CONCRETE LINTEL · 2019-07-09 · on lintel: 6" block weight = 32 psf (Hollow) 12" block weight =...
12
CONCRETE LINTEL SPECIFICATION GUIDE Manufacturing quality lintels since 1956.
Transcript of CONCRETE LINTEL · 2019-07-09 · on lintel: 6" block weight = 32 psf (Hollow) 12" block weight =...
CONCRETE LINTEL SPECIFICATION GUIDE
Manufacturing quality lintels since 1956.
#3#3
#4#4
#5
#3
#4
#3
#3
SIZING OVERVIEWSOLID LINTEL
Rebar is grade 60 steel ASTM 615All units meet 4-inch minimum bearing lengthConcrete compressive strength is 3,000 PSIMinimum fire rating is 1 1/2 hours
Rebar placement:Clearance from bottom: 1 1/2"
Clearance from top: 1 1/2"
Special rebar schedules available upon request.
Lintel Length30" to 68"
Lintel Length72" to 88"
Lintel Length90" to 96"
Lintel Length102" to 144"
Lintel Length30" to 64"
Lintel Length72” to 88”
Lintel Length90” to 96”
Lintel Length104” to 144”
Lintel Length40" to 64"
Lintel Length72" to 88"
Lintel Length96"
Lintel Length108" to 144"
6" x 8" SOLID LINTELS
4" x 8" SOLID LINTELS
8" x 8" SOLID LINTELS
#3
#3
#3#3
#3#3 #3#3
#3
#5
#3
#4
#3
#3
#3
#3#3
#5#5
- 2 -
Rebar is grade 60 steel ASTM 615All units meet 4-inch minimum bearing length5,000 PSI concrete mix designMinimum fire rating is 1 1/2 hours
Rebar placement:Clearance from bottom: 1 1/2"
Clearance from top: 1 1/2"
6" x 8" U-LINTELS 8" x 8" U-LINTELS
10" x 8" U-LINTELS 12" x 8" U-LINTELS
• U-lintels are available in lengths from 36" to 144".
• All four widths are stocked in these lengths: 48", 56", 72", 88", 96", 144"
• All other lengths available by special request.
• #3 and #5 rebar placed as shown.
#3 rebar
#5 rebar
#3 rebar
#5 rebar
#3 rebar
#5 rebar
#3 rebar
#5 rebar
Notch to allow for seismic reinforcing.
5 1/2” long horizontal notch for seismic reinforcing.
SIZING OVERVIEWU-LINTEL
5 1/2” long horizontal notch for seismic reinforcing.
5 1/2” long horizontal notch for seismic reinforcing.
5 1/2” long horizontal notch for seismic reinforcing.
- 3 -
Load TablesSOLID LINTELS
U-LINTELS6" x 8"8" x 8"
10" x 8"12" x 8"
4" x 8"6" x 8"8" x 8"
- 4 -
900
North
Har
tley
Stre
et, Y
ork,
PA
1740
4 |
717.
792.
4700
| w
ww.
york
build
ing.
com
SOLI
D L
INTE
LS -
4" x
8"
Top
Botto
m
2. N
omin
al lin
tel le
ngth
(inch
es)
3236
4042
4448
5456
6064
6672
7880
8488
9096
102
104
108
112
114
120
128
132
136
144
3. M
ason
ry o
peni
ng L
1 (in
ches
)16
2024
2628
3238
4044
4850
5862
6468
7274
8086
8892
9698
104
112
116
120
128
4. E
ffect
ive s
pan
L 2 (in
ches
)24
2832
3436
4046
4852
5658
6470
7276
8082
8894
9610
010
410
611
212
012
412
813
65.
Max
imum
allo
wab
le lo
ad U
nfac
tore
d(lb
s/ft.
)11
4598
286
180
876
368
759
757
252
849
047
442
939
238
236
134
333
531
229
228
627
526
425
924
522
922
121
420
2
Dead
Loa
d(lb
s/ft.
)81
770
161
557
754
549
042
640
837
735
033
830
628
027
325
824
523
922
320
820
419
618
818
517
516
415
815
314
4
Live
Loa
d(lb
s/ft.
)67
357
750
647
544
940
435
133
631
028
827
925
223
022
521
220
219
718
317
216
816
215
515
214
413
513
012
611
96.
