ormal R
einforced Concrete = 150 pcf = .087 lbs per cubic inch
Struct. Steel = 490 pcf = .28 lbs per cubic inch Alum
inum = 165 pcf = .095 lbs per cubic inch
Masonry and C
ement Plaster = 125 pcf
Dry W
ood = 35 pcf Wet W
ood = 45 to 60 pcf W
ood Joist@16
o.c.
= 3 psf 3/4
Wood Flooring
= 2.5 psf
5/8 G
ypsum Board
= 2.5 psf
Frame w
all with1/2
Gyp ea. Side
= 7 psf Fram
e wall w
ith 5/8 G
yp ea. Side = 8 psf
8 PC
Hollow
Plank
= 60 psf 8
Hollow
Conc M
asonry
= 40 psf C
oncrete Masonry R
ubble = 10 psf per inch of thickness Interior w
ood & metal stud w
alls = 10 to 15 psf per floor N
ormal hom
e or office furniture = 10 psf (more for storage)
Wood Floors w
eigh 10 psf to 25 psf (25 with 1.5
conc fill) Steel Floors w
ith metal deck & conc fill w
eigh 50 to 70 psf C
oncrete Floors weigh from
80 to 150 psf
RESC
UE LIVE LO
ADS
Add 10 to 15 psf for Rescuers (4-250lb in 100 sq ft = 10 psf)
(Also need to account for heavy tools)
QU
ICK
WEIG
HT ESTIMATIN
G (per square foot)
12” Concrete slab = 150 psf 1” Steel plate
= 40 psf 10”
= 125 psf
3/4”
= 30 psf 9”
= 113 psf
5/8
= 25 psf 8”
= 100 psf
1/2”
= 20 psf 7”
= 88 psf
3/8”
= 15 psf 6”
= 75 psf
1/4”
= 10 psf 4”
= 50 psf
1/8”
= 5 psf
US&
R SH
ORIN
G O
PERA
TION
S GUID
E D
ISASTER
SITE REFER
ENC
E DA
TA
1-30
DESIG
N DEAD
LOAD
S for BU
ILDING
MATER
IALSN
ormal R
einforced Concrete = 150 pcf = .087 lbs per cubic inch
Struct. Steel = 490 pcf = .28 lbs per cubic inch Alum
inum = 165 pcf = .095 lbs per cubic inch
Masonry and C
ement Plaster = 125 pcf
Dry W
ood = 35 pcf Wet W
ood = 45 to 60 pcf W
ood Joist@16
o.c.
= 3 psf 3/4
Wood Flooring
= 2.5 psf
5/8 G
ypsum Board
= 2.5 psf
Frame w
all with1/2
Gyp ea. Side
= 7 psf Fram
e wall w
ith 5/8 G
yp ea. Side = 8 psf
8 PC
Hollow
Plank
= 60 psf 8
Hollow
Conc M
asonry
= 40 psf C
oncrete Masonry R
ubble = 10 psf per inch of thickness Interior w
ood & metal stud w
alls = 10 to 15 psf per floor N
ormal hom
e or office furniture = 10 psf (more for storage)
Wood Floors w
eigh 10 psf to 25 psf (25 with 1.5
conc fill) Steel Floors w
ith metal deck & conc fill w
eigh 50 to 70 psf C
oncrete Floors weigh from
80 to 150 psf
RESC
UE LIVE LO
ADS
Add 10 to 15 psf for Rescuers (4-250lb in 100 sq ft = 10 psf)
(Also need to account for heavy tools)
QU
ICK
WEIG
HT ESTIMATIN
G (per square foot)
12” Concrete slab = 150 psf 1” Steel plate
= 40 psf 10”
= 125 psf
3/4”
= 30 psf 9”
= 113 psf
5/8
= 25 psf 8”
= 100 psf
1/2”
= 20 psf 7”
= 88 psf
3/8”
= 15 psf 6”
= 75 psf
1/4”
= 10 psf 4”
= 50 psf
1/8”
= 5 psf
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-1
2
INTR
OD
UC
TIO
N to
SEC
TIO
N 2
This
sec
tion
cont
ains
Gen
eral
Info
rmat
ion,
Gra
phic
s an
d D
etai
led
Expl
anat
ions
of h
ow to
con
stru
ct F
EMA
Vert
ical
Sh
orin
g –
arra
nged
as
follo
ws:
Ke
y D
esig
n Is
sues
Es
timat
ed ti
me
to b
uild
FEM
A Sh
ores
& M
ulti-
Stor
y C
ondi
tions
Th
e Sh
orin
g Te
am
How
to c
onst
ruct
Ver
tical
Sho
res,
3 &
2-P
ost,
T &
Lace
d Po
st
How
to c
onst
ruct
Slo
ped
Floo
r Sho
res
Pre-
cons
truct
ed S
horin
g Sy
stem
s Al
tern
ate
Verti
cal S
horin
g Sy
stem
s us
ing
Pneu
mat
ic S
truts
KEY
DES
IGN
ISSU
ESH
ow to
con
figur
e U
S&R
Sho
ring
to e
nsur
e a
Pred
icta
ble
and
Sl
ow in
itial
Fai
lure
Mod
e.
How
to s
eque
nce
the
cons
truct
ion
of U
S&R
sho
ring
in o
rder
to
Min
imiz
e R
isk.
U
se o
f the
Cla
ss 1
, 2, a
nd 3
Sys
tem
App
roac
h:
-C
lass
1 =
1 D
imen
sion
al
-C
lass
2 =
2 D
imen
sion
al
-C
lass
3 =
3 D
imen
sion
alFE
MA
DES
IGN
PAR
AMET
ERS
Al
l pos
ts s
houl
d be
pro
porti
oned
and
/bra
ced
so th
at c
uppi
ng o
f th
e w
edge
s an
d cr
ushi
ng o
f hea
der w
ill o
ccur
bef
ore
post
bu
cklin
g. T
his
is a
ssur
ed if
pos
t L/D
(Ht/W
idth
) is
25 o
r les
s.
Basi
c co
nstru
ctio
n se
quen
ce s
houl
d pr
ocee
d as
follo
ws:
-
In v
ery
dang
erou
s ar
eas,
it w
ould
be
prud
ent t
o re
duce
ris
k by
qui
ckly
inst
allin
g C
lass
1 S
pot S
hore
s
-Fo
llow
w/ C
lass
2 (t
wo
or m
ore
post
) Ver
tical
Sho
res
In
som
e ca
ses
thes
e C
lass
2 s
hore
s m
ay b
e in
stal
led
as th
e in
itial
sho
ring
-Fi
nally
, ass
ure
that
all
Shor
ing
has
all P
osts
bra
ced
in tw
o di
rect
ions
as
Cla
ss 3
Sho
res
An e
ffici
ent w
ay th
at th
is c
an b
e ac
hiev
ed is
as
follo
ws:
-
Plac
e T
or D
oubl
e T
shor
es in
itial
ly if
ver
y da
nger
ous
-Th
en p
lace
pai
rs o
f 2-p
ost V
ertic
al S
hore
s, 4
ft a
part
-Fi
nally
tie
the
2-po
st V
ert.
Shor
es to
geth
er a
s La
ced
Post
s
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-1
2
INTR
OD
UC
TIO
N to
SEC
TIO
N 2
This
sec
tion
cont
ains
Gen
eral
Info
rmat
ion,
Gra
phic
s an
d D
etai
led
Expl
anat
ions
of h
ow to
con
stru
ct F
EMA
Vert
ical
Sh
orin
g –
arra
nged
as
follo
ws:
Ke
y D
esig
n Is
sues
Es
timat
ed ti
me
to b
uild
FEM
A Sh
ores
& M
ulti-
Stor
y C
ondi
tions
Th
e Sh
orin
g Te
am
How
to c
onst
ruct
Ver
tical
Sho
res,
3 &
2-P
ost,
T &
Lace
d Po
st
How
to c
onst
ruct
Slo
ped
Floo
r Sho
res
Pre-
cons
truct
ed S
horin
g Sy
stem
s Al
tern
ate
Verti
cal S
horin
g Sy
stem
s us
ing
Pneu
mat
ic S
truts
KEY
DES
IGN
ISSU
ESH
ow to
con
figur
e U
S&R
Sho
ring
to e
nsur
e a
Pred
icta
ble
and
Sl
ow in
itial
Fai
lure
Mod
e.
How
to s
eque
nce
the
cons
truct
ion
of U
S&R
sho
ring
in o
rder
to
Min
imiz
e R
isk.
U
se o
f the
Cla
ss 1
, 2, a
nd 3
Sys
tem
App
roac
h:
-C
lass
1 =
1 D
imen
sion
al
-C
lass
2 =
2 D
imen
sion
al
-C
lass
3 =
3 D
imen
sion
alFE
MA
DES
IGN
PAR
AMET
ERS
Al
l pos
ts s
houl
d be
pro
porti
oned
and
/bra
ced
so th
at c
uppi
ng o
f th
e w
edge
s an
d cr
ushi
ng o
f hea
der w
ill o
ccur
bef
ore
post
bu
cklin
g. T
his
is a
ssur
ed if
pos
t L/D
(Ht/W
idth
) is
25 o
r les
s.
Basi
c co
nstru
ctio
n se
quen
ce s
houl
d pr
ocee
d as
follo
ws:
-
In v
ery
dang
erou
s ar
eas,
it w
ould
be
prud
ent t
o re
duce
ris
k by
qui
ckly
inst
allin
g C
lass
1 S
pot S
hore
s
-Fo
llow
w/ C
lass
2 (t
wo
or m
ore
post
) Ver
tical
Sho
res
In
som
e ca
ses
thes
e C
lass
2 s
hore
s m
ay b
e in
stal
led
as th
e in
itial
sho
ring
-Fi
nally
, ass
ure
that
all
Shor
ing
has
all P
osts
bra
ced
in tw
o di
rect
ions
as
Cla
ss 3
Sho
res
An e
ffici
ent w
ay th
at th
is c
an b
e ac
hiev
ed is
as
follo
ws:
-
Plac
e T
or D
oubl
e T
shor
es in
itial
ly if
ver
y da
nger
ous
-Th
en p
lace
pai
rs o
f 2-p
ost V
ertic
al S
hore
s, 4
ft a
part
-Fi
nally
tie
the
2-po
st V
ert.
Shor
es to
geth
er a
s La
ced
Post
s
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-2
FACTO
RS AFFECTING
SHOR
ING STR
ENGTH
The strength of W
ood Systems depend on the follow
ing: -
Perpendicular to grain bearing of Post on Header
-Vertical capacity of Posts (based on H
eight (Length) -
Strength of Header and Sole
-Strength of ground/floor slab below
Sole
The size of a Header depends on the stiffness of the header
compared to the structure being supported:
-W
hen supporting intact concrete slabs and posts are no m
ore than 4 ft o.c., the concrete structure is much stiffer
than a wood header. Therefore, 4x4 or 6x6 header is O
K -
When supporting a w
ood floor, the Header should be a
depth of 1" for each foot of span – 4x4 minim
um
-For all other conditions, the H
eader should be designed for the actual load, by a U
S&R Structures Specialist
The Total Length of 2x4 & 2x6 Lacing (diagonal bracing m
embers that are capable of resisting both Tension and
Com
pression) should be limited to 7’-6”
The Length of 2x4 & 2x6 X-bracing may be 10 or m
ore feet long, since each m
ember is only required to resist Tension.
Shoring Num
bers To Rem
ember (D
oug Fir & So. Pine)
-8, 20, 24, 32, 5
-8K
is Design Strength of 4x4 Post, 8ft long
-20K
is Design Strength of 6x6 Post, 12ft long
-24K
is Design Strength of 2x2 lay-up of 4x4 C
rib-
32K is D
esign Strength of 4x4 Laced Post -
5K is D
esign Strength of 4x Raker System
(2 – 45 or 60 deg R
akers + adequate bracing)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-2
FACTO
RS AFFECTING
SHOR
ING STR
ENGTH
The strength of W
ood Systems depend on the follow
ing: -
Perpendicular to grain bearing of Post on Header
-Vertical capacity of Posts (based on H
eight (Length) -
Strength of Header and Sole
-Strength of ground/floor slab below
Sole
The size of a Header depends on the stiffness of the header
compared to the structure being supported:
-W
hen supporting intact concrete slabs and posts are no m
ore than 4 ft o.c., the concrete structure is much stiffer
than a wood header. Therefore, 4x4 or 6x6 header is O
K -
When supporting a w
ood floor, the Header should be a
depth of 1" for each foot of span – 4x4 minim
um
-For all other conditions, the H
eader should be designed for the actual load, by a U
S&R Structures Specialist
The Total Length of 2x4 & 2x6 Lacing (diagonal bracing m
embers that are capable of resisting both Tension and
Com
pression) should be limited to 7’-6”
The Length of 2x4 & 2x6 X-bracing may be 10 or m
ore feet long, since each m
ember is only required to resist Tension.
Shoring Num
bers To Rem
ember (D
oug Fir & So. Pine)
-8, 20, 24, 32, 5
-8K
is Design Strength of 4x4 Post, 8ft long
-20K
is Design Strength of 6x6 Post, 12ft long
-24K
is Design Strength of 2x2 lay-up of 4x4 C
rib-
32K is D
esign Strength of 4x4 Laced Post -
5K is D
esign Strength of 4x Raker System
(2 – 45 or 60 deg R
akers + adequate bracing)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-3
2
ESTI
MAT
ED T
IME
TO B
UIL
D S
HO
RES
The
follo
win
g ta
ble
assu
mes
that
one
, 6-p
erso
n R
escu
e Sq
uad
is
used
, who
has
wor
ked
toge
ther
bef
ore
and
has
had
prop
er tr
aini
ng
in c
onst
ruct
ing
shor
ing.
Als
o it
is a
ssum
ed th
at th
e to
ols,
lum
ber
and
equi
pmen
t are
all
laid
out
read
y to
go,
alo
ng w
ith a
cut
ting
tabl
eFo
r Pre
-Fab
Sho
ring
Plac
ed in
a R
elat
ivel
y O
pen
Area
Shor
e Ty
pe
Pre-
fab
Tim
e In
stal
l Tim
e T-
Shor
e 5
– 8
min
60
sec
D
bl -T
Sho
re
8 –
10 m
in
90 s
ec
2-Po
st V
ert
8 –
10 m
in
90 s
ec
3-Po
st V
ert
N/A
Se
e In
-pla
ce
Lace
d Po
st
10 –
12
min
12
– 1
5 m
in
Pr, S
olid
Sol
e R
aker
20
min
12
– 1
5 m
in
Pr, S
plit
Sole
Rak
er
30 m
in
15 –
20
min
O
ne F
lyin
g R
aker
10
min
5
min
Pr
efab
Win
dow
Sho
re
5 –
8 m
in
60 s
ec
For B
uilt
in P
lace
Sho
res
in a
Rel
ativ
ely
Ope
n Ar
ea
Shor
e Ty
pe
Erec
tion
Tim
e 2-
Post
Ver
t 10
– 1
2 m
in
3-Po
st V
ert –
10f
t max
Hig
h 12
– 1
5 m
in
Lace
d Po
st
25 –
30
min
C
rib-2
x2 w
/4x4
– 3
ft H
igh
5 –
8 m
in
Crib
-2x2
w/4
x4 –
6ft
Hig
h 10
– 1
6 m
in
Crib
2x2
w/6
x6 –
3ft
Hig
h 8
– 10
min
C
rib 2
x2 w
/6x6
– 6
ft H
igh
10 –
20
min
W
indo
w S
hore
8
– 10
min
D
oor S
hore
10
– 1
4 m
in
Pair,
Slo
ped
Floo
r Sho
res
20 –
25
min
NO
TE fo
r CA
RR
Y CO
ND
ITIO
NS
Th
ese
times
Do
Not
acc
ount
for m
ovin
g th
e pr
e- a
ssem
bled
sho
re
into
pos
ition
or m
ovin
g th
e m
ater
ial i
nto
posi
tion
for t
he B
uilt
in
Plac
e Sh
ores
. Th
at w
ould
hav
e to
be
dete
rmin
ed O
n-Sc
ene
at
each
eve
nt, a
nd e
ach
area
on
the
Site
. (C
arry
Dis
tanc
e)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-3
2
ESTI
MAT
ED T
IME
TO B
UIL
D S
HO
RES
The
follo
win
g ta
ble
assu
mes
that
one
, 6-p
erso
n R
escu
e Sq
uad
is
used
, who
has
wor
ked
toge
ther
bef
ore
and
has
had
prop
er tr
aini
ng
in c
onst
ruct
ing
shor
ing.
Als
o it
is a
ssum
ed th
at th
e to
ols,
lum
ber
and
equi
pmen
t are
all
laid
out
read
y to
go,
alo
ng w
ith a
cut
ting
tabl
eFo
r Pre
-Fab
Sho
ring
Plac
ed in
a R
elat
ivel
y O
pen
Area
Shor
e Ty
pe
Pre-
fab
Tim
e In
stal
l Tim
e T-
Shor
e 5
– 8
min
60
sec
D
bl -T
Sho
re
8 –
10 m
in
90 s
ec
2-Po
st V
ert
8 –
10 m
in
90 s
ec
3-Po
st V
ert
N/A
Se
e In
-pla
ce
Lace
d Po
st
10 –
12
min
12
– 1
5 m
in
Pr, S
olid
Sol
e R
aker
20
min
12
– 1
5 m
in
Pr, S
plit
Sole
Rak
er
30 m
in
15 –
20
min
O
ne F
lyin
g R
aker
10
min
5
min
Pr
efab
Win
dow
Sho
re
5 –
8 m
in
60 s
ec
For B
uilt
in P
lace
Sho
res
in a
Rel
ativ
ely
Ope
n Ar
ea
Shor
e Ty
pe
Erec
tion
Tim
e 2-
Post
Ver
t 10
– 1
2 m
in
3-Po
st V
ert –
10f
t max
Hig
h 12
– 1
5 m
in
Lace
d Po
st
25 –
30
min
C
rib-2
x2 w
/4x4
– 3
ft H
igh
5 –
8 m
in
Crib
-2x2
w/4
x4 –
6ft
Hig
h 10
– 1
6 m
in
Crib
2x2
w/6
x6 –
3ft
Hig
h 8
– 10
min
C
rib 2
x2 w
/6x6
– 6
ft H
igh
10 –
20
min
W
indo
w S
hore
8
– 10
min
D
oor S
hore
10
– 1
4 m
in
Pair,
Slo
ped
Floo
r Sho
res
20 –
25
min
NO
TE fo
r CA
RR
Y CO
ND
ITIO
NS
Th
ese
times
Do
Not
acc
ount
for m
ovin
g th
e pr
e- a
ssem
bled
sho
re
into
pos
ition
or m
ovin
g th
e m
ater
ial i
nto
posi
tion
for t
he B
uilt
in
Plac
e Sh
ores
. Th
at w
ould
hav
e to
be
dete
rmin
ed O
n-Sc
ene
at
each
eve
nt, a
nd e
ach
area
on
the
Site
. (C
arry
Dis
tanc
e)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-4
TIME TO
BUILD SH
OR
ES - SPECIFIC C
ON
DITION
S Exam
ple 1 (Vert, Crib, Laced Post & Sloped floor)Like Pentagon, Puerto R
ico, (similar to O
KC)
1st & 2nd story, Shore your way in, rem
ove debris as you go. M
aterial & cutting area within 200ft outside
AD
D 10 m
in for 1st floor and 15 m
in for 2nd floor. Traveling thru heavy debris add 10m
inutes more
Example 2 (Vert, C
rib & Sloped floor)10 story concrete bldg - N
eed to carry material upstairs into bldg.
Partly prefab in safe area on same floor. N
eed to move furniture,
desks, etc to go 60 to 100 ft across floor to collapsed area A
DD
5 min for each additional floor ascended.
Example 3 Each Pair of R
aker Shores12 ft insertion point up Tilt-up w
all - AC paving, parking lot next to
building not much debris
Each Pair to be Assem
bled, Installed & Braced in 30 m
inExam
ple 4 Each Pair of Raker Shores
9 ft insertion point up UR
M w
all w/ som
e debris AC
paving or Dirt next to w
all U
se Split sole Rakers w
/ sloping sole Each Pair to be Assem
bled, Installed & Braced in 40 min
MU
LTI-STOR
Y CO
NDITIO
NS &
SEQU
ENC
ING
When shoring a single dam
aged floor in multi-story, sound, existing
bldg the following procedure m
ay be used:For W
ood-frame,1-undam
aged fl can supported 1-damaged fl
For Steel-frame, 2- undam
aged floors to support 1- damaged fl
For Reinf. C
onc, 3-undamaged floors to support 1- dam
aged fl For Precast C
onc, the shoring should extend to the ground This does not apply to structures that are under construction, subject to cascading/progressive collapse, or to structures that have collapsed suddenly, w
ithout any apparent cause U
sually the best strategy for multi-story shoring is to start
directly under the damaged floor, and w
ork down
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-4
TIME TO
BUILD SH
OR
ES - SPECIFIC C
ON
DITION
S Exam
ple 1 (Vert, Crib, Laced Post & Sloped floor)Like Pentagon, Puerto R
ico, (similar to O
KC)
1st & 2nd story, Shore your way in, rem
ove debris as you go. M
aterial & cutting area within 200ft outside
AD
D 10 m
in for 1st floor and 15 m
in for 2nd floor. Traveling thru heavy debris add 10m
inutes more
Example 2 (Vert, C
rib & Sloped floor)10 story concrete bldg - N
eed to carry material upstairs into bldg.
Partly prefab in safe area on same floor. N
eed to move furniture,
desks, etc to go 60 to 100 ft across floor to collapsed area A
DD
5 min for each additional floor ascended.
Example 3 Each Pair of R
aker Shores12 ft insertion point up Tilt-up w
all - AC paving, parking lot next to
building not much debris
Each Pair to be Assem
bled, Installed & Braced in 30 m
inExam
ple 4 Each Pair of Raker Shores
9 ft insertion point up UR
M w
all w/ som
e debris AC
paving or Dirt next to w
all U
se Split sole Rakers w
/ sloping sole Each Pair to be Assem
bled, Installed & Braced in 40 min
MU
LTI-STOR
Y CO
NDITIO
NS &
SEQU
ENC
ING
When shoring a single dam
aged floor in multi-story, sound, existing
bldg the following procedure m
ay be used:For W
ood-frame,1-undam
aged fl can supported 1-damaged fl
For Steel-frame, 2- undam
aged floors to support 1- damaged fl
For Reinf. C
onc, 3-undamaged floors to support 1- dam
aged fl For Precast C
onc, the shoring should extend to the ground This does not apply to structures that are under construction, subject to cascading/progressive collapse, or to structures that have collapsed suddenly, w
ithout any apparent cause U
sually the best strategy for multi-story shoring is to start
directly under the damaged floor, and w
ork down
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-5
2
THE
SHO
RING
TEA
MS
To
con
duct
Sho
ring
Ope
ratio
ns s
afel
y an
d ef
ficie
ntly
, tw
o se
para
te
Shor
ing
Team
s ar
e fo
rmed
.
1.
The
Shor
e A
ssem
bly
Team
– P
erfo
rms
the
actu
al s
horin
g si
ze-u
p an
d co
nstru
ctio
n of
the
shor
es.
2.
The
Cut
ting
Team
– E
stab
lishe
s th
e eq
uipm
ent a
rea
and
cuts
th
e sh
orin
g lu
mbe
r.
3.
The
Shor
e As
sem
bly
Team
con
sist
s of
the
follo
win
g:
a.
The
Shor
ing
Offi
cer (
Res
cue
Squa
d O
ffice
r) –
is in
-ch
arge
of t
he o
pera
tion
and
wor
ks w
ith th
e St
ruct
ures
Sp
ec to
det
erm
ine
whe
re to
pla
ce a
nd e
rect
the
shor
es.
b.
The
Mea
sure
– p
erfo
rms
all t
he m
easu
ring
requ
ired
in th
e er
ectio
n of
the
shor
ing
and
rela
ys a
ll m
easu
rem
ents
and
lu
mbe
r siz
e to
the
Layo
ut o
f the
Cut
ting
Team
.
c.
Shor
es –
cle
ars
away
deb
ris a
nd o
bstru
ctio
ns th
at c
ould
in
terfe
re w
ith s
hore
con
stru
ctio
n. H
e al
so a
ssis
ts th
e M
easu
re a
s ne
eded
to e
rect
the
shor
es.
4.
The
Cut
ting
Team
The
initi
al re
spon
sibi
lity
of th
e cu
tting
team
is to
sec
ure
an a
rea
as
clos
e as
pos
sibl
e to
the
colla
pse
oper
atio
n to
min
imiz
e th
e nu
mbe
r of
per
sonn
el n
eede
d to
rela
y th
e m
ater
ials
to th
e sh
ore
asse
mbl
y te
am.
The
assi
stan
ce o
f sev
eral
oth
er p
erso
nnel
may
be
requ
ired
to h
elp
expe
dite
the
mov
emen
t of l
umbe
r and
tool
s to
the
colla
pse
area
. a.
The
Layo
ut –
is in
cha
rge
of s
ettin
g up
the
cutti
ng s
tatio
n an
d pr
epar
ing
the
mat
eria
ls to
be
cut.
Perfo
rms
all m
easu
ring,
layo
ut o
f ang
le a
nd s
houl
d be
in
dire
ct c
onta
ct w
ith th
e sh
ore
asse
mbl
y te
am
“mea
sure
” via
por
tabl
e ra
dio
to e
limin
ate
mis
-co
mm
unic
atio
ns o
n di
men
sion
s, e
tc.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-5
2
THE
SHO
RING
TEA
MS
To
con
duct
Sho
ring
Ope
ratio
ns s
afel
y an
d ef
ficie
ntly
, tw
o se
para
te
Shor
ing
Team
s ar
e fo
rmed
.
1.
The
Shor
e A
ssem
bly
Team
– P
erfo
rms
the
actu
al s
horin
g si
ze-u
p an
d co
nstru
ctio
n of
the
shor
es.
2.
The
Cut
ting
Team
– E
stab
lishe
s th
e eq
uipm
ent a
rea
and
cuts
th
e sh
orin
g lu
mbe
r.
3.
The
Shor
e As
sem
bly
Team
con
sist
s of
the
follo
win
g:
a.
The
Shor
ing
Offi
cer (
Res
cue
Squa
d O
ffice
r) –
is in
-ch
arge
of t
he o
pera
tion
and
wor
ks w
ith th
e St
ruct
ures
Sp
ec to
det
erm
ine
whe
re to
pla
ce a
nd e
rect
the
shor
es.
b.
The
Mea
sure
– p
erfo
rms
all t
he m
easu
ring
requ
ired
in th
e er
ectio
n of
the
shor
ing
and
rela
ys a
ll m
easu
rem
ents
and
lu
mbe
r siz
e to
the
Layo
ut o
f the
Cut
ting
Team
.
c.
Shor
es –
cle
ars
away
deb
ris a
nd o
bstru
ctio
ns th
at c
ould
in
terfe
re w
ith s
hore
con
stru
ctio
n. H
e al
so a
ssis
ts th
e M
easu
re a
s ne
eded
to e
rect
the
shor
es.
4.
The
Cut
ting
Team
The
initi
al re
spon
sibi
lity
of th
e cu
tting
team
is to
sec
ure
an a
rea
as
clos
e as
pos
sibl
e to
the
colla
pse
oper
atio
n to
min
imiz
e th
e nu
mbe
r of
per
sonn
el n
eede
d to
rela
y th
e m
ater
ials
to th
e sh
ore
asse
mbl
y te
am.
The
assi
stan
ce o
f sev
eral
oth
er p
erso
nnel
may
be
requ
ired
to h
elp
expe
dite
the
mov
emen
t of l
umbe
r and
tool
s to
the
colla
pse
area
. a.
The
Layo
ut –
is in
cha
rge
of s
ettin
g up
the
cutti
ng s
tatio
n an
d pr
epar
ing
the
mat
eria
ls to
be
cut.
Perfo
rms
all m
easu
ring,
layo
ut o
f ang
le a
nd s
houl
d be
in
dire
ct c
onta
ct w
ith th
e sh
ore
asse
mbl
y te
am
“mea
sure
” via
por
tabl
e ra
dio
to e
limin
ate
mis
-co
mm
unic
atio
ns o
n di
men
sion
s, e
tc.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-6
THE SHOR
ING TEAM
S (continued)
b. The C
utter – cuts the shoring material.
c.
Tools and Equipment – directs the m
ovement of tools
and equipment to be placed w
here they are requested, anticipates logistical needs of the shoring team
and keeps an inventory checklist/log sheet for easier retrieval of tools and equipm
ent at the conclusion of rescue operations.
5. A single R
escue Squad can normally fill the six individual
shoring team positions during m
ost shoring operations.
6. Larger or m
ore complex shoring operations m
ay require Two
Rescue Squads, w
ith One squad assigned to the Shore
Assembly Team
and the Other assigned to the C
utting Team.
7. Shore A
ssembly Team
with a Six person R
escue Squad:
a.
The Shoring Officer (R
escue Squad Officer)
b.
The Measure
c.
Shores
d.
Shores
e.
Safety
f.
Runner – ensures tools, equipm
ent, and shoring materials
are moved from
the shoring operation primary access point to
the shoring site and assists in the erection of shores as needed.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-6
THE SHOR
ING TEAM
S (continued)
b. The C
utter – cuts the shoring material.
c.
Tools and Equipment – directs the m
ovement of tools
and equipment to be placed w
here they are requested, anticipates logistical needs of the shoring team
and keeps an inventory checklist/log sheet for easier retrieval of tools and equipm
ent at the conclusion of rescue operations.
5. A single R
escue Squad can normally fill the six individual
shoring team positions during m
ost shoring operations.
6. Larger or m
ore complex shoring operations m
ay require Two
Rescue Squads, w
ith One squad assigned to the Shore
Assembly Team
and the Other assigned to the C
utting Team.
7. Shore A
ssembly Team
with a Six person R
escue Squad:
a.
The Shoring Officer (R
escue Squad Officer)
b.
The Measure
c.
Shores
d.
Shores
e.
Safety
f.
Runner – ensures tools, equipm
ent, and shoring materials
are moved from
the shoring operation primary access point to
the shoring site and assists in the erection of shores as needed.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-7
2
THE
SHO
RIN
G T
EAM
S (c
ontin
ued)
8.
Cut
ting
Team
with
a c
ompl
ete
Six
pers
on R
escu
e Sq
uad:
a.
Th
e C
uttin
g Te
am O
ffice
r (R
escu
e Sq
uad
Offi
cer)
b.
Th
e La
yout
c.
The
Feed
er –
mov
es a
nd fe
eds
mea
sure
d an
d m
arke
d sh
orin
g m
ater
ial f
rom
the
Layo
ut to
the
Cut
ter a
nd h
elps
se
cure
it w
hen
bein
g cu
t.
d.
Th
e C
utte
r
e.
To
ols
and
Equi
pmen
t
f. R
unne
r – e
nsur
es to
ols,
equ
ipm
ent,
and
shor
ing
mat
eria
ls
are
mov
ed fr
om th
e cu
tting
are
a to
the
shor
ing
oper
atio
n pr
imar
y ac
cess
poi
nt.
NO
TES
for V
ERTI
CAL
SHO
RIN
G D
IAG
RAM
S1.
M
axim
um P
ost H
eigh
ts h
ave
been
spe
cifie
d as
10’
-3”,
12’-3
”,
etc.
, an
d Sh
ore
is th
en li
mite
d to
nex
t Ful
l Foo
t in
Hei
ght
2.
Des
ign
Load
(Saf
e W
orki
ng L
oad)
for C
lass
1 &
2 S
hore
s is
ba
sed
on S
hore
Hei
ght.
(Not
Pos
t Len
gth)
3.
The
use
of 4
x4 &
6x6
Hea
ders
is d
esira
ble,
sin
ce th
is
mai
ntai
ns a
rela
tivel
y st
able
1 to
1 h
eigh
t to
wid
th ra
tio. T
his
allo
ws
the
use
of o
ne s
ided
con
nect
ions
to h
eade
rs.
4.
It is
des
irabl
e to
use
2-s
ided
con
nect
ions
at P
osts
to S
ole
Plat
es a
t Wed
ges.
The
con
nect
ors
shou
ld b
e 6”
x12”
, Hal
f G
usse
ts.
This
is c
hang
e fro
m th
e 12
”x 1
2” g
usse
t, an
d it
uses
fe
wer
nai
ls +
allo
ws
a be
tter v
iew
to s
ee C
uppe
d W
edge
s.5.
U
se o
f 4x4
Hea
ders
for 4
ft o.
c. P
osts
and
6x6
for 5
ft o.
c. P
osts
is
bas
ed o
n su
ppor
ting
Nor
mal
Woo
d Fl
oors
and
Inta
ct
Con
cret
e Fl
oors
. For
sup
porti
ng b
adly
cra
cked
Con
cret
e Fl
oors
, and
for s
hore
s w
ith la
rger
pos
t spa
cing
, obt
ain
spec
ial
desi
gn b
y U
S&R
Stru
ctur
es S
peci
alis
t.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-7
2
THE
SHO
RIN
G T
EAM
S (c
ontin
ued)
8.
Cut
ting
Team
with
a c
ompl
ete
Six
pers
on R
escu
e Sq
uad:
a.
Th
e C
uttin
g Te
am O
ffice
r (R
escu
e Sq
uad
Offi
cer)
b.
Th
e La
yout
c.
The
Feed
er –
mov
es a
nd fe
eds
mea
sure
d an
d m
arke
d sh
orin
g m
ater
ial f
rom
the
Layo
ut to
the
Cut
ter a
nd h
elps
se
cure
it w
hen
bein
g cu
t.
d.
Th
e C
utte
r
e.
To
ols
and
Equi
pmen
t
f. R
unne
r – e
nsur
es to
ols,
equ
ipm
ent,
and
shor
ing
mat
eria
ls
are
mov
ed fr
om th
e cu
tting
are
a to
the
shor
ing
oper
atio
n pr
imar
y ac
cess
poi
nt.
NO
TES
for V
ERTI
CAL
SHO
RIN
G D
IAG
RAM
S1.
M
axim
um P
ost H
eigh
ts h
ave
been
spe
cifie
d as
10’
-3”,
12’-3
”,
etc.
, an
d Sh
ore
is th
en li
mite
d to
nex
t Ful
l Foo
t in
Hei
ght
2.
Des
ign
Load
(Saf
e W
orki
ng L
oad)
for C
lass
1 &
2 S
hore
s is
ba
sed
on S
hore
Hei
ght.
(Not
Pos
t Len
gth)
3.
The
use
of 4
x4 &
6x6
Hea
ders
is d
esira
ble,
sin
ce th
is
mai
ntai
ns a
rela
tivel
y st
able
1 to
1 h
eigh
t to
wid
th ra
tio. T
his
allo
ws
the
use
of o
ne s
ided
con
nect
ions
to h
eade
rs.
4.
It is
des
irabl
e to
use
2-s
ided
con
nect
ions
at P
osts
to S
ole
Plat
es a
t Wed
ges.
The
con
nect
ors
shou
ld b
e 6”
x12”
, Hal
f G
usse
ts.
This
is c
hang
e fro
m th
e 12
”x 1
2” g
usse
t, an
d it
uses
fe
wer
nai
ls +
allo
ws
a be
tter v
iew
to s
ee C
uppe
d W
edge
s.5.
U
se o
f 4x4
Hea
ders
for 4
ft o.
c. P
osts
and
6x6
for 5
ft o.
c. P
osts
is
bas
ed o
n su
ppor
ting
Nor
mal
Woo
d Fl
oors
and
Inta
ct
Con
cret
e Fl
oors
. For
sup
porti
ng b
adly
cra
cked
Con
cret
e Fl
oors
, and
for s
hore
s w
ith la
rger
pos
t spa
cing
, obt
ain
spec
ial
desi
gn b
y U
S&R
Stru
ctur
es S
peci
alis
t.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-8
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-8
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-9
2
HO
W T
O C
ON
STR
UC
T TH
E “T
” SP
OT
SHO
RE
1.
Det
erm
ine
whe
re S
pot S
hore
s sh
ould
be
built
in o
rder
to
qu
ickl
y re
duce
risk
. (Pr
ior t
o bu
ildin
g m
ore
stab
le s
hore
s).
2.
Det
erm
ine
over
all h
eigh
t of a
rea
to b
e sh
ored
and
rem
ove
le
ast a
mou
nt o
f deb
ris re
quire
d to
pla
ce s
hore
.
a.
The
4x4
post
sho
uld
be 1
0’-3
” max
long
, so
the
Tota
l H
eigh
t of t
he s
hore
is n
ot m
ore
than
11
feet
3.