Max
imum
ben
ding
m
omen
t cap
acity
M1
(ft.-l
bs.)
2898
2898
2898
2898
2898
2898
2898
2898
2898
2898
2898
2898
4900
4900
4900
4900
4900
4900
4900
4900
4900
4900
4900
4900
4900
4900
4900
4900
4X8
SOLI
D L
INTE
LS
3,00
0 ps
i (D
ry m
ix)
Se
lf W
eigh
t 28#
/ft
Des
ign
Dat
af x
= 3,
000
psi (
min
imum
)f y
= 60
,000
psi
(per
AST
M-A
615)
Aver
age
wei
ght p
er li
neal
foot
of b
eam
- 33
lbs
Seis
mic
Cap
abilit
yDe
sign
form
ulas
as
per A
CI 3
18-1
2M
n= M
omen
t gov
erne
d by
ulti
mat
e st
reng
th =
0.9
(A2)(
f 2)(d
-a/2
) V n
= Sh
ear g
over
ned
by u
ltim
ate
stre
ngth
Mn=
1/8
Wn (
L 2)2
V n=
1/2
WnL
2
max
= M
axim
um a
llow
able
def
lect
ion
= L 2
/360
≤0.3
"U
L Fi
re R
atin
gs 1
-1/2
hou
r
Typi
cal S
ectio
n:W
idth
(W) =
3.6
25"
Hei
ght (
H) =
7.6
25"
Eff.
Dept
h (d
) = H
-1-1
/2" 1
/2" b
ar d
ia.
As a
min
imum
, the
lint
els
carry
the
apex
are
a ab
ove
the
span
. An
exam
ple
of th
e un
iform
equ
ival
ent a
pex
load
cal
cula
tion
follo
ws.
Hol
low
mas
onry
blo
ck w
eigh
ts fo
r det
erm
inin
g un
iform
equ
ival
ent a
pex
load
on
linte
l: 8"
blo
ck w
eigh
t = 3
5 ps
f (H
ollo
w)
12" b
lock
wei
ght =
50
psf (
Hol
low
)
Equi
vale
nt lo
ad o
f ape
x ar
ea =
.33
WL
Effe
ctiv
e sp
an "L
" of l
inte
l (ce
nter
line
of b
earin
g to
cen
terli
ne o
f bea
ring)
.W
eigh
t of m
ason
ry b
lock
"W" P
SFEX
AMPL
EEq
uiva
lent
ape
x lo
ad fo
r 4"X
8" L
inte
l with
effe
ctiv
e sp
an o
f 48"
Apex
Loa
d =
(.33)
(W) (
L) =
.33
(35p
sf/2
) (48
"/12
) = 2
3#FT
Cap
acity
of 4
X8 li
ntel
with
effe
ctiv
e sp
an o
f 48"
(from
load
tabl
e fo
r liv
e lo
ads)
= 5
72#/
FT
Th
eref
ore,
the
linte
l has
sig
nific
ant e
xces
s ca
paci
ty, i
f
supe
rimpo
sed
load
is lo
cate
d w
ithin
ape
x ar
ea, t
hen
refe
r to
the
load
tabl
es to
ens
ure
suffi
cien
t cap
acity
.
1. R
einfo
rcem
ent
rods
(A1)
Not r
equi
red
(1) #
3(1
) #5
(1) #
4(1
) #3
BON
D BE
AM(S
EE S
ECTI
ON
)
SEIS
MIC
REIN
FORC
ING
45°
EFFE
CTIV
E SP
AN (L
2)
MAS
ONRY
OPE
NIN
G (L
1)
H
SEIS
MIC
REI
NFO
RCEM
ENT
H=1/
2
EFFE
CTIV
E SP
ACE
APEX
AR
EA
SUPE
RIM
POSE
D LO
ADS
ABOV
E AP
EX
(
NOT
CARR
IED
BY L
INTE
L)As
a m
inim
um, t
he lin
tels
carry
the
apex
are
a ab
ove
the
span
. An
exam
ple
of th
e un
iform
equ
ivalen
t ape
x lo
ad
calcu
latio
n fo
llow
s.Ho
llow
mas
onry
blo
ck w
eight
s fo
r det
erm
inin
g un
iform
eq
uiva
lent a
pex
load
on
linte
l: 8"
blo
ck w
eight
= 3
5 ps
f (H
ollo
w)
12" b
lock
weig
ht =
50
psf (
Hollo
w)
Equi
valen
t loa
d of
ape
x ar
ea =
.33
WL
Effec
tive
span
"L" o
f lin
tel (c
ente
rline
of b
earin
g to
cen
ter-
line
of b
earin
g).