Mea
sure
and
cut
hea
der,
sole
& p
ost (
rem
embe
r to
dedu
ct
he
ader
, sol
e an
d w
edge
hei
ght w
hen
cutti
ng p
ost).
4.
Pref
abric
ate
head
er to
pos
t by
plac
ing
the
12”x
12”
, Ful
l- G
usse
t pla
te o
n on
e si
de, t
hen
flip
over
and
pla
ce a
noth
er F
ull-
Gus
set o
n ot
her s
ide.
Nai
l 5-8
d to
Pos
t & 8
-8d
to H
eade
r
5.
Plac
e “T
” in
posi
tion,
cen
tere
d un
der t
he L
oad.
6.
Slid
e so
le p
late
und
er “T
” and
tap
wed
ges
into
pos
ition
.
7.
Che
ck fo
r stra
ight
ness
plu
s st
abilit
y, th
en ti
ghte
n w
edge
s.
8.
Inst
all b
otto
m h
alf-g
usse
t and
nai
l 4-8
d to
pos
t and
to s
ole.
a.
Not
e th
at a
2 x
4 x
18”
cle
at m
ay b
e us
ed, b
ut th
e 3-
16d
nails
to p
ost a
nd to
sol
e m
ay te
nd to
spl
it th
e cl
eat,
and
16d
requ
ire s
trong
er n
ailin
g w
ithin
the
dang
er z
one
9.
Anch
or th
e sh
ore
to fl
oor a
bove
and
sol
e to
floo
r bel
ow, i
f
prac
tical
.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-9
2
HO
W T
O C
ON
STR
UC
T TH
E “T
” SP
OT
SHO
RE
1.
Det
erm
ine
whe
re S
pot S
hore
s sh
ould
be
built
in o
rder
to
qu
ickl
y re
duce
risk
. (Pr
ior t
o bu
ildin
g m
ore
stab
le s
hore
s).
2.
Det
erm
ine
over
all h
eigh
t of a
rea
to b
e sh
ored
and
rem
ove
le
ast a
mou
nt o
f deb
ris re
quire
d to
pla
ce s
hore
.
a.
The
4x4
post
sho
uld
be 1
0’-3
” max
long
, so
the
Tota
l H
eigh
t of t
he s
hore
is n
ot m
ore
than
11
feet
3.
Mea
sure
and
cut
hea
der,
sole
& p
ost (
rem
embe
r to
dedu
ct
he
ader
, sol
e an
d w
edge
hei
ght w
hen
cutti
ng p
ost).
4.
Pref
abric
ate
head
er to
pos
t by
plac
ing
the
12”x
12”
, Ful
l- G
usse
t pla
te o
n on
e si
de, t
hen
flip
over
and
pla
ce a
noth
er F
ull-
Gus
set o
n ot
her s
ide.
Nai
l 5-8
d to
Pos
t & 8
-8d
to H
eade
r
5.
Plac
e “T
” in
posi
tion,
cen
tere
d un
der t
he L
oad.
6.
Slid
e so
le p
late
und
er “T
” and
tap
wed
ges
into
pos
ition
.
7.
Che
ck fo
r stra
ight
ness
plu
s st
abilit
y, th
en ti
ghte
n w
edge
s.
8.
Inst
all b
otto
m h
alf-g
usse
t and
nai
l 4-8
d to
pos
t and
to s
ole.
a.
Not
e th
at a
2 x
4 x
18”
cle
at m
ay b
e us
ed, b
ut th
e 3-
16d
nails
to p
ost a
nd to
sol
e m
ay te
nd to
spl
it th
e cl
eat,
and
16d
requ
ire s
trong
er n
ailin
g w
ithin
the
dang
er z
one
9.
Anch
or th
e sh
ore
to fl
oor a
bove
and
sol
e to
floo
r bel
ow, i
f
prac
tical
.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-10
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-10
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-11
2
HO
W T
O C
ON
STR
UC
T TH
E DO
UB
LE “
T” S
HO
RE
1.
Det
erm
ine
whe
re S
hore
s sh
ould
be
built
in o
rder
to
qu
ickl
y re
duce
risk
.
2.
Det
erm
ine
over
all h
eigh
t of a
rea
to b
e sh
ored
and
rem
ove
le
ast a
mou
nt o
f deb
ris re
quire
d to
pla
ce s
hore
.
a.
The
4x4
post
sho
uld
be 1
1’-3
” max
long
, so
the
Tota
l H
eigh
t of t
he s
hore
is n
ot m
ore
than
12
feet
3.
Mea
sure
and
cut
hea
der,
sole
& p
ost (
rem
embe
r to
dedu
ct
he
ader
, sol
e an
d w
edge
hei
ght w
hen
cutti
ng p
ost).
4.
Pref
abric
ate
head
er to
pos
ts b
y fir
st to
e-na
iling
post
s to
he
ader
, the
n pl
acin
g th
e 12
”x 2
4”, d
oubl
e- g
usse
t pla
te o
n on
e si
de, t
hen
flip
over
and
pla
ce a
noth
er d
bl- g
usse
t on
othe
r sid
e.
(Nai
l 5- 8
d ea
pos
t, 14
-8d
to h
eade
r)
a.
One
pos
t may
be
only
tack
ed to
hea
der a
nd te
mpo
raril
y co
nfig
ured
on
a sl
ope
to m
eet t
he o
ther
pos
t at t
he b
otto
m,
if ne
eded
to p
rovi
de fo
r eas
ier a
cces
s
5.
Nai
l mid
-hei
ght p
lyw
ood,
dbl
-gus
set t
o on
e si
de o
f pos
ts
(8
-8d
to e
ach
post
)
6.
Plac
e D
oubl
e “T
” in
posi
tion,
cen
tere
d un
der t
he L
oad.
a.
If on
e po
st h
as b
een
conf
igur
ed o
n sl
ope
for a
cces
s,
stra
ight
en it
and
com
plet
e na
iling
on G
usse
ts
7.
Slid
e so
le p
late
und
er D
bl “T
” and
tap
wed
ges
into
pos
ition
.
8.
Che
ck fo
r stra
ight
ness
plu
s st
abilit
y, th
en ti
ghte
n w
edge
s.
9.
Inst
all b
otto
m h
alf-g
usse
ts a
nd n
ail 4
-8d
to e
a. p
ost &
sol
e.
10.
Anch
or th
e sh
ore
to fl
oor a
bove
and
sol
e to
floo
r bel
ow, i
f pr
actic
al.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-11
2
HO
W T
O C
ON
STR
UC
T TH
E DO
UB
LE “
T” S
HO
RE
1.
Det
erm
ine
whe
re S
hore
s sh
ould
be
built
in o
rder
to
qu
ickl
y re
duce
risk
.
2.
Det
erm
ine
over
all h
eigh
t of a
rea
to b
e sh
ored
and
rem
ove
le
ast a
mou
nt o
f deb
ris re
quire
d to
pla
ce s
hore
.
a.
The
4x4
post
sho
uld
be 1
1’-3
” max
long
, so
the
Tota
l H
eigh
t of t
he s
hore
is n
ot m
ore
than
12
feet
3.
Mea
sure
and
cut
hea
der,
sole
& p
ost (
rem
embe
r to
dedu
ct
he
ader
, sol
e an
d w
edge
hei
ght w
hen
cutti
ng p
ost).
4.
Pref
abric
ate
head
er to
pos
ts b
y fir
st to
e-na
iling
post
s to
he
ader
, the
n pl
acin
g th
e 12
”x 2
4”, d
oubl
e- g
usse
t pla
te o
n on
e si
de, t
hen
flip
over
and
pla
ce a
noth
er d
bl- g
usse
t on
othe
r sid
e.
(Nai
l 5- 8
d ea
pos
t, 14
-8d
to h
eade
r)
a.
One
pos
t may
be
only
tack
ed to
hea
der a
nd te
mpo
raril
y co
nfig
ured
on
a sl
ope
to m
eet t
he o
ther
pos
t at t
he b
otto
m,
if ne
eded
to p
rovi
de fo
r eas
ier a
cces
s
5.
Nai
l mid
-hei
ght p
lyw
ood,
dbl
-gus
set t
o on
e si
de o
f pos
ts
(8
-8d
to e
ach
post
)
6.
Plac
e D
oubl
e “T
” in
posi
tion,
cen
tere
d un
der t
he L
oad.
a.
If on
e po
st h
as b
een
conf
igur
ed o
n sl
ope
for a
cces
s,
stra
ight
en it
and
com
plet
e na
iling
on G
usse
ts
7.
Slid
e so
le p
late
und
er D
bl “T
” and
tap
wed
ges
into
pos
ition
.
8.
Che
ck fo
r stra
ight
ness
plu
s st
abilit
y, th
en ti
ghte
n w
edge
s.
9.
Inst
all b
otto
m h
alf-g
usse
ts a
nd n
ail 4
-8d
to e
a. p
ost &
sol
e.
10.
Anch
or th
e sh
ore
to fl
oor a
bove
and
sol
e to
floo
r bel
ow, i
f pr
actic
al.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-12
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-12
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-13
2
VER
TIC
AL S
HO
RE
(con
tinue
d)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-13
2
VER
TIC
AL S
HO
RE
(con
tinue
d)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-14
VERTICAL SHO
RE (continued)
HO
W TO
CON
STRU
CT TH
E VERTIC
AL SHO
RE
1. D
etermine w
here to erect the vertical shore.
a. After initial tem
porary shoring has been installed as needed, clear the area of debris dow
n to the floor, rem
oving thick carpeting if necessary. A clearance of three to four foot w
ide is usually adequate.
b. If the vertical shore is to bear directly on soil, exam
ine the ground for stability. If the earth is soft, additional supports should be installed under the sole plate to transfer the load over a w
ider area. (2x8, or 2x10 under sole, or if very soft, 3-2x6x18” placed perpendicular under sole at each post)
2. Lay the sole plate on the floor or ground directly under and in line w
here the header will be installed. The sole plate should
be as level as possible.
3. M
easure and cut the posts to the proper height.
a.
Place the header on top of the sole plate.
b. W
ith the end of the tape measure on top of header w
here the posts are to be installed, slide the tape up to the bottom
of the structural element to be shored & m
easure in at least three places deducting the w
idth of the wedges.
4. If possible, anchor the header to the area that is to be shored, square and in line w
ith the sole plate. Secure it at the lowest
point and shim the structural elem
ents down to the header
trying to keep it as level as possible.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-14
VERTICAL SHO
RE (continued)
HO
W TO
CON
STRU
CT TH
E VERTIC
AL SHO
RE
1. D
etermine w
here to erect the vertical shore.
a. After initial tem
porary shoring has been installed as needed, clear the area of debris dow
n to the floor, rem
oving thick carpeting if necessary. A clearance of three to four foot w
ide is usually adequate.
b. If the vertical shore is to bear directly on soil, exam
ine the ground for stability. If the earth is soft, additional supports should be installed under the sole plate to transfer the load over a w
ider area. (2x8, or 2x10 under sole, or if very soft, 3-2x6x18” placed perpendicular under sole at each post)
2. Lay the sole plate on the floor or ground directly under and in line w
here the header will be installed. The sole plate should
be as level as possible.
3. M
easure and cut the posts to the proper height.
a.
Place the header on top of the sole plate.
b. W
ith the end of the tape measure on top of header w
here the posts are to be installed, slide the tape up to the bottom
of the structural element to be shored & m
easure in at least three places deducting the w
idth of the wedges.
4. If possible, anchor the header to the area that is to be shored, square and in line w
ith the sole plate. Secure it at the lowest
point and shim the structural elem
ents down to the header
trying to keep it as level as possible.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-15
2
HO
W T
O C
ON
STR
UC
T TH
E VE
RTI
CA
L SH
OR
E (c
ontin
ued)
5.
Inst
all t
he p
osts
bet
wee
n th
e he
ader
and
sol
e pl
ate
unde
r eac
h st
ruct
ural
ele
men
t to
be s
uppo
rted.
4x4
Pos
ts s
houl
d be
sp
aced
4 fe
et o
n ce
nter
, max
imum
a.
Th
e fir
st tw
o po
sts
are
inst
alle
d 12
" fro
m e
nds
of h
eade
r.
b.
Toe-
nail
each
pos
t to
head
er a
nd s
ole,
and
kee
p th
e po
sts
in li
ne &
plu
mb
with
hea
der a
nd s
ole
plat
e.
6.
Inst
all a
set
of 2
x4 w
edge
s un
der e
ach
post
, on
top
of S
ole,
an
d ta
p th
em to
geth
er s
imul
tane
ousl
y un
til th
e po
sts
are
tight
. N
ail b
ehin
d th
e w
edge
s to
sec
ure
them
in p
lace
.
7.
Atta
ch th
e di
agon
al b
race
s to
eac
h si
de o
f the
ver
tical
sho
re.
a.
Mid
-poi
nt b
race
, whe
n ne
eded
, sho
uld
be in
stal
led
prio
r to
the
diag
onal
bra
ces.
b.
The
diag
onal
bra
ces
shou
ld b
e lo
ng e
noug
h to
spa
n its
en
tire
leng
th a
nd b
e at
tach
ed to
the
sole
pla
te a
nd h
eade
r an
d ea
ch p
ost.
c.
If po
ssib
le, d
iago
nal b
race
s sh
ould
be
inst
alle
d in
a "X
" pa
ttern
on
oppo
site
sid
es o
f the
sys
tem
.
d.
Verti
cal s
horin
g sy
stem
s w
hich
are
ver
y lo
ng m
ay re
quire
se
vera
l set
s of
dia
gona
l bra
ces
to c
onne
ct m
ultip
le p
osts
8.
.Atta
ch 6
”x 1
2” h
alf-g
usse
t pla
tes
to a
t lea
st o
ne s
ide
of th
e he
ader
and
pos
ts a
nd n
ail i
n pl
ace
if no
t don
e pr
evio
usly
.
9.
Atta
ch h
alf-g
usse
ts to
at l
east
one
sid
e of
the
sole
pla
te a
nd
post
s an
d na
il in
pla
ce. H
alf-g
usse
ts s
houl
d be
pla
ced
both
si
des
to c
onfin
e th
e w
edge
s in
all
case
s w
here
any
type
of
vibr
atio
n or
sho
ck lo
adin
g m
ight
occ
ur.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-15
2
HO
W T
O C
ON
STR
UC
T TH
E VE
RTI
CA
L SH
OR
E (c
ontin
ued)
5.
Inst
all t
he p
osts
bet
wee
n th
e he
ader
and
sol
e pl
ate
unde
r eac
h st
ruct
ural
ele
men
t to
be s
uppo
rted.
4x4
Pos
ts s
houl
d be
sp
aced
4 fe
et o
n ce
nter
, max
imum
a.
Th
e fir
st tw
o po
sts
are
inst
alle
d 12
" fro
m e
nds
of h
eade
r.
b.
Toe-
nail
each
pos
t to
head
er a
nd s
ole,
and
kee
p th
e po
sts
in li
ne &
plu
mb
with
hea
der a
nd s
ole
plat
e.
6.
Inst
all a
set
of 2
x4 w
edge
s un
der e
ach
post
, on
top
of S
ole,
an
d ta
p th
em to
geth
er s
imul
tane
ousl
y un
til th
e po
sts
are
tight
. N
ail b
ehin
d th
e w
edge
s to
sec
ure
them
in p
lace
.
7.
Atta
ch th
e di
agon
al b
race
s to
eac
h si
de o
f the
ver
tical
sho
re.
a.
Mid
-poi
nt b
race
, whe
n ne
eded
, sho
uld
be in
stal
led
prio
r to
the
diag
onal
bra
ces.
b.
The
diag
onal
bra
ces
shou
ld b
e lo
ng e
noug
h to
spa
n its
en
tire
leng
th a
nd b
e at
tach
ed to
the
sole
pla
te a
nd h
eade
r an
d ea
ch p
ost.
c.
If po
ssib
le, d
iago
nal b
race
s sh
ould
be
inst
alle
d in
a "X
" pa
ttern
on
oppo
site
sid
es o
f the
sys
tem
.
d.
Verti
cal s
horin
g sy
stem
s w
hich
are
ver
y lo
ng m
ay re
quire
se
vera
l set
s of
dia
gona
l bra
ces
to c
onne
ct m
ultip
le p
osts
8.
.Atta
ch 6
”x 1
2” h
alf-g
usse
t pla
tes
to a
t lea
st o
ne s
ide
of th
e he
ader
and
pos
ts a
nd n
ail i
n pl
ace
if no
t don
e pr
evio
usly
.
9.
Atta
ch h
alf-g
usse
ts to
at l
east
one
sid
e of
the
sole
pla
te a
nd
post
s an
d na
il in
pla
ce. H
alf-g
usse
ts s
houl
d be
pla
ced
both
si
des
to c
onfin
e th
e w
edge
s in
all
case
s w
here
any
type
of
vibr
atio
n or
sho
ck lo
adin
g m
ight
occ
ur.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-16
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-16
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-17
2
HO
W T
O C
ON
STR
UC
T TH
E 2-
POST
VER
TIC
AL
SHO
RE
1.
Det
erm
ine
whe
re to
ere
ct th
e 2-
Post
ver
tical
sho
re a
nd th
e co
nditi
on o
f the
sup
porti
ng s
truct
ure
and/
or g
roun
d.
a.
If pr
actic
al, t
his
shor
e sh
ould
be
parti
ally
pre
fabr
icat
ed,
sam
e as
for t
he L
aced
Pos
t
b.
If us
ing
4x4
post
s, s
pace
them
4 fe
et, m
ax o
n ce
nter
. 6x6
po
sts
may
be
5 fe
et m
ax o
n ce
nter
. If a
cces
s is
lim
ited,
Po
st S
paci
ng m
ay b
e re
duce
d to
3 fe
et o
.c.
c.
The
inte
nt w
ould
be
to s
uppo
rt th
e da
mag
ed s
truct
ure
as
quic
kly
and
safe
ly a
s po
ssib
le, b
ut b
e ab
le to
late
r con
vert
two
adja
cent
, sin
gle
2-po
st v
ertic
al s
hore
s in
to a
Lac
ed
Post
for b
ette
r sta
bilit
y
2.
Mea
sure
and
cut
the
post
s to
the
prop
er h
eigh
t. (re
mem
ber t
o de
duct
for h
eade
r, so
le &
wed
ges
whe
n cu
tting
pos
ts) A
lso,
cut
th
e m
id-b
race
and
dia
gona
ls to
pro
per l
engt
hs.
a.
Hea
der s
hall
have
a 1
2 in
ch o
verh
ang
each
end
b.
Nai
l the
hea
der,
post
s, m
id b
race
and
upp
er d
iago
nal
toge
ther
out
side
the
dam
age
zone
, if p
ract
ical
. Use
hal
f-gu
sset
s at
pos
t to
head
er a
nd p
ost t
o so
le
3.
Cut
the
sole
and
wed
ges.
Sol
e is
sam
e le
ngth
as
head
er
4.
Plac
e 2-
Post
Sho
re in
pos
ition
, cen
tere
d un
der t
he L
oad.
5.
Slid
e so
le p
late
und
er s
hore
and
tap
wed
ges
into
pos
ition
.
6.
Che
ck fo
r stra
ight
ness
plu
s st
abilit
y, th
en ti
ghte
n w
edge
s.
7.
Inst
all b
otto
m c
leat
s/gu
sset
s an
d na
il pr
oper
ly.
8.
Anch
or th
e sh
ore
to fl
oor a
bove
and
sol
e to
floo
r bel
ow, i
f pr
actic
al.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-17
2
HO
W T
O C
ON
STR
UC
T TH
E 2-
POST
VER
TIC
AL
SHO
RE
1.
Det
erm
ine
whe
re to
ere
ct th
e 2-
Post
ver
tical
sho
re a
nd th
e co
nditi
on o
f the
sup
porti
ng s
truct
ure
and/
or g
roun
d.
a.
If pr
actic
al, t
his
shor
e sh
ould
be
parti
ally
pre
fabr
icat
ed,
sam
e as
for t
he L
aced
Pos
t
b.
If us
ing
4x4
post
s, s
pace
them
4 fe
et, m
ax o
n ce
nter
. 6x6
po
sts
may
be
5 fe
et m
ax o
n ce
nter
. If a
cces
s is
lim
ited,
Po
st S
paci
ng m
ay b
e re
duce
d to
3 fe
et o
.c.
c.
The
inte
nt w
ould
be
to s
uppo
rt th
e da
mag
ed s
truct
ure
as
quic
kly
and
safe
ly a
s po
ssib
le, b
ut b
e ab
le to
late
r con
vert
two
adja
cent
, sin
gle
2-po
st v
ertic
al s
hore
s in
to a
Lac
ed
Post
for b
ette
r sta
bilit
y
2.
Mea
sure
and
cut
the
post
s to
the
prop
er h
eigh
t. (re
mem
ber t
o de
duct
for h
eade
r, so
le &
wed
ges
whe
n cu
tting
pos
ts) A
lso,
cut
th
e m
id-b
race
and
dia
gona
ls to
pro
per l
engt
hs.
a.
Hea
der s
hall
have
a 1
2 in
ch o
verh
ang
each
end
b.
Nai
l the
hea
der,
post
s, m
id b
race
and
upp
er d
iago
nal
toge
ther
out
side
the
dam
age
zone
, if p
ract
ical
. Use
hal
f-gu
sset
s at
pos
t to
head
er a
nd p
ost t
o so
le
3.
Cut
the
sole
and
wed
ges.
Sol
e is
sam
e le
ngth
as
head
er
4.
Plac
e 2-
Post
Sho
re in
pos
ition
, cen
tere
d un
der t
he L
oad.
5.
Slid
e so
le p
late
und
er s
hore
and
tap
wed
ges
into
pos
ition
.
6.
Che
ck fo
r stra
ight
ness
plu
s st
abilit
y, th
en ti
ghte
n w
edge
s.
7.
Inst
all b
otto
m c
leat
s/gu
sset
s an
d na
il pr
oper
ly.
8.
Anch
or th
e sh
ore
to fl
oor a
bove
and
sol
e to
floo
r bel
ow, i
f pr
actic
al.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-18
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-18
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-19
2
Stan
dard
Gus
set P
lates
Full
Gus
set
12”x
12”
x ¾
” Pl
y(R
aker
s &
T(R
aker
s &
T-- S
hore
)
Shor
e)
“5
and
8 in
Ful
l G
usse
t Pla
te”
Hal
f Gus
set
6”x
12”x
¾”
Ply
(All
Vert
ical
Sho
res)
(All
Vert
ical
Sho
res)
“Onl
y 8
in H
alf
G
usse
t Pla
te”
All
8d N
ails
Spec
ial G
usse
t Plat
es
Tria
ngle
Gus
set
12”x
12”
x ¾
” Pl
ycu
t on
diag
onal
cut o
n di
agon
al(W
indo
w S
hore
s)
Dou
ble
Gus
set
12”x
24”
x ¾
” Pl
y(D
oubl
e T-
Shor
e)14
-8d
+ 2
times
5 –
8d
5 &
8 -
8d
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-19
2
Stan
dard
Gus
set P
lates
Full
Gus
set
12”x
12”
x ¾
” Pl
y(R
aker
s &
T(R
aker
s &
T-- S
hore
)
Shor
e)
“5
and
8 in
Ful
l G
usse
t Pla
te”
Hal
f Gus
set
6”x
12”x
¾”
Ply
(All
Vert
ical
Sho
res)
(All
Vert
ical
Sho
res)
“Onl
y 8
in H
alf
G
usse
t Pla
te”
All
8d N
ails
Spec
ial G
usse
t Plat
es
Tria
ngle
Gus
set
12”x
12”
x ¾
” Pl
ycu
t on
diag
onal
cut o
n di
agon
al(W
indo
w S
hore
s)
Dou
ble
Gus
set
12”x
24”
x ¾
” Pl
y(D
oubl
e T-
Shor
e)14
-8d
+ 2
times
5 –
8d
5 &
8 -
8d
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-20
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-20
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-21
2
HO
W T
O C
ON
STR
UC
T A
LA
CED
PO
ST S
HOR
E1.
Su
rvey
are
a an
d de
term
ine
load
dis
plac
emen
t , b
ased
on
st
ruct
ural
ly u
nsta
ble
elem
ents
& c
lean
are
a to
be
shor
ed
a.
Inst
all t
empo
rary
, spo
t sho
res
if re
quire
d.
2.
Det
erm
ine
the
leng
th o
f the
sho
re.
a.
Cut
the
head
er a
nd s
ole
plat
es 2
4 in
ches
long
er th
an
leng
th o
f the
sho
re to
allo
w fo
r 12
inch
ove
rhan
gs.
3.
Nai
l pos
ts to
hea
der w
ith to
enai
ls a
nd k
eep
them
squ
are.
a.
C
heck
by
mak
ing
X m
easu
rem
ents
(ou
tsid
e to
p rig
ht to
ou
tsid
e bo
ttom
left,
sho
uld
be s
ame
as o
utsi
de to
p le
ft to
ou
tsid
e bo
ttom
righ
t)
b.
If po
sts
are
not s
traig
ht, s
et b
oth
with
bow
-out
c.
N
ail a
hal
f-gus
set t
o on
e po
st/h
eade
r joi
nt, t
hen
nail
the
mid
poin
t bra
ce in
pos
ition
. Re-
chec
k X
mea
sure
men
t.
4.
Mea
sure
and
inst
all t
he to
p di
agon
al.
5.
Fabr
icat
e th
e se
cond
sec
tion,
usi
ng fi
rst a
s te
mpl
ate
6.
Hav
e th
e ho
rizon
tal t
ie-in
bra
ces
prec
ut fo
r eas
e of
ass
embl
y.
7.
Brin
g bo
th s
ectio
ns a
nd th
e so
le p
late
s in
to p
ositi
on a
nd p
lace
th
e pr
efab
ricat
ed u
nits
on
top
of th
e so
le p
late
s.
8.
Inst
all w
edge
s un
der e
ach
post
, and
che
ck p
ost s
paci
ng.
9.
Nai
l the
hor
izon
tal b
race
s to
the
two
sect
ions
on
both
sid
es.
10.
Mea
sure
for a
ll th
e di
agon
als,
and
con
figur
e in
K o
r par
alle
l la
yout
, as
best
wor
ks fo
r the
situ
atio
n.
a.
Avoi
d in
ters
ectin
g to
o m
any
diag
onal
s on
a p
ost a
t a
sing
le lo
catio
n 11
. At
the
sole
pla
te, m
ake
sure
the
botto
m d
iago
nal e
xten
ds p
ast
the
post
and
nai
ls in
to th
e so
le p
late
. a.
Pl
ace
a ha
lf-gu
sset
pla
te o
nto
the
oppo
site
sid
e of
this
po
st a
nd to
eac
h si
de o
f the
oth
er p
osts
at t
he b
ase.
12
. An
chor
the
shor
e to
the
ceili
ng a
nd fl
oor,
if pr
actic
al.
13.
Mak
e su
re a
ll w
edge
s ar
e sn
ug a
nd th
e pr
oper
nai
l pat
tern
s
w
ere
used
.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-21
2
HO
W T
O C
ON
STR
UC
T A
LA
CED
PO
ST S
HOR
E1.
Su
rvey
are
a an
d de
term
ine
load
dis
plac
emen
t , b
ased
on
st
ruct
ural
ly u
nsta
ble
elem
ents
& c
lean
are
a to
be
shor
ed
a.
Inst
all t
empo
rary
, spo
t sho
res
if re
quire
d.
2.
Det
erm
ine
the
leng
th o
f the
sho
re.
a.
Cut
the
head
er a
nd s
ole
plat
es 2
4 in
ches
long
er th
an
leng
th o
f the
sho
re to
allo
w fo
r 12
inch
ove
rhan
gs.
3.
Nai
l pos
ts to
hea
der w
ith to
enai
ls a
nd k
eep
them
squ
are.
a.
C
heck
by
mak
ing
X m
easu
rem
ents
(ou
tsid
e to
p rig
ht to
ou
tsid
e bo
ttom
left,
sho
uld
be s
ame
as o
utsi
de to
p le
ft to
ou
tsid
e bo
ttom
righ
t)
b.
If po
sts
are
not s
traig
ht, s
et b
oth
with
bow
-out
c.
N
ail a
hal
f-gus
set t
o on
e po
st/h
eade
r joi
nt, t
hen
nail
the
mid
poin
t bra
ce in
pos
ition
. Re-
chec
k X
mea
sure
men
t.
4.
Mea
sure
and
inst
all t
he to
p di
agon
al.
5.
Fabr
icat
e th
e se
cond
sec
tion,
usi
ng fi
rst a
s te
mpl
ate
6.
Hav
e th
e ho
rizon
tal t
ie-in
bra
ces
prec
ut fo
r eas
e of
ass
embl
y.
7.
Brin
g bo
th s
ectio
ns a
nd th
e so
le p
late
s in
to p
ositi
on a
nd p
lace
th
e pr
efab
ricat
ed u
nits
on
top
of th
e so
le p
late
s.
8.
Inst
all w
edge
s un
der e
ach
post
, and
che
ck p
ost s
paci
ng.
9.
Nai
l the
hor
izon
tal b
race
s to
the
two
sect
ions
on
both
sid
es.
10.
Mea
sure
for a
ll th
e di
agon
als,
and
con
figur
e in
K o
r par
alle
l la
yout
, as
best
wor
ks fo
r the
situ
atio
n.
a.
Avoi
d in
ters
ectin
g to
o m
any
diag
onal
s on
a p
ost a
t a
sing
le lo
catio
n 11
. At
the
sole
pla
te, m
ake
sure
the
botto
m d
iago
nal e
xten
ds p
ast
the
post
and
nai
ls in
to th
e so
le p
late
. a.
Pl
ace
a ha
lf-gu
sset
pla
te o
nto
the
oppo
site
sid
e of
this
po
st a
nd to
eac
h si
de o
f the
oth
er p
osts
at t
he b
ase.
12
. An
chor
the
shor
e to
the
ceili
ng a
nd fl
oor,
if pr
actic
al.
13.
Mak
e su
re a
ll w
edge
s ar
e sn
ug a
nd th
e pr
oper
nai
l pat
tern
s
w
ere
used
.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-22
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-22
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-23
2
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-23
2
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-24
HO
W to CO
NSTR
UC
T a TYPE 2 SLOPED FLO
OR
SHOR
E on PA
VING
or SOIL SU
RFA
CE (Type 1 is not recom
mended)
1. Survey area and determ
ine load displacement and structurally
unstable elements, and clean area to be shored.
a.
Install temporary, spot shores if required.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-24
HO
W to CO
NSTR
UC
T a TYPE 2 SLOPED FLO
OR
SHOR
E on PA
VING
or SOIL SU
RFA
CE (Type 1 is not recom
mended)
1. Survey area and determ
ine load displacement and structurally
unstable elements, and clean area to be shored.
a.
Install temporary, spot shores if required.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-25
2
2.
Det
erm
ine
leng
th a
nd w
idth
of s
hore
and
pos
t loc
atio
ns.
a.
Hea
der o
verh
ang
is 1
2 in
ch m
ax. a
nd s
ole
plat
e m
ust b
e at
leas
t 24
inch
es lo
nger
at t
he b
ase
of th
e ba
ck p
ost.
b.
If Sh
ore
is in
stal
led
on S
oil,
a 2x
6, fl
at, s
houl
d be
nai
led
to
botto
m o
f the
Sol
e w
ith 1
6d @
8” o
.c.
c.
Inst
all t
he h
eade
r and
sol
e pl
ates
, and
anc
hor h
eade
r.
3.
Mea
sure
, ins
tall
the
two
post
s, A
ncho
r to
head
er, a
nd d
rive
the
botto
ms
up ti
ght (
wed
ges
may
be
used
bet
wee
n po
st &
bot
tom
cl
eat,
but t
hey
tend
to in
terfe
re w
ith d
iago
nal b
raci
ng
4.
Nai
l dow
n th
e bo
ttom
cle
ats
with
the
prop
er n
ail p
atte
rns.
Post
s ca
n us
ually
be
driv
en ti
ght w
ithou
t wed
ges.
5.
An
chor
dow
n th
e so
le p
late
, as
follo
ws:
a.
An
chor
sol
e us
ing
drill
ed-in
anc
hors
or ¾
” reb
ar to
anc
hor
to c
oncr
ete
or p
avin
g, b
ased
on
Stru
ct S
pec.
re
com
men
datio
ns.
b.
Alte
rnat
e so
le a
ncho
r usi
ng S
ole
Plat
e An
chor
sys
tem
sh
own
with
Rak
ers.
6.
M
easu
re fo
r the
dia
gona
l bra
ces
insi
de a
nd o
utsi
de e
ach
sect
ion.
7.
In
stal
l the
2x6
dia
gona
l bra
ces
in p
ositi
on a
nd n
ail i
nto
post
s an
d he
ader
and
sol
e pl
ate.
a.
C
leat
/Hal
f-Gus
set p
late
the
oppo
site
sid
e of
the
post
s, to
p an
d bo
ttom
, usi
ng th
e 4
and
4 na
il pa
ttern
. b.
N
eed
to p
lace
Hal
f-Gus
sets
to c
lear
the
horiz
onta
l and
di
agon
al b
race
s (to
be
inst
alle
d ne
xt),
or u
se 2
x cl
eats
in
stea
d of
gus
sets
.(but
cle
ats
w/ 1
6d a
re n
ot p
refe
rred
) 8.
Br
ace
the
two
sect
ions
toge
ther
, sam
e as
in L
aced
Pos
ts o
r R
aker
Sho
res
(dep
endi
ng o
n sp
acin
g).
a.
Do
this
at b
oth
post
s to
tie
the
two
sect
ions
toge
ther
. b.
Yo
u m
ay u
se a
wid
e pi
ece
of 3
/4" p
lyw
ood
(12”
to 2
4"
wid
e) if
sho
re is
too
shor
t to
fit X
bra
ces.
9.
At
tach
ed to
the
floor
and
cei
ling.
(If p
ossi
ble)
.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-25
2
2.
Det
erm
ine
leng
th a
nd w
idth
of s
hore
and
pos
t loc
atio
ns.
a.
Hea
der o
verh
ang
is 1
2 in
ch m
ax. a
nd s
ole
plat
e m
ust b
e at
leas
t 24
inch
es lo
nger
at t
he b
ase
of th
e ba
ck p
ost.
b.
If Sh
ore
is in
stal
led
on S
oil,
a 2x
6, fl
at, s
houl
d be
nai
led
to
botto
m o
f the
Sol
e w
ith 1
6d @
8” o
.c.
c.
Inst
all t
he h
eade
r and
sol
e pl
ates
, and
anc
hor h
eade
r.
3.
Mea
sure
, ins
tall
the
two
post
s, A
ncho
r to
head
er, a
nd d
rive
the
botto
ms
up ti
ght (
wed
ges
may
be
used
bet
wee
n po
st &
bot
tom
cl
eat,
but t
hey
tend
to in
terfe
re w
ith d
iago
nal b
raci
ng
4.
Nai
l dow
n th
e bo
ttom
cle
ats
with
the
prop
er n
ail p
atte
rns.
Post
s ca
n us
ually
be
driv
en ti
ght w
ithou
t wed
ges.
5.
An
chor
dow
n th
e so
le p
late
, as
follo
ws:
a.
An
chor
sol
e us
ing
drill
ed-in
anc
hors
or ¾
” reb
ar to
anc
hor
to c
oncr
ete
or p
avin
g, b
ased
on
Stru
ct S
pec.
re
com
men
datio
ns.
b.
Alte
rnat
e so
le a
ncho
r usi
ng S
ole
Plat
e An
chor
sys
tem
sh
own
with
Rak
ers.
6.
M
easu
re fo
r the
dia
gona
l bra
ces
insi
de a
nd o
utsi
de e
ach
sect
ion.
7.
In
stal
l the
2x6
dia
gona
l bra
ces
in p
ositi
on a
nd n
ail i
nto
post
s an
d he
ader
and
sol
e pl
ate.
a.
C
leat
/Hal
f-Gus
set p
late
the
oppo
site
sid
e of
the
post
s, to
p an
d bo
ttom
, usi
ng th
e 4
and
4 na
il pa
ttern
. b.
N
eed
to p
lace
Hal
f-Gus
sets
to c
lear
the
horiz
onta
l and
di
agon
al b
race
s (to
be
inst
alle
d ne
xt),
or u
se 2
x cl
eats
in
stea
d of
gus
sets
.(but
cle
ats
w/ 1
6d a
re n
ot p
refe
rred
) 8.
Br
ace
the
two
sect
ions
toge
ther
, sam
e as
in L
aced
Pos
ts o
r R
aker
Sho
res
(dep
endi
ng o
n sp
acin
g).
a.
Do
this
at b
oth
post
s to
tie
the
two
sect
ions
toge
ther
. b.
Yo
u m
ay u
se a
wid
e pi
ece
of 3
/4" p
lyw
ood
(12”
to 2
4"
wid
e) if
sho
re is
too
shor
t to
fit X
bra
ces.
9.
At
tach
ed to
the
floor
and
cei
ling.
(If p
ossi
ble)
.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-26
HO
W to CO
NSTR
UC
T a TYPE 3 SLOPED FLO
OR
SHOR
E on PA
VING
or SOIL SU
RFA
CE – Friction Type
1. Survey area and determ
ine load displacement and structurally
unstable elements, and clean area to be shored.
a.
Install temporary, spot shores if required.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-26
HO
W to CO
NSTR
UC
T a TYPE 3 SLOPED FLO
OR
SHOR
E on PA
VING
or SOIL SU
RFA
CE – Friction Type
1. Survey area and determ
ine load displacement and structurally
unstable elements, and clean area to be shored.
a.
Install temporary, spot shores if required.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-27
2
2.
Det
erm
ine
leng
th a
nd w
idth
of s
hore
and
pos
t loc
atio
ns.
a.
Hea
der o
verh
ang
is 1
2 in
ches
on
low
er e
nd, b
ut s
houl
d be
in
crea
sed
to 2
4 in
ches
at h
igh
end.
Sol
e pl
ate
shou
ld
exte
nd 1
2 in
ches
bey
ond
each
pos
t. b.
In
stal
l the
hea
der a
nd s
ole
plat
es, a
nd a
ncho
r hea
der.
c.
If
Shor
e is
inst
alle
d on
Soi
l, a
2x6,
flat
, sho
uld
be n
aile
d to
bo
ttom
of t
he S
ole
with
16d
@ 8
” o.c
. 3.
M
easu
re, i
nsta
ll th
e tw
o po
sts
and
Anch
or to
hea
der.
Mak
e su
re p
osts
are
ver
tical
a.
In
stal
l one
18
inch
cle
at fo
r eac
h po
st o
n un
ders
ide
of
head
er w
ith 1
1-16
d na
ils (s
houl
d pr
e-in
stal
l one
or m
ore
of
thes
e cl
eats
on
head
er, w
hen
prac
tical
, to
redu
ce
naili
ng in
Col
laps
e Zo
ne)
4.
Plac
e w
edge
s in
pos
ition
and
onl
y sn
ug u
p, th
en p
lace
a h
alf-
guss
et o
ne s
ide
of e
ach
post
, but
onl
y na
il to
pos
t. 5.
At
tach
ed h
eade
r to
ceili
ng w
ith a
t lea
st 2
– 1
/2” b
ar o
r reb
ar,
embe
dded
at l
east
3”
6.
Anch
or th
e so
le p
late
, if r
equi
red,
and
"pre
ssur
ize"
the
wed
ges.
7.
Mea
sure
for t
he d
iag.
bra
ces
insi
de a
nd o
utsi
de e
ach
sect
ion.
8.
Inst
all t
he 2
x6 d
iago
nal b
race
s in
pos
ition
and
nai
l int
o po
sts
and
head
er a
nd s
ole
plat
e.
a.
Hal
f-Gus
set p
late
the
oppo
site
sid
e of
the
post
s, to
p an
d bo
ttom
, and
com
plet
e th
e gu
sset
nai
ling
– 4
& 4,
8d.
b.
N
eed
to p
lace
Hal
f-Gus
sets
to c
lear
the
horiz
onta
l and
di
agon
al b
race
s (to
be
inst
alle
d ne
xt),
or u
se 2
x cl
eats
in
stea
d of
hal
f-gus
sets
. (cl
eats
w/ 1
6d a
re n
ot p
refe
rred
) 9.
Br
ace
the
two
sect
ions
toge
ther
, sam
e as
in L
aced
Pos
ts o
r R
aker
Sho
res
(dep
endi
ng o
n sp
acin
g).
a.
Do
this
at b
oth
post
s to
tie
the
two
sect
ions
toge
ther
. b.
Yo
u m
ay u
se a
wid
e pi
ece
of 3
/4" p
lyw
ood
(12”
to 2
4"
wid
e) if
sho
re is
too
shor
t to
fit X
bra
ces.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-27
2
2.
Det
erm
ine
leng
th a
nd w
idth
of s
hore
and
pos
t loc
atio
ns.
a.
Hea
der o
verh
ang
is 1
2 in
ches
on
low
er e
nd, b
ut s
houl
d be
in
crea
sed
to 2
4 in
ches
at h
igh
end.
Sol
e pl
ate
shou
ld
exte
nd 1
2 in
ches
bey
ond
each
pos
t. b.
In
stal
l the
hea
der a
nd s
ole
plat
es, a
nd a
ncho
r hea
der.
c.
If
Shor
e is
inst
alle
d on
Soi
l, a
2x6,
flat
, sho
uld
be n
aile
d to
bo
ttom
of t
he S
ole
with
16d
@ 8
” o.c
. 3.
M
easu
re, i
nsta
ll th
e tw
o po
sts
and
Anch
or to
hea
der.
Mak
e su
re p
osts
are
ver
tical
a.
In
stal
l one
18
inch
cle
at fo
r eac
h po
st o
n un
ders
ide
of
head
er w
ith 1
1-16
d na
ils (s
houl
d pr
e-in
stal
l one
or m
ore
of
thes
e cl
eats
on
head
er, w
hen
prac
tical
, to
redu
ce
naili
ng in
Col
laps
e Zo
ne)
4.
Plac
e w
edge
s in
pos
ition
and
onl
y sn
ug u
p, th
en p
lace
a h
alf-
guss
et o
ne s
ide
of e
ach
post
, but
onl
y na
il to
pos
t. 5.
At
tach
ed h
eade
r to
ceili
ng w
ith a
t lea
st 2
– 1
/2” b
ar o
r reb
ar,
embe
dded
at l
east
3”
6.
Anch
or th
e so
le p
late
, if r
equi
red,
and
"pre
ssur
ize"
the
wed
ges.
7.
Mea
sure
for t
he d
iag.
bra
ces
insi
de a
nd o
utsi
de e
ach
sect
ion.
8.
Inst
all t
he 2
x6 d
iago
nal b
race
s in
pos
ition
and
nai
l int
o po
sts
and
head
er a
nd s
ole
plat
e.
a.
Hal
f-Gus
set p
late
the
oppo
site
sid
e of
the
post
s, to
p an
d bo
ttom
, and
com
plet
e th
e gu
sset
nai
ling
– 4
& 4,
8d.
b.
N
eed
to p
lace
Hal
f-Gus
sets
to c
lear
the
horiz
onta
l and
di
agon
al b
race
s (to
be
inst
alle
d ne
xt),
or u
se 2
x cl
eats
in
stea
d of
hal
f-gus
sets
. (cl
eats
w/ 1
6d a
re n
ot p
refe
rred
) 9.
Br
ace
the
two
sect
ions
toge
ther
, sam
e as
in L
aced
Pos
ts o
r R
aker
Sho
res
(dep
endi
ng o
n sp
acin
g).
a.
Do
this
at b
oth
post
s to
tie
the
two
sect
ions
toge
ther
. b.
Yo
u m
ay u
se a
wid
e pi
ece
of 3
/4" p
lyw
ood
(12”
to 2
4"
wid
e) if
sho
re is
too
shor
t to
fit X
bra
ces.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-28
BR
AC
ING
BETW
EEN PA
IRS of SLO
PED FLO
OR SH
OR
ES (W
hen shores are spaced 5’-0” o.c. maxim
um.)
1. W
hen Sloped Floor Shores are spaced a no more than 5’-0”
o.c., brace the two sections together, sam
e as in Laced Posts. a.
Do this at both posts to tie the tw
o sections together. b.
You may use a w
ide piece of 3/4" plywood (12” to 24"
wide) if shore height is 3ft or less. N
ail plywood w
ith 8d nails as show
n. c.
The 2x6 horizontals and diagonal should be nailed each end w
ith 5-16d. 2x4s may be nailed w
ith 3-16d.
2x4 or 2x62x4 or 2x6
12” to 24”12” to 24”- -3/4” plyw
ood strip3/4” plyw
ood strip2 rows 8d @
3” o.c. to posts2 row
s 8d @ 3” o.c. to posts
12” to 24”12” to 24”- -3/4” plyw
ood strip3/4” plyw
ood strip2 rows 8d @
3” o.c. to posts2 row
s 8d @ 3” o.c. to posts
12” to 24”12” to 24”- -3/4” plyw
ood strip3/4” plyw
ood strip2 rows 8d @
3” o.c. to posts2 row
s 8d @ 3” o.c. to posts
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-28
BR
AC
ING
BETW
EEN PA
IRS of SLO
PED FLO
OR SH
OR
ES (W
hen shores are spaced 5’-0” o.c. maxim
um.)
1. W
hen Sloped Floor Shores are spaced a no more than 5’-0”
o.c., brace the two sections together, sam
e as in Laced Posts. a.
Do this at both posts to tie the tw
o sections together. b.
You may use a w
ide piece of 3/4" plywood (12” to 24"
wide) if shore height is 3ft or less. N
ail plywood w
ith 8d nails as show
n. c.
The 2x6 horizontals and diagonal should be nailed each end w
ith 5-16d. 2x4s may be nailed w
ith 3-16d.
2x4 or 2x62x4 or 2x6
12” to 24”12” to 24”- -3/4” plyw
ood strip3/4” plyw
ood strip2 rows 8d @
3” o.c. to posts2 row
s 8d @ 3” o.c. to posts
12” to 24”12” to 24”- -3/4” plyw
ood strip3/4” plyw
ood strip2 rows 8d @
3” o.c. to posts2 row
s 8d @ 3” o.c. to posts
12” to 24”12” to 24”- -3/4” plyw
ood strip3/4” plyw
ood strip2 rows 8d @
3” o.c. to posts2 row
s 8d @ 3” o.c. to posts
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-29
2
BR
AC
ING
BET
WEE
N P
AIR
S of
SLO
PED
FLO
OR
SHO
RES
(W
hen
shor
es a
re s
pace
d 8’
-0” o
.c. m
axim
um.)
2.
Whe
n Sl
oped
Flo
or S
hore
s ar
e sp
aced
mor
e th
an 5
’-0” b
ut n
o m
ore
than
8’-0
” o.c
., br
ace
the
two
sect
ions
toge
ther
, sam
e as
in
Rak
er S
hore
s.
a.
Do
this
at b
oth
post
s to
tie
the
two
sect
ions
toge
ther
. b.
Th
e 2x
6 di
agon
als
shou
ld b
e pl
aced
so
that
one
nai
ls to
th
e ve
rtica
l pos
ts, a
nd th
e ot
her n
ails
to th
e ho
rizon
tal
brac
es (j
ust b
eyon
d th
e na
iling
from
hor
izon
tal t
o po
st.
c.
All 2
x6 s
houl
d be
nai
led
with
a 5
-16d
nai
l pat
tern
. d.
Th
e di
agon
als
shou
ld b
e in
tern
aile
d w
ith a
t lea
st 3
-16d
w
here
they
cro
ss.
2x6
2x6
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-29
2
BR
AC
ING
BET
WEE
N P
AIR
S of
SLO
PED
FLO
OR
SHO
RES
(W
hen
shor
es a
re s
pace
d 8’
-0” o
.c. m
axim
um.)
2.
Whe
n Sl
oped
Flo
or S
hore
s ar
e sp
aced
mor
e th
an 5
’-0” b
ut n
o m
ore
than
8’-0
” o.c
., br
ace
the
two
sect
ions
toge
ther
, sam
e as
in
Rak
er S
hore
s.
a.
Do
this
at b
oth
post
s to
tie
the
two
sect
ions
toge
ther
. b.
Th
e 2x
6 di
agon
als
shou
ld b
e pl
aced
so
that
one
nai
ls to
th
e ve
rtica
l pos
ts, a
nd th
e ot
her n
ails
to th
e ho
rizon
tal
brac
es (j
ust b
eyon
d th
e na
iling
from
hor
izon
tal t
o po
st.
c.
All 2
x6 s
houl
d be
nai
led
with
a 5
-16d
nai
l pat
tern
. d.
Th
e di
agon
als
shou
ld b
e in
tern
aile
d w
ith a
t lea
st 3
-16d
w
here
they
cro
ss.
2x6
2x6
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-30
HO
W TO
CON
STRU
CT TH
E WIN
DOW
AN
D DO
OR SHO
RE
1. D
etermine w
here to erect the window
and door shore. After initial tem
porary shoring has been installed as needed, clear the area of debris or rem
aining framing m
aterial. 2.
Measure and cut the sole plate to the proper length deducting
the width of the w
edges to be used. 3.
Measure and cut the header to the proper length deducting the
width of the w
edges to be used.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-30
HO
W TO
CON
STRU
CT TH
E WIN
DOW
AN
D DO
OR SHO
RE
1. D
etermine w
here to erect the window
and door shore. After initial tem
porary shoring has been installed as needed, clear the area of debris or rem
aining framing m
aterial. 2.
Measure and cut the sole plate to the proper length deducting
the width of the w
edges to be used. 3.
Measure and cut the header to the proper length deducting the
width of the w
edges to be used.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-31
2
CO
NST
RU
CT
THE
WIN
DOW
AN
D D
OO
R S
HOR
E (c
ontin
ued)
4.
M
easu
re a
nd c
ut th
e po
sts
to th
e pr
oper
hei
ght.
a.
Pl
ace
the
head
er o
n to
p of
the
sole
pla
te.
b.
With
the
end
of th
e ta
pe m
easu
re o
n to
p of
the
head
er
whe
re th
e po
sts
are
to b
e in
stal
led,
slid
e th
e ta
pe u
p to
the
botto
m o
f the
stru
ctur
al e
lem
ent t
o be
sho
red
on b
oth
side
s de
duct
ing
the
wid
th o
f the
wed
ges
to b
e us
ed.
c.
U
se th
e sh
orte
r of t
he tw
o m
easu
rem
ents
. 5.
In
stal
l the
sol
e pl
ate
with
a s
et o
f wed
ges
at o
ne e
nd a
nd ta
p th
em to
geth
er s
imul
tane
ousl
y un
til th
e so
le p
late
is t
ight
. a.
Th
e so
le p
late
sho
uld
be a
s le
vel a
s po
ssib
le: u
se s
him
s as
nec
essa
ry u
nder
the
sole
pla
te.
6.
Inst
all t
he h
eade
r with
a s
et o
f wed
ges
at th
e op
posi
te e
nd o
f th
e so
le p
late
and
tap
them
toge
ther
unt
il th
e he
ader
is ti
ght.
a.
The
head
er s
houl
d be
as
leve
l as
poss
ible
; use
shi
ms
as
nece
ssar
y ab
ove
the
head
er.
7.
Inst
all t
he p
osts
bet
wee
n th
e he
ader
and
sol
e pl
ate
and
agai
nst t
he s
ides
of t
he o
peni
ng.
a.
Inst
all t
he fi
rst p
ost u
nder
the
wed
ge s
ide
of th
e he
ader
to
prev
ent m
ovem
ent i
f the
hea
der w
edge
s lo
osen
. b.
Ke
ep p
osts
in li
ne a
nd p
lum
b w
ith h
eade
r & s
ole
plat
e.
c.
Inst
all a
wed
ge s
et u
nder
eac
h po
st, o
n to
p of
the
sole
pl
ate.
Wed
ges
are
then
tigh
tene
d to
lock
sho
re in
pla
ce.
8.
Atta
ch c
leat
and
tria
ngul
ar-g
usse
t to
at le
ast o
ne s
ide
of th
e he
ader
and
pos
ts (a
s sh
own)
and
nai
l in
plac
e.
9.
Con
fine
the
wed
ges
by p
laci
ng a
cle
at a
gain
st th
e in
side
face
of
eac
h po
st a
t the
bot
tom
and
nai
l the
m in
pla
ce w
ith 3
-16d
na
ils to
eac
h po
st a
nd 2
-16d
toe
nails
to th
e so
le p
late
. a.
N
ails
may
nee
d to
be
Dup
lex
for f
utur
e ad
just
men
t of t
he
wed
ges.
10
. In
stal
l dia
gona
l bra
ces
on th
e w
indo
w a
nd d
oor s
hore
whe
n th
e op
enin
g is
not
use
d fo
r acc
ess
or e
gres
s.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-31
2
CO
NST
RU
CT
THE
WIN
DOW
AN
D D
OO
R S
HOR
E (c
ontin
ued)
4.
M
easu
re a
nd c
ut th
e po
sts
to th
e pr
oper
hei
ght.
a.
Pl
ace
the
head
er o
n to
p of
the
sole
pla
te.
b.
With
the
end
of th
e ta
pe m
easu
re o
n to
p of
the
head
er
whe
re th
e po
sts
are
to b
e in
stal
led,
slid
e th
e ta
pe u
p to
the
botto
m o
f the
stru
ctur
al e
lem
ent t
o be
sho
red
on b
oth
side
s de
duct
ing
the
wid
th o
f the
wed
ges
to b
e us
ed.
c.
U
se th
e sh
orte
r of t
he tw
o m
easu
rem
ents
. 5.
In
stal
l the
sol
e pl
ate
with
a s
et o
f wed
ges
at o
ne e
nd a
nd ta
p th
em to
geth
er s
imul
tane
ousl
y un
til th
e so
le p
late
is t
ight
. a.
Th
e so
le p
late
sho
uld
be a
s le
vel a
s po
ssib
le: u
se s
him
s as
nec
essa
ry u
nder
the
sole
pla
te.
6.
Inst
all t
he h
eade
r with
a s
et o
f wed
ges
at th
e op
posi
te e
nd o
f th
e so
le p
late
and
tap
them
toge
ther
unt
il th
e he
ader
is ti
ght.
a.
The
head
er s
houl
d be
as
leve
l as
poss
ible
; use
shi
ms
as
nece
ssar
y ab
ove
the
head
er.
7.
Inst
all t
he p
osts
bet
wee
n th
e he
ader
and
sol
e pl
ate
and
agai
nst t
he s
ides
of t
he o
peni
ng.
a.
Inst
all t
he fi
rst p
ost u
nder
the
wed
ge s
ide
of th
e he
ader
to
prev
ent m
ovem
ent i
f the
hea
der w
edge
s lo
osen
. b.
Ke
ep p
osts
in li
ne a
nd p
lum
b w
ith h
eade
r & s
ole
plat
e.
c.
Inst
all a
wed
ge s
et u
nder
eac
h po
st, o
n to
p of
the
sole
pl
ate.
Wed
ges
are
then
tigh
tene
d to
lock
sho
re in
pla
ce.
8.
Atta
ch c
leat
and
tria
ngul
ar-g
usse
t to
at le
ast o
ne s
ide
of th
e he
ader
and
pos
ts (a
s sh
own)
and
nai
l in
plac
e.
9.
Con
fine
the
wed
ges
by p
laci
ng a
cle
at a
gain
st th
e in
side
face
of
eac
h po
st a
t the
bot
tom
and
nai
l the
m in
pla
ce w
ith 3
-16d
na
ils to
eac
h po
st a
nd 2
-16d
toe
nails
to th
e so
le p
late
. a.
N
ails
may
nee
d to
be
Dup
lex
for f
utur
e ad
just
men
t of t
he
wed
ges.
10
. In
stal
l dia
gona
l bra
ces
on th
e w
indo
w a
nd d
oor s
hore
whe
n th
e op
enin
g is
not
use
d fo
r acc
ess
or e
gres
s.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-32
PRE-C
ON
STRU
CTED SHO
RING
SYSTEMS
1. W
indow/D
oor Shores may be pre-constructed as show
n in ALT W
IND
OW
& DO
OR
SHO
RE.
a. They should be m
ade at least 1 ½” less than opening in
each direction, and then tightened with w
edges at one side and bottom
+ shims as required.
If header is badly damaged, great care should be
taken during installation of the shoring and shims.
It shims are needed at the top, one should try to
eliminate the w
edges at the bottom.
b. Pre-constructed W
indow & D
oor Shores will not be
practical in racked or otherwise deform
ed openings. c.
For large openings, pre-constructed shores may be too
heavy to carry up to locations above ground floor. d.
Main advantage is to allow
pre-construction a safe distance from
the dangerous wall or collapse zone.
2. Pneum
atic Shores, with a m
inimum
of two shores w
ith wood
or metal rail header. (see page follow
ing Alt Window
Shore) a.
Metal ends should be nailed to header and sole.
b. The m
anufacturers sell clamp fittings that allow
for nailed 2x6 X bracing to be installed.
c. Pneum
atic shores are best used as temporary shores.
d. Som
e manufacturers provide a H
eader Rail that m
ay be per-assem
bled with tw
o or more struts to provide a pre-
constructed, vertical shore. e.
WA
RN
ING
– The use of Air Pressure to raise these shores into place has caused Accidents. Air Pressure should be lim
ited to 50 PSI, and all Pneumatic Shores
should be hand tightened – to snug condition f.
See Strut Tables in Sect 7 of Struct. Spec FOG
for recom
mended Strut Loading based on H
eight (length)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-32
PRE-C
ON
STRU
CTED SHO
RING
SYSTEMS
1. W
indow/D
oor Shores may be pre-constructed as show
n in ALT W
IND
OW
& DO
OR
SHO
RE.
a. They should be m
ade at least 1 ½” less than opening in
each direction, and then tightened with w
edges at one side and bottom
+ shims as required.
If header is badly damaged, great care should be
taken during installation of the shoring and shims.
It shims are needed at the top, one should try to
eliminate the w
edges at the bottom.
b. Pre-constructed W
indow & D
oor Shores will not be
practical in racked or otherwise deform
ed openings. c.
For large openings, pre-constructed shores may be too
heavy to carry up to locations above ground floor. d.
Main advantage is to allow
pre-construction a safe distance from
the dangerous wall or collapse zone.
2. Pneum
atic Shores, with a m
inimum
of two shores w
ith wood
or metal rail header. (see page follow
ing Alt Window
Shore) a.
Metal ends should be nailed to header and sole.
b. The m
anufacturers sell clamp fittings that allow
for nailed 2x6 X bracing to be installed.
c. Pneum
atic shores are best used as temporary shores.
d. Som
e manufacturers provide a H
eader Rail that m
ay be per-assem
bled with tw
o or more struts to provide a pre-
constructed, vertical shore. e.
WA
RN
ING
– The use of Air Pressure to raise these shores into place has caused Accidents. Air Pressure should be lim
ited to 50 PSI, and all Pneumatic Shores
should be hand tightened – to snug condition f.
See Strut Tables in Sect 7 of Struct. Spec FOG
for recom
mended Strut Loading based on H
eight (length)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-33
2
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-33
2
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-34
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-34
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-35
2
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-35
2
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-36
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-36
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-37
2
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-37
2
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-38
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-38
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-39
2
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-39
2
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-40
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-40
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-41
2
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
VER
TIC
AL
SHO
RING
SYS
TEM
S
2-41
2
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-42
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
VERTIC
AL SH
ORING
SYSTEMS
2-42
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-1
3
INTR
OD
UC
TIO
N to
SEC
TIO
N 3
This
sec
tion
cont
ains
Gen
eral
Info
rmat
ion,
Gra
phic
s an
d D
etai
led
Expl
anat
ions
of h
ow to
con
stru
ct F
EMA
Hor
izon
tal
Shor
ing
– ar
rang
ed a
s fo
llow
s:
How
to c
onst
ruct
Hor
izon
tal S
hore
s R
aker
Sho
re D
esig
n In
form
atio
n H
ow to
con
stru
ct R
aker
Sho
res
Flyi
ng R
aker
– S
pot S
hore
So
lid S
ole
Rak
er
Split
Sol
e R
aker
R
aker
Sho
re D
esig
n Ex
ampl
es
Tieb
acks
and
Alte
rnat
e R
aker
Sys
tem
s H
oriz
onta
l & R
aker
Sho
ring
Syst
ems
usin
g Pn
eum
atic
Stru
ts
RA
KER
LEN
GTH
(L) B
ASE
D O
N IN
SER
TIO
N PO
INT
HEI
GH
T In
serti
on
Poin
t, Ft
45
o Rak
er L
In
ches
/ Fe
et
60 o
Rak
er L
In
ches
/ Fe
et
60 o
Hor
iz. D
ist.
Inch
es /
Feet
3
51” /
4’-
3”
42” /
3’-
6”
21” /
1’-9
” 4
68” /
5’-
8”
56” /
4’-
8”
28” /
2’-4
” 5
85” /
7’-1
” 70
” / 5
’- 10
” 35
” / 2
’-11”
6
102”
/ 8’
- 6”
84” /
7’-
0”
42” /
3’-6
” 7
119”
/ 9’
- 11”
98
” / 8
’- 2”
49
” / 4
’-1”
8 13
6” /
11’-
4”
112”
/ 9’
- 4”
56” /
4’-8
” 9
153”
/ 12
’- 9”
12
6” /
10’-
6”
63” /
5’-3
” 10
17
0” /
14’-
2”
140”
/ 11
’- 8”
70
” / 5
’-10”
11
18
7” /
15’-
7”
154”
/ 12
’- 10
” 77
”/ 6’
-5”
12
204”
/ 17
’- 0”
16
8” /
14’-
0”
84”/
7’-0
” 13
22
1” /
18’-
5”
182”
/ 15
’- 2”
91
” / 7
’-7”
14
238”
/ 19
’- 10
”19
6/ 1
6’- 4
” 98
” /8’
-2”
15
255”
/ 21
’- 3”
21
0” /
17’-
6”
105”
/ 8’-9
” 16
27
2” /
22’-
8”
224”
/ 18
’- 8”
11
2”/ 9
’-4”
17
289”
/ 24
’- 1”
23
8” /
19’-
10”
119”
/ 9’-1
1”
18
306”
/ 25
’- 6”
25
2” /
21’-
0”
126”
/ 10’
-6”
19
323”
/ 26
’- 11
”26
6” /
22’-
2”
133”
/ 11’
-1”
20
340”
/ 28’
- 4”
280”
/ 23
’- 4”
14
0”/ 1
1’-8
”
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-1
3
INTR
OD
UC
TIO
N to
SEC
TIO
N 3
This
sec
tion
cont
ains
Gen
eral
Info
rmat
ion,
Gra
phic
s an
d D
etai
led
Expl
anat
ions
of h
ow to
con
stru
ct F
EMA
Hor
izon
tal
Shor
ing
– ar
rang
ed a
s fo
llow
s:
How
to c
onst
ruct
Hor
izon
tal S
hore
s R
aker
Sho
re D
esig
n In
form
atio
n H
ow to
con
stru
ct R
aker
Sho
res
Flyi
ng R
aker
– S
pot S
hore
So
lid S
ole
Rak
er
Split
Sol
e R
aker
R
aker
Sho
re D
esig
n Ex
ampl
es
Tieb
acks
and
Alte
rnat
e R
aker
Sys
tem
s H
oriz
onta
l & R
aker
Sho
ring
Syst
ems
usin
g Pn
eum
atic
Stru
ts
RA
KER
LEN
GTH
(L) B
ASE
D O
N IN
SER
TIO
N PO
INT
HEI
GH
T In
serti
on
Poin
t, Ft
45
o Rak
er L
In
ches
/ Fe
et
60 o
Rak
er L
In
ches
/ Fe
et
60 o
Hor
iz. D
ist.
Inch
es /
Feet
3
51” /
4’-
3”
42” /
3’-
6”
21” /
1’-9
” 4
68” /
5’-
8”
56” /
4’-
8”
28” /
2’-4
” 5
85” /
7’-1
” 70
” / 5
’- 10
” 35
” / 2
’-11”
6
102”
/ 8’
- 6”
84” /
7’-
0”
42” /
3’-6
” 7
119”
/ 9’
- 11”
98
” / 8
’- 2”
49
” / 4
’-1”
8 13
6” /
11’-
4”
112”
/ 9’
- 4”
56” /
4’-8
” 9
153”
/ 12
’- 9”
12
6” /
10’-
6”
63” /
5’-3
” 10
17
0” /
14’-
2”
140”
/ 11
’- 8”
70
” / 5
’-10”
11
18
7” /
15’-
7”
154”
/ 12
’- 10
” 77
”/ 6’
-5”
12
204”
/ 17
’- 0”
16
8” /
14’-
0”
84”/
7’-0
” 13
22
1” /
18’-
5”
182”
/ 15
’- 2”
91
” / 7
’-7”
14
238”
/ 19
’- 10
”19
6/ 1
6’- 4
” 98
” /8’
-2”
15
255”
/ 21
’- 3”
21
0” /
17’-
6”
105”
/ 8’-9
” 16
27
2” /
22’-
8”
224”
/ 18
’- 8”
11
2”/ 9
’-4”
17
289”
/ 24
’- 1”
23
8” /
19’-
10”
119”
/ 9’-1
1”
18
306”
/ 25
’- 6”
25
2” /
21’-
0”
126”
/ 10’
-6”
19
323”
/ 26
’- 11
”26
6” /
22’-
2”
133”
/ 11’
-1”
20
340”
/ 28’
- 4”
280”
/ 23
’- 4”
14
0”/ 1
1’-8
”
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-2
HO
W TO
CON
STRU
CT TH
E HORIZO
NTAL SHO
RE
1. D
etermine w
here to erect the horizontal shore.
a. After tem
porary shoring has been installed as needed, clear the area of debris. (3 ft to 4 ft w
ide is usually OK)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-2
HO
W TO
CON
STRU
CT TH
E HORIZO
NTAL SHO
RE
1. D
etermine w
here to erect the horizontal shore.
a. After tem
porary shoring has been installed as needed, clear the area of debris. (3 ft to 4 ft w
ide is usually OK)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-3
3
HO
W T
O C
ON
STR
UC
T TH
E HO
RIZO
NTA
L SH
OR
E
2.
Mea
sure
and
cut
the
wal
l pla
tes
& st
ruts
to th
e pr
oper
leng
th.
a.
Pl
ace
both
wal
l pla
tes
agai
nst t
he w
alls
.
b.
Mea
sure
bet
wee
n th
e w
all p
late
s w
here
the
stru
ts a
re to
be
inst
alle
d, d
educ
ting
the
wid
th o
f the
wed
ges
to b
e us
ed.
3.
Plac
e bo
th w
all p
late
s ne
xt to
eac
h ot
her a
nd a
ttach
cle
ats
to
the
wal
l pla
tes
just
bel
ow w
here
the
stru
ts w
ill be
inst
alle
d.
4.
Plac
e th
e w
all p
late
s in
the
area
that
is to
be
shor
ed, s
quar
e an
d in
line
with
eac
h ot
her a
nd a
s pl
umb
as p
ossi
ble
by
shim
min
g an
y vo
id s
pace
s be
hind
the
wal
l pla
tes.
5.
Inst
all t
he s
truts
bet
wee
n th
e w
all p
late
s. K
eep
the
stru
ts in
line
an
d pl
umb
with
the
wal
l pla
tes.
6.
Inst
all a
set
of w
edge
s ho
rizon
tally
bet
wee
n th
e W
all P
late
and
ea
ch e
nd o
f eac
h st
rut a
nd ta
p th
em to
geth
er s
imul
tane
ousl
y un
til th
e st
ruts
are
und
er c
ompr
essi
on a
nd ti
ght.
a.
Secu
re th
e w
edge
s by
pla
cing
the
back
of a
shi
m o
n to
p of
th
e w
edge
s an
d na
il it
to th
e w
all p
late
or t
oe-n
ail t
he
wed
ges
to th
e w
all p
late
.
b.
May
nee
d to
be
Dup
lex
for f
utur
e ad
just
men
t of
wed
ges.
7.
Atta
ch c
leat
s or
hal
f-gus
set p
late
s to
at l
east
one
sid
e of
the
wal
l pla
tes
and
stru
ts, w
here
afte
rsho
cks
or v
ibra
tions
may
oc
cur.
8.
If po
ssib
le, a
ttach
the
wal
l pla
tes
to th
e w
alls
.
9.
Atta
ch th
e di
agon
al b
race
s to
eac
h si
de o
f the
hor
izon
tal s
hore
w
hen
not u
sed
for a
cces
s or
egr
ess.
a.
The
diag
onal
bra
ces
shou
ld b
e lo
ng e
noug
h to
spa
n en
tire
leng
th a
nd b
e at
tach
ed to
bot
h w
all p
late
s an
d ea
ch s
trut.
b.
Whe
n us
ed, d
iago
nal b
race
s sh
ould
be
inst
alle
d in
a "X
" pa
ttern
on
oppo
site
sid
es o
f the
sys
tem
.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-3
3
HO
W T
O C
ON
STR
UC
T TH
E HO
RIZO
NTA
L SH
OR
E
2.
Mea
sure
and
cut
the
wal
l pla
tes
& st
ruts
to th
e pr
oper
leng
th.
a.
Pl
ace
both
wal
l pla
tes
agai
nst t
he w
alls
.
b.
Mea
sure
bet
wee
n th
e w
all p
late
s w
here
the
stru
ts a
re to
be
inst
alle
d, d
educ
ting
the
wid
th o
f the
wed
ges
to b
e us
ed.
3.
Plac
e bo
th w
all p
late
s ne
xt to
eac
h ot
her a
nd a
ttach
cle
ats
to
the
wal
l pla
tes
just
bel
ow w
here
the
stru
ts w
ill be
inst
alle
d.
4.
Plac
e th
e w
all p
late
s in
the
area
that
is to
be
shor
ed, s
quar
e an
d in
line
with
eac
h ot
her a
nd a
s pl
umb
as p
ossi
ble
by
shim
min
g an
y vo
id s
pace
s be
hind
the
wal
l pla
tes.
5.
Inst
all t
he s
truts
bet
wee
n th
e w
all p
late
s. K
eep
the
stru
ts in
line
an
d pl
umb
with
the
wal
l pla
tes.
6.
Inst
all a
set
of w
edge
s ho
rizon
tally
bet
wee
n th
e W
all P
late
and
ea
ch e
nd o
f eac
h st
rut a
nd ta
p th
em to
geth
er s
imul
tane
ousl
y un
til th
e st
ruts
are
und
er c
ompr
essi
on a
nd ti
ght.
a.
Secu
re th
e w
edge
s by
pla
cing
the
back
of a
shi
m o
n to
p of
th
e w
edge
s an
d na
il it
to th
e w
all p
late
or t
oe-n
ail t
he
wed
ges
to th
e w
all p
late
.
b.
May
nee
d to
be
Dup
lex
for f
utur
e ad
just
men
t of
wed
ges.
7.
Atta
ch c
leat
s or
hal
f-gus
set p
late
s to
at l
east
one
sid
e of
the
wal
l pla
tes
and
stru
ts, w
here
afte
rsho
cks
or v
ibra
tions
may
oc
cur.
8.
If po
ssib
le, a
ttach
the
wal
l pla
tes
to th
e w
alls
.
9.
Atta
ch th
e di
agon
al b
race
s to
eac
h si
de o
f the
hor
izon
tal s
hore
w
hen
not u
sed
for a
cces
s or
egr
ess.
a.
The
diag
onal
bra
ces
shou
ld b
e lo
ng e
noug
h to
spa
n en
tire
leng
th a
nd b
e at
tach
ed to
bot
h w
all p
late
s an
d ea
ch s
trut.
b.
Whe
n us
ed, d
iago
nal b
race
s sh
ould
be
inst
alle
d in
a "X
" pa
ttern
on
oppo
site
sid
es o
f the
sys
tem
.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-4
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-4
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-5
3
RAK
ER S
HO
RE
– D
ESIG
N IN
FOR
MAT
ION
1.
Th
ere
are
thre
e ty
pes
of R
aker
Sho
res
that
are
use
d in
US&
R
Inci
dent
s to
sta
biliz
e le
anin
g an
d/or
dam
aged
wal
ls. T
hey
are:
a.
Fl
ying
(or F
rictio
n) R
aker
s ar
e us
ed a
s te
mpo
rary
, spo
t ra
kers
whe
n de
bris
are
pile
d ne
xt to
the
base
of t
he w
all
b.
Solid
Sol
e, fu
ll tri
angl
e, R
aker
s ar
e th
e m
ost d
esira
ble
rake
rs, a
nd a
re n
orm
ally
bui
lt in
gro
ups
of 2
or m
ore
as
Cla
ss 3
(3 d
imen
sion
) Sys
tem
s w
ith la
tera
l bra
cing
. Th
ey a
re m
ost a
ppro
pria
tely
use
d w
here
har
d su
rface
s ar
e ad
jace
nt to
the
wal
l, an
d th
ere
is n
o de
bris
pile
in th
e w
ay
How
ever
they
may
be
used
whe
n be
arin
g on
soi
l, if
spre
ader
s (2
x6x1
8” o
r 2 th
ickn
ess
of p
lyw
ood)
are
pl
aced
und
er th
e So
le a
t the
inte
rsec
tion
of th
e R
aker
c.