Weig
ht o
f mas
onry
blo
ck "W
" PSF
EXAM
PLE
Equi
valen
t ape
x lo
ad fo
r 4"X
8" L
inte
l with
effe
ctive
spa
n of
48"
Apex
Loa
d =
(.33)
(W) (
L) =
.33
(35p
sf/2
) (48
"/12)
= 2
3#FT
Capa
city
of 4
X8 lin
tel w
ith e
ffect
ive s
pan
of 4
8”(fr
om lo
ad ta
ble
for l
ive lo
ads)
= 5
72#/
FTTh
eref
ore,
the
linte
l has
sig
nific
ant e
xces
s ca
pacit
y, if
supe
rimpo
sed
load
is lo
cate
d w
ithin
ape
x ar
ea, t
hen
refe
r to
the
load
tabl
es to
ens
ure
suffic
ient c
apac
ity.
Des
ign
Dat
afx
= 3
,000
psi
(min
imum
)fy
= 6
0,00
0 ps
i (per
AST
M-A
615)
Aver
age
weig
ht p
er lin
eal f
oot o
f bea
m -
33
lbs
Seism
ic Ca
pabi
lityDe
sign
form
ulas
as
per A
CI 3
18-1
2M
n= M
omen
t gov
erne
d by
ultim
ate
stre
ngth
= 0
.9 (A
2)(f2
)(d-a
/2) V
n= S
hear
go
vern
ed b
y ul
timat
e st
reng
thM
n= 1
/8 W
n (L
2)2
Vn=
1/2
WnL
2m
ax =
Max
imum
allo
wab
le de
flect
ion
= L2
UL F
ire R
atin
gs 1
-1/2
hou
r
Typi
cal S
ectio
n:W
idth
(W) =
3.6
25"
Heig
ht (H
) = 7
.625
"Eff
. Dep
th (d
) = H
-1-1
/2" 1
/2" b
ar d
ia.G
rout
ed S
elf W
eight
= 3
3#/ft
- 5 -
Top
Botto
m(2
) #4
2. N
omin
al lin
tel le
ngth
(inch
es)
3240
4856
6472
8088
9610
411
212
012
813
614
4
3. M
ason
ry o
peni
ng L
1 (in
ches
)16
2432
4048
5864
7280
8896
104
112
120
128
4. E
ffect
ive s
pan
L 2 (in
ches
)24
3240
4856
6472
8088
9610
411
212
012
813
65.
Max
imum
allo
wab
le lo
ad U
nfac
tore
d(lb
s/ft.
)17
1712
8810
3085
873
664
457
251
546
842
939
636
834
332
230
3
Dead
Loa
d(lb
s/ft.
)12
2692
073
561
352
646
040
836
833
430
628
326
324
523
021
6
Live
Loa
d(lb
s/ft.
)10
1075
760
550
443
337
933
630
327
525
223
321
620
218
917
86.
Max
imum
ben
ding
m
omen
t cap
acity
M1
(ft.-l
bs.)
5660
5660
5660
5660
5660
5660
5660
5660
5660
7744
7744
7744
7744
7744
7744
Desig
n Da
taf x
= 3,
000
psi (m
inim
um)
f y =
60,0
00 p
si (p
er A
STM
-A61
5)Av
erag
e w
eight
per
linea
l foo
t of b
eam
- 50
lbs
Seism
ic Ca
pabi
lityDe
sign
form
ulas
as
per A
CI 3
18-1
2M
n= M
omen
t gov
erne
d by
ultim
ate
stre
ngth
= 0
.9 (A
2)(f 2)
(d-
a/2)
Vn=
She
ar g
over
ned
by u
ltimat
e st
reng
thM
n= 1
/8 W
n (L 2
)2
V n=
1/2
WnL
2
max
= M
axim
um a
llow
able
defle
ctio
n =
L 2/3
60≤0
.3"
UL F
ire R
atin
gs 1
-1/2
hou
r
Typi
cal S
ectio
n:W
idth
(W) =
5.6
25"
Heig
ht (H
) = 7
.625
"Ef
f. De
pth
(d) =
H-1
-1/2
" 1/2
" bar
dia.