Sp
lit S
ole,
full
trian
gle,
Rak
ers
are
inte
nded
to b
e us
ed
whe
n th
ere
is s
oil a
djac
ent t
o th
e w
all,
and/
or th
ere
is a
lim
ited
amou
nt o
f deb
ris n
ext t
o th
e w
all.
They
, al
so,
shou
ld b
e bu
ilt a
s C
lass
3 S
yste
ms
d.
Rak
ers
are
norm
ally
spa
ced
at 8
feet
on
cent
er m
axim
um.
How
ever
, act
ual c
ondi
tions
may
requ
ire c
lose
r spa
cing
. e.
N
OTE
: The
nai
ling
of th
e 2x
4x24
” C
leat
has
bee
n re
duce
d fr
om 1
7 to
14
-16d
nai
ls. T
he 1
4 -1
6d h
ave
adeq
uate
stre
ngth
, and
will
als
o re
duce
spl
ittin
g.
2.
As w
ith V
ertic
al S
hore
s, R
aker
Sho
res
may
be
built
in a
logi
cal
prog
ress
ion,
sta
rting
with
Fly
ing
Rak
er, S
pot S
hore
s to
initi
ally
st
abili
ze th
e w
all,
follo
wed
by
a gr
oup
of F
ull T
riang
le R
aker
s (S
ince
Ful
l Tria
ngle
Rak
ers
are
mos
tly p
re-fa
bric
ated
, the
y m
ay b
e in
stal
led
w/o
firs
t ins
talli
ng F
lyin
g R
aker
s)
a.
Late
ral B
raci
ng b
etw
een
rake
rs is
nor
mal
ly b
uilt
usin
g 2x
6 ho
rizon
tals
and
X-b
raci
ng
b.
Dep
endi
ng o
n he
ight
of i
nser
tion
poin
t, ra
kers
may
hav
e m
id-b
raci
ng to
redu
ce to
pot
entia
l of b
uckl
ing.
In th
is c
ase
the
late
ral b
raci
ng w
ill ha
ve a
hor
izon
tal p
lace
d ne
ar th
e in
ters
ectio
n of
mid
-bra
ce a
nd ra
ker,
and
ther
e w
ill b
e tw
o ro
ws
of X
-bra
cing
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-5
3
RAK
ER S
HO
RE
– D
ESIG
N IN
FOR
MAT
ION
1.
Th
ere
are
thre
e ty
pes
of R
aker
Sho
res
that
are
use
d in
US&
R
Inci
dent
s to
sta
biliz
e le
anin
g an
d/or
dam
aged
wal
ls. T
hey
are:
a.
Fl
ying
(or F
rictio
n) R
aker
s ar
e us
ed a
s te
mpo
rary
, spo
t ra
kers
whe
n de
bris
are
pile
d ne
xt to
the
base
of t
he w
all
b.
Solid
Sol
e, fu
ll tri
angl
e, R
aker
s ar
e th
e m
ost d
esira
ble
rake
rs, a
nd a
re n
orm
ally
bui
lt in
gro
ups
of 2
or m
ore
as
Cla
ss 3
(3 d
imen
sion
) Sys
tem
s w
ith la
tera
l bra
cing
. Th
ey a
re m
ost a
ppro
pria
tely
use
d w
here
har
d su
rface
s ar
e ad
jace
nt to
the
wal
l, an
d th
ere
is n
o de
bris
pile
in th
e w
ay
How
ever
they
may
be
used
whe
n be
arin
g on
soi
l, if
spre
ader
s (2
x6x1
8” o
r 2 th
ickn
ess
of p
lyw
ood)
are
pl
aced
und
er th
e So
le a
t the
inte
rsec
tion
of th
e R
aker
c.
Sp
lit S
ole,
full
trian
gle,
Rak
ers
are
inte
nded
to b
e us
ed
whe
n th
ere
is s
oil a
djac
ent t
o th
e w
all,
and/
or th
ere
is a
lim
ited
amou
nt o
f deb
ris n
ext t
o th
e w
all.
They
, al
so,
shou
ld b
e bu
ilt a
s C
lass
3 S
yste
ms
d.
Rak
ers
are
norm
ally
spa
ced
at 8
feet
on
cent
er m
axim
um.
How
ever
, act
ual c
ondi
tions
may
requ
ire c
lose
r spa
cing
. e.
N
OTE
: The
nai
ling
of th
e 2x
4x24
” C
leat
has
bee
n re
duce
d fr
om 1
7 to
14
-16d
nai
ls. T
he 1
4 -1
6d h
ave
adeq
uate
stre
ngth
, and
will
als
o re
duce
spl
ittin
g.
2.
As w
ith V
ertic
al S
hore
s, R
aker
Sho
res
may
be
built
in a
logi
cal
prog
ress
ion,
sta
rting
with
Fly
ing
Rak
er, S
pot S
hore
s to
initi
ally
st
abili
ze th
e w
all,
follo
wed
by
a gr
oup
of F
ull T
riang
le R
aker
s (S
ince
Ful
l Tria
ngle
Rak
ers
are
mos
tly p
re-fa
bric
ated
, the
y m
ay b
e in
stal
led
w/o
firs
t ins
talli
ng F
lyin
g R
aker
s)
a.
Late
ral B
raci
ng b
etw
een
rake
rs is
nor
mal
ly b
uilt
usin
g 2x
6 ho
rizon
tals
and
X-b
raci
ng
b.
Dep
endi
ng o
n he
ight
of i
nser
tion
poin
t, ra
kers
may
hav
e m
id-b
raci
ng to
redu
ce to
pot
entia
l of b
uckl
ing.
In th
is c
ase
the
late
ral b
raci
ng w
ill ha
ve a
hor
izon
tal p
lace
d ne
ar th
e in
ters
ectio
n of
mid
-bra
ce a
nd ra
ker,
and
ther
e w
ill b
e tw
o ro
ws
of X
-bra
cing
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-6
RAK
ER SH
OR
E – DESIG
N INFO
RM
ATION
(continued)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-6
RAK
ER SH
OR
E – DESIG
N INFO
RM
ATION
(continued)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-7
3
DET
ERM
ININ
G R
AKER
SH
OR
E AN
GLE
& L
ENG
TH
1.
Any
angl
e be
twee
n 30
and
60
degr
ees
will
wor
k ef
fect
ivel
y.
a.
Th
e lo
wer
the
angl
e, th
e m
ore
effic
ient
the
rake
r will
be.
2.
The
two
mos
t com
mon
ang
les
used
are
45
and
60 d
egre
es. A
60
deg
ree
angl
e is
the
max
imum
reco
mm
ende
d an
gle
used
to
safe
ly e
rect
a ra
ker s
hore
. a.
24
” Cl
eats
w/ 1
4-16
d na
ils a
re u
sed
with
a 4
5 de
g an
gle,
and
a 30
” To
p C
leat
w/ 2
0-16
d is
use
d fo
r 60
deg
angl
e.3.
D
eter
min
ing
the
heig
ht a
t whi
ch th
e ra
ker s
hore
nee
ds to
in
ters
ect t
he w
all (
Inse
rtion
Poi
nt) w
ill id
entif
y th
e an
gle
to w
ork
best
with
the
avai
labl
e le
ngth
s of
lum
ber.
A 45
deg
ree
angl
e ra
ker s
hore
requ
ires
long
er lu
mbe
r tha
n a
60 d
egre
e R
aker
. a.
Th
e In
serti
on P
oint
for a
Woo
d Bl
dg s
houl
d be
bet
wee
n th
e To
p of
the
Floo
r Joi
st a
nd 2
feet
bel
ow th
at p
oint
. 4.
Th
e le
ngth
of a
45-
degr
ee a
ngle
rake
r sho
re: H
eigh
t of t
he
rake
r sho
re s
uppo
rt po
int i
n fe
et m
ultip
lied
by 1
7 w
ill gi
ve th
e le
ngth
of t
he ra
ker,
tip to
tip,
in in
ches
. See
Pg
3-1
(8' X
17
= 13
6" o
r 11'
4").
5.
Th
e le
ngth
of a
60-
degr
ee a
ngle
rake
r sho
re: H
eigh
t of t
he
rake
r sho
re s
uppo
rt po
int i
n fe
et m
ultip
lied
by 1
4 w
ill gi
ve th
e le
ngth
of t
he ra
ker,
tip to
tip,
in in
ches
. Se
e Pg
3-1
(8' X
14
= 11
2" o
r 9' 4
").
11
11
22
22
33
33
44
44
11 77 11 77
11 77
11 77
11 77
11
77 ””
22
11 44””
33
22 11””
44
22 88””
11 44
11 44
11 44
11 44
11 44
45o a
ngle
60o a
ngle
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-7
3
DET
ERM
ININ
G R
AKER
SH
OR
E AN
GLE
& L
ENG
TH
1.
Any
angl
e be
twee
n 30
and
60
degr
ees
will
wor
k ef
fect
ivel
y.
a.
Th
e lo
wer
the
angl
e, th
e m
ore
effic
ient
the
rake
r will
be.
2.
The
two
mos
t com
mon
ang
les
used
are
45
and
60 d
egre
es. A
60
deg
ree
angl
e is
the
max
imum
reco
mm
ende
d an
gle
used
to
safe
ly e
rect
a ra
ker s
hore
. a.
24
” Cl
eats
w/ 1
4-16
d na
ils a
re u
sed
with
a 4
5 de
g an
gle,
and
a 30
” To
p C
leat
w/ 2
0-16
d is
use
d fo
r 60
deg
angl
e.3.
D
eter
min
ing
the
heig
ht a
t whi
ch th
e ra
ker s
hore
nee
ds to
in
ters
ect t
he w
all (
Inse
rtion
Poi
nt) w
ill id
entif
y th
e an
gle
to w
ork
best
with
the
avai
labl
e le
ngth
s of
lum
ber.
A 45
deg
ree
angl
e ra
ker s
hore
requ
ires
long
er lu
mbe
r tha
n a
60 d
egre
e R
aker
. a.
Th
e In
serti
on P
oint
for a
Woo
d Bl
dg s
houl
d be
bet
wee
n th
e To
p of
the
Floo
r Joi
st a
nd 2
feet
bel
ow th
at p
oint
. 4.
Th
e le
ngth
of a
45-
degr
ee a
ngle
rake
r sho
re: H
eigh
t of t
he
rake
r sho
re s
uppo
rt po
int i
n fe
et m
ultip
lied
by 1
7 w
ill gi
ve th
e le
ngth
of t
he ra
ker,
tip to
tip,
in in
ches
. See
Pg
3-1
(8' X
17
= 13
6" o
r 11'
4").
5.
Th
e le
ngth
of a
60-
degr
ee a
ngle
rake
r sho
re: H
eigh
t of t
he
rake
r sho
re s
uppo
rt po
int i
n fe
et m
ultip
lied
by 1
4 w
ill gi
ve th
e le
ngth
of t
he ra
ker,
tip to
tip,
in in
ches
. Se
e Pg
3-1
(8' X
14
= 11
2" o
r 9' 4
").
11
11
22
22
33
33
44
44
11 77 11 77
11 77
11 77
11 77
11
77 ””
22
11 44””
33
22 11””
44
22 88””
11 44
11 44
11 44
11 44
11 44
45o a
ngle
60o a
ngle
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-8
CO
NSTR
UCTIO
N of R
AKER
SHO
RES
Design Load for O
ne Flying Raker is 1,000 lb
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-8
CO
NSTR
UCTIO
N of R
AKER
SHO
RES
Design Load for O
ne Flying Raker is 1,000 lb
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-9
3
HO
W T
O C
ON
STR
UCT
FLY
ING
RAK
ER S
HO
RES
(P
refa
bric
ate
as m
uch
as p
ossi
ble
– Le
ss R
isk
to E
rect
) 1.
Th
e ar
eas
to b
e su
ppor
ted
by R
aker
Sho
res
shou
ld b
e co
nsid
ered
ext
rem
ely
dang
erou
s. T
empo
rary
(Fly
ing)
Fric
tion
Rak
er S
hore
s m
ay n
eed
to b
e er
ecte
d pr
ior t
o bu
ildin
g m
ore
perm
anen
t (Fu
ll Tr
iang
le) F
ixed
Rak
er s
horin
g sy
stem
s a.
D
eter
min
e w
here
to e
rect
the
Rak
er S
hore
s an
d th
e he
ight
of
its
supp
ort p
oint
s. D
eter
min
e he
ight
of I
nser
tion
Poin
t 2.
Fl
ying
Rak
ers
can
be e
rect
ed a
gain
st th
e w
all w
ithou
t re
mov
ing
the
Deb
ris th
at m
ay b
e pi
led
up a
gain
st it
. a.
Th
ey m
ay b
e us
ed a
s si
ngle
Spo
t Sho
res,
or m
ay b
e bu
ilt
in p
airs
with
hor
izon
tal &
X b
raci
ng a
dded
bet
wee
n pa
irs.
b.
Flyi
ng R
aker
s sh
ould
be
pref
abric
ated
, fit
into
thei
r U-
Cha
nnel
or T
roug
h Ba
se, W
edge
d an
d/or
Shi
mm
ed, a
nd
then
atta
ched
to th
e w
all w
ith d
rill-i
ns.
c.
In s
ome
case
s th
e dr
ill-in
s m
ay b
e om
itted
if th
e to
p of
the
Wal
l Pla
te c
an b
ear a
gain
st a
pro
trusi
on in
bric
k/co
nc w
all
or
d.
At b
rick/
conc
wal
l, R
aker
may
be
built
at o
ne e
dge
of a
w
indo
w, w
ith a
sin
gle
or d
oubl
e 2x
4 (2
4” m
in w
/14-
16d)
pr
e-na
iled
to th
e W
all P
late
so
it w
ill be
ar o
n th
e bo
ttom
of
win
dow
hea
der (
Onl
y if
head
er is
not
bad
ly c
rack
ed)
3.
In o
rder
to p
re-fa
bric
ate,
Cut
Rak
er, W
all P
late
and
Bot
tom
Br
ace
to p
rope
r len
gth,
and
per
form
ang
le c
uts
on R
aker
a.
La
yout
Wal
l Pla
te, R
aker
and
Bot
tom
Bra
ce a
t sel
ecte
d an
gle,
and
toe-
nail
Rak
er to
Wal
l Pla
te
b.
Nai
l-on
Top
Cle
at, t
hen
guss
et to
one
sid
e of
this
join
t c.
N
ail o
ne-B
otto
m B
race
to W
all P
late
in p
ositi
on to
cle
ar
debr
is, b
ut o
nly
tack
-nai
l it t
o R
aker
d.
Tu
rn s
hore
ove
r and
nai
l-on
othe
r gus
set p
lus
othe
r Bo
ttom
Bra
ce (n
aile
d to
Wal
l Pla
te, t
ack
to R
aker
) 4.
D
ig-in
U-C
hann
el (o
r anc
hor T
roug
h), t
hen
carry
the
partl
y as
sem
bled
Rak
er in
to p
lace
. Snu
g-up
the
Wed
ges,
and
co
mpl
ete
the
naili
ng o
f Bot
tom
Bra
ce to
Rak
er
a.
Mak
e w
hate
ver c
onne
ctio
n to
wal
l tha
t is
sele
cted
, as
indi
cate
d ab
ove,
and
retig
hten
the
Wed
ges
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-9
3
HO
W T
O C
ON
STR
UCT
FLY
ING
RAK
ER S
HO
RES
(P
refa
bric
ate
as m
uch
as p
ossi
ble
– Le
ss R
isk
to E
rect
) 1.
Th
e ar
eas
to b
e su
ppor
ted
by R
aker
Sho
res
shou
ld b
e co
nsid
ered
ext
rem
ely
dang
erou
s. T
empo
rary
(Fly
ing)
Fric
tion
Rak
er S
hore
s m
ay n
eed
to b
e er
ecte
d pr
ior t
o bu
ildin
g m
ore
perm
anen
t (Fu
ll Tr
iang
le) F
ixed
Rak
er s
horin
g sy
stem
s a.
D
eter
min
e w
here
to e
rect
the
Rak
er S
hore
s an
d th
e he
ight
of
its
supp
ort p
oint
s. D
eter
min
e he
ight
of I
nser
tion
Poin
t 2.
Fl
ying
Rak
ers
can
be e
rect
ed a
gain
st th
e w
all w
ithou
t re
mov
ing
the
Deb
ris th
at m
ay b
e pi
led
up a
gain
st it
. a.
Th
ey m
ay b
e us
ed a
s si
ngle
Spo
t Sho
res,
or m
ay b
e bu
ilt
in p
airs
with
hor
izon
tal &
X b
raci
ng a
dded
bet
wee
n pa
irs.
b.
Flyi
ng R
aker
s sh
ould
be
pref
abric
ated
, fit
into
thei
r U-
Cha
nnel
or T
roug
h Ba
se, W
edge
d an
d/or
Shi
mm
ed, a
nd
then
atta
ched
to th
e w
all w
ith d
rill-i
ns.
c.
In s
ome
case
s th
e dr
ill-in
s m
ay b
e om
itted
if th
e to
p of
the
Wal
l Pla
te c
an b
ear a
gain
st a
pro
trusi
on in
bric
k/co
nc w
all
or
d.
At b
rick/
conc
wal
l, R
aker
may
be
built
at o
ne e
dge
of a
w
indo
w, w
ith a
sin
gle
or d
oubl
e 2x
4 (2
4” m
in w
/14-
16d)
pr
e-na
iled
to th
e W
all P
late
so
it w
ill be
ar o
n th
e bo
ttom
of
win
dow
hea
der (
Onl
y if
head
er is
not
bad
ly c
rack
ed)
3.
In o
rder
to p
re-fa
bric
ate,
Cut
Rak
er, W
all P
late
and
Bot
tom
Br
ace
to p
rope
r len
gth,
and
per
form
ang
le c
uts
on R
aker
a.
La
yout
Wal
l Pla
te, R
aker
and
Bot
tom
Bra
ce a
t sel
ecte
d an
gle,
and
toe-
nail
Rak
er to
Wal
l Pla
te
b.
Nai
l-on
Top
Cle
at, t
hen
guss
et to
one
sid
e of
this
join
t c.
N
ail o
ne-B
otto
m B
race
to W
all P
late
in p
ositi
on to
cle
ar
debr
is, b
ut o
nly
tack
-nai
l it t
o R
aker
d.
Tu
rn s
hore
ove
r and
nai
l-on
othe
r gus
set p
lus
othe
r Bo
ttom
Bra
ce (n
aile
d to
Wal
l Pla
te, t
ack
to R
aker
) 4.
D
ig-in
U-C
hann
el (o
r anc
hor T
roug
h), t
hen
carry
the
partl
y as
sem
bled
Rak
er in
to p
lace
. Snu
g-up
the
Wed
ges,
and
co
mpl
ete
the
naili
ng o
f Bot
tom
Bra
ce to
Rak
er
a.
Mak
e w
hate
ver c
onne
ctio
n to
wal
l tha
t is
sele
cted
, as
indi
cate
d ab
ove,
and
retig
hten
the
Wed
ges
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-10
Design Load for 1- Pair of R
aker Shores w/ Bracing is 5,000 lb
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-10
Design Load for 1- Pair of R
aker Shores w/ Bracing is 5,000 lb
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-11
3
HO
W T
O C
ON
STR
UCT
SO
LID
SO
LE R
AKER
SH
ORE
S (P
refa
bric
ate
as m
uch
as p
ossi
ble
– Le
ss R
isk
to E
rect
)
1.
Det
erm
ine
whe
re to
ere
ct th
e ra
ker s
hore
s an
d th
e he
ight
of i
ts
supp
ort p
oint
s. D
eter
min
e he
ight
of I
nser
tion
Poin
t
a.
Afte
r ini
tial t
empo
rary
sho
ring
has
been
inst
alle
d as
ne
eded
, cle
ar th
e ar
ea o
f deb
ris.
b.
For e
ach
rake
r cle
ar th
ree
feet
wid
e an
d at
leas
t the
hei
ght
of th
e su
ppor
t poi
nt o
ut fr
om th
e w
all.
2.
Sele
ct a
ngle
of R
aker
, the
n m
easu
re a
nd c
ut th
e W
all P
late
, So
le P
late
and
Rak
er to
the
prop
er le
ngth
.
a.
Sole
pla
te a
nd W
all P
late
mus
t ext
end
at le
ast 2
4 in
ches
fro
m w
here
the
rake
r int
erse
cts
them
to a
llow
for t
he
Cle
ats
to b
e na
iled.
b.
Both
end
s of
the
rake
r to
be a
ngle
-cut
with
1½
" re
turn
cu
ts fo
r ful
l con
tact
with
the
wal
l pla
te, t
op c
leat
, sol
e pl
ate,
an
d w
edge
s.
3.
Pre-
fabr
icat
e W
all P
late
, Rak
er a
nd S
ole
a.
Toen
ail S
ole
to b
ase
of W
all P
late
, squ
are
insi
de to
90d
eg,
and
secu
re w
ith b
otto
m, f
ull-
guss
et p
late
on
one
side
b.
Layo
ut R
aker
at s
elec
ted
angl
e, in
ters
ectio
n w
ith W
all
Plat
e an
d So
le. I
nsta
ll To
p C
leat
and
nai
l on
guss
et o
ne
side
of t
his
top
join
t
c.
Nai
l one
Sol
e G
usse
t to
Rak
er, b
ut n
ot to
Sol
e at
this
tim
e,
sinc
e R
aker
may
nee
d ad
just
ing
whe
n m
oved
to w
all.
d.
Mar
k So
le fo
r app
roxi
mat
e po
sitio
n of
Bot
tom
Cle
at,
allo
win
g fo
r Wed
ges
e.
Flip
Rak
er S
hore
ove
r and
nai
l gus
sets
on
oppo
site
sid
e,
but r
emem
ber t
o na
il th
e R
aker
to S
ole
Gus
set,
to R
aker
on
ly, n
ot to
Sol
e to
allo
w fo
r lat
er a
djus
tmen
t
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-11
3
HO
W T
O C
ON
STR
UCT
SO
LID
SO
LE R
AKER
SH
ORE
S (P
refa
bric
ate
as m
uch
as p
ossi
ble
– Le
ss R
isk
to E
rect
)
1.
Det
erm
ine
whe
re to
ere
ct th
e ra
ker s
hore
s an
d th
e he
ight
of i
ts
supp
ort p
oint
s. D
eter
min
e he
ight
of I
nser
tion
Poin
t
a.
Afte
r ini
tial t
empo
rary
sho
ring
has
been
inst
alle
d as
ne
eded
, cle
ar th
e ar
ea o
f deb
ris.
b.
For e
ach
rake
r cle
ar th
ree
feet
wid
e an
d at
leas
t the
hei
ght
of th
e su
ppor
t poi
nt o
ut fr
om th
e w
all.
2.
Sele
ct a
ngle
of R
aker
, the
n m
easu
re a
nd c
ut th
e W
all P
late
, So
le P
late
and
Rak
er to
the
prop
er le
ngth
.
a.
Sole
pla
te a
nd W
all P
late
mus
t ext
end
at le
ast 2
4 in
ches
fro
m w
here
the
rake
r int
erse
cts
them
to a
llow
for t
he
Cle
ats
to b
e na
iled.
b.
Both
end
s of
the
rake
r to
be a
ngle
-cut
with
1½
" re
turn
cu
ts fo
r ful
l con
tact
with
the
wal
l pla
te, t
op c
leat
, sol
e pl
ate,
an
d w
edge
s.
3.
Pre-
fabr
icat
e W
all P
late
, Rak
er a
nd S
ole
a.
Toen
ail S
ole
to b
ase
of W
all P
late
, squ
are
insi
de to
90d
eg,
and
secu
re w
ith b
otto
m, f
ull-
guss
et p
late
on
one
side
b.
Layo
ut R
aker
at s
elec
ted
angl
e, in
ters
ectio
n w
ith W
all
Plat
e an
d So
le. I
nsta
ll To
p C
leat
and
nai
l on
guss
et o
ne
side
of t
his
top
join
t
c.
Nai
l one
Sol
e G
usse
t to
Rak
er, b
ut n
ot to
Sol
e at
this
tim
e,
sinc
e R
aker
may
nee
d ad
just
ing
whe
n m
oved
to w
all.
d.
Mar
k So
le fo
r app
roxi
mat
e po
sitio
n of
Bot
tom
Cle
at,
allo
win
g fo
r Wed
ges
e.
Flip
Rak
er S
hore
ove
r and
nai
l gus
sets
on
oppo
site
sid
e,
but r
emem
ber t
o na
il th
e R
aker
to S
ole
Gus
set,
to R
aker
on
ly, n
ot to
Sol
e to
allo
w fo
r lat
er a
djus
tmen
t
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-12
HO
W TO
CON
STRU
CT SO
LID RA
KER
SHOR
E (continued)
4. C
arefully move the partially prefabricated R
ake Shore in place at the w
all and make sure it is plum
b.
a. W
ith Raker Shore placed against the w
all, the Sole should be carefully driven-in so the W
all Plate is snug against the W
all, and the Bottom C
leat should be completely nailed,
allowing space for the W
edges
b. Full contact m
ust be maintained betw
een the wall plate
and the support point of the Raker, and betw
een the base of the w
all plate and the wall.
If the wall has bulged out, shim
s may need to be
added near bottom of w
all plate 5.
After Anchoring the Sole Plate as noted in 10. on page 3-14, install w
edges between the bottom
cleat and the base of the R
aker and tighten them slightly.
a. After adjusting the shim
s/spacers (if any) between the w
all plate and the w
all being shored to ensure full contact, as in 4a. above, finish tightening the w
edges and complete
nailing of gusset plates on each side.
6. W
ith Raker shore erected, prevent the R
aker shore from
sliding up the wall. See R
aker Shore - Cleats, C
uts & Anchors.
a.
To attach wall plate directly to a concrete/m
asonry wall.
A minim
um of tw
o 1/2" drill-in anchors, lag screws or
rebar should be placed through the wall plate or four
1/2" drill-in anchors through two 9" long channel
brackets attached with tw
o on each side of the wall
plate near the middle.
On concrete w
alls, if backing material is needed, then
attached to wall plate, and use at least five 3" pow
der charge pins w
ith washers through the backing
material on each side of the R
aker (also may use 3 -
3/8x4 C
oncrete Screws each side.)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-12
HO
W TO
CON
STRU
CT SO
LID RA
KER
SHOR
E (continued)
4. C
arefully move the partially prefabricated R
ake Shore in place at the w
all and make sure it is plum
b.
a. W
ith Raker Shore placed against the w
all, the Sole should be carefully driven-in so the W
all Plate is snug against the W
all, and the Bottom C
leat should be completely nailed,
allowing space for the W
edges
b. Full contact m
ust be maintained betw
een the wall plate
and the support point of the Raker, and betw
een the base of the w
all plate and the wall.
If the wall has bulged out, shim
s may need to be
added near bottom of w
all plate 5.
After Anchoring the Sole Plate as noted in 10. on page 3-14, install w
edges between the bottom
cleat and the base of the R
aker and tighten them slightly.
a. After adjusting the shim
s/spacers (if any) between the w
all plate and the w
all being shored to ensure full contact, as in 4a. above, finish tightening the w
edges and complete
nailing of gusset plates on each side.
6. W
ith Raker shore erected, prevent the R
aker shore from
sliding up the wall. See R
aker Shore - Cleats, C
uts & Anchors.
a.
To attach wall plate directly to a concrete/m
asonry wall.
A minim
um of tw
o 1/2" drill-in anchors, lag screws or
rebar should be placed through the wall plate or four
1/2" drill-in anchors through two 9" long channel
brackets attached with tw
o on each side of the wall
plate near the middle.
On concrete w
alls, if backing material is needed, then
attached to wall plate, and use at least five 3" pow
der charge pins w
ith washers through the backing
material on each side of the R
aker (also may use 3 -
3/8x4 C
oncrete Screws each side.)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-13
3
b.
To a
ttach
the
wal
l pla
te d
irect
ly to
a w
ood
fram
ed w
all.
A m
inim
um o
f tw
o 1/
2" la
g sc
rew
s sh
ould
be
plac
ed
thro
ugh
the
wal
l pla
te d
irect
ly in
to th
e w
all s
tuds
. W
hen
plyw
ood
back
ing
mat
eria
l is
atta
ched
to th
e w
all p
late
, use
at l
east
8-1
6d n
ails
thro
ugh
the
back
ing
mat
eria
l int
o w
all s
tuds
, eac
h si
de o
f Rak
er
c.
Anot
her m
etho
d is
to a
ttach
an
engi
neer
ed le
dger
(2x6
m
inim
um) t
o th
e w
all a
bove
the
wal
l pla
te.
7.
Atta
ch M
id P
oint
Bra
ces
(req
uire
d if
4x4
Rak
er is
long
er th
an
11 fe
et a
nd/o
r 6x6
Rak
er is
long
er th
an 1
6 fe
et)
a.
One
2x6
are
nai
led
to b
oth
side
s of
the
Wal
l Pla
te/S
ole
Plat
e co
nnec
tion
and
mid
-poi
nt o
n th
e R
aker
. (if
2x6
is
no
t ava
ilabl
e, 2
x4 m
ay b
e us
ed)
8.
Atta
ch H
oriz
onta
l Bra
ces
a.
Con
nect
Rak
er s
hore
s to
geth
er n
ear t
he to
p an
d bo
ttom
of
the
Rak
er w
ith a
t lea
st 2
x6 s
ize
mat
eria
l, or
two
2x4s
.
b.
For I
nser
tion
Poin
t gre
ater
than
8 fe
et, a
Hor
izon
tal B
race
sh
all b
e pl
aced
at m
id-p
oint
of t
he R
aker
, rig
ht w
here
the
Mid
-Poi
nt B
race
s in
ters
ect
c.
Hor
iz b
race
s m
ay b
e bu
tt-sp
liced
at c
ente
r of a
ny ra
ker.
Use
3-1
6d e
a en
d pl
us h
alf-g
usse
t with
4-8
d ea
sid
e sp
lice
9.
Atta
ch X
or V
Bra
ces
a.
All R
aker
sho
re s
yste
ms
mus
t be
conn
ecte
d w
ith e
ither
X
or V
bra
cing
nea
r the
top
and
botto
m o
f the
Rak
er
betw
een
at le
ast t
wo
Rak
er s
hore
s w
ith 2
x4 o
r 2x6
.
b.
Atta
ch th
e fir
st b
race
to th
e R
aker
s ne
ar th
e to
p an
d bo
ttom
bet
wee
n th
e up
per a
nd lo
wer
hor
izon
tal b
race
s.
c.
Atta
ch th
e se
cond
bra
ce to
the
uppe
r and
low
er
horiz
onta
l bra
ces
near
the
Rak
ers.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-13
3
b.
To a
ttach
the
wal
l pla
te d
irect
ly to
a w
ood
fram
ed w
all.
A m
inim
um o
f tw
o 1/
2" la
g sc
rew
s sh
ould
be
plac
ed
thro
ugh
the
wal
l pla
te d
irect
ly in
to th
e w
all s
tuds
. W
hen
plyw
ood
back
ing
mat
eria
l is
atta
ched
to th
e w
all p
late
, use
at l
east
8-1
6d n
ails
thro
ugh
the
back
ing
mat
eria
l int
o w
all s
tuds
, eac
h si
de o
f Rak
er
c.
Anot
her m
etho
d is
to a
ttach
an
engi
neer
ed le
dger
(2x6
m
inim
um) t
o th
e w
all a
bove
the
wal
l pla
te.
7.
Atta
ch M
id P
oint
Bra
ces
(req
uire
d if
4x4
Rak
er is
long
er th
an
11 fe
et a
nd/o
r 6x6
Rak
er is
long
er th
an 1
6 fe
et)
a.
One
2x6
are
nai
led
to b
oth
side
s of
the
Wal
l Pla
te/S
ole
Plat
e co
nnec
tion
and
mid
-poi
nt o
n th
e R
aker
. (if
2x6
is
no
t ava
ilabl
e, 2
x4 m
ay b
e us
ed)
8.
Atta
ch H
oriz
onta
l Bra
ces
a.
Con
nect
Rak
er s
hore
s to
geth
er n
ear t
he to
p an
d bo
ttom
of
the
Rak
er w
ith a
t lea
st 2
x6 s
ize
mat
eria
l, or
two
2x4s
.
b.
For I
nser
tion
Poin
t gre
ater
than
8 fe
et, a
Hor
izon
tal B
race
sh
all b
e pl
aced
at m
id-p
oint
of t
he R
aker
, rig
ht w
here
the
Mid
-Poi
nt B
race
s in
ters
ect
c.
Hor
iz b
race
s m
ay b
e bu
tt-sp
liced
at c
ente
r of a
ny ra
ker.
Use
3-1
6d e
a en
d pl
us h
alf-g
usse
t with
4-8
d ea
sid
e sp
lice
9.
Atta
ch X
or V
Bra
ces
a.
All R
aker
sho
re s
yste
ms
mus
t be
conn
ecte
d w
ith e
ither
X
or V
bra
cing
nea
r the
top
and
botto
m o
f the
Rak
er
betw
een
at le
ast t
wo
Rak
er s
hore
s w
ith 2
x4 o
r 2x6
.
b.
Atta
ch th
e fir
st b
race
to th
e R
aker
s ne
ar th
e to
p an
d bo
ttom
bet
wee
n th
e up
per a
nd lo
wer
hor
izon
tal b
race
s.
c.
Atta
ch th
e se
cond
bra
ce to
the
uppe
r and
low
er
horiz
onta
l bra
ces
near
the
Rak
ers.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-14
HO
W TO
CON
STRU
CT SO
LID RA
KER
SHOR
E (continued)
10. Methods to A
nchor the Sole Plate, in order to prevent the assem
bled shore from sliding back aw
ay from the w
all.
a. To attach the sole plate directly to concrete, asphalt or soil: drill a m
inimum
of two 1" holes through the sole plate,
concrete, or asphalt and drive 1" x 48”steel pickets or rebar directly into the ground. N
eed at least 4 – 1"x 48” pickets if driven directly into ground, but m
ay be more
practical to use Sole Anchor in 10 c. below.
b. To attach the sole plate to concrete and m
asonry.
A minim
um of tw
o 1/2" drill-in anchors, lag screws or
rebar should be placed through the sole plate or four 1/2" drill-in anchors through tw
o 9" long channel brackets attached w
ith two on each side of the sole
plate.
On concrete only, w
hen backing material is attached
to the sole plate, the use of at least five 3" powder
charge pins with w
ashers through the backing m
aterial on each side of the sole plate is acceptable.
c. An Sole Anchor can be secured to the ground or floor behind the sole plate to prevent the sole plate from
backing aw
ay from the w
all.
Timber Anchors should be as least 4x4 size lum
ber, (6x6 is better). Place 4 – 1” dia x 48” pickets, spaced about 12” o.c., directly behind Anchor on Soil. Tw
o pickets m
ay be used into Paving.
Steel anchors or channel brackets should be at least 1/4 inches thick.
Concrete curbs, w
alls and other nearby secure structures m
ay also be used.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-14
HO
W TO
CON
STRU
CT SO
LID RA
KER
SHOR
E (continued)
10. Methods to A
nchor the Sole Plate, in order to prevent the assem
bled shore from sliding back aw
ay from the w
all.
a. To attach the sole plate directly to concrete, asphalt or soil: drill a m
inimum
of two 1" holes through the sole plate,
concrete, or asphalt and drive 1" x 48”steel pickets or rebar directly into the ground. N
eed at least 4 – 1"x 48” pickets if driven directly into ground, but m
ay be more
practical to use Sole Anchor in 10 c. below.
b. To attach the sole plate to concrete and m
asonry.
A minim
um of tw
o 1/2" drill-in anchors, lag screws or
rebar should be placed through the sole plate or four 1/2" drill-in anchors through tw
o 9" long channel brackets attached w
ith two on each side of the sole
plate.
On concrete only, w
hen backing material is attached
to the sole plate, the use of at least five 3" powder
charge pins with w
ashers through the backing m
aterial on each side of the sole plate is acceptable.
c. An Sole Anchor can be secured to the ground or floor behind the sole plate to prevent the sole plate from
backing aw
ay from the w
all.
Timber Anchors should be as least 4x4 size lum
ber, (6x6 is better). Place 4 – 1” dia x 48” pickets, spaced about 12” o.c., directly behind Anchor on Soil. Tw
o pickets m
ay be used into Paving.
Steel anchors or channel brackets should be at least 1/4 inches thick.
Concrete curbs, w
alls and other nearby secure structures m
ay also be used.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-15
3
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-15
3
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-16
Design Load for 1- Pair of R
aker Shores w/ Bracing is 5,000 lb
(Trough Base is Preferred, since N
o Digging is Required next
to Dangerous W
all. Add 18” sq. W
ood Foot under intersection of R
aker & Sole if bearing on Soil)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-16
Design Load for 1- Pair of R
aker Shores w/ Bracing is 5,000 lb
(Trough Base is Preferred, since N
o Digging is Required next
to Dangerous W
all. Add 18” sq. W
ood Foot under intersection of R
aker & Sole if bearing on Soil)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-17
3
HO
W T
O C
ON
STR
UCT
SPL
IT S
OLE
RAK
ER S
HO
RES
1.
Det
erm
ine
whe
re to
ere
ct th
e R
aker
Sho
res
and
the
heig
ht o
f its
sup
port
poin
ts. D
eter
min
e he
ight
of I
nser
tion
Poin
t a.
Af
ter i
nitia
l tem
pora
ry s
horin
g ha
s be
en in
stal
led
as
need
ed, c
lear
the
area
of d
ebris
. b.
Fo
r eac
h R
aker
cle
ar th
ree
feet
wid
e an
d at
leas
t the
he
ight
of t
he s
uppo
rt po
int o
ut fr
om th
e w
all.
2.
Sele
ct a
ngle
of R
aker
, the
n m
easu
re a
nd c
ut th
e W
all P
late
, R
aker
, and
Bot
tom
Bra
ce to
the
prop
er le
ngth
. a.
If
ther
e is
rubb
le n
ext t
o w
all,
Wal
l pla
te w
ill no
t ext
end
to
the
grou
nd, a
nd B
otto
m B
race
sho
uld
be a
ttach
ed 6
” fro
m
botto
m o
f Wal
l Pla
te, a
nd s
lope
dow
n to
Bas
e b.
R
aker
ang
le s
houl
d be
60
deg
if U
-Cha
nnel
Bas
e is
use
d,
but m
ay b
e 45
or 6
0 de
g if
Trou
gh B
ase
is u
sed
c.
If Tr
ough
Bas
e is
use
d, b
oth
ends
of t
he R
aker
to b
e an
gle-
cut w
ith 1
½ "
retu
rn c
uts
for f
ull c
onta
ct w
ith th
e w
all
plat
e, to
p cl
eat,
and
Trou
gh C
leat
d.
Fo
r U-C
hann
el B
ase,
one
end
of R
aker
will
be a
ngle
cut
. 3.
In
ord
er to
pre
-fabr
icat
e, C
ut R
aker
, Wal
l Pla
te a
nd B
otto
m
Brac
e to
pro
per l
engt
h, a
nd p
erfo
rm a
ngle
cut
s on
Rak
er
a.
Layo
ut W
all P
late
, Rak
er a
nd B
otto
m B
race
at s
elec
ted
angl
e, a
nd to
e-na
il R
aker
to W
all P
late
b.
N
ail-o
n To
p C
leat
, the
n gu
sset
to o
ne s
ide
of th
is jo
int
c.
Nai
l one
-Bot
tom
Bra
ce to
Wal
l Pla
te, 1
2” fr
om b
otto
m, o
r in
pos
ition
to c
lear
deb
ris, b
ut o
nly
tack
-nai
l it t
o R
aker
d.
Tu
rn s
hore
ove
r and
nai
l-on
othe
r gus
set p
lus
othe
r Bo
ttom
Bra
ce to
Wal
l Pla
te
e.
Tack
-nai
l Bot
tom
Bra
ces
to R
aker
, so
it ca
n be
mov
ed in
to
plac
e at
the
wal
l.
If th
ere
is ru
bble
aga
inst
the
wal
l the
Bot
tom
Bra
ce
shou
ld s
lope
dow
n fro
m th
e w
all t
o th
e R
aker
Bas
e,
and
inte
rsec
t as
clos
e to
the
Base
as
poss
ible
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-17
3
HO
W T
O C
ON
STR
UCT
SPL
IT S
OLE
RAK
ER S
HO
RES
1.
Det
erm
ine
whe
re to
ere
ct th
e R
aker
Sho
res
and
the
heig
ht o
f its
sup
port
poin
ts. D
eter
min
e he
ight
of I
nser
tion
Poin
t a.
Af
ter i
nitia
l tem
pora
ry s
horin
g ha
s be
en in
stal
led
as
need
ed, c
lear
the
area
of d
ebris
. b.
Fo
r eac
h R
aker
cle
ar th
ree
feet
wid
e an
d at
leas
t the
he
ight
of t
he s
uppo
rt po
int o
ut fr
om th
e w
all.
2.
Sele
ct a
ngle
of R
aker
, the
n m
easu
re a
nd c
ut th
e W
all P
late
, R
aker
, and
Bot
tom
Bra
ce to
the
prop
er le
ngth
. a.
If
ther
e is
rubb
le n
ext t
o w
all,
Wal
l pla
te w
ill no
t ext
end
to
the
grou
nd, a
nd B
otto
m B
race
sho
uld
be a
ttach
ed 6
” fro
m
botto
m o
f Wal
l Pla
te, a
nd s
lope
dow
n to
Bas
e b.
R
aker
ang
le s
houl
d be
60
deg
if U
-Cha
nnel
Bas
e is
use
d,
but m
ay b
e 45
or 6
0 de
g if
Trou
gh B
ase
is u
sed
c.
If Tr
ough
Bas
e is
use
d, b
oth
ends
of t
he R
aker
to b
e an
gle-
cut w
ith 1
½ "
retu
rn c
uts
for f
ull c
onta
ct w
ith th
e w
all
plat
e, to
p cl
eat,
and
Trou
gh C
leat
d.
Fo
r U-C
hann
el B
ase,
one
end
of R
aker
will
be a
ngle
cut
. 3.
In
ord
er to
pre
-fabr
icat
e, C
ut R
aker
, Wal
l Pla
te a
nd B
otto
m
Brac
e to
pro
per l
engt
h, a
nd p
erfo
rm a
ngle
cut
s on
Rak
er
a.
Layo
ut W
all P
late
, Rak
er a
nd B
otto
m B
race
at s
elec
ted
angl
e, a
nd to
e-na
il R
aker
to W
all P
late
b.
N
ail-o
n To
p C
leat
, the
n gu
sset
to o
ne s
ide
of th
is jo
int
c.
Nai
l one
-Bot
tom
Bra
ce to
Wal
l Pla
te, 1
2” fr
om b
otto
m, o
r in
pos
ition
to c
lear
deb
ris, b
ut o
nly
tack
-nai
l it t
o R
aker
d.
Tu
rn s
hore
ove
r and
nai
l-on
othe
r gus
set p
lus
othe
r Bo
ttom
Bra
ce to
Wal
l Pla
te
e.
Tack
-nai
l Bot
tom
Bra
ces
to R
aker
, so
it ca
n be
mov
ed in
to
plac
e at
the
wal
l.
If th
ere
is ru
bble
aga
inst
the
wal
l the
Bot
tom
Bra
ce
shou
ld s
lope
dow
n fro
m th
e w
all t
o th
e R
aker
Bas
e,
and
inte
rsec
t as
clos
e to
the
Base
as
poss
ible
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-18
HO
W TO
CON
STRU
CT SPLIT R
AK
ER SHO
RE (continued)
4. C
arefully move the partially prefabricated Split Sole R
aker Shore in place at the w
all and make sure it is plum
b.
a. U
-Channel Base requires a shallow
hole dug at a 30 to 45 degree angle for the R
aker bearing
Place the wedges on the top of the 4 x 4 x 18" bottom
piece of the U
-channel and drive them slightly.
b. W
hen a Trough Base is used, after securing the Sole Anchor, drive w
edges slightly against the Trough.
c. Full contact m
ust be maintained betw
een the wall plate
and the support point of the Raker, and betw
een the base of the w
all plate and the wall.
If the wall has bulged out, shim
s may need to be
added near bottom of w
all plate)
d. After adjusting the shim
s/spacers (if any) between the w
all plate and the w
all being shored to ensure full contact, finish tightening the w
edges and/or complete nailing of the
Bottom Brace on each side.
5. W
ith Split Sole Raker shore erected, prevent the R
aker shore from
sliding up the wall. See Solid Sole R
aker Shore
6. Place the M
id-Brace, if required by length of Raker, and erect
the Horizontal and X-bracing
7. Secure the Sole Anchor w
hen Trough is used, same as for
Solid Sole Raker Sole Anchor
8. Add H
orizontal Braces and X or V bracing as described under Split Sole R
aker
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-18
HO
W TO
CON
STRU
CT SPLIT R
AK
ER SHO
RE (continued)
4. C
arefully move the partially prefabricated Split Sole R
aker Shore in place at the w
all and make sure it is plum
b.
a. U
-Channel Base requires a shallow
hole dug at a 30 to 45 degree angle for the R
aker bearing
Place the wedges on the top of the 4 x 4 x 18" bottom
piece of the U
-channel and drive them slightly.
b. W
hen a Trough Base is used, after securing the Sole Anchor, drive w
edges slightly against the Trough.
c. Full contact m
ust be maintained betw
een the wall plate
and the support point of the Raker, and betw
een the base of the w
all plate and the wall.
If the wall has bulged out, shim
s may need to be
added near bottom of w
all plate)
d. After adjusting the shim
s/spacers (if any) between the w
all plate and the w
all being shored to ensure full contact, finish tightening the w
edges and/or complete nailing of the
Bottom Brace on each side.
5. W
ith Split Sole Raker shore erected, prevent the R
aker shore from
sliding up the wall. See Solid Sole R
aker Shore
6. Place the M
id-Brace, if required by length of Raker, and erect
the Horizontal and X-bracing
7. Secure the Sole Anchor w
hen Trough is used, same as for
Solid Sole Raker Sole Anchor
8. Add H
orizontal Braces and X or V bracing as described under Split Sole R
aker
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TING
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TER
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RIN
G S
YSTE
MS
3-19
3
US&
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HO
RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-19
3
US&
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ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-20
US&
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ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-20
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RIN
G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-21
3
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ATI
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UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-21
3
US&
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ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-22
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ORIN
G O
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TION
S GUID
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STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-22
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G O
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ATI
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TING
LA
TER
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SHO
RIN
G S
YSTE
MS
3-23
3
US&
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G O
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ATI
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UID
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STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-23
3
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ORIN
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S GUID
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CTING
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AL SHO
RING
SYSTEMS
3-24
MU
LTIPLE RAK
ER SYSTEM
S
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ORIN
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CTING
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MU
LTIPLE RAK
ER SYSTEM
S
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TER
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RIN
G S
YSTE
MS
3-25
3
RA
KER
SH
OR
ES –
EXA
MPL
E D
ESIG
NS
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G O
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ATI
ON
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UID
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UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-25
3
RA
KER
SH
OR
ES –
EXA
MPL
E D
ESIG
NS
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ORIN
G O
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TION
S GUID
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ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-26
RA
KER
SHO
RES – EXAM
PLE DESIG
NS (continued)
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ORIN
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CTING
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RA
KER
SHO
RES – EXAM
PLE DESIG
NS (continued)
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TER
AL
SHO
RIN
G S
YSTE
MS
3-27
3
RA
KER
SH
OR
E A
LTER
NA
TIVE
S
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G O
PER
ATI
ON
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UID
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UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-27
3
RA
KER
SH
OR
E A
LTER
NA
TIVE
S
US&
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ORIN
G O
PERA
TION
S GUID
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ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-28
RA
KER
SHO
RE A
LTERN
ATIVES
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G O
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S GUID
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CTING
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AL SHO
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SYSTEMS
3-28
RA
KER
SHO
RE A
LTERN
ATIVES
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TING
LA
TER
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SHO
RIN
G S
YSTE
MS
3-29
3
US&
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ATI
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S G
UID
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ON
STR
UC
TING
LA
TER
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SHO
RIN
G S
YSTE
MS
3-29
3
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ORIN
G O
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S GUID
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CTING
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AL SHO
RING
SYSTEMS
3-30
ALTERN
ATE SHOR
ING U
SING
STRUTS
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S GUID
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CTING
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AL SHO
RING
SYSTEMS
3-30
ALTERN
ATE SHOR
ING U
SING
STRUTS
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ATI
ON
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UID
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UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-31
3
US&
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HO
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G O
PER
ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-31
3
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-32
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-32
US&
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G O
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ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-33
3
US&
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G O
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ATI
ON
S G
UID
E C
ON
STR
UC
TING
LA
TER
AL
SHO
RIN
G S
YSTE
MS
3-33
3
US&
R SH
ORIN
G O
PERA
TION
S GUID
E C
ON
STRU
CTING
LATER
AL SHO
RING
SYSTEMS
3-34
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ORIN
G O
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S GUID
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STRU
CTING
LATER
AL SHO
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SYSTEMS
3-34
US&
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HO
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G O
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ATI
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S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-1
4
INTR
OD
UC
TIO
N to
SEC
TIO
N 4
This
sec
tion
cont
ains
Fre
quen
tly A
sked
Que
stio
ns a
nd th
eir
Ans
wer
s fo
r FEM
A U
S&R
Sho
ring,
a G
loss
ary
of B
uild
ing
&
Engi
neer
ing
Term
s, p
lus
som
e En
gine
erin
g Ta
bles
.Th
e FA
Q a
re a
rran
ged
as fo
llow
s:
Pag
eH
eade
rs
4-2
Po
sts
4
-3
Lace
d Po
sts
4
-4
Crib
bing
& W
indo
w S
hore
s
4
-5
Nai
ls
4
-6
Rak
er S
hore
s
4-8
D
iago
nal B
raci
ng
4-
10
Lum
ber G
rade
Adj
ustm
ents
4-
11
Shor
ing
Con
stru
ctio
n Se
quen
ce
4-
13
The
Glo
ssar
y of
Ter
ms
is a
rran
ged
alph
abet
ical
ly, s
tart
ing
on P
age
4-15
and
end
ing
on p
age
4-23
The
follo
win
g us
eful
Eng
inee
ring
Tabl
es a
re s
how
n:
Tabl
e:
Page
Intro
to U
sefu
l Tab
les
– C
rane
& R
iggi
ng
4-24
R
iggi
ng S
afe
Wor
king
Loa
ds
4-25
C
rane
Sta
bilit
y –
Tipp
ing
& Sa
fety
Fac
tors
4-
25
Wire
Rop
e Sl
ings
Cap
aciti
es
4-27
Sl
ing
Info
rmat
ion
4-28
W
ire R
ope
Dis
card
Con
ditio
ns
4-29
W
ire R
ope
Insp
ectio
n an
d R
epla
cem
ent
4-30
W
ire R
ope
Term
inat
ions
4-
31
Cro
sby
Clip
Inst
alla
tion
4-32
Sy
nthe
tic S
ling
Info
rmat
ion
4-33
H
oist
Rin
gs &
Eye
Nut
s 4-
34
Wed
ge A
ncho
r Allo
wab
le L
oads
4-
35
Con
cret
e Sc
rew
Info
rmat
ion
4-
36
Airs
hore
Stru
ts a
nd R
aker
s –
Des
ign
Stre
ngth
4-
37
Para
tech
Stru
ts a
nd R
aker
s –
Des
ign
Stre
ngth
4-39
Cra
ne H
and
Sign
al
4
-42
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-1
4
INTR
OD
UC
TIO
N to
SEC
TIO
N 4
This
sec
tion
cont
ains
Fre
quen
tly A
sked
Que
stio
ns a
nd th
eir
Ans
wer
s fo
r FEM
A U
S&R
Sho
ring,
a G
loss
ary
of B
uild
ing
&
Engi
neer
ing
Term
s, p
lus
som
e En
gine
erin
g Ta
bles
.Th
e FA
Q a
re a
rran
ged
as fo
llow
s:
Pag
eH
eade
rs
4-2
Po
sts
4
-3
Lace
d Po
sts
4
-4
Crib
bing
& W
indo
w S
hore
s
4
-5
Nai
ls
4
-6
Rak
er S
hore
s
4-8
D
iago
nal B
raci
ng
4-
10
Lum
ber G
rade
Adj
ustm
ents
4-
11
Shor
ing
Con
stru
ctio
n Se
quen
ce
4-
13
The
Glo
ssar
y of
Ter
ms
is a
rran
ged
alph
abet
ical
ly, s
tart
ing
on P
age
4-15
and
end
ing
on p
age
4-23
The
follo
win
g us
eful
Eng
inee
ring
Tabl
es a
re s
how
n:
Tabl
e:
Page
Intro
to U
sefu
l Tab
les
– C
rane
& R
iggi
ng
4-24
R
iggi
ng S
afe
Wor
king
Loa
ds
4-25
C
rane
Sta
bilit
y –
Tipp
ing
& Sa
fety
Fac
tors
4-
25
Wire
Rop
e Sl
ings
Cap
aciti
es
4-27
Sl
ing
Info
rmat
ion
4-28
W
ire R
ope
Dis
card
Con
ditio
ns
4-29
W
ire R
ope
Insp
ectio
n an
d R
epla
cem
ent
4-30
W
ire R
ope
Term
inat
ions
4-
31
Cro
sby
Clip
Inst
alla
tion
4-32
Sy
nthe
tic S
ling
Info
rmat
ion
4-33
H
oist
Rin
gs &
Eye
Nut
s 4-
34
Wed
ge A
ncho
r Allo
wab
le L
oads
4-
35
Con
cret
e Sc
rew
Info
rmat
ion
4-
36
Airs
hore
Stru
ts a
nd R
aker
s –
Des
ign
Stre
ngth
4-
37
Para
tech
Stru
ts a
nd R
aker
s –
Des
ign
Stre
ngth
4-39
Cra
ne H
and
Sign
al
4
-42
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-2
HEAD
ERS
Question H-1 W
hat to do if need 4x6 header and only have 4x4 and 2x4 m
aterial? A
ns.H-1a N
ail 2x4 to top of 4x4 with 16d@
3" o.c. This build-up is about 80%
as strong as 4x6 A
ns.H-1b Stack 2-4x4 and toenail together. This build-up is slightly
stronger than 4x6A
ns.H-1c Place 2-2x6 side-by-side w
ith ½" or ¾
" plywood in
between. Inter-nail w
ith 16d@8
o.c.Q
uestion H-2 What to do if need 4x8 header and only have 4x4
and 2x4 material?
Ans.H
-2 Stack 2-4x4 and place ½" or ¾
" plywood each side. N
ail 8d@
4" o.c. each side to each 4x4.Q
uestion H-3
How
big of a Header is needed?
Ans.H
-3a To support a damaged w
ood structure, use a 4x4 header as m
inimum
and add 1" to depth for each additional foot of span larger than 4 ft. Exam
ple use 4x6 for 5 ft span and 4x8 for 8 ft spans. For 6x6 posts you m
ay use a 6x6 header for 5ft o.c.A
ns.H-3b To support a dam
aged concrete structure, header size depends on the condition of the concrete structure. To support a m
inimally cracked concrete beam
or slab, with
4x4 posts spaced at 4 ft o.c., use a 6x6 header with 6x6 post
spaced 5ft o.c. Since the concrete structure is stiffer and stronger than m
ost any wood header, the concrete w
ill span betw
een posts so the header functions mostly as an
interconnection of the posts and diagonal bracing To support badly cracked concrete slabs and beam
s, the header should be sized by the Structure Specialist (StS) -
If StS is not available, then use 4x8 header for 4x4x 8ft long posts (8000lb capacity) spaced up to 4 feet. U
se 6x12 for 6x6x12ft long posts for spans up to 4ft. For 5ft spans the capacity w
ould be reduced by 10%, and for 6ft
spans the capacity would be reduced by 25%
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-2
HEAD
ERS
Question H-1 W
hat to do if need 4x6 header and only have 4x4 and 2x4 m
aterial? A
ns.H-1a N
ail 2x4 to top of 4x4 with 16d@
3" o.c. This build-up is about 80%
as strong as 4x6 A
ns.H-1b Stack 2-4x4 and toenail together. This build-up is slightly
stronger than 4x6A
ns.H-1c Place 2-2x6 side-by-side w
ith ½" or ¾
" plywood in
between. Inter-nail w
ith 16d@8
o.c.Q
uestion H-2 What to do if need 4x8 header and only have 4x4
and 2x4 material?
Ans.H
-2 Stack 2-4x4 and place ½" or ¾
" plywood each side. N
ail 8d@
4" o.c. each side to each 4x4.Q
uestion H-3
How
big of a Header is needed?
Ans.H
-3a To support a damaged w
ood structure, use a 4x4 header as m
inimum
and add 1" to depth for each additional foot of span larger than 4 ft. Exam
ple use 4x6 for 5 ft span and 4x8 for 8 ft spans. For 6x6 posts you m
ay use a 6x6 header for 5ft o.c.A
ns.H-3b To support a dam
aged concrete structure, header size depends on the condition of the concrete structure. To support a m
inimally cracked concrete beam
or slab, with
4x4 posts spaced at 4 ft o.c., use a 6x6 header with 6x6 post
spaced 5ft o.c. Since the concrete structure is stiffer and stronger than m
ost any wood header, the concrete w
ill span betw
een posts so the header functions mostly as an
interconnection of the posts and diagonal bracing To support badly cracked concrete slabs and beam
s, the header should be sized by the Structure Specialist (StS) -
If StS is not available, then use 4x8 header for 4x4x 8ft long posts (8000lb capacity) spaced up to 4 feet. U
se 6x12 for 6x6x12ft long posts for spans up to 4ft. For 5ft spans the capacity w
ould be reduced by 10%, and for 6ft
spans the capacity would be reduced by 25%
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-3
4
POST
S
Que
stio
n P-
1 If
only
2x4
, 2x6
, 2x8
and
4x4
are
ava
ilabl
e, h
ow to
cr
eate
a 6
x6 o
r 8x8
pos
t?
Ans
. P-1
a To
con
stru
ct a
6x6
one
may
use
the
follo
win
g:
Build
-up
4-2x
6 to
form
a 5
½" x
6" n
et p
ost.
Inte
r-na
il w
ith
16d@
8"o.
c. s
tagg
ered
plu
s ad
d ½
car
riage
bol
t 6" f
rom
ea
ch e
nd a
nd 3
ft o.
c. A
s al
tern
ate
to th
e bo
lts a
dd 6
"x ¾
" x
12" p
lyw
ood
guss
ets
on 6
" fac
es a
t sam
e sp
acin
g As
a le
ss d
esira
ble
optio
n, a
dd 2
x6 to
sid
e of
4x4
, plu
s 2x
4 +½
ply
woo
d fil
l to
adja
cent
sid
e. In
ter-n
ail w
ith
16d@
8"o.
c.
Ans
. P-1
b To
con
stru
ct a
n 8x
8 on
e m
ay u
se th
e fo
llow
ing:
Bu
ild-u
p 5-
2x8
and
inte
r-nai
l with
16d
@8"
o.c
., pl
us a
dd
½" c
arria
ge b
olt 6
" fro
m e
ach
end
and
3ft o
.c. A
s al
tern
ate
to th
e bo
lts a
dd 6
"x ¾
" x 1
2" p
lyw
ood
guss
ets
on 8
face
s at
sam
e sp
acin
g or
Bu
ild-u
p 4-
4x4
to fr
om a
7"x
7" n
et p
ost.
Plac
e 12
" lon
g x
¾" p
lyw
ood
guss
ets
on a
ll 4
side
s at
top
and
botto
m, p
lus
3ft m
ax. o
.c. N
ail e
ach
guss
et to
eac
h 4x
4 w
ith 8
d in
5-n
ail
patte
rnQ
uest
ion
P-2
Wha
t to
do if
pos
t spa
cing
is n
ot e
xact
ly a
s sh
own
in F
OG
?A
ns. P
-2 M
ost t
ypes
of s
hore
s th
at w
e bu
ild h
ave
post
s sp
aced
at
betw
een
30" a
nd 4
ft o.
c. a
nd h
eade
rs s
houl
d be
siz
ed a
ccor
ding
ly
(as
indi
cate
d in
Ans
. H1
thro
ugh
H3)
. The
tota
l cap
acity
of t
he p
osts
sh
ould
alw
ays
be m
ore
than
the
tota
l loa
d. R
emem
ber t
hat t
he
capa
city
of a
4x4
x8ft
high
pos
t is
800
0lb
and
a 6x
6x12
ft hi
gh p
ost
is 2
0,00
0lb.
If
the
post
spa
cing
is m
ore
than
5ft
o.c.
the
head
er s
ize
shou
ld
be in
crea
sed,
or t
he c
apac
ity s
houl
d be
dec
reas
ed. D
ecre
ase
capa
city
10%
for a
6" i
ncre
ase
in p
ost s
paci
ng ,
and
25%
for a
1f
t inc
reas
e in
spa
cing
.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-3
4
POST
S
Que
stio
n P-
1 If
only
2x4
, 2x6
, 2x8
and
4x4
are
ava
ilabl
e, h
ow to
cr
eate
a 6
x6 o
r 8x8
pos
t?
Ans
. P-1
a To
con
stru
ct a
6x6
one
may
use
the
follo
win
g:
Build
-up
4-2x
6 to
form
a 5
½" x
6" n
et p
ost.
Inte
r-na
il w
ith
16d@
8"o.
c. s
tagg
ered
plu
s ad
d ½
car
riage
bol
t 6" f
rom
ea
ch e
nd a
nd 3
ft o.
c. A
s al
tern
ate
to th
e bo
lts a
dd 6
"x ¾
" x
12" p
lyw
ood
guss
ets
on 6
" fac
es a
t sam
e sp
acin
g As
a le
ss d
esira
ble
optio
n, a
dd 2
x6 to
sid
e of
4x4
, plu
s 2x
4 +½
ply
woo
d fil
l to
adja
cent
sid
e. In
ter-n
ail w
ith
16d@
8"o.
c.
Ans
. P-1
b To
con
stru
ct a
n 8x
8 on
e m
ay u
se th
e fo
llow
ing:
Bu
ild-u
p 5-
2x8
and
inte
r-nai
l with
16d
@8"
o.c
., pl
us a
dd
½" c
arria
ge b
olt 6
" fro
m e
ach
end
and
3ft o
.c. A
s al
tern
ate
to th
e bo
lts a
dd 6
"x ¾
" x 1
2" p
lyw
ood
guss
ets
on 8
face
s at
sam
e sp
acin
g or
Bu
ild-u
p 4-
4x4
to fr
om a
7"x
7" n
et p
ost.
Plac
e 12
" lon
g x
¾" p
lyw
ood
guss
ets
on a
ll 4
side
s at
top
and
botto
m, p
lus
3ft m
ax. o
.c. N
ail e
ach
guss
et to
eac
h 4x
4 w
ith 8
d in
5-n
ail
patte
rnQ
uest
ion
P-2
Wha
t to
do if
pos
t spa
cing
is n
ot e
xact
ly a
s sh
own
in F
OG
?A
ns. P
-2 M
ost t
ypes
of s
hore
s th
at w
e bu
ild h
ave
post
s sp
aced
at
betw
een
30" a
nd 4
ft o.
c. a
nd h
eade
rs s
houl
d be
siz
ed a
ccor
ding
ly
(as
indi
cate
d in
Ans
. H1
thro
ugh
H3)
. The
tota
l cap
acity
of t
he p
osts
sh
ould
alw
ays
be m
ore
than
the
tota
l loa
d. R
emem
ber t
hat t
he
capa
city
of a
4x4
x8ft
high
pos
t is
800
0lb
and
a 6x
6x12
ft hi
gh p
ost
is 2
0,00
0lb.
If
the
post
spa
cing
is m
ore
than
5ft
o.c.
the
head
er s
ize
shou
ld
be in
crea
sed,
or t
he c
apac
ity s
houl
d be
dec
reas
ed. D
ecre
ase
capa
city
10%
for a
6" i
ncre
ase
in p
ost s
paci
ng ,
and
25%
for a
1f
t inc
reas
e in
spa
cing
.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-4
LACED
POSTS
Question LP-1 W
hat is the correct configuration of the diagonals, and does it really m
atter? A
ns. LP-1 The following standard has been adopted:
The two sides of the Laced Post should be m
ade the sam
e (for simplicity) and the diagonals should be in a K
configuration. When one looks through the finished Laced
Post from the side, the diagonals should form
an XAfter the end horizontals are placed, the end diagonals should also be configured as a K
. When one looks
through the Laced Post from the end, the diagonals should
form an X
This configuration is the easiest to remem
ber, but any other configuration m
ay be used, as long as one does not have too many
diagonals intersecting at same location on a single post.
In previous editions of the USAC
E StS FOG
, it was stated that
having the diagonals at one side of the Laced Post configured as a reverse K (and the other 3 as a K) w
as preferred. How
ever, when
this is done, there will be 4 diagonals and 2 horizontal braces
intersecting at one location on one 4x4 post. This can cause splitting of the post. It should be noted that tw
elve Laced Post Systems, (13ft high)
were tested from
April 2000 to May 2006 - All failures occurred at
more than 3 tim
es the design load. Also significant cupping of w
edges was observable w
hen the load reached 2 times the design
load, giving ample w
arning of system failure. Various configurations
of diagonals were used.
Question LP-2 If the M
aximum
Height to W
idth Ratio of Laced
Post is 4 to 1, why can you build a system
with 4x4 post at 4ft
o.c. up to 17ft high ?A
ns. LP-2 The 4 to 1 max. is based on the out to out dim
ension, and for posts 4ft o.c., the 4x out to out is 17’-2” U
SE 17 feet (Please note that the m
aximum
height tested is 13 feet)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-4
LACED
POSTS
Question LP-1 W
hat is the correct configuration of the diagonals, and does it really m
atter? A
ns. LP-1 The following standard has been adopted:
The two sides of the Laced Post should be m
ade the sam
e (for simplicity) and the diagonals should be in a K
configuration. When one looks through the finished Laced
Post from the side, the diagonals should form
an XAfter the end horizontals are placed, the end diagonals should also be configured as a K
. When one looks
through the Laced Post from the end, the diagonals should
form an X
This configuration is the easiest to remem
ber, but any other configuration m
ay be used, as long as one does not have too many
diagonals intersecting at same location on a single post.
In previous editions of the USAC
E StS FOG
, it was stated that
having the diagonals at one side of the Laced Post configured as a reverse K (and the other 3 as a K) w
as preferred. How
ever, when
this is done, there will be 4 diagonals and 2 horizontal braces
intersecting at one location on one 4x4 post. This can cause splitting of the post. It should be noted that tw
elve Laced Post Systems, (13ft high)
were tested from
April 2000 to May 2006 - All failures occurred at
more than 3 tim
es the design load. Also significant cupping of w
edges was observable w
hen the load reached 2 times the design
load, giving ample w
arning of system failure. Various configurations
of diagonals were used.
Question LP-2 If the M
aximum
Height to W
idth Ratio of Laced
Post is 4 to 1, why can you build a system
with 4x4 post at 4ft
o.c. up to 17ft high ?A
ns. LP-2 The 4 to 1 max. is based on the out to out dim
ension, and for posts 4ft o.c., the 4x out to out is 17’-2” U
SE 17 feet (Please note that the m
aximum
height tested is 13 feet)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-5
4
CR
IBB
ING
Que
stio
n C
B-1
Max
imum
hei
ght t
o w
idth
ratio
is s
peci
fied
as 3
to
1 in
the
Shor
ing
Trai
ning
(SC
T, M
od 2
) and
2 to
1 in
Lift
ing
and
Mov
ing
Trai
ning
(SC
T M
od4)
, whi
ch is
cor
rect
?
Ans
.CB
-1 A
ctua
lly, b
oth
are
corr
ect.
For n
orm
al s
horin
g w
here
C
ribbi
ng is
con
stru
cted
to s
uppo
rt a
dam
aged
stru
ctur
e th
e 3
to 1
ra
tio m
ay b
e us
ed, a
ssum
ing
that
the
Crib
is b
eing
load
ed, m
ore
or
less
, uni
form
ly.
Whe
n C
ribbi
ng is
bei
ng u
sed
in a
“Lift
a li
ttle
and
Crib
a li
ttle”
ap
plic
atio
n th
e 2
to 1
ratio
is m
ore
appr
opria
te d
ue to
the
mor
e dy
nam
ic n
atur
e of
the
pote
ntia
l loa
ding
.
WIN
DO
W S
HO
RES
Que
stio
n W
-1 W
hy d
o w
e ne
ed to
pro
vide
wed
ges
in b
oth
Hor
izon
tal a
nd V
ertic
al d
irect
ions
for t
hese
sho
res?
Ans
.W-1
The
nee
d fo
r the
wed
ges
in th
e Ve
rtica
l dire
ctio
n is
eas
ily
unde
rsto
od. T
he w
edge
s th
at b
ear o
n th
e Si
des
of th
e op
enin
gs a
t to
p an
d bo
ttom
are
ver
y im
porta
nt is
situ
atio
ns w
here
the
Ope
ning
s w
ill te
nd to
Rac
k or
Bul
ge, s
uch
as E
arth
quak
es, a
nd th
e W
indo
w
Shor
e sh
ould
be
stro
ngly
X b
race
d in
this
cas
e.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-5
4
CR
IBB
ING
Que
stio
n C
B-1
Max
imum
hei
ght t
o w
idth
ratio
is s
peci
fied
as 3
to
1 in
the
Shor
ing
Trai
ning
(SC
T, M
od 2
) and
2 to
1 in
Lift
ing
and
Mov
ing
Trai
ning
(SC
T M
od4)
, whi
ch is
cor
rect
?
Ans
.CB
-1 A
ctua
lly, b
oth
are
corr
ect.
For n
orm
al s
horin
g w
here
C
ribbi
ng is
con
stru
cted
to s
uppo
rt a
dam
aged
stru
ctur
e th
e 3
to 1
ra
tio m
ay b
e us
ed, a
ssum
ing
that
the
Crib
is b
eing
load
ed, m
ore
or
less
, uni
form
ly.
Whe
n C
ribbi
ng is
bei
ng u
sed
in a
“Lift
a li
ttle
and
Crib
a li
ttle”
ap
plic
atio
n th
e 2
to 1
ratio
is m
ore
appr
opria
te d
ue to
the
mor
e dy
nam
ic n
atur
e of
the
pote
ntia
l loa
ding
.
WIN
DO
W S
HO
RES
Que
stio
n W
-1 W
hy d
o w
e ne
ed to
pro
vide
wed
ges
in b
oth
Hor
izon
tal a
nd V
ertic
al d
irect
ions
for t
hese
sho
res?
Ans
.W-1
The
nee
d fo
r the
wed
ges
in th
e Ve
rtica
l dire
ctio
n is
eas
ily
unde
rsto
od. T
he w
edge
s th
at b
ear o
n th
e Si
des
of th
e op
enin
gs a
t to
p an
d bo
ttom
are
ver
y im
porta
nt is
situ
atio
ns w
here
the
Ope
ning
s w
ill te
nd to
Rac
k or
Bul
ge, s
uch
as E
arth
quak
es, a
nd th
e W
indo
w
Shor
e sh
ould
be
stro
ngly
X b
race
d in
this
cas
e.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-6
NAILS
Question N-1 W
hat embedm
ent is required to develop the full value of a nail?
Ans.N
-1 In general, nails should be embedded a little m
ore than one half their length in the piece into w
hich they are anchored. Exam
ple: 16d is 3.5" long and required full embedm
ent is 1.94".
Question N-2 W
hat should we do w
hen nailing a 2x to a 2x, since the em
bedment is only 1.5"?
Ans.N
-2 The strength of these nails is 77% since the em
bedment
ratio is 1.5/1.94. Since most 2x to 2x nailing involves lateral bracing
connections, this is close enough.
Question N-3 C
an we use 16d C
ooler Nails (9gax3.25") instead
of 16d comm
on? (8ga.x3.5")
Ans.N
-3 Yes, since it is very important to m
inimize the splitting of
wood in nailed joints, and 16d vinyl coated nails cause m
uch less splitting and drive easier. These cooler nails m
ay be used in FEMA
shoring without significant reduction in strength.
8d & 16d cooler nails have been used in Rakers as w
ell as Laced Posts that have been tested during Struct Spec Training. There w
as no significant difference in test results, from
those tests using comm
on nails
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-6
NAILS
Question N-1 W
hat embedm
ent is required to develop the full value of a nail?
Ans.N
-1 In general, nails should be embedded a little m
ore than one half their length in the piece into w
hich they are anchored. Exam
ple: 16d is 3.5" long and required full embedm
ent is 1.94".