As a
min
imum
, the
linte
ls ca
rry th
e ap
ex a
rea
abov
e th
e sp
an. A
n ex
ampl
e of
th
e un
iform
equ
ivalen
t ape
x lo
ad c
alcul
atio
n fo
llow
s.
Hollo
w m
ason
ry b
lock
weig
hts
for d
eter
min
ing
unifo
rm e
quiva
lent a
pex
load
on
linte
l:6"
blo
ck w
eight
= 3
2 ps
f (Ho
llow
)12
" blo
ck w
eight
= 5
0 ps
f (Ho
llow
)
Equi
valen
t loa
d of
ape
x ar
ea =
.33
WL
Effe
ctive
spa
n "L
" of l
inte
l (cen
terlin
e of
bea
ring
to c
ente
rline
of b
earin
g).
Weig
ht o
f mas
onry
blo
ck "W
" PSF
EXAM
PLE
Equi
valen
t ape
x lo
ad fo
r 6"X
8" L
inte
l with
effe
ctive
spa
n of
48"
Apex
Loa
d =
(.33)
(W) (
L) =
.33
(32p
sf/2
) (48
"/12)
= 4
3#FT
C
apac
ity o
f 6X8
linte
l with
effe
ctive
spa
n of
48"
(fr
om lo
ad ta
ble
for l
ive lo
ads)
= 8
58#/
FT
Th
eref
ore,
the
linte
l has
sig
nific
ant e
xces
s ca
pacit
y, if
supe
rimpo
sed
load
is lo
cate
d w
ithin
ape
x ar
ea, t
hen
refe
r to
the
load
tabl
es to
ens
ure
suffic
ient c
apac
ity.
1. R
einfo
rcem
ent
rods
(A1)
6x8
SOLI
D L
INTE
LS
3,00
0 ps
i (D
ry m
ix)
Self
Wei
ght 4
2#/ft
(1) #
5No
t req
uire
d(1
) #3
(1) #
3
900
North
Har
tley
Stre
et, Y
ork,
PA
1740
4 |
717.
792.
4700
| w
ww.
york
build
ing.
com
SOLI
D L
INTE
LS -
6" x
8"
BON
D BE
AM(S
EE S
ECTI
ON
)
SEIS
MIC
REIN
FORC
ING
45°
EFFE
CTIV
E SP
AN (L
2)
MAS
ONRY
OPE
NIN
G (L
1)
H
SEIS
MIC
REI
NFO
RCEM
ENT
H=1/
2
EFFE
CTIV
E SP
ACE
APEX
AR
EA
SUPE
RIM
POSE
D LO
ADS
ABOV
E AP
EX
(
NOT
CARR
IED
BY L
INTE
L)
Des
ign
Dat
afx
= 3
,000
psi
(min
imum
)fy
= 6
0,00
0 ps
i (per
AST
M-A
615)
Aver
age
weig
ht p
er lin
eal f
oot o
f bea
m -
50
lbs
Seism
ic Ca
pabi
lityDe
sign
form
ulas
as
per A
CI 3
18-1
2M
n= M
omen
t gov
erne
d by
ultim
ate
stre
ngth
= 0
.9 (A
2)(f2
)(d-a
/2)
Vn=
Shea
r gov
erne
d by
ultim
ate
stre
ngth
Mn=
1/8
Wn
(L2)
2Vn
= 1/
2 W
nL2
max
= M
axim
um a
llow
able
defle
ctio
n =
L2/3
60≤0
.3"
UL F
ire R
atin
gs 1
-1/2
hou
r
Typi
cal S
ectio
n:W
idth
(W) =
5.6
25"
Heig
ht (H
) = 7
.625
"Eff
. Dep
th (d
) = H
-1-1
/2" 1
/2" b
ar d
ia.
As a
min
imum
, the
linte
ls ca
rry th
e ap
ex a
rea
abov
e th
e sp
an. A
n ex
ampl
e of
the
unifo
rm e
quiva
lent a
pex
load
calc
ulat
ion
follo
ws.