Question N-2 W
hat should we do w
hen nailing a 2x to a 2x, since the em
bedment is only 1.5"?
Ans.N
-2 The strength of these nails is 77% since the em
bedment
ratio is 1.5/1.94. Since most 2x to 2x nailing involves lateral bracing
connections, this is close enough.
Question N-3 C
an we use 16d C
ooler Nails (9gax3.25") instead
of 16d comm
on? (8ga.x3.5")
Ans.N
-3 Yes, since it is very important to m
inimize the splitting of
wood in nailed joints, and 16d vinyl coated nails cause m
uch less splitting and drive easier. These cooler nails m
ay be used in FEMA
shoring without significant reduction in strength.
8d & 16d cooler nails have been used in Rakers as w
ell as Laced Posts that have been tested during Struct Spec Training. There w
as no significant difference in test results, from
those tests using comm
on nails
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-7
4
NAI
LS (c
ontin
ued)
Que
stio
n N-
4 W
hat n
ailin
g sh
ould
be
used
if D
oug.
Fir
or
Sout
hern
Pin
e lu
mbe
r is
unav
aila
ble?
Ans
.N-4
As
prev
ious
ly d
iscu
ssed
, the
nai
l stre
ngth
val
ue is
ap
prox
imat
ely
base
d on
the
dens
ity o
f woo
d, th
eref
ore
redu
ce a
ll na
il va
lues
for t
he fo
llow
ing:
For H
em-F
ir an
d Sp
ruce
-Pin
e-Fi
r red
uce
stre
ngth
by
15%
For E
aste
rn S
oftw
oods
, Wes
tern
Ced
ar &
Wes
tern
Woo
ds
redu
ce s
treng
th b
y 25
%
This
mea
ns th
at o
ne s
houl
d, a
ccor
ding
ly, r
educ
e th
e ca
paci
ty o
f sh
orin
g, b
uilt
usin
g th
ese
spec
ies.
How
ever
, for
Rak
er S
hore
s,
sinc
e th
e st
reng
th is
effe
ctiv
ely
base
d on
the
Cle
at n
ailin
g or
the
Pick
et/S
oil s
treng
th, o
ne m
ay a
dd 3
-nai
ls to
the
17-n
ail p
atte
rn
whe
n us
ing
spec
ies
with
eith
er 1
5% o
r 25%
stre
ngth
redu
ctio
n sp
ecie
s.
Que
stio
n N-
5 W
hat n
ailin
g sh
ould
be
used
to c
onne
ct ro
ugh
cut 2
x lu
mbe
r, th
at is
a fu
ll 2"
thic
k?
Ans
.N-5
In
orde
r to
obta
in a
dequ
ate
embe
dmen
t, on
e sh
ould
use
20
d bo
x na
ils in
stea
d of
16d
. The
20
box
nail
has
abou
t 90%
the
stre
ngth
of 1
6d c
omm
on a
nd s
ame
as th
e 16
d co
oler
.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-7
4
NAI
LS (c
ontin
ued)
Que
stio
n N-
4 W
hat n
ailin
g sh
ould
be
used
if D
oug.
Fir
or
Sout
hern
Pin
e lu
mbe
r is
unav
aila
ble?
Ans
.N-4
As
prev
ious
ly d
iscu
ssed
, the
nai
l stre
ngth
val
ue is
ap
prox
imat
ely
base
d on
the
dens
ity o
f woo
d, th
eref
ore
redu
ce a
ll na
il va
lues
for t
he fo
llow
ing:
For H
em-F
ir an
d Sp
ruce
-Pin
e-Fi
r red
uce
stre
ngth
by
15%
For E
aste
rn S
oftw
oods
, Wes
tern
Ced
ar &
Wes
tern
Woo
ds
redu
ce s
treng
th b
y 25
%
This
mea
ns th
at o
ne s
houl
d, a
ccor
ding
ly, r
educ
e th
e ca
paci
ty o
f sh
orin
g, b
uilt
usin
g th
ese
spec
ies.
How
ever
, for
Rak
er S
hore
s,
sinc
e th
e st
reng
th is
effe
ctiv
ely
base
d on
the
Cle
at n
ailin
g or
the
Pick
et/S
oil s
treng
th, o
ne m
ay a
dd 3
-nai
ls to
the
17-n
ail p
atte
rn
whe
n us
ing
spec
ies
with
eith
er 1
5% o
r 25%
stre
ngth
redu
ctio
n sp
ecie
s.
Que
stio
n N-
5 W
hat n
ailin
g sh
ould
be
used
to c
onne
ct ro
ugh
cut 2
x lu
mbe
r, th
at is
a fu
ll 2"
thic
k?
Ans
.N-5
In
orde
r to
obta
in a
dequ
ate
embe
dmen
t, on
e sh
ould
use
20
d bo
x na
ils in
stea
d of
16d
. The
20
box
nail
has
abou
t 90%
the
stre
ngth
of 1
6d c
omm
on a
nd s
ame
as th
e 16
d co
oler
.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-8
RAK
ER SH
OR
ES
Question R-1 W
hat is the most appropriate spacing for Raker
Shores?
Ans.R
-1 The spacing should be based on the height, weight and
condition of the wall being supported. Solid Sole and Split Sole
Rakers are designed to support a 2500lbs horizontal force. A
Structure Specialist should be asked to evaluate the situation, and specify the required spacing. In any case R
aker Shores should not be spaced m
ore than 8 feet.
Question R-2 H
ow far should a R
aker be spaced from the
corner?
Ans. R-2a This depends on the condition of the w
all. If the wall
corner is badly cracked, it would be appropriate to place the first
Raker as near the corner as possible. Also in m
any cases UR
M
corners may have large diagonal cracks that appear to form
a “V” that tends to allow
a large wedge of m
asonry to fall from the corner.
In this case one may need to place one or m
ore Rakers in each
direction near the corner.
Ans. R-2b W
hen wall corners have little dam
age, the first Raker
may be spaced from
4ft to 8ft from the corner.
Question R-3 W
hat is the best configuration of the Flying (or Friction) R
aker?
Ans.R
-3 Flying Raker is the w
eakest type of Raker, but are useful
when debris are found at the base of the dam
aged wall. W
hen the Bottom
Brace is configured as a horizontal, there is a tendency to bend the R
aker and Kick it Out at the G
round. Therefore, the Bottom
Brace should be sloped down to intersect the R
aker as near to the top of the U
-channel base as possible.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-8
RAK
ER SH
OR
ES
Question R-1 W
hat is the most appropriate spacing for Raker
Shores?
Ans.R
-1 The spacing should be based on the height, weight and
condition of the wall being supported. Solid Sole and Split Sole
Rakers are designed to support a 2500lbs horizontal force. A
Structure Specialist should be asked to evaluate the situation, and specify the required spacing. In any case R
aker Shores should not be spaced m
ore than 8 feet.
Question R-2 H
ow far should a R
aker be spaced from the
corner?
Ans. R-2a This depends on the condition of the w
all. If the wall
corner is badly cracked, it would be appropriate to place the first
Raker as near the corner as possible. Also in m
any cases UR
M
corners may have large diagonal cracks that appear to form
a “V” that tends to allow
a large wedge of m
asonry to fall from the corner.
In this case one may need to place one or m
ore Rakers in each
direction near the corner.
Ans. R-2b W
hen wall corners have little dam
age, the first Raker
may be spaced from
4ft to 8ft from the corner.
Question R-3 W
hat is the best configuration of the Flying (or Friction) R
aker?
Ans.R
-3 Flying Raker is the w
eakest type of Raker, but are useful
when debris are found at the base of the dam
aged wall. W
hen the Bottom
Brace is configured as a horizontal, there is a tendency to bend the R
aker and Kick it Out at the G
round. Therefore, the Bottom
Brace should be sloped down to intersect the R
aker as near to the top of the U
-channel base as possible.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-9
4
RAK
ER S
HO
RES
(con
tinue
d)
Que
stio
n R-
4 W
hen
shou
ld o
ne u
se a
30
degr
ee R
aker
?
Ans
. R-4
The
30
degr
ee R
aker
is th
e m
ost e
ffici
ent R
aker
, sin
ce
the
flatte
r ang
le a
llow
s th
e ho
rizon
tal r
esis
tanc
e to
be
86%
of t
he
Rak
er F
orce
, and
the
Verti
cal l
ift is
onl
y 50
% o
f the
Rak
er F
orce
. H
owev
er, a
cces
s, a
nd h
eigh
t of i
nser
tion
poin
t may
not
allo
w th
e 30
de
gree
con
figur
atio
n to
be
easi
ly c
onst
ruct
ed.
Also
it ta
kes
a lo
nger
Rak
er to
reac
h th
e sa
me
inse
rtion
poi
nt
as fo
r 45
& 60
deg
ree
Rak
ers
30 d
egre
e R
aker
s sh
ould
be
used
whe
n br
acin
g th
e O
ne-S
ided
Tr
ench
(if p
ossi
ble)
Que
stio
n R-
5 H
ow s
houl
d on
e cu
t the
end
s of
the
Rak
er w
hen
cons
truc
tion
a 60
deg
ree
Rak
er w
hen
the
wal
l pla
te h
as b
een
notc
hed
out a
s pe
r ins
truc
tions
?
AN
S. R
-5 T
he 1
” not
ch is
no
long
er re
com
men
ded
for 6
0 de
gree
R
aker
s. U
se a
30”
cle
at w
ith 2
0-16
d na
ils fo
r a 4
x4 R
aker
Sys
tem
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-9
4
RAK
ER S
HO
RES
(con
tinue
d)
Que
stio
n R-
4 W
hen
shou
ld o
ne u
se a
30
degr
ee R
aker
?
Ans
. R-4
The
30
degr
ee R
aker
is th
e m
ost e
ffici
ent R
aker
, sin
ce
the
flatte
r ang
le a
llow
s th
e ho
rizon
tal r
esis
tanc
e to
be
86%
of t
he
Rak
er F
orce
, and
the
Verti
cal l
ift is
onl
y 50
% o
f the
Rak
er F
orce
. H
owev
er, a
cces
s, a
nd h
eigh
t of i
nser
tion
poin
t may
not
allo
w th
e 30
de
gree
con
figur
atio
n to
be
easi
ly c
onst
ruct
ed.
Also
it ta
kes
a lo
nger
Rak
er to
reac
h th
e sa
me
inse
rtion
poi
nt
as fo
r 45
& 60
deg
ree
Rak
ers
30 d
egre
e R
aker
s sh
ould
be
used
whe
n br
acin
g th
e O
ne-S
ided
Tr
ench
(if p
ossi
ble)
Que
stio
n R-
5 H
ow s
houl
d on
e cu
t the
end
s of
the
Rak
er w
hen
cons
truc
tion
a 60
deg
ree
Rak
er w
hen
the
wal
l pla
te h
as b
een
notc
hed
out a
s pe
r ins
truc
tions
?
AN
S. R
-5 T
he 1
” not
ch is
no
long
er re
com
men
ded
for 6
0 de
gree
R
aker
s. U
se a
30”
cle
at w
ith 2
0-16
d na
ils fo
r a 4
x4 R
aker
Sys
tem
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-10
DIAG
ON
AL BR
ACIN
G
Question D
B-1 U
nder what conditions does one need to use
Diagonals in a
X configuration, and w
hen is a single D
iagonal acceptable (as in Laced Posts)?
Ans.D
B-1 Based on the M
aximum
Length to Width R
atio of 50 (L/D
=50 max.), if a 2x D
iagonal Brace is more than 7’-6” long, one
must use an X
since it must be assum
ed that the 2x can only resist a tension force. If the D
iagonal is 7’-6” or less in length, the 2x can resist tension or com
pression, and, therefore a single D
iagonal may be used.
Based on this information, it should be understood that the
maxim
um spacing for Laced Posts is 4 ft for 4x4 & 5 ft for 6x6
- If the Laced Post is m
ore than 11 feet high, a configuration of three D
iagonals per side is required.
- If the Laced Post is m
ore than 17 feet high, a configuration of four D
iagonals per side is required.
Question D
B-2 Is it necessary to nail one X-brace to the other
at the crossing?
Ans. D
B-2 Technically, no nailing is required, but it is a good idea, since it could m
ake the bracing system stiffer by allow
ing each brace to partly restrain the other in the w
eak (1 1/2") direction. A m
inimum
of 3 nails should be used
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-10
DIAG
ON
AL BR
ACIN
G
Question D
B-1 U
nder what conditions does one need to use
Diagonals in a
X configuration, and w
hen is a single D
iagonal acceptable (as in Laced Posts)?
Ans.D
B-1 Based on the M
aximum
Length to Width R
atio of 50 (L/D
=50 max.), if a 2x D
iagonal Brace is more than 7’-6” long, one
must use an X
since it must be assum
ed that the 2x can only resist a tension force. If the D
iagonal is 7’-6” or less in length, the 2x can resist tension or com
pression, and, therefore a single D
iagonal may be used.
Based on this information, it should be understood that the
maxim
um spacing for Laced Posts is 4 ft for 4x4 & 5 ft for 6x6
- If the Laced Post is m
ore than 11 feet high, a configuration of three D
iagonals per side is required.
- If the Laced Post is m
ore than 17 feet high, a configuration of four D
iagonals per side is required.
Question D
B-2 Is it necessary to nail one X-brace to the other
at the crossing?
Ans. D
B-2 Technically, no nailing is required, but it is a good idea, since it could m
ake the bracing system stiffer by allow
ing each brace to partly restrain the other in the w
eak (1 1/2") direction. A m
inimum
of 3 nails should be used
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-11
4
LUM
BER
GR
ADE
Que
stio
n L-
1W
hat a
djus
tmen
ts a
re n
eede
d if
Dou
glas
Fir
or
Sout
hern
Yel
low
Pin
e tim
ber i
s no
t ava
ilabl
e?
(App
lies
to V
ertic
al a
nd L
aced
Pos
t sho
res,
Crib
bing
, Slo
ped
Floo
r an
d R
aker
sho
res)
A
ns. L
-1 L
umbe
r stre
ngth
and
nai
l stre
ngth
val
ues
, in
gene
ral,
are
base
d on
the
dens
ity o
f the
woo
d sp
ecie
s. T
he fo
llow
ing
redu
ctio
n in
stre
ngth
val
ues
shou
ld b
e us
ed:
For H
em-F
ir an
d Sp
ruce
-Pin
e-Fi
r, re
duce
stre
ngth
by
15%
Fo
r Eas
tern
Sof
twoo
ds, W
este
rn C
edar
& W
este
rn W
oods
, re
duce
stre
ngth
by
25%
Th
is m
eans
that
the
capa
city
of t
he s
horin
g sh
ould
be
redu
ced
prop
ortio
nally
or t
he p
ost s
paci
ng s
houl
d be
redu
ced
prop
ortio
nally
Ex
ampl
e: fo
r 15%
redu
ctio
n in
pos
t spa
cing
, 4ft
wou
ld b
ecom
e 3
- 6"
. For
25%
redu
ctio
n, 4
ft w
ould
bec
ome
3ft
Que
stio
n L-
2W
hat i
s st
reng
th re
duct
ion
if pr
essu
re tr
eate
d lu
mbe
r is
used
? (m
ay b
e ca
lled
CC
A, W
olm
aniz
ed,
Nat
ureW
ood,
Nat
ural
Sel
ect )
A
ns. L
-2a
Mos
t all
com
mer
cial
ly tr
eate
d sa
wn
lum
ber t
hat h
as
been
trea
ted
with
a “P
rese
rvat
ive”
to re
duce
its
susc
eptib
ility
to
inse
cts
and
deca
y, h
as b
een
embe
dded
with
som
e so
rt of
Cop
per-
base
d pr
eser
vativ
e or
with
Cre
osot
e. C
hrom
ated
Cop
per A
rsen
ate
(CC
A) h
as b
een
the
mos
t com
mon
for s
awn
lum
ber,
but d
ue to
en
viro
nmen
tal c
once
rns,
oth
er C
oppe
r bas
ed p
rese
rvat
ives
are
be
ing
intro
duce
d.
Ans
. L-2
b N
o “S
igni
fican
t” re
duct
ion
in w
ood
stre
ngth
occ
urs
due
to tr
eatm
ent u
sing
Cop
per b
ased
com
poun
ds. H
owev
er, m
ost
pres
sure
trea
ted
saw
n lu
mbe
r will
be s
old
in a
“Dry
” con
ditio
n w
hich
m
akes
it m
ore
susc
eptib
le to
spl
ittin
g ca
used
by
naili
ng. A
lso
som
e tre
ated
woo
d m
ay b
e sp
lit a
nd o
r war
ped.
O
ne s
houl
d us
e a
“Com
mon
Sen
se” a
ppro
ach
and
avoi
d ba
dly
split
or
war
ped
woo
d, e
spec
ially
for c
ritic
al p
arts
of s
horin
g lik
e R
aker
C
leat
s an
d th
e D
iago
nals
in L
aced
Pos
t Sys
tem
s
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-11
4
LUM
BER
GR
ADE
Que
stio
n L-
1W
hat a
djus
tmen
ts a
re n
eede
d if
Dou
glas
Fir
or
Sout
hern
Yel
low
Pin
e tim
ber i
s no
t ava
ilabl
e?
(App
lies
to V
ertic
al a
nd L
aced
Pos
t sho
res,
Crib
bing
, Slo
ped
Floo
r an
d R
aker
sho
res)
A
ns. L
-1 L
umbe
r stre
ngth
and
nai
l stre
ngth
val
ues
, in
gene
ral,
are
base
d on
the
dens
ity o
f the
woo
d sp
ecie
s. T
he fo
llow
ing
redu
ctio
n in
stre
ngth
val
ues
shou
ld b
e us
ed:
For H
em-F
ir an
d Sp
ruce
-Pin
e-Fi
r, re
duce
stre
ngth
by
15%
Fo
r Eas
tern
Sof
twoo
ds, W
este
rn C
edar
& W
este
rn W
oods
, re
duce
stre
ngth
by
25%
Th
is m
eans
that
the
capa
city
of t
he s
horin
g sh
ould
be
redu
ced
prop
ortio
nally
or t
he p
ost s
paci
ng s
houl
d be
redu
ced
prop
ortio
nally
Ex
ampl
e: fo
r 15%
redu
ctio
n in
pos
t spa
cing
, 4ft
wou
ld b
ecom
e 3
- 6"
. For
25%
redu
ctio
n, 4
ft w
ould
bec
ome
3ft
Que
stio
n L-
2W
hat i
s st
reng
th re
duct
ion
if pr
essu
re tr
eate
d lu
mbe
r is
used
? (m
ay b
e ca
lled
CC
A, W
olm
aniz
ed,
Nat
ureW
ood,
Nat
ural
Sel
ect )
A
ns. L
-2a
Mos
t all
com
mer
cial
ly tr
eate
d sa
wn
lum
ber t
hat h
as
been
trea
ted
with
a “P
rese
rvat
ive”
to re
duce
its
susc
eptib
ility
to
inse
cts
and
deca
y, h
as b
een
embe
dded
with
som
e so
rt of
Cop
per-
base
d pr
eser
vativ
e or
with
Cre
osot
e. C
hrom
ated
Cop
per A
rsen
ate
(CC
A) h
as b
een
the
mos
t com
mon
for s
awn
lum
ber,
but d
ue to
en
viro
nmen
tal c
once
rns,
oth
er C
oppe
r bas
ed p
rese
rvat
ives
are
be
ing
intro
duce
d.
Ans
. L-2
b N
o “S
igni
fican
t” re
duct
ion
in w
ood
stre
ngth
occ
urs
due
to tr
eatm
ent u
sing
Cop
per b
ased
com
poun
ds. H
owev
er, m
ost
pres
sure
trea
ted
saw
n lu
mbe
r will
be s
old
in a
“Dry
” con
ditio
n w
hich
m
akes
it m
ore
susc
eptib
le to
spl
ittin
g ca
used
by
naili
ng. A
lso
som
e tre
ated
woo
d m
ay b
e sp
lit a
nd o
r war
ped.
O
ne s
houl
d us
e a
“Com
mon
Sen
se” a
ppro
ach
and
avoi
d ba
dly
split
or
war
ped
woo
d, e
spec
ially
for c
ritic
al p
arts
of s
horin
g lik
e R
aker
C
leat
s an
d th
e D
iago
nals
in L
aced
Pos
t Sys
tem
s
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-12
MISCELLAN
EOUS Q
UESTIONS
Question M
-1Should w
e shore Steel Bar Joist from
the bottom
(Bottom
Chord), or do w
e need to place the shoring system
up under the top (Top Chord)?
AN
S. M-1 O
ne should not place a shoring system directly under
the bottom of bar joist or any thin, tall truss (like tim
ber trusses m
ade from 2x). H
owever, there m
ay be cases where you don’t
have any other reasonable choice. In that case one needs to do the follow
ing: Check w
ith your Structures Specialist (StS) Place shores directly under the intersection of the w
eb m
embers in m
ore than one location for the same group of
trusses. That is, spread out the load as much as possible
so as not to overload any one of the truss diagonals. If som
e perpendicular to the truss, bracing is present, place the shores as near that location as practical, keeping the other considerations, listed above It is best to have a StS give you advice on any particular situation
Question M
-2 Should we secure the sole of a sloped floor
shore?A
NS. M
-2 Absolutely, yes one should secure the sole. Most sloped
floors would be som
ewhat unpredictable, and securing the sole
could be very beneficialQ
uestion M-3 Should w
e place the wedges at the top or at the
bottom of a Prefabricated D
oor or Window
Shore, when there
is the possibility that the bottom w
ill become subm
erged? A
NS. M
-3 There is no structural problem in placing the w
edges at the bottom
in this case, but how w
ould one check and re-tighten, if under w
ater. In this (or any) case, there is no problem in having the
wedges at the top. In fact in all cases of Prefabricated
Window
/Door one could have w
edges and/or shims at the top
and/or bottom, especially if the header is sloped.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-12
MISCELLAN
EOUS Q
UESTIONS
Question M
-1Should w
e shore Steel Bar Joist from
the bottom
(Bottom
Chord), or do w
e need to place the shoring system
up under the top (Top Chord)?
AN
S. M-1 O
ne should not place a shoring system directly under
the bottom of bar joist or any thin, tall truss (like tim
ber trusses m
ade from 2x). H
owever, there m
ay be cases where you don’t
have any other reasonable choice. In that case one needs to do the follow
ing: Check w
ith your Structures Specialist (StS) Place shores directly under the intersection of the w
eb m
embers in m
ore than one location for the same group of
trusses. That is, spread out the load as much as possible
so as not to overload any one of the truss diagonals. If som
e perpendicular to the truss, bracing is present, place the shores as near that location as practical, keeping the other considerations, listed above It is best to have a StS give you advice on any particular situation
Question M
-2 Should we secure the sole of a sloped floor
shore?A
NS. M
-2 Absolutely, yes one should secure the sole. Most sloped
floors would be som
ewhat unpredictable, and securing the sole
could be very beneficialQ
uestion M-3 Should w
e place the wedges at the top or at the
bottom of a Prefabricated D
oor or Window
Shore, when there
is the possibility that the bottom w
ill become subm
erged? A
NS. M
-3 There is no structural problem in placing the w
edges at the bottom
in this case, but how w
ould one check and re-tighten, if under w
ater. In this (or any) case, there is no problem in having the
wedges at the top. In fact in all cases of Prefabricated
Window
/Door one could have w
edges and/or shims at the top
and/or bottom, especially if the header is sloped.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-13
4
PREF
ERRE
D SH
OR
E CO
NSTR
UCT
ION
SEQ
UEN
CESh
orin
g du
ring
long
-term
inci
dent
s sh
ould
be
cons
truct
ed w
ith a
s m
uch
pref
abric
atio
n as
pra
ctic
al, a
nd in
a s
eque
nce
that
pro
vide
d an
incr
easi
ngly
saf
er re
scue
env
ironm
ent.
H
owev
er, t
here
will
be m
any
inci
dent
s th
at h
ave
a re
lativ
ely
shor
t du
ratio
n, a
nd m
ay o
nly
requ
ire s
pot s
hore
s an
d/or
2 a
nd 3
pos
t ve
rtica
l sho
res.
In th
ese
and
othe
r cas
es it
als
o m
ay n
ot b
e pr
actic
al to
pre
fabr
icat
e th
e sh
orin
g.
The
“Pre
ferr
ed S
eque
nce”
that
is s
ugge
sted
her
e, s
houl
d be
fo
llow
ed, o
nly
if it
is p
ract
ical
, as
in a
dam
aged
con
cret
e st
ruct
ure
that
requ
ires
a pr
olon
ged
shor
ing
oper
atio
n.
Verti
cal S
horin
g sh
ould
beg
in w
ith th
e in
stal
latio
n of
spo
t sh
ores
, suc
h as
a T
ee S
hore
, Dou
ble
Tee
Shor
e, P
neum
atic
St
ruts
or a
sin
gle
post
. -
Thes
e m
ay b
e ca
lled
Cla
ss 1
Sho
res
(one
dim
ensi
onal
). -
Cla
ss 1
sho
res
are
inte
nded
to q
uick
ly re
duce
risk
, for
a
shor
t per
iod
of ti
me.
-
The
Dou
ble
Tee
is a
ctua
lly m
ore
like
a C
lass
2 S
hore
. If
the
Res
cue
Scen
ario
is p
rolo
nged
, the
n on
e sh
ould
furth
er
redu
ce ri
sk b
y in
stal
ling
2-Po
st V
ertic
al S
hore
s (o
r sin
gle
Slop
ed F
loor
Sho
res)
-
The
2-Po
st V
ertic
al is
just
hal
f of a
Lac
ed P
ost,
and
can
be
partl
y pr
efab
ricat
ed, a
nd q
uick
ly c
arrie
d in
to p
lace
. -
Thes
e m
ay b
e Cl
ass
2 Sh
ores
(tw
o di
men
sion
al)
-Ve
rtica
l Sho
res
with
3 o
r mor
e po
sts
are
diffi
cult
to
pref
abric
ate
and
to d
evel
op in
to a
full
3-D
imen
sion
al
Syst
ems.
How
ever
they
may
be
very
use
ful i
n pr
ovid
ing
cont
inuo
us s
uppo
rt un
der d
amag
ed b
eam
s or
a s
erie
s of
br
oken
woo
d, fl
oor j
oist
.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-13
4
PREF
ERRE
D SH
OR
E CO
NSTR
UCT
ION
SEQ
UEN
CESh
orin
g du
ring
long
-term
inci
dent
s sh
ould
be
cons
truct
ed w
ith a
s m
uch
pref
abric
atio
n as
pra
ctic
al, a
nd in
a s
eque
nce
that
pro
vide
d an
incr
easi
ngly
saf
er re
scue
env
ironm
ent.
H
owev
er, t
here
will
be m
any
inci
dent
s th
at h
ave
a re
lativ
ely
shor
t du
ratio
n, a
nd m
ay o
nly
requ
ire s
pot s
hore
s an
d/or
2 a
nd 3
pos
t ve
rtica
l sho
res.
In th
ese
and
othe
r cas
es it
als
o m
ay n
ot b
e pr
actic
al to
pre
fabr
icat
e th
e sh
orin
g.
The
“Pre
ferr
ed S
eque
nce”
that
is s
ugge
sted
her
e, s
houl
d be
fo
llow
ed, o
nly
if it
is p
ract
ical
, as
in a
dam
aged
con
cret
e st
ruct
ure
that
requ
ires
a pr
olon
ged
shor
ing
oper
atio
n.
Verti
cal S
horin
g sh
ould
beg
in w
ith th
e in
stal
latio
n of
spo
t sh
ores
, suc
h as
a T
ee S
hore
, Dou
ble
Tee
Shor
e, P
neum
atic
St
ruts
or a
sin
gle
post
. -
Thes
e m
ay b
e ca
lled
Cla
ss 1
Sho
res
(one
dim
ensi
onal
). -
Cla
ss 1
sho
res
are
inte
nded
to q
uick
ly re
duce
risk
, for
a
shor
t per
iod
of ti
me.
-
The
Dou
ble
Tee
is a
ctua
lly m
ore
like
a C
lass
2 S
hore
. If
the
Res
cue
Scen
ario
is p
rolo
nged
, the
n on
e sh
ould
furth
er
redu
ce ri
sk b
y in
stal
ling
2-Po
st V
ertic
al S
hore
s (o
r sin
gle
Slop
ed F
loor
Sho
res)
-
The
2-Po
st V
ertic
al is
just
hal
f of a
Lac
ed P
ost,
and
can
be
partl
y pr
efab
ricat
ed, a
nd q
uick
ly c
arrie
d in
to p
lace
. -
Thes
e m
ay b
e Cl
ass
2 Sh
ores
(tw
o di
men
sion
al)
-Ve
rtica
l Sho
res
with
3 o
r mor
e po
sts
are
diffi
cult
to
pref
abric
ate
and
to d
evel
op in
to a
full
3-D
imen
sion
al
Syst
ems.
How
ever
they
may
be
very
use
ful i
n pr
ovid
ing
cont
inuo
us s
uppo
rt un
der d
amag
ed b
eam
s or
a s
erie
s of
br
oken
woo
d, fl
oor j
oist
.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-14
PREFER
RED
SHO
RE C
ON
STRU
CTIO
N SEQ
UEN
CE (continued)
The next step in the Shoring Sequence would be to convert the
2-Post Shores into Laced Post Shores (or complete the Sloped
Floor Shores as Braced Pairs). -
These are well braced 3-D
imensional System
s, and may
be called Class 3 Shores.
-C
lass 3 Shores are the most stable system
s that we can
build, and one may m
ake them m
ore stable by anchoring the Sole Plates to the concrete slab.
Cribbing is a 3-dim
ensial system, but m
ost cribs rely on, only, friction for lateral bracing.
If more positive lateral bracing is desired, cribs m
ay be sheathed w
ith plywood on all 4 sides, or m
etal clips may
be installed at the corners. The base m
embers could also be restrained from
sliding on the concrete slab by using anchor bolts or assem
blies sim
ilar to Rake Sole Anchors.
Rakers Shores should be installed using a sim
ilar progression First one R
aker would be built and m
oved into place. Then another could be paired w
ith the first, with X bracing
between them
. This could be follow
ed by an entire series of Rakers that
extend the full length of the damaged w
all. All R
akers should be prefabricated as much as possible.
A Pneumatic Strut, R
aker System or System
s may be used as
the initial, temporary R
aker System.
Preplan to make sure that the tem
porary Raker System
is sm
aller than the Final Systems, so it m
ay be built over, and rem
oved after the final Raker System
is completed.
Pneumatic Strut System
s are available that allow a pair of
Rakers to be cross braced, also they can have a m
id-point brace installed to im
prove the stability of the system.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-14
PREFER
RED
SHO
RE C
ON
STRU
CTIO
N SEQ
UEN
CE (continued)
The next step in the Shoring Sequence would be to convert the
2-Post Shores into Laced Post Shores (or complete the Sloped
Floor Shores as Braced Pairs). -
These are well braced 3-D
imensional System
s, and may
be called Class 3 Shores.
-C
lass 3 Shores are the most stable system
s that we can
build, and one may m
ake them m
ore stable by anchoring the Sole Plates to the concrete slab.
Cribbing is a 3-dim
ensial system, but m
ost cribs rely on, only, friction for lateral bracing.
If more positive lateral bracing is desired, cribs m
ay be sheathed w
ith plywood on all 4 sides, or m
etal clips may
be installed at the corners. The base m
embers could also be restrained from
sliding on the concrete slab by using anchor bolts or assem
blies sim
ilar to Rake Sole Anchors.
Rakers Shores should be installed using a sim
ilar progression First one R
aker would be built and m
oved into place. Then another could be paired w
ith the first, with X bracing
between them
. This could be follow
ed by an entire series of Rakers that
extend the full length of the damaged w
all. All R
akers should be prefabricated as much as possible.
A Pneumatic Strut, R
aker System or System
s may be used as
the initial, temporary R
aker System.
Preplan to make sure that the tem
porary Raker System
is sm
aller than the Final Systems, so it m
ay be built over, and rem
oved after the final Raker System
is completed.
Pneumatic Strut System
s are available that allow a pair of
Rakers to be cross braced, also they can have a m
id-point brace installed to im
prove the stability of the system.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-15
4
GLO
SSAR
Y O
F TE
RM
S
Arc
h- A
cur
ved
stru
ctur
e us
ed a
s a
supp
ort o
ver a
n op
en s
pace
. It
prod
uces
an
outw
ard
thru
st a
s w
ell a
s do
wnw
ard
forc
es a
t its
su
ppor
ted
ends
.
Axi
al lo
ad- A
tens
ion
or c
ompr
essi
on lo
ad w
hich
pas
ses
thro
ugh
the
cent
er o
f a s
truct
ural
mem
ber (
like
a co
lum
n, b
eam
, tru
ss
mem
ber,
diag
onal
bra
ce o
r han
ger r
od)
Bay
- The
spa
ce b
etw
een
beam
s/tru
sses
or b
etw
een
row
s of
co
lum
ns c
onsi
dere
d in
tran
sver
se p
lane
s
Bea
m- A
hor
izon
tal s
truct
ural
mem
ber,
subj
ect t
o co
mpr
essi
on,
tens
ion,
and
she
ar, u
sual
ly fo
und
in a
ny o
ne o
f thr
ee d
iffer
ent
conf
igur
atio
ns: c
antil
ever
, con
tinuo
us, a
nd s
impl
e.
Bea
ring
Wal
l- An
inte
rior o
r ext
erio
r wal
l tha
t sup
ports
a lo
ad in
ad
ditio
n to
its
own
wei
ght.
Bric
k Ve
neer
- A s
ingl
e th
ickn
ess
of b
rick
wal
l fac
ing
plac
ed o
ver
fram
e co
nstru
ctio
n or
stru
ctur
al m
ason
ry.
But
tres
s- A
wal
l rei
nfor
cem
ent o
r bra
ce b
uilt
on th
e ou
tsid
e of
a
stru
ctur
e, s
omet
imes
cal
led
a "w
all c
olum
n." W
hen
sepa
rate
d fro
m
the
wal
l and
con
nect
ed b
y an
arc
h at
the
top,
it is
cal
led
a fly
ing
buttr
ess.
Can
tilev
er B
eam
- A b
eam
that
has
two
or m
ore
supp
orts
but
ex
tend
s be
yond
one
end
sup
port
and
ends
in c
lear
spa
ce (s
imila
r to
a d
ivin
g bo
ard)
.
Cav
ity W
all-
A w
all o
f tw
o pa
ralle
ls w
ythe
s (v
ertic
al w
all o
f bric
ks,
one
mas
onry
uni
t thi
ck) s
epar
ated
by
an a
ir sp
ace.
Wyt
hes
are
conn
ecte
d by
met
al ti
es.
Cha
ir- A
dev
ice
of b
ent w
ire u
sed
to h
old
rein
forc
ing
bars
in
posi
tion.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-15
4
GLO
SSAR
Y O
F TE
RM
S
Arc
h- A
cur
ved
stru
ctur
e us
ed a
s a
supp
ort o
ver a
n op
en s
pace
. It
prod
uces
an
outw
ard
thru
st a
s w
ell a
s do
wnw
ard
forc
es a
t its
su
ppor
ted
ends
.
Axi
al lo
ad- A
tens
ion
or c
ompr
essi
on lo
ad w
hich
pas
ses
thro
ugh
the
cent
er o
f a s
truct
ural
mem
ber (
like
a co
lum
n, b
eam
, tru
ss
mem
ber,
diag
onal
bra
ce o
r han
ger r
od)
Bay
- The
spa
ce b
etw
een
beam
s/tru
sses
or b
etw
een
row
s of
co
lum
ns c
onsi
dere
d in
tran
sver
se p
lane
s
Bea
m- A
hor
izon
tal s
truct
ural
mem
ber,
subj
ect t
o co
mpr
essi
on,
tens
ion,
and
she
ar, u
sual
ly fo
und
in a
ny o
ne o
f thr
ee d
iffer
ent
conf
igur
atio
ns: c
antil
ever
, con
tinuo
us, a
nd s
impl
e.
Bea
ring
Wal
l- An
inte
rior o
r ext
erio
r wal
l tha
t sup
ports
a lo
ad in
ad
ditio
n to
its
own
wei
ght.
Bric
k Ve
neer
- A s
ingl
e th
ickn
ess
of b
rick
wal
l fac
ing
plac
ed o
ver
fram
e co
nstru
ctio
n or
stru
ctur
al m
ason
ry.
But
tres
s- A
wal
l rei
nfor
cem
ent o
r bra
ce b
uilt
on th
e ou
tsid
e of
a
stru
ctur
e, s
omet
imes
cal
led
a "w
all c
olum
n." W
hen
sepa
rate
d fro
m
the
wal
l and
con
nect
ed b
y an
arc
h at
the
top,
it is
cal
led
a fly
ing
buttr
ess.