Hollo
w m
ason
ry b
lock
weig
hts
for d
eter
min
ing
unifo
rm
equi
valen
t ape
x lo
ad o
n lin
tel:
6" b
lock
weig
ht =
32
psf (
Hollo
w)
12" b
lock
weig
ht =
50
psf (
Hollo
w)
Equi
valen
t loa
d of
ape
x ar
ea =
.33
WL
Effec
tive
span
"L" o
f lin
tel (c
ente
rline
of b
earin
g to
cen
terlin
e of
bea
ring)
.W
eight
of m
ason
ry b
lock
"W" P
SF
EXAM
PLE
Equi
valen
t ape
x lo
ad fo
r 6"X
8" L
inte
l with
effe
ctive
spa
n of
48
"Ap
ex L
oad
= (.3
3) (W
) (L)
= .3
3 (3
2psf
/2) (
48"/1
2) =
43#
FTCa
pacit
y of
6X8
linte
l with
effe
ctive
spa
n of
48"
(from
load
tabl
e fo
r live
load
s) =
858
#/FT
Ther
efor
e, th
e lin
tel h
as s
igni
fican
t exc
ess
capa
city,
ifsu
perim
pose
d lo
ad is
loca
ted
with
in a
pex
area
, the
nre
fer t
o th
e lo
ad ta
bles
to e
nsur
e su
fficien
t cap
acity
.
- 6 -
Top
Botto
m(2
)#4
2.No
min
al lin
tel le
ngth
(inch
es)
4048
5664
7280
8896
104
112
120
128
136
144
3.M
ason
ry o
peni
ng L
1 (in
ches
)24
3240
4858
6472
8088
9610
411
212
012
8
4.Ef
fect
ive s
pan
L 2 (in
ches
)32
4048
5664
7280
8896
104
112
120
128
136
5.M
axim
um a
llow
able
load
Unf
acto
red
(lbs/
ft.)
1722
1374
1144
980
858
764
686
624
572
528
490
458
428
404
Dead
Loa
d(lb
s/ft.
)12
3098
181
770
061
354
649
044
540
837
735
032
730
528
8
Live
Loa
d(lb
s/ft.
)10
1380
867
357
650
544
940
336
733
631
028
826
925
223
76.
Max
imum
ben
ding
mom
ent c
apac
ity M
1(ft
.-lbs
.)28
9828
9828
9828
9828
9849
0049
0049
0049
0049
0049
0049
0049
0049
00
Desig
n Da
taf x
= 3,
000
psi (m
inim
um)
f y =
60,0
00 p
si (p
er A
STM
-A61
5)Av
erag
e w
eight
per
linea
l foo
t of b
eam
- 65
lbs
Seism
ic Ca
pabi
lityDe
sign
form
ulas
as
per A
CI 3
18-1
2M
n= M
omen
t gov
erne
d by
ultim
ate
stre
ngth
= 0
.9 (A
2)(f 2)
(d-
a/2)
Vn=
She
ar g
over
ned
by u
ltimat
e st
reng
thM
n= 1
/8 W
n (L 2
)2
V n=
1/2
WnL
2
max
= M
axim
um a
llow
able
defle
ctio
n =
L 2/3
60≤0
.3"
UL F
ire R
atin
gs 1
-1/2
hou
r
Typi
cal S
ectio
n:W
idth
(W) =
7.6
25"
Heig
ht (H
) = 7
.625
"Ef
f. De
pth
(d) =
H-1
-1/2
" 1/2
" bar
dia.
As a
min
imum
, the
linte
ls ca
rry th
e ap
ex a
rea
abov
e th
e sp
an. A
n ex
ampl
e of
th
e un
iform
equ
ivalen
t ape
x lo
ad c
alcul
atio
n fo
llow
s.
Hollo
w m
ason
ry b
lock
weig
hts
for d
eter
min
ing
unifo
rm e
quiva
lent a
pex
load
on
linte
l:8"
blo
ck w
eight
= 3
5 ps
f (Ho
llow
)12
" blo
ck w
eight
= 5
0 ps
f (Ho
llow
)
Equi
valen
t loa
d of
ape
x ar
ea =
.33
WL
Effe
ctive
spa
n "L
" of l
inte
l (cen
terlin
e of
bea
ring
to c
ente
rline
of b
earin
g).