Can
tilev
er B
eam
- A b
eam
that
has
two
or m
ore
supp
orts
but
ex
tend
s be
yond
one
end
sup
port
and
ends
in c
lear
spa
ce (s
imila
r to
a d
ivin
g bo
ard)
.
Cav
ity W
all-
A w
all o
f tw
o pa
ralle
ls w
ythe
s (v
ertic
al w
all o
f bric
ks,
one
mas
onry
uni
t thi
ck) s
epar
ated
by
an a
ir sp
ace.
Wyt
hes
are
conn
ecte
d by
met
al ti
es.
Cha
ir- A
dev
ice
of b
ent w
ire u
sed
to h
old
rein
forc
ing
bars
in
posi
tion.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-16
Check- A lengthw
ise separation of wood fibers, usually extending
across the annular rings. Check com
monly result from
stresses that develop in w
ood during the seasoning process.
Choker Hitch- A sling w
here one end passes through the eye of the opposite end (or through the inside of the opposite loop of an endless sling) and is pulled tight around the object that is to be lifted (like a Larks Foot).
Chord- M
ain mem
bers of trusses as distinguished from diagonals.
Collapse
Definition- The failure of any portion of a structure.
Cantilever C
ollapse- when m
any sections of floor collapse, and one or m
ore sections extend out from the rem
ainder, like a diving board.
Curtain Fall W
all Collapse- O
ne of the three types of m
asonry wall collapse, it occurs w
hen an exterior masonry
wall drops like a falling curtain cut loose at the top.
Lean-over Collapse- typical w
ood frame building collapse
when the structure starts to R
ack (form a parallelogram
), and eventually collapses so that the structure is offset by the story height of how
ever many stories collapse .
Lean-to-Floor Collapse- A floor collapse in w
hich one end of the floor rem
ains partially supported by the bearing wall and
the other end of the floor collapses on to the floor below.
Ninety D
egree Wall Fall C
ollapse- The wall falls straight out
as a single piece at a 90 degree angle, similar to a falling tree.
Pancake Floor Collapse- collapse of one or m
ore floors upon the floors or ground below
into a pancake configuration.
Tent Floor Collapse- floor collapse into the shape of a tent.
V-shape Floor Collapse- The collapse of a floor at the
interior of a building, so that one end of two adjoining sections
of floor are no longer supported (by a beam or w
all)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-16
Check- A lengthw
ise separation of wood fibers, usually extending
across the annular rings. Check com
monly result from
stresses that develop in w
ood during the seasoning process.
Choker Hitch- A sling w
here one end passes through the eye of the opposite end (or through the inside of the opposite loop of an endless sling) and is pulled tight around the object that is to be lifted (like a Larks Foot).
Chord- M
ain mem
bers of trusses as distinguished from diagonals.
Collapse
Definition- The failure of any portion of a structure.
Cantilever C
ollapse- when m
any sections of floor collapse, and one or m
ore sections extend out from the rem
ainder, like a diving board.
Curtain Fall W
all Collapse- O
ne of the three types of m
asonry wall collapse, it occurs w
hen an exterior masonry
wall drops like a falling curtain cut loose at the top.
Lean-over Collapse- typical w
ood frame building collapse
when the structure starts to R
ack (form a parallelogram
), and eventually collapses so that the structure is offset by the story height of how
ever many stories collapse .
Lean-to-Floor Collapse- A floor collapse in w
hich one end of the floor rem
ains partially supported by the bearing wall and
the other end of the floor collapses on to the floor below.
Ninety D
egree Wall Fall C
ollapse- The wall falls straight out
as a single piece at a 90 degree angle, similar to a falling tree.
Pancake Floor Collapse- collapse of one or m
ore floors upon the floors or ground below
into a pancake configuration.
Tent Floor Collapse- floor collapse into the shape of a tent.
V-shape Floor Collapse- The collapse of a floor at the
interior of a building, so that one end of two adjoining sections
of floor are no longer supported (by a beam or w
all)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-17
4
Col
umn-
A v
ertic
al s
truct
ural
mem
ber s
ubje
ct to
com
pres
sive
fo
rces
.
Com
pres
sion
- A fo
rce
whi
ch te
nds
to p
ush
the
mas
s of
a m
ater
ial
toge
ther
.
Con
cent
rate
d Lo
ad- A
load
app
lied
at o
ne p
oint
or w
ithin
a li
mite
d ar
ea o
f a s
truct
ure.
Con
cret
e –
Def
initi
on- A
mat
eria
l use
d in
con
stru
ctio
n th
at is
ext
rem
ely
vers
atile
and
rela
tivel
y no
ncom
bust
ible
. Ext
rem
ely
effe
ctiv
e in
co
mpr
essi
on, b
ut w
eak
in te
nsio
n an
d re
quire
s th
e us
e of
re
info
rcin
g st
eel,
eith
er d
efor
med
bar
s *R
ebar
) or h
igh
stre
ngth
cab
le.
Post
-tens
ion-
Ten
sion
is a
pplie
d to
the
rein
forc
ing
stee
l ca
ble
afte
r the
con
cret
e is
har
dene
d an
d an
chor
ed o
nly
at th
e en
ds o
f the
stru
ctur
e.
Pour
ed in
pla
ce- C
oncr
ete
that
is p
oure
d in
to th
e lo
catio
n w
here
it is
goi
ng to
exi
st.
Prec
ast-
Con
cret
e th
at is
cas
t, al
low
ed to
har
den,
and
then
pl
aced
.
Pret
ensi
on- T
ensi
on is
app
lied
to th
e re
info
rcin
g st
eel c
able
in
a fa
ctor
y, p
rior t
o po
urin
g th
e co
ncre
te. T
he c
oncr
ete
is th
en
pour
ed a
nd b
onds
to th
e re
info
rcin
g.
Con
fined
Spa
ce- A
ny s
pace
that
lack
s ve
ntila
tion;
usu
ally
the
spac
e is
larg
er in
are
a th
an th
e po
int o
f ent
ry.
Con
tinuo
us B
eam
- A b
eam
sup
porte
d at
bot
h en
ds a
nd a
t the
ce
nter
.
Cor
nice
- A h
oriz
onta
l pro
ject
ion
whi
ch c
row
ns o
r fin
ishe
s th
e ea
ves
of a
bui
ldin
g.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-17
4
Col
umn-
A v
ertic
al s
truct
ural
mem
ber s
ubje
ct to
com
pres
sive
fo
rces
.
Com
pres
sion
- A fo
rce
whi
ch te
nds
to p
ush
the
mas
s of
a m
ater
ial
toge
ther
.
Con
cent
rate
d Lo
ad- A
load
app
lied
at o
ne p
oint
or w
ithin
a li
mite
d ar
ea o
f a s
truct
ure.
Con
cret
e –
Def
initi
on- A
mat
eria
l use
d in
con
stru
ctio
n th
at is
ext
rem
ely
vers
atile
and
rela
tivel
y no
ncom
bust
ible
. Ext
rem
ely
effe
ctiv
e in
co
mpr
essi
on, b
ut w
eak
in te
nsio
n an
d re
quire
s th
e us
e of
re
info
rcin
g st
eel,
eith
er d
efor
med
bar
s *R
ebar
) or h
igh
stre
ngth
cab
le.
Post
-tens
ion-
Ten
sion
is a
pplie
d to
the
rein
forc
ing
stee
l ca
ble
afte
r the
con
cret
e is
har
dene
d an
d an
chor
ed o
nly
at th
e en
ds o
f the
stru
ctur
e.
Pour
ed in
pla
ce- C
oncr
ete
that
is p
oure
d in
to th
e lo
catio
n w
here
it is
goi
ng to
exi
st.
Prec
ast-
Con
cret
e th
at is
cas
t, al
low
ed to
har
den,
and
then
pl
aced
.
Pret
ensi
on- T
ensi
on is
app
lied
to th
e re
info
rcin
g st
eel c
able
in
a fa
ctor
y, p
rior t
o po
urin
g th
e co
ncre
te. T
he c
oncr
ete
is th
en
pour
ed a
nd b
onds
to th
e re
info
rcin
g.
Con
fined
Spa
ce- A
ny s
pace
that
lack
s ve
ntila
tion;
usu
ally
the
spac
e is
larg
er in
are
a th
an th
e po
int o
f ent
ry.
Con
tinuo
us B
eam
- A b
eam
sup
porte
d at
bot
h en
ds a
nd a
t the
ce
nter
.
Cor
nice
- A h
oriz
onta
l pro
ject
ion
whi
ch c
row
ns o
r fin
ishe
s th
e ea
ves
of a
bui
ldin
g.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-18
Cribbing- Short pieces of lum
ber used to support and stabilize an object.
Curtain W
all- An exterior wall supported by the structural fram
e of the building. Also called an infill w
all. Usually has no structural
value (but may carry som
e load after a collapse.
Dead Load- O
ne of the five major loads that m
ust be considered in the design of a building (live, w
ind, impact, and seism
ic loads are the others). A D
ead Load is a static or fixed load created by the structure itself and all perm
anent elements w
ithin.
Deck- A horizontal surface covering supported by floor or roof
beams.
Deflection- The m
ovement of a structural elem
ent under a load.
Dryw
all- A system of interior w
all finish using sheets of gypsum
board and taped joints.
Efflorescence- Crystals of salt appearing as a w
hite powder on
concrete and masonry surfaces, usually indicating the presence of
moisture.
Enclosure Wall- An interior w
all that separates a vertical opening for a stairw
ay, elevator, duct space, etc. that connects two or m
ore floors.
Expansion Joint- A flexible joint in concrete used to prevent cracking or breaking because of expansion and contraction due to tem
perature changes.
Exterior Wall- A w
all that forms a boundary to a building and is
usually exposed to the weather.
Facade- The front or face of a building.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-18
Cribbing- Short pieces of lum
ber used to support and stabilize an object.
Curtain W
all- An exterior wall supported by the structural fram
e of the building. Also called an infill w
all. Usually has no structural
value (but may carry som
e load after a collapse.
Dead Load- O
ne of the five major loads that m
ust be considered in the design of a building (live, w
ind, impact, and seism
ic loads are the others). A D
ead Load is a static or fixed load created by the structure itself and all perm
anent elements w
ithin.
Deck- A horizontal surface covering supported by floor or roof
beams.
Deflection- The m
ovement of a structural elem
ent under a load.
Dryw
all- A system of interior w
all finish using sheets of gypsum
board and taped joints.
Efflorescence- Crystals of salt appearing as a w
hite powder on
concrete and masonry surfaces, usually indicating the presence of
moisture.
Enclosure Wall- An interior w
all that separates a vertical opening for a stairw
ay, elevator, duct space, etc. that connects two or m
ore floors.
Expansion Joint- A flexible joint in concrete used to prevent cracking or breaking because of expansion and contraction due to tem
perature changes.
Exterior Wall- A w
all that forms a boundary to a building and is
usually exposed to the weather.
Facade- The front or face of a building.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-19
4
Fasc
ia- A
flat
ver
tical
boa
rd lo
cate
d at
the
oute
r fac
e of
a c
orni
ce.
Fire
Cut
Bea
m- A
gra
vity
sup
port
beam
end
des
igne
d to
rele
ase
itsel
f fro
m th
e m
ason
ry w
all d
urin
g co
llaps
e.
Fire
Wal
l- A
wal
l of s
uffic
ient
dur
abilit
y an
d st
abilit
y to
with
stan
d th
e ef
fect
s of
the
mos
t sev
ere
antic
ipat
ed fi
re e
xpos
ure.
Ope
ning
s in
th
e w
all,
if al
low
ed, m
ust b
e pr
otec
ted.
Flas
hing
- She
et m
etal
use
d in
roof
and
wal
l con
stru
ctio
n to
kee
p w
ater
out
.
Foot
ing-
The
par
t of a
bui
ldin
g w
hich
rest
s on
the
bear
ing
soil
and
is w
ider
than
the
foun
datio
n w
all.
Also
the
base
for a
col
umn.
Furr
ing-
Woo
d st
rips
fast
ened
to a
wal
l, flo
or, o
r cei
ling
for t
he
purp
ose
of a
ttach
ing
cove
ring
mat
eria
l.
Gird
er- A
stru
ctur
al e
lem
ent t
hat s
uppo
rts a
floo
r or r
oof b
eam
.
Gus
set P
late
- A m
etal
fast
ener
in th
e fo
rm o
f a fl
at p
late
use
d to
co
nnec
t stru
ctur
al m
embe
rs.
Hea
der B
eam
- A s
uppo
rt us
ed to
rein
forc
e an
ope
ning
in th
e flo
or
of a
woo
d fra
me,
ord
inar
y, o
r hea
vy ti
mbe
r bui
ldin
g.
Hol
low
Wal
l- A
wal
l of t
wo
para
llel w
ythe
s w
hich
are
sep
arat
ed b
y an
air
spac
e be
twee
n th
em, b
ut la
ck ti
es to
hol
d th
e w
ythe
s to
geth
er.
Hyd
raul
ic S
horin
g- T
renc
h sh
ores
or j
acks
with
mov
able
par
ts th
at
are
oper
ated
by
the
actio
n of
hyd
raul
ic fl
uid.
Impa
ct L
oad-
A s
udde
n lo
ad a
pplie
d to
a s
truct
ure
sudd
enly
, suc
h as
a s
hock
wav
e or
a v
ibra
ting
load
.
Jois
t- A
piec
e of
lum
ber u
sed
as a
floo
r or r
oof b
eam
.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-19
4
Fasc
ia- A
flat
ver
tical
boa
rd lo
cate
d at
the
oute
r fac
e of
a c
orni
ce.
Fire
Cut
Bea
m- A
gra
vity
sup
port
beam
end
des
igne
d to
rele
ase
itsel
f fro
m th
e m
ason
ry w
all d
urin
g co
llaps
e.
Fire
Wal
l- A
wal
l of s
uffic
ient
dur
abilit
y an
d st
abilit
y to
with
stan
d th
e ef
fect
s of
the
mos
t sev
ere
antic
ipat
ed fi
re e
xpos
ure.
Ope
ning
s in
th
e w
all,
if al
low
ed, m
ust b
e pr
otec
ted.
Flas
hing
- She
et m
etal
use
d in
roof
and
wal
l con
stru
ctio
n to
kee
p w
ater
out
.
Foot
ing-
The
par
t of a
bui
ldin
g w
hich
rest
s on
the
bear
ing
soil
and
is w
ider
than
the
foun
datio
n w
all.
Also
the
base
for a
col
umn.
Furr
ing-
Woo
d st
rips
fast
ened
to a
wal
l, flo
or, o
r cei
ling
for t
he
purp
ose
of a
ttach
ing
cove
ring
mat
eria
l.
Gird
er- A
stru
ctur
al e
lem
ent t
hat s
uppo
rts a
floo
r or r
oof b
eam
.
Gus
set P
late
- A m
etal
fast
ener
in th
e fo
rm o
f a fl
at p
late
use
d to
co
nnec
t stru
ctur
al m
embe
rs.
Hea
der B
eam
- A s
uppo
rt us
ed to
rein
forc
e an
ope
ning
in th
e flo
or
of a
woo
d fra
me,
ord
inar
y, o
r hea
vy ti
mbe
r bui
ldin
g.
Hol
low
Wal
l- A
wal
l of t
wo
para
llel w
ythe
s w
hich
are
sep
arat
ed b
y an
air
spac
e be
twee
n th
em, b
ut la
ck ti
es to
hol
d th
e w
ythe
s to
geth
er.
Hyd
raul
ic S
horin
g- T
renc
h sh
ores
or j
acks
with
mov
able
par
ts th
at
are
oper
ated
by
the
actio
n of
hyd
raul
ic fl
uid.
Impa
ct L
oad-
A s
udde
n lo
ad a
pplie
d to
a s
truct
ure
sudd
enly
, suc
h as
a s
hock
wav
e or
a v
ibra
ting
load
.
Jois
t- A
piec
e of
lum
ber u
sed
as a
floo
r or r
oof b
eam
.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-20
Kiln-D
ried Lumber- Lum
ber that is artificially dried in an oven-like structure.
Kip- O
ne thousand pounds.
Knot- A hard, irregular lum
p formed at the point w
here a branch grew
out of a tree.
Nonbearing W
all- A wall that supports only its ow
n weight.
Open W
eb Joist- A lightweight steel truss used as a floor or roof
beam. It is m
ade from a steel bar, bent at 90 degree angles, and
welded betw
een angle irons at the top and bottom bar bends.
Operating R
adius- The horizontal distance from the centerline of
rotation (the center pin of the cab) to a vertical line through the center of the sieve at the end of the boom
.
Parapet Wall- A portion of an exterior, fire, or party w
all that extends above the roof line.
Partition- An interior wall, not m
ore than one story in height, that separates tw
o areas in the same building but is not intended to
serve as a fire barrier (similar to curtain w
all).
Party Wall- A w
all that lies on a comm
on lot line for two buildings
and is comm
on to both buildings. Most of these w
alls may be
constructed in a wide range of m
aterials or assemblies.
Pier- A supporting section of wall betw
een two openings. Also a
short masonry colum
n. Also a deep concrete foundation
Pilaster- A masonry or concrete colum
n bonded to and built as an integral part of the inside of a m
asonry wall.
Plate- The top or bottom horizontal structural m
ember of a w
ood fram
e wall or partition.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-20
Kiln-D
ried Lumber- Lum
ber that is artificially dried in an oven-like structure.
Kip- O
ne thousand pounds.
Knot- A hard, irregular lum
p formed at the point w
here a branch grew
out of a tree.
Nonbearing W
all- A wall that supports only its ow
n weight.
Open W
eb Joist- A lightweight steel truss used as a floor or roof
beam. It is m
ade from a steel bar, bent at 90 degree angles, and
welded betw
een angle irons at the top and bottom bar bends.
Operating R
adius- The horizontal distance from the centerline of
rotation (the center pin of the cab) to a vertical line through the center of the sieve at the end of the boom
.
Parapet Wall- A portion of an exterior, fire, or party w
all that extends above the roof line.
Partition- An interior wall, not m
ore than one story in height, that separates tw
o areas in the same building but is not intended to
serve as a fire barrier (similar to curtain w
all).
Party Wall- A w
all that lies on a comm
on lot line for two buildings
and is comm
on to both buildings. Most of these w
alls may be
constructed in a wide range of m
aterials or assemblies.
Pier- A supporting section of wall betw
een two openings. Also a
short masonry colum
n. Also a deep concrete foundation
Pilaster- A masonry or concrete colum
n bonded to and built as an integral part of the inside of a m
asonry wall.
Plate- The top or bottom horizontal structural m
ember of a w
ood fram
e wall or partition.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-21
4
Plat
form
Con
stru
ctio
n- m
ost c
omm
on m
etho
d of
woo
d fra
me
resi
dent
ial b
uild
ing
cons
truct
ion
(old
er s
truct
ures
may
be
ballo
on
fram
ed ).
A b
uild
ing
of th
is c
onst
ruct
ion
has
one
com
plet
e le
vel o
f si
ngle
or d
oubl
e 2"
x fl
at p
late
s at
eve
ry fl
oor l
evel
Pneu
mat
ic S
horin
g- T
renc
h sh
ores
or j
acks
with
mov
able
par
ts
that
are
ope
rate
d by
the
actio
n of
a c
ompr
esse
d ga
s.
Purli
n- A
hor
izon
tal m
embe
r bet
wee
n tru
sses
whi
ch s
uppo
rts th
e ro
of. T
hese
are
usu
ally
4x
or 6
x m
embe
rs
Raf
ter-
A 2
x or
3x
mem
ber,
usua
lly s
pace
d at
16”
or 2
4” th
at
supp
orts
a s
lope
d ro
of.
Res
trai
ned
beam
- A b
eam
who
’s e
nds
are
so s
ecur
ely
wel
ded
or
bolte
d so
that
they
can
not r
otat
e.
Rid
gepo
le- (
Rid
ge B
eam
) A h
oriz
onta
l tim
ber t
hat f
ram
es th
e hi
ghes
t poi
nt o
f a p
eak
roof
. Roo
f raf
ters
fast
ened
to th
e rid
gepo
le.
Sand
wic
h W
all-
A no
nbea
ring
wal
l who
se o
uter
face
s en
clos
e an
in
sula
ting
core
mat
eria
l. (s
ome
may
be
used
as
bear
ing
wal
ls)
Scab
- A s
hort
piec
e of
lum
ber g
ener
ally
cut
from
2" x
4" s
tock
, tha
t is
nai
led
to a
n up
right
to p
reve
nt th
e sh
iftin
g of
a s
hore
.
Scre
w J
ack-
A tr
ench
sho
re o
r jac
k w
ith th
read
ed p
arts
. The
th
read
ing
allo
ws
the
jack
to b
e le
ngth
ened
or s
horte
ned.
Seco
ndar
y C
olla
pse-
A c
olla
pse
whi
ch fo
llow
s th
e in
itial
col
laps
e.
Can
be
caus
ed b
y ap
plic
atio
n of
add
ition
al lo
ads
(resc
ue
equi
pmen
t, re
scue
rs, e
tc.),
set
tling
of c
olla
psed
stru
ctur
es, d
ryin
g of
th
e so
il, a
fters
hock
s, e
tc.
Shea
thin
g- T
he c
over
ing
appl
ied
to th
e flo
or/ro
of o
r wal
l fra
min
g of
a
build
ing
to w
hich
sid
ing
is a
pplie
d.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-21
4
Plat
form
Con
stru
ctio
n- m
ost c
omm
on m
etho
d of
woo
d fra
me
resi
dent
ial b
uild
ing
cons
truct
ion
(old
er s
truct
ures
may
be
ballo
on
fram
ed ).
A b
uild
ing
of th
is c
onst
ruct
ion
has
one
com
plet
e le
vel o
f si
ngle
or d
oubl
e 2"
x fl
at p
late
s at
eve
ry fl
oor l
evel
Pneu
mat
ic S
horin
g- T
renc
h sh
ores
or j
acks
with
mov
able
par
ts
that
are
ope
rate
d by
the
actio
n of
a c
ompr
esse
d ga
s.
Purli
n- A
hor
izon
tal m
embe
r bet
wee
n tru
sses
whi
ch s
uppo
rts th
e ro
of. T
hese
are
usu
ally
4x
or 6
x m
embe
rs
Raf
ter-
A 2
x or
3x
mem
ber,
usua
lly s
pace
d at
16”
or 2
4” th
at
supp
orts
a s
lope
d ro
of.
Res
trai
ned
beam
- A b
eam
who
’s e
nds
are
so s
ecur
ely
wel
ded
or
bolte
d so
that
they
can
not r
otat
e.
Rid
gepo
le- (
Rid
ge B
eam
) A h
oriz
onta
l tim
ber t
hat f
ram
es th
e hi
ghes
t poi
nt o
f a p
eak
roof
. Roo
f raf
ters
fast
ened
to th
e rid
gepo
le.
Sand
wic
h W
all-
A no
nbea
ring
wal
l who
se o
uter
face
s en
clos
e an
in
sula
ting
core
mat
eria
l. (s
ome
may
be
used
as
bear
ing
wal
ls)
Scab
- A s
hort
piec
e of
lum
ber g
ener
ally
cut
from
2" x
4" s
tock
, tha
t is
nai
led
to a
n up
right
to p
reve
nt th
e sh
iftin
g of
a s
hore
.
Scre
w J
ack-
A tr
ench
sho
re o
r jac
k w
ith th
read
ed p
arts
. The
th
read
ing
allo
ws
the
jack
to b
e le
ngth
ened
or s
horte
ned.
Seco
ndar
y C
olla
pse-
A c
olla
pse
whi
ch fo
llow
s th
e in
itial
col
laps
e.
Can
be
caus
ed b
y ap
plic
atio
n of
add
ition
al lo
ads
(resc
ue
equi
pmen
t, re
scue
rs, e
tc.),
set
tling
of c
olla
psed
stru
ctur
es, d
ryin
g of
th
e so
il, a
fters
hock
s, e
tc.
Shea
thin
g- T
he c
over
ing
appl
ied
to th
e flo
or/ro
of o
r wal
l fra
min
g of
a
build
ing
to w
hich
sid
ing
is a
pplie
d.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-22
Sheeting- Generally speaking, w
ood planks and wood panels that
support trench walls w
hen held in place by shoring.
Shoring- The general term used for lengths of tim
ber, screw jacks,
hydraulic and pneumatic jacks and other devices that can be used
to hold sheeting against trench walls. Individual supports are called
shores, cross-braces, or struts.
Simply Supported B
eam- A beam
supported at both ends.
Slope of Grain- In lum
ber, the angle formed betw
een the direct- ion of w
ood fibers and the long axis of the mem
ber; usually ex-pressed as a ratio of rise-to-run, for exam
ple, 1:12.
Snatch Block- A w
ood or steel shell single pulley block that can be opened on one side to accept a rope or cable.
Spalling- The expansion of excess moisture trapped w
ithin the cem
ent of the concrete which in results in tensile forces w
ithin the concrete, causing it to break apart. C
omm
on occurrence when the
concrete is exposed to fire.
Spandrel- That part of a wall betw
een the head of a window
and the sill of the w
indow above.
Static Load- A load that remains constant.
Stress –
Definition- A force per unit area exerted upon a structural
mem
ber that strains or deforms its shape.
Com
pression- A stress pressing or squeezing a structure together.
Shear - A stress causing a structure to collapse when
contacting parts or layers of the structure slide past one another. (Shearw
all, Beam Shear, Slab Punching Shear)
Tension- Stress placed on a structural mem
ber by the pull of forces causing extension.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-22
Sheeting- Generally speaking, w
ood planks and wood panels that
support trench walls w
hen held in place by shoring.
Shoring- The general term used for lengths of tim
ber, screw jacks,
hydraulic and pneumatic jacks and other devices that can be used
to hold sheeting against trench walls. Individual supports are called
shores, cross-braces, or struts.
Simply Supported B
eam- A beam
supported at both ends.
Slope of Grain- In lum
ber, the angle formed betw
een the direct- ion of w
ood fibers and the long axis of the mem
ber; usually ex-pressed as a ratio of rise-to-run, for exam
ple, 1:12.
Snatch Block- A w
ood or steel shell single pulley block that can be opened on one side to accept a rope or cable.
Spalling- The expansion of excess moisture trapped w
ithin the cem
ent of the concrete which in results in tensile forces w
ithin the concrete, causing it to break apart. C
omm
on occurrence when the
concrete is exposed to fire.
Spandrel- That part of a wall betw
een the head of a window
and the sill of the w
indow above.
Static Load- A load that remains constant.
Stress –
Definition- A force per unit area exerted upon a structural
mem
ber that strains or deforms its shape.
Com
pression- A stress pressing or squeezing a structure together.
Shear - A stress causing a structure to collapse when
contacting parts or layers of the structure slide past one another. (Shearw
all, Beam Shear, Slab Punching Shear)
Tension- Stress placed on a structural mem
ber by the pull of forces causing extension.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-23
4
Stud
- Ver
tical
stru
ctur
al u
prig
hts
(2x4
, 2x6
spa
ced
16” t
o 24
”) w
hich
mak
e up
the
wal
ls a
nd p
artit
ions
in a
fram
e bu
ildin
g.
Susp
ende
d C
eilin
g- A
cei
ling
built
sev
eral
inch
es o
r fee
t bel
ow th
e su
ppor
ting
roof
or f
loor
bea
ms
abov
e, s
omet
imes
cal
led
a "h
angi
ng" o
r "dr
oppe
d" c
eilin
g. T
he c
once
aled
spa
ce is
som
etim
es
calle
d a
"coc
klof
t" or
"ple
num
" if i
t is
used
for H
VAC
.
Tens
ile S
tren
gth-
The
rate
d st
reng
th o
f a s
truct
ural
ele
men
t or
rope
whe
n it
is lo
aded
in te
nsio
n. (A
lso
Brea
king
Stre
ngth
)
Tors
iona
l Loa
d- A
load
that
cre
ates
a tw
istin
g st
ress
on
a st
ruct
ural
mem
ber.
Trus
s- A
bra
ced
arra
ngem
ent o
f ste
el o
r woo
d fra
me
wor
k m
ade
with
tria
ngul
ar c
onne
ctin
g m
embe
rs.
Vert
ical
Col
laps
e Zo
ne- T
he e
xpec
ted
grou
nd a
rea
that
a fa
lling
w
all w
ill co
ver w
hen
it co
llaps
e.
Wan
e- A
n ed
ge o
r cor
ner d
efec
t in
lum
ber c
hara
cter
ized
by
the
pres
ence
of b
ark
or th
e la
ck o
f woo
d.
Web
- The
wid
e ve
rtica
l par
t of a
bea
m b
etw
een
the
flang
es.
Web
mem
ber-
Sec
onda
ry m
embe
rs o
f a tr
uss
cont
aine
d be
twee
n ch
ords
, usu
ally
con
figur
ed d
iago
nally
.
Win
d lo
ad- H
oriz
onta
l and
ver
tical
pre
ssur
e im
pose
d on
a s
truct
ure
by th
e w
ind.
Woo
d fr
ame-
Typ
e of
con
stru
ctio
n us
ing
smal
l woo
d, h
oriz
onta
l an
d ve
rtica
l mem
bers
, usu
ally
spa
ced
at 1
6 to
24
inch
es, t
hat i
s th
en c
over
ed b
y so
me
sort
of s
heat
hing
.
Wyt
he- A
sin
gle
verti
cal s
tack
of b
ricks
that
are
mos
t ofte
n fo
und
in
a m
ulti-
bric
k w
all.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-23
4
Stud
- Ver
tical
stru
ctur
al u
prig
hts
(2x4
, 2x6
spa
ced
16” t
o 24
”) w
hich
mak
e up
the
wal
ls a
nd p
artit
ions
in a
fram
e bu
ildin
g.
Susp
ende
d C
eilin
g- A
cei
ling
built
sev
eral
inch
es o
r fee
t bel
ow th
e su
ppor
ting
roof
or f
loor
bea
ms
abov
e, s
omet
imes
cal
led
a "h
angi
ng" o
r "dr
oppe
d" c
eilin
g. T
he c
once
aled
spa
ce is
som
etim
es
calle
d a
"coc
klof
t" or
"ple
num
" if i
t is
used
for H
VAC
.
Tens
ile S
tren
gth-
The
rate
d st
reng
th o
f a s
truct
ural
ele
men
t or
rope
whe
n it
is lo
aded
in te
nsio
n. (A
lso
Brea
king
Stre
ngth
)
Tors
iona
l Loa
d- A
load
that
cre
ates
a tw
istin
g st
ress
on
a st
ruct
ural
mem
ber.
Trus
s- A
bra
ced
arra
ngem
ent o
f ste
el o
r woo
d fra
me
wor
k m
ade
with
tria
ngul
ar c
onne
ctin
g m
embe
rs.
Vert
ical
Col
laps
e Zo
ne- T
he e
xpec
ted
grou
nd a
rea
that
a fa
lling
w
all w
ill co
ver w
hen
it co
llaps
e.
Wan
e- A
n ed
ge o
r cor
ner d
efec
t in
lum
ber c
hara
cter
ized
by
the
pres
ence
of b
ark
or th
e la
ck o
f woo
d.
Web
- The
wid
e ve
rtica
l par
t of a
bea
m b
etw
een
the
flang
es.
Web
mem
ber-
Sec
onda
ry m
embe
rs o
f a tr
uss
cont
aine
d be
twee
n ch
ords
, usu
ally
con
figur
ed d
iago
nally
.
Win
d lo
ad- H
oriz
onta
l and
ver
tical
pre
ssur
e im
pose
d on
a s
truct
ure
by th
e w
ind.
Woo
d fr
ame-
Typ
e of
con
stru
ctio
n us
ing
smal
l woo
d, h
oriz
onta
l an
d ve
rtica
l mem
bers
, usu
ally
spa
ced
at 1
6 to
24
inch
es, t
hat i
s th
en c
over
ed b
y so
me
sort
of s
heat
hing
.
Wyt
he- A
sin
gle
verti
cal s
tack
of b
ricks
that
are
mos
t ofte
n fo
und
in
a m
ulti-
bric
k w
all.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-24
INTRO
TO USEFUL TAB
LES – CR
ANE &
RIG
GIN
G
Following this page there are tables that provide inform
ation that needs to be considered w
hen ordering a Crane, inform
ation on the follow
ing:
C
rane Stability Safety Factors
Wire R
ope Slings
Wire R
ope Inspection
Terminations
Synthetic Slings
H
oist Rings & Eye N
uts
Wedge Anchors
C
oncrete Screws
Pneumatic Strut D
esign Strength Tables C
rane Hand Signals
This Information has been reproduced from
various sources, including:
The Crosby G
roup Inc, P.O. Box 3128 Tulsa, O
K 1-800-777-1555 w
ww
.thecrosbygroup.com
The very useful Crosby U
ser’s Pocket Guide is highly
recomm
ended as a reference to be used during all Urban Search &
Rescue Activities. It m
ay be obtained directly from The C
rosby G
roup.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-24
INTRO
TO USEFUL TAB
LES – CR
ANE &
RIG
GIN
G
Following this page there are tables that provide inform
ation that needs to be considered w
hen ordering a Crane, inform
ation on the follow
ing:
C
rane Stability Safety Factors
Wire R
ope Slings
Wire R
ope Inspection
Terminations
Synthetic Slings
H
oist Rings & Eye N
uts
Wedge Anchors
C
oncrete Screws
Pneumatic Strut D
esign Strength Tables C
rane Hand Signals
This Information has been reproduced from
various sources, including:
The Crosby G
roup Inc, P.O. Box 3128 Tulsa, O
K 1-800-777-1555 w
ww
.thecrosbygroup.com
The very useful Crosby U
ser’s Pocket Guide is highly
recomm
ended as a reference to be used during all Urban Search &
Rescue Activities. It m
ay be obtained directly from The C
rosby G
roup.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-25
4
WO
RK
ING
LO
AD
LIM
IT o
r DES
IGN
LO
AD
G
iven
in te
rms
of D
iam
eter
2
ITE
M
Wor
king
Loa
d in
To
ns
Wire
Rop
e (S
.F.=
5 )
D 2 x
9 T
ons
Wire
Rop
e Sl
ings
D
2 x 8
.5 T
ons
Sha
ckle
s (A
lloy)
D
2 x 1
2.5
Ton
Sha
ckle
s (c
arbo
n)
D 2 x
8.5
Ton
s
Cha
in S
lings
( I. D
. as
Type
A)
D2 x
24
Tons
Turn
buck
les
D 2 x
5 T
ons
(Im
prov
ed P
low
, IW
RC
Wire
Rop
e)
CR
AN
E ST
AB
ILIT
Y P
erce
nt o
f Tip
ping
& S
afet
y Fa
ctor
(for
leve
led
cran
e)
Cra
ne T
ype
% o
f Ti
ppin
g S
.F.
Loco
mot
ive
85%
1.
18
Cra
wle
rs
75
1.33
M
obile
(o
n O
. Rig
gers
) 85
1.
18
Mob
ile (
on T
ires)
75
1.
33
Boo
m T
ruck
85
1.
18
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-25
4
WO
RK
ING
LO
AD
LIM
IT o
r DES
IGN
LO
AD
G
iven
in te
rms
of D
iam
eter
2
ITE
M
Wor
king
Loa
d in
To
ns
Wire
Rop
e (S
.F.=
5 )
D 2 x
9 T
ons
Wire
Rop
e Sl
ings
D
2 x 8
.5 T
ons
Sha
ckle
s (A
lloy)
D
2 x 1
2.5
Ton
Sha
ckle
s (c
arbo
n)
D 2 x
8.5
Ton
s
Cha
in S
lings
( I. D
. as
Type
A)
D2 x
24
Tons
Turn
buck
les
D 2 x
5 T
ons
(Im
prov
ed P
low
, IW
RC
Wire
Rop
e)
CR
AN
E ST
AB
ILIT
Y P
erce
nt o
f Tip
ping
& S
afet
y Fa
ctor
(for
leve
led
cran
e)
Cra
ne T
ype
% o
f Ti
ppin
g S
.F.
Loco
mot
ive
85%
1.
18
Cra
wle
rs
75
1.33
M
obile
(o
n O
. Rig
gers
) 85
1.
18
Mob
ile (
on T
ires)
75
1.
33
Boo
m T
ruck
85
1.
18
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-26
GEN
ERA
L SLING IN
FORM
ATIO
NC
enter of Gravity
The center of gravity of an object is that point at which the entire
weight m
ay be considered as concentrated. In order to make a
level lift, the crane hook must be directly above this point. W
hile slight variations are usually perm
issible, if the crane hook is too far to one side of the center of gravity, dangerous tilting and/or sw
inging will result and should be corrected at once. For this
reason, when the center of gravity is closer to one point of the sling
attachment than to the other, the slings m
ust be of unequal length. The sling stresses and sling angle w
ill also be unequal. W
orking Load Limit or D
esign Load The w
orking load limit, or design load is the useful w
orking capacity of a sling. This varies, depending upon the type of hitch. The w
orking load limit table indicates, by illustration the applications for
which the various loads apply, w
hen the slings are new. All ratings
are in tons or 2,000 pounds. Safety Factor In general, a safety factor of approxim
ately five is maintained
throughout these tables. How
ever, certain sling fittings, such as hooks, w
hich will straighten w
ithout breaking, or links, which w
ill deform
beyond usefulness before breaking, cannot be assigned a definite num
erical safety factor. In such cases, suitable safe loads are listed, based upon w
ide experience and sound engineering practice. Sling C
are Proper care and usage are essential for m
aximum
service and safety. W
ire rope slings should be protected from sharp bends and
cutting edges by means of corner saddles, burlap padding, or w
ood blocking. H
eavy or continuous over-loading should be avoided as w
ell as sudden jerks, which can build up a m
omentary over-load
sufficient to break the sling. Wire rope slings should be stored
where they are protected from
moisture, and properly coiled w
hen not in use.
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-26
GEN
ERA
L SLING IN
FORM
ATIO
NC
enter of Gravity
The center of gravity of an object is that point at which the entire
weight m
ay be considered as concentrated. In order to make a
level lift, the crane hook must be directly above this point. W
hile slight variations are usually perm
issible, if the crane hook is too far to one side of the center of gravity, dangerous tilting and/or sw
inging will result and should be corrected at once. For this
reason, when the center of gravity is closer to one point of the sling
attachment than to the other, the slings m
ust be of unequal length. The sling stresses and sling angle w
ill also be unequal. W
orking Load Limit or D
esign Load The w
orking load limit, or design load is the useful w
orking capacity of a sling. This varies, depending upon the type of hitch. The w
orking load limit table indicates, by illustration the applications for
which the various loads apply, w
hen the slings are new. All ratings
are in tons or 2,000 pounds. Safety Factor In general, a safety factor of approxim
ately five is maintained
throughout these tables. How
ever, certain sling fittings, such as hooks, w
hich will straighten w
ithout breaking, or links, which w
ill deform
beyond usefulness before breaking, cannot be assigned a definite num
erical safety factor. In such cases, suitable safe loads are listed, based upon w
ide experience and sound engineering practice. Sling C
are Proper care and usage are essential for m
aximum
service and safety. W
ire rope slings should be protected from sharp bends and
cutting edges by means of corner saddles, burlap padding, or w
ood blocking. H
eavy or continuous over-loading should be avoided as w
ell as sudden jerks, which can build up a m
omentary over-load
sufficient to break the sling. Wire rope slings should be stored
where they are protected from
moisture, and properly coiled w
hen not in use.
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-27
4
WIR
E R
OPE
SLI
NG
S C
APA
CIT
IES
– FL
EMIS
H E
YE
Allo
wab
le L
oads
in L
bs (S
.F. =
5) –
6 x
19
Impr
oved
Plo
w
Rop
e D
ia.
Inch
1/
4 11
20
800
2200
19
40
1500
11
20
5/16
17
40
1280
34
00
3000
24
00
1740
3/
8 24
00
1840
48
00
4200
34
00
2400
7/
16
3400
24
00
6800
58
00
4800
34
00
1/2
4400
32
00
8800
76
00
6200
44
00
9/16
56
00
4000
11
200
9600
79
00
5600
5/
8 68
00
5000
13
600
1180
0 96
00
6800
3/
4 98
00
7200
19
600
1690
0 13
800
9800
7/
8 13
200
9600
26
400
2280
0 18
600
1320
0 1
1700
0 12
600
3400
0 30
000
2400
0 17
000
1 1/
8 20
000
1580
0 40
000
3460
0 28
300
2000
0 1/
1/4
2600
0 19
400
5200
0 45
000
3670
0 26
000
1 3/
8 30
000
2400
0 60
000
5200
0 42
400
3000
0
A B
aske
t Hitc
h ha
s Tw
ice
the
Cap
acity
of
a S
ingl
e Le
g on
ly If
the
D/d
Rat
io is
25
/1 a
nd th
e Le
gs a
re V
ertic
al
In o
rder
for A
NY
of t
he a
bove
Slin
g
Cap
aciti
es to
be
corr
ect t
he S
ize
of a
ny
SH
AC
KLE
use
d M
ust b
e O
ne S
ize
G
RE
ATE
R o
r LA
RG
ER
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-27
4
WIR
E R
OPE
SLI
NG
S C
APA
CIT
IES
– FL
EMIS
H E
YE
Allo
wab
le L
oads
in L
bs (S
.F. =
5) –
6 x
19
Impr
oved
Plo
w
Rop
e D
ia.
Inch
1/
4 11
20
800
2200
19
40
1500
11
20
5/16
17
40
1280
34
00
3000
24
00
1740
3/
8 24
00
1840
48
00
4200
34
00
2400
7/
16
3400
24
00
6800
58
00
4800
34
00
1/2
4400
32
00
8800
76
00
6200
44
00
9/16
56
00
4000
11
200
9600
79
00
5600
5/
8 68
00
5000
13
600
1180
0 96
00
6800
3/
4 98
00
7200
19
600
1690
0 13
800
9800
7/
8 13
200
9600
26
400
2280
0 18
600
1320
0 1
1700
0 12
600
3400
0 30
000
2400
0 17
000
1 1/
8 20
000
1580
0 40
000
3460
0 28
300
2000
0 1/
1/4
2600
0 19
400
5200
0 45
000
3670
0 26
000
1 3/
8 30
000
2400
0 60
000
5200
0 42
400
3000
0
A B
aske
t Hitc
h ha
s Tw
ice
the
Cap
acity
of
a S
ingl
e Le
g on
ly If
the
D/d
Rat
io is
25
/1 a
nd th
e Le
gs a
re V
ertic
al
In o
rder
for A
NY
of t
he a
bove
Slin
g
Cap
aciti
es to
be
corr
ect t
he S
ize
of a
ny
SH
AC
KLE
use
d M
ust b
e O
ne S
ize
G
RE
ATE
R o
r LA
RG
ER
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-28
SPECIA
L SLING
CA
PAC
ITY INFO
RM
ATIO
N
Wire R
ope, Chain &
Synthetic Basket Slings
Choker H
itches – Reduction D
ue to Angle
Sling Angle
Capacity as
Percent of Single Vertical H
itch 90
200%
60 170%
45
141%
30 100%
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-28
SPECIA
L SLING
CA
PAC
ITY INFO
RM
ATIO
N
Wire R
ope, Chain &
Synthetic Basket Slings
Choker H
itches – Reduction D
ue to Angle
Sling Angle
Capacity as
Percent of Single Vertical H
itch 90
200%
60 170%
45
141%
30 100%
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-29
4
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-29
4
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-30
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-30
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-31
4
WIR
E R
OPE
SO
CK
ET T
ERM
INA
TIO
NS
Sw
aged
& S
pelte
r Soc
kets
are
use
d on
sta
ndin
g ro
pes
and
perm
anen
t rop
es li
ke p
enda
nts
Wed
ge S
ocke
ts a
re u
sed
to a
ttach
Cra
ne W
hip
Line
to
the
Hea
dach
e B
all,
etc.
D
o no
t atta
ch d
ead
end
to li
ve w
ith w
ire ro
pe c
lip
O.K
.
N
O
Swag
ed S
ocke
t
Spel
ter S
ocke
t W
edge
Soc
ket
(10
0%)
(1
00%
)
(7
5 to
90%
)
WIR
E RO
PE L
OO
P TE
RM
INAT
ION
S
With
out t
him
ble,
eye
effi
cien
cy m
ay b
e re
duce
d a
s m
uch
as 1
0%
Wire
Rop
e C
lips
mus
t be
prop
erly
inst
alle
d
Flem
ish
Eye
F
old
Bac
k
W
ire R
ope
Clip
s
Eye
Ey
e
U b
olt &
Fis
t Grip
(9
5-10
0%)
(Don
’t us
e fo
r lift
ing)
(80%
)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-31
4
WIR
E R
OPE
SO
CK
ET T
ERM
INA
TIO
NS
Sw
aged
& S
pelte
r Soc
kets
are
use
d on
sta
ndin
g ro
pes
and
perm
anen
t rop
es li
ke p
enda
nts
Wed
ge S
ocke
ts a
re u
sed
to a
ttach
Cra
ne W
hip
Line
to
the
Hea
dach
e B
all,
etc.
D
o no
t atta
ch d
ead
end
to li
ve w
ith w
ire ro
pe c
lip
O.K
.
N
O
Swag
ed S
ocke
t
Spel
ter S
ocke
t W
edge
Soc
ket
(10
0%)
(1
00%
)
(7
5 to
90%
)
WIR
E RO
PE L
OO
P TE
RM
INAT
ION
S
With
out t
him
ble,
eye
effi
cien
cy m
ay b
e re
duce
d a
s m
uch
as 1
0%
Wire
Rop
e C
lips
mus
t be
prop
erly
inst
alle
d
Flem
ish
Eye
F
old
Bac
k
W
ire R
ope
Clip
s
Eye
Ey
e
U b
olt &
Fis
t Grip
(9
5-10
0%)
(Don
’t us
e fo
r lift
ing)
(80%
)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-32
WIR
E RO
PE CLIP IN
STALLATION
1. Turnback, place 1st clip &
torque/tighten 2.
Place 2nd clip only snug, no torque
3. P
lace other clips at equal spacing 4.
Apply som
e tension and torque/tighten 5.
Recheck torque after initial operations
WIR
E RO
PE CLIP SPLIC
ES
1. U
se two loop ends w
ith thimble eye
2. O
verlap rope, use twice num
ber clips reqd for 1 loop 3.
Clips m
ust be properly installed
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-32
WIR
E RO
PE CLIP IN
STALLATION
1. Turnback, place 1st clip &
torque/tighten 2.
Place 2nd clip only snug, no torque
3. P
lace other clips at equal spacing 4.
Apply som
e tension and torque/tighten 5.
Recheck torque after initial operations
WIR
E RO
PE CLIP SPLIC
ES
1. U
se two loop ends w
ith thimble eye
2. O
verlap rope, use twice num
ber clips reqd for 1 loop 3.
Clips m
ust be properly installed
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-33
4
SYNT
HET
IC S
LIN
G IN
FOR
MAT
ION
M
ust i
nclu
de m
anuf
actu
rer’s
sew
n on
Tag
- G
ives
Fib
er T
ype
& Sa
fe W
orki
ng L
oad
Prov
ided
with
sea
mle
ss p
rote
ctiv
e co
ver
Use
cor
ner p
rote
ctio
n N
eed
care
ful I
nspe
ctio
n Sl
ings
stre
tch
as m
uch
as 1
0%, P
olye
thyl
ene
1%
Tr
iang
le
Dou
ble
Dbl
Rev
End
less
Ret
urn
C
hoke
r
Tria
ngle
Eye
Eye
Lo
op
Eye
END
LESS
RO
UN
D S
LIN
G C
APAC
ITY
Safe
Wor
king
Loa
d, in
pou
nds
CO
LOR
W
t #/
ft Ve
rtica
l C
hoke
r Ba
sket
Pu
rple
0.
2 2,
650
lb
2,12
0 5,
300
Blac
k 0.
25
4,00
0 3,
200
8,00
0 G
reen
0.
3 5,
300
4,24
0 10
,600
Ye
llow
0.
4 8,
400
6,72
0 16
,800
Ta
n 0.
55
10,6
00
8,50
0 21
,200
R
ed
0.6
13,2
00
10,5
60
26,4
00
Whi
te
0.9
16,8
00
13,4
00
33,6
00
Blue
1.
0 21
,200
17
,000
42
,400
G
rey
2.15
31
,000
24
,800
62
,000
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-33
4
SYNT
HET
IC S
LIN
G IN
FOR
MAT
ION
M
ust i
nclu
de m
anuf
actu
rer’s
sew
n on
Tag
- G
ives
Fib
er T
ype
& Sa
fe W
orki
ng L
oad
Prov
ided
with
sea
mle
ss p
rote
ctiv
e co
ver
Use
cor
ner p
rote
ctio
n N
eed
care
ful I
nspe
ctio
n Sl
ings
stre
tch
as m
uch
as 1
0%, P
olye
thyl
ene
1%
Tr
iang
le
Dou
ble
Dbl
Rev
End
less
Ret
urn
C
hoke
r
Tria
ngle
Eye
Eye
Lo
op
Eye
END
LESS
RO
UN
D S
LIN
G C
APAC
ITY
Safe
Wor
king
Loa
d, in
pou
nds
CO
LOR
W
t #/
ft Ve
rtica
l C
hoke
r Ba
sket
Pu
rple
0.
2 2,
650
lb
2,12
0 5,
300
Blac
k 0.
25
4,00
0 3,
200
8,00
0 G
reen
0.
3 5,
300
4,24
0 10
,600
Ye
llow
0.
4 8,
400
6,72
0 16
,800
Ta
n 0.
55
10,6
00
8,50
0 21
,200
R
ed
0.6
13,2
00
10,5
60
26,4
00
Whi
te
0.9
16,8
00
13,4
00
33,6
00
Blue
1.
0 21
,200
17
,000
42
,400
G
rey
2.15
31
,000
24
,800
62
,000
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-34
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-34
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-35
4
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-35
4
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-36
CO
NC
RETE SC
REW
INFO
RM
ATIO
N
INFO
on 1/4 S
CR
EWS
(by H
ilti or ITW B
uildex)
Use to connect devices
( W
BMS
& Sm
artlevel)
Ham
merD
rill hole, 5/32 bit
Drive w
ith Driver D
rill & ¼
Hex S
ocket
Use 1/4
x 1 ¼ screw
with 1
min em
bed
Design Load/A
llowable Load
= 175 lb Ten. & 350 lb Shear
INFO
on 3/8 S
CR
EWS
( by Sim
pson StrongTie )
As alternative to w
edge anch for lifting concrete
Drill 5
min hole w
/ 3/8 bit
Drive w
/Socket or Im
pact Wrench &
9/16 S
ocket
Use 3/8
x 6 TITA
N S
crew w
ith 4 ½ m
in. embed.
Design Load/A
llowable Load = 2000 lb Tension &
Shear
Use w
ith Sw
ivel Hoist R
ing or Steel Tee
( WT 3x7.5 x 0' - 4
)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-36
CO
NC
RETE SC
REW
INFO
RM
ATIO
N
INFO
on 1/4 S
CR
EWS
(by H
ilti or ITW B
uildex)
Use to connect devices
( W
BMS
& Sm
artlevel)
Ham
merD
rill hole, 5/32 bit
Drive w
ith Driver D
rill & ¼
Hex S
ocket
Use 1/4
x 1 ¼ screw
with 1
min em
bed
Design Load/A
llowable Load
= 175 lb Ten. & 350 lb Shear
INFO
on 3/8 S
CR
EWS
( by Sim
pson StrongTie )
As alternative to w
edge anch for lifting concrete
Drill 5
min hole w
/ 3/8 bit
Drive w
/Socket or Im
pact Wrench &
9/16 S
ocket
Use 3/8
x 6 TITA
N S
crew w
ith 4 ½ m
in. embed.
Design Load/A
llowable Load = 2000 lb Tension &
Shear
Use w
ith Sw
ivel Hoist R
ing or Steel Tee
( WT 3x7.5 x 0' - 4
)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-37
4
AIR
SHO
RE
RES
CU
E TO
OL
(A.R
.T.)
Adju
stab
le a
lum
inum
, pne
umat
ic s
truts
. DO
NO
T U
SE A
IR T
O
EXTE
ND
STR
UTS
FO
R U
S&R
Se
e Se
ctio
n 2
& 3
for o
ther
reco
mm
enda
tions
. St
ruts
are
ava
ilabl
e in
var
ious
rang
es o
f len
gth
( F s
trut =
7
to 1
1 ft,
E s
trut =
4 to
7ft,
long
) s
ee M
anuf
actu
rers
Dat
a fo
r av
aila
ble
leng
ths.
U
se a
djus
tabl
e co
llar a
nd d
oubl
e pi
n sy
stem
to tr
ansf
er lo
ad
from
inne
r to
oute
r tub
e.
List
ed lo
ads
are
for u
se o
f 3 ½
O.D
. stru
ts w
ith S
WIV
EL
END
S an
d W
ITH
or W
ITH
OU
T O
NE
6ft,
or 4
ft E
XTEN
SIO
N
plac
ed o
n la
rge
(3 ½
) end
.Ad
equa
cy o
f sup
porti
ng m
ater
ial u
nder
stru
t, an
d ne
ed fo
r he
ader
and
sol
e sh
ould
be
verif
ied
by a
com
pete
nt
Prof
essi
onal
Eng
inee
r.
REC
OM
MEN
DED
DES
IGN
STR
ENG
TH
AIR
SHO
RE
STR
UTS
USE
D IN
US&
R
Leng
th
Feet
R
ecom
men
ded
Lo
ad lb
s
(k
g)
Com
men
t
16 ft
35
00lb
s (1
600
kg)
Use
stru
t plu
s ex
tens
ion
15
4500
(200
0)
or s
ingl
e ad
just
able
stru
t 14
55
00
(2
500)
13
6500
(300
0)
12
75
00
(3
400)
11
10,0
00
(450
0)
10
12
,000
(5
400)
D
o no
t use
ext
ensi
ons
9 14
,000
(6
400)
8 15
,000
(6
800)
7 18
,000
(8
200)
6 ft
&
less
20
,000
(9
100
kg)
Max
. Rec
omm
ende
d Lo
ad fo
r Airs
hore
Stru
t
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-37
4
AIR
SHO
RE
RES
CU
E TO
OL
(A.R
.T.)
Adju
stab
le a
lum
inum
, pne
umat
ic s
truts
. DO
NO
T U
SE A
IR T
O
EXTE
ND
STR
UTS
FO
R U
S&R
Se
e Se
ctio
n 2
& 3
for o
ther
reco
mm
enda
tions
. St
ruts
are
ava
ilabl
e in
var
ious
rang
es o
f len
gth
( F s
trut =
7
to 1
1 ft,
E s
trut =
4 to
7ft,
long
) s
ee M
anuf
actu
rers
Dat
a fo
r av
aila
ble
leng
ths.
U
se a
djus
tabl
e co
llar a
nd d
oubl
e pi
n sy
stem
to tr
ansf
er lo
ad
from
inne
r to
oute
r tub
e.
List
ed lo
ads
are
for u
se o
f 3 ½
O.D
. stru
ts w
ith S
WIV
EL
END
S an
d W
ITH
or W
ITH
OU
T O
NE
6ft,
or 4
ft E
XTEN
SIO
N
plac
ed o
n la
rge
(3 ½
) end
.Ad
equa
cy o
f sup
porti
ng m
ater
ial u
nder
stru
t, an
d ne
ed fo
r he
ader
and
sol
e sh
ould
be
verif
ied
by a
com
pete
nt
Prof
essi
onal
Eng
inee
r.
REC
OM
MEN
DED
DES
IGN
STR
ENG
TH
AIR
SHO
RE
STR
UTS
USE
D IN
US&
R
Leng
th
Feet
R
ecom
men
ded
Lo
ad lb
s
(k
g)
Com
men
t
16 ft
35
00lb
s (1
600
kg)
Use
stru
t plu
s ex
tens
ion
15
4500
(200
0)
or s
ingl
e ad
just
able
stru
t 14
55
00
(2
500)
13
6500
(300
0)
12
75
00
(3
400)
11
10,0
00
(450
0)
10
12
,000
(5
400)
D
o no
t use
ext
ensi
ons
9 14
,000
(6
400)
8 15
,000
(6
800)
7 18
,000
(8
200)
6 ft
&
less
20
,000
(9
100
kg)
Max
. Rec
omm
ende
d Lo
ad fo
r Airs
hore
Stru
t
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-38
AIRSH
OR
E RAK
ER SH
OR
E SYSTEM
System is m
ade from 2 rakers spaced 8ft m
ax. apart with X
bracing. See Section3
Use adjustable struts W
ith or Without one 4ft or 6ft exten-
sion per strut, placed on large end R
aker Systems should be configured w
ith the angle between
the Raker and the G
round being between 40 and 60 degrees
Add 12 long, 4
high, ½ thick angles to Base Plates to
provide a vertical bearing surface. R
akers should be attached to the wall surface and restrained
at the ground as in timber rakers.
The Safe Working Strength for a pair of Airshore R
akers used in U
S&R should be determ
ined by a US&R
Structure Specialist from
the following chart:
(Safe Horizontal load at Point of Insertion)
REC
OM
MEN
DED D
ESIGN
STRENG
TH
AIRSH
OR
E RAK
ER SYSTEM
at 45degrees R
aker Length
Height to P
oint of Insertion
Horizontal Load on
2 Rakers w
/ X-bracing 16 ft
11.0 ft 5000 lbs (2300 kg)
15 ft 10.5 ft
6400 lbs (2900 kg) 14 ft
10.0 ft 7800 lbs (3500 kg)
13 ft 9.0 ft
9200 lbs (4200 kg) 12 ft
8.5 ft 10,600lbs (4800 kg)
AIRSH
OR
E RAK
ER SYSTEM
at 60degrees 16 ft
13.8 ft 3500 lbs (1600 kg)
15 ft 13.0 ft
4500 lbs (2000 kg) 14 ft
12.0 ft 5500 lbs (2500 kg)
13 ft 11.3 ft
6500 lbs (3000kg) 12 ft
10.4 ft 7500 lbs (3400 kg)
11 ft 9.5 ft
10,000 lbs (4500 kg)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-38
AIRSH
OR
E RAK
ER SH
OR
E SYSTEM
System is m
ade from 2 rakers spaced 8ft m
ax. apart with X
bracing. See Section3
Use adjustable struts W
ith or Without one 4ft or 6ft exten-
sion per strut, placed on large end R
aker Systems should be configured w
ith the angle between
the Raker and the G
round being between 40 and 60 degrees
Add 12 long, 4
high, ½ thick angles to Base Plates to
provide a vertical bearing surface. R
akers should be attached to the wall surface and restrained
at the ground as in timber rakers.
The Safe Working Strength for a pair of Airshore R
akers used in U
S&R should be determ
ined by a US&R
Structure Specialist from
the following chart:
(Safe Horizontal load at Point of Insertion)
REC
OM
MEN
DED D
ESIGN
STRENG
TH
AIRSH
OR
E RAK
ER SYSTEM
at 45degrees R
aker Length
Height to P
oint of Insertion
Horizontal Load on
2 Rakers w
/ X-bracing 16 ft
11.0 ft 5000 lbs (2300 kg)
15 ft 10.5 ft
6400 lbs (2900 kg) 14 ft
10.0 ft 7800 lbs (3500 kg)
13 ft 9.0 ft
9200 lbs (4200 kg) 12 ft
8.5 ft 10,600lbs (4800 kg)
AIRSH
OR
E RAK
ER SYSTEM
at 60degrees 16 ft
13.8 ft 3500 lbs (1600 kg)
15 ft 13.0 ft
4500 lbs (2000 kg) 14 ft
12.0 ft 5500 lbs (2500 kg)
13 ft 11.3 ft
6500 lbs (3000kg) 12 ft
10.4 ft 7500 lbs (3400 kg)
11 ft 9.5 ft
10,000 lbs (4500 kg)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-39
4
PAR
ATEC
H L
ONG
SHO
RE
STR
UTS
(GO
LD A
NO
DIZ
ED C
OLO
R)
Adj
usta
ble
alum
inum
, pne
umat
ic s
truts
. Use
Acm
e N
ut
to tr
ansf
er lo
ad fr
om in
ner t
o ou
ter t
ube.
S
ee S
ectio
n 2
& 3
for o
ther
reco
mm
enda
tions
. S
truts
are
ava
ilabl
e in
thre
e ra
nges
of l
engt
h.
( 1
0ft t
o 16
ft, 8
ft to
12f
t an
d 6
ft to
10f
t lon
g)Li
sted
load
s ar
e fo
r use
of 3
½” O
.D.
stru
ts w
ith
SWIV
EL E
ND
S an
d W
ITH
or W
ITHO
UT O
NE
6ft,
4ft
or 2
ft EX
TENS
ION
.Li
sted
load
s ar
e N
OT
for P
arat
ech
3” O
.D. L
OC
K ST
RUT
& A
CM
E TH
REA
D, R
ESC
UE
STR
UT.
See
2nd
page
follo
win
g fo
r Par
atec
h R
escu
e S
truts
. A
dequ
acy
of s
uppo
rting
mat
eria
l und
er s
trut,
and
need
fo
r hea
der a
nd s
ole
shou
ld b
e ve
rifie
d by
a c
ompe
tent
P
rofe
ssio
nal E
ngin
eer.
REC
OM
MEN
DED
DES
IGN
STR
ENG
TH
PAR
ATEC
H L
ONG
SHO
RE
STR
UTS
USE
D IN
US&
R
Leng
th
Feet
R
ecom
men
ded
Load
lbs
(k
g)
Com
men
t
16 ft
35
00lb
s (
1600
) U
se s
trut p
lus
exte
nsio
n 15
45
00
(
2000
) o
r sin
gle
adju
stab
le s
trut
14
5500
(25
00)
13
65
00
(
3000
)
12
7500
(34
00)
11
10
,000
(
4500
)
10
12,0
00
(54
00)
Do
not u
se e
xten
sion
s
9 16
,000
(
7200
)
8 20
,000
(
9100
)
7 &
6 ft
22
,000
(10
,000
)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-39
4
PAR
ATEC
H L
ONG
SHO
RE
STR
UTS
(GO
LD A
NO
DIZ
ED C
OLO
R)
Adj
usta
ble
alum
inum
, pne
umat
ic s
truts
. Use
Acm
e N
ut
to tr
ansf
er lo
ad fr
om in
ner t
o ou
ter t
ube.
S
ee S
ectio
n 2
& 3
for o
ther
reco
mm
enda
tions
. S
truts
are
ava
ilabl
e in
thre
e ra
nges
of l
engt
h.
( 1
0ft t
o 16
ft, 8
ft to
12f
t an
d 6
ft to
10f
t lon
g)Li
sted
load
s ar
e fo
r use
of 3
½” O
.D.
stru
ts w
ith
SWIV
EL E
ND
S an
d W
ITH
or W
ITHO
UT O
NE
6ft,
4ft
or 2
ft EX
TENS
ION
.Li
sted
load
s ar
e N
OT
for P
arat
ech
3” O
.D. L
OC
K ST
RUT
& A
CM
E TH
REA
D, R
ESC
UE
STR
UT.
See
2nd
page
follo
win
g fo
r Par
atec
h R
escu
e S
truts
. A
dequ
acy
of s
uppo
rting
mat
eria
l und
er s
trut,
and
need
fo
r hea
der a
nd s
ole
shou
ld b
e ve
rifie
d by
a c
ompe
tent
P
rofe
ssio
nal E
ngin
eer.
REC
OM
MEN
DED
DES
IGN
STR
ENG
TH
PAR
ATEC
H L
ONG
SHO
RE
STR
UTS
USE
D IN
US&
R
Leng
th
Feet
R
ecom
men
ded
Load
lbs
(k
g)
Com
men
t
16 ft
35
00lb
s (
1600
) U
se s
trut p
lus
exte
nsio
n 15
45
00
(
2000
) o
r sin
gle
adju
stab
le s
trut
14
5500
(25
00)
13
65
00
(
3000
)
12
7500
(34
00)
11
10
,000
(
4500
)
10
12,0
00
(54
00)
Do
not u
se e
xten
sion
s
9 16
,000
(
7200
)
8 20
,000
(
9100
)
7 &
6 ft
22
,000
(10
,000
)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-40
PARATEC
H LO
NG STR
UT RAK
ER SH
OR
E SYSTEM
System is m
ade from 2 rakers spaced 8ft m
ax. apart with X
bracing. See Section 3.U
se 6 to 10 ft or 8 to 12 ft struts With or W
ithout one 2ft, 4ft, or 6ft extension per strut. R
aker Systems should be configured w
ith the angle between
the Raker and the G
round being between 40 and 60 degrees.
Add 12 long, 4
high, ½ thick angles to Base Plates to
provide a vertical bearing surface. R
akers should be attached to the wall surface and restrained
at the ground as in timber system
s. The Safe W
orking Strength for a pair of Paratech Rakers used
in US&R
should be determined by a U
S&R Structure Specialist
from the follow
ing chart: (Safe H
orizontal load at Point of Insertion)
RECO
MM
END
ED D
ESIGN STREN
GTH
PAR
ATECH
RAK
ER SYSTEM
at 45degrees R
aker Length
Height to P
oint of Insertion
Horizontal Load on
2 Rakers w
/ X-bracing 16 ft
11.0 ft 5000 lbs (2300 kg)
15 ft 10.5 ft
6400 lbs (2900 kg) 14 ft
10.0 ft 7800 lbs (3500 kg)
13 ft 9.0 ft
9200 lbs (4200 kg) 12 ft
8.5 ft 10,600lbs (4800 kg)
PARATEC
H R
AKER
SYSTEM at 60degrees
16 ft 13.8 ft
3500 lbs (1600 kg) 15 ft
13.0 ft 4500 lbs (2000 kg)
14 ft 12.0 ft
5500 lbs (2500 kg) 13 ft
11.3 ft 6500 lbs (3000 kg)
12 ft 10.4 ft
7500 lbs (3400 kg) 11 ft
9.5 ft 10,000 lbs (4500 kg)
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-40
PARATEC
H LO
NG STR
UT RAK
ER SH
OR
E SYSTEM
System is m
ade from 2 rakers spaced 8ft m
ax. apart with X
bracing. See Section 3.U
se 6 to 10 ft or 8 to 12 ft struts With or W
ithout one 2ft, 4ft, or 6ft extension per strut. R
aker Systems should be configured w
ith the angle between
the Raker and the G
round being between 40 and 60 degrees.
Add 12 long, 4
high, ½ thick angles to Base Plates to
provide a vertical bearing surface. R
akers should be attached to the wall surface and restrained
at the ground as in timber system
s. The Safe W
orking Strength for a pair of Paratech Rakers used
in US&R
should be determined by a U
S&R Structure Specialist
from the follow
ing chart: (Safe H
orizontal load at Point of Insertion)
RECO
MM
END
ED D
ESIGN STREN
GTH
PAR
ATECH
RAK
ER SYSTEM
at 45degrees R
aker Length
Height to P
oint of Insertion
Horizontal Load on
2 Rakers w
/ X-bracing 16 ft
11.0 ft 5000 lbs (2300 kg)
15 ft 10.5 ft
6400 lbs (2900 kg) 14 ft
10.0 ft 7800 lbs (3500 kg)
13 ft 9.0 ft
9200 lbs (4200 kg) 12 ft
8.5 ft 10,600lbs (4800 kg)
PARATEC
H R
AKER
SYSTEM at 60degrees
16 ft 13.8 ft
3500 lbs (1600 kg) 15 ft
13.0 ft 4500 lbs (2000 kg)
14 ft 12.0 ft
5500 lbs (2500 kg) 13 ft
11.3 ft 6500 lbs (3000 kg)
12 ft 10.4 ft
7500 lbs (3400 kg) 11 ft
9.5 ft 10,000 lbs (4500 kg)
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-41
4
PAR
ATE
CH
RES
CU
E ST
RU
TS
(DA
RK
GR
EY A
NOD
IZED
CO
LOR
)
Adju
stab
le a
lum
inum
, pne
umat
ic s
truts
. Use
Acm
e N
ut to
tra
nsfe
r loa
d fro
m in
ner t
o ou
ter t
ube.
Se
e Se
ctio
n 2
& 3
for o
ther
reco
mm
enda
tions
St
ruts
are
ava
ilabl
e in
1.5
to 2
ft, 2
ft to
3ft,
3ft
to 5
ft, &
5ft
to
7.2f
t ran
ges
of le
ngth
. (12
, 24
& 3
6 e
xten
sion
s ar
e al
so
avai
labl
e)
Li
sted
load
s ar
e ba
sed
on 3
O.D
. st
ruts
, tes
ted
with
sw
ivel
en
ds, w
ith a
nd w
ithou
t one
ext
ensi
on.
See
Pg 4
-40
for P
arat
ech
3 ½
O.D
. Lon
g Sh
ore
(Gol
d C
olor
) Str
uts
Ad
equa
cy o
f sup
porti
ng m
ater
ial u
nder
stru
t, an
d ne
ed fo
r he
ader
and
sol
e sh
ould
be
verif
ied
by a
com
pete
nt
Prof
essi
onal
Eng
inee
r. Th
e fo
llow
ing
Load
Tab
le is
bas
ed o
n te
sts
perf
orm
ed b
y PA
RA
TEC
H a
nd re
view
ed b
y W
iss,
Jan
ney,
Els
tner
, A
ssoc
., En
gine
ers
PAR
ATEC
H R
ESC
UE
STR
UTS
LOAD
TAB
LE
Bas
ed o
n co
mpr
essi
on te
sts
usin
g sw
ivel
bas
es
Leng
th
Feet
Aver
age
Failu
re
Stru
t For
ce
(Ulti
mat
e st
reng
th)
Des
ign
Stre
ngth
base
d on
the
follo
win
g S
afet
y Fa
ctor
s
3
to 1
4
to 1
2
ft
87,
000
lbs
29
,000
lbs
2
1,75
0 lb
s 4
ft
71,
750
lbs
23
,920
lbs
1
7,94
0 lb
s 6
ft
56,
500
lbs
18,8
30 lb
s
14,
125
lbs
8
ft
48,
100
lbs
16,0
30 lb
s
12,
025
lbs
US&
R S
HO
RIN
G O
PER
ATI
ON
S G
UID
E FA
Q, G
LOSS
AR
Y of
TER
MS,
& E
NGIN
EERI
NG
TA
BLE
S
4-41
4
PAR
ATE
CH
RES
CU
E ST
RU
TS
(DA
RK
GR
EY A
NOD
IZED
CO
LOR
)
Adju
stab
le a
lum
inum
, pne
umat
ic s
truts
. Use
Acm
e N
ut to
tra
nsfe
r loa
d fro
m in
ner t
o ou
ter t
ube.
Se
e Se
ctio
n 2
& 3
for o
ther
reco
mm
enda
tions
St
ruts
are
ava
ilabl
e in
1.5
to 2
ft, 2
ft to
3ft,
3ft
to 5
ft, &
5ft
to
7.2f
t ran
ges
of le
ngth
. (12
, 24
& 3
6 e
xten
sion
s ar
e al
so
avai
labl
e)
Li
sted
load
s ar
e ba
sed
on 3
O.D
. st
ruts
, tes
ted
with
sw
ivel
en
ds, w
ith a
nd w
ithou
t one
ext
ensi
on.
See
Pg 4
-40
for P
arat
ech
3 ½
O.D
. Lon
g Sh
ore
(Gol
d C
olor
) Str
uts
Ad
equa
cy o
f sup
porti
ng m
ater
ial u
nder
stru
t, an
d ne
ed fo
r he
ader
and
sol
e sh
ould
be
verif
ied
by a
com
pete
nt
Prof
essi
onal
Eng
inee
r. Th
e fo
llow
ing
Load
Tab
le is
bas
ed o
n te
sts
perf
orm
ed b
y PA
RA
TEC
H a
nd re
view
ed b
y W
iss,
Jan
ney,
Els
tner
, A
ssoc
., En
gine
ers
PAR
ATEC
H R
ESC
UE
STR
UTS
LOAD
TAB
LE
Bas
ed o
n co
mpr
essi
on te
sts
usin
g sw
ivel
bas
es
Leng
th
Feet
Aver
age
Failu
re
Stru
t For
ce
(Ulti
mat
e st
reng
th)
Des
ign
Stre
ngth
base
d on
the
follo
win
g S
afet
y Fa
ctor
s
3
to 1
4
to 1
2
ft
87,
000
lbs
29
,000
lbs
2
1,75
0 lb
s 4
ft
71,
750
lbs
23
,920
lbs
1
7,94
0 lb
s 6
ft
56,
500
lbs
18,8
30 lb
s
14,
125
lbs
8
ft
48,
100
lbs
16,0
30 lb
s
12,
025
lbs
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-42
US&
R SH
ORIN
G O
PERA
TION
S GUID
E FA
Q, G
LOSSA
RY of TERM
S, & ENGIN
EERING
TAB
LES
4-42