Weig
ht o
f mas
onry
blo
ck "W
" PSF
EXAM
PLE
Equi
valen
t ape
x lo
ad fo
r 8"X
8" L
inte
l with
effe
ctive
spa
n of
48"
Apex
Loa
d =
(.33)
(W) (
L) =
.33
(35p
sf) (
48"/1
2) =
46#
FT
Cap
acity
of 8
X8 lin
tel w
ith e
ffect
ive s
pan
of 4
8"
(from
load
tabl
e fo
r live
load
s) =
114
4#/F
T
Ther
efor
e, th
e lin
tel h
as s
igni
fican
t exc
ess
capa
city,
if
su
perim
pose
d lo
ad is
loca
ted
with
in a
pex
area
, the
n
re
fer t
o th
e lo
ad ta
bles
to e
nsur
e su
fficien
t cap
acity
.
8x8
SOLI
D L
INTE
LS
3,00
0 ps
i (D
ry m
ix)
Self
Wei
ght 5
6#/ft
(2)#
3(2
)#3
(2)#
51.
Rein
forc
emen
tro
ds (A
1)(2
)#3
(2)2) #
3
900
North
Har
tley
Stre
et, Y
ork,
PA
1740
4 |
717.
792.
4700
| w
ww.
york
build
ing.
com
SOLI
D L
INTE
LS -
8" x
8" BO
ND
BEAM
(SEE
SEC
TIO
N)
SEIS
MIC
REIN
FORC
ING
45°
EFFE
CTIV
E SP
AN (L
2)
MAS
ONRY
OPE
NIN
G (L
1)
H
SEIS
MIC
REI
NFO
RCEM
ENT
H=1/
2
EFFE
CTIV
E SP
ACE
APEX
AR
EA
SUPE
RIM
POSE
D LO
ADS
ABOV
E AP
EX
(
NOT
CARR
IED
BY L
INTE
L)D
esig
n D
ata
fx =
3,0
00 p
si (m
inim
um)
fy =
60,
000
psi (p
er A
STM
-A61
5)Av
erag
e w
eight
per
LF
of b
eam
- 65
lbs
Seism
ic Ca
pabi
lityDe
sign
form
ulas
as
per A
CI 3
18-1
2M
n= M
omen
t gov
erne
d by
ultim
ate
stre
ngth
= 0
.9 (A
2)(f2
)(da/
2) V
n= S
hear
gov
erne
d by
ultim
ate
stre
ngth
Mn=
1/8
Wn
(L2)
2Vn
= 1/
2 W
nL2
max
= M
axim
um a
llow
able
defle
ctio
n =
L2/3
60≤0
.3"
UL F
ire R
atin
gs 1
-1/2
hou
r
Typi
cal S
ectio
n:W
idth
(W) =
7.6
25"
Heig
ht (H
) = 7
.625
"Eff
. Dep
th (d
) = H
-1-1
/2" 1
/2" b
ar d
ia.
As a
min
imum
, the
linte
ls ca
rry th
e ap
ex a
rea
abov
e th
e sp
an.
An e
xam
ple
ofbt
he u
nifo
rm e
quiva
lent a
pex
load
calc
ulat
ion
follo
ws.
Hollo
w m
ason
ry b
lock
weig
hts
for d
eter
min
ing
unifo
rm e
quiva
-len
t ape
x lo
ad o
n lin
tel:
8" b
lock
weig
ht =
35
psf (
Hollo
w)
12" b
lock
weig
ht =
50
psf (
Hollo
w)
Equi
valen
t loa
d of
ape
x ar
ea =
.33
WL
Effec
tive
span
"L" o
f lin
tel (c
ente
rline
of b
earin
g to
cen
terlin
e of
be
arin
g).
Weig
ht o
f mas
onry
blo
ck "W
" PSF
EXAM
PLE
Equi
valen
t ape
x lo
ad fo
r 8"X
8" L
inte
l with
effe
ctive
spa
n of
48"
Apex
Loa
d =
(.33)
(W) (
L) =
.33
(35p
sf) (
48"/1
2) =
46#
FTCa
pacit
y of
8X8
linte
l with
effe
ctive
spa
n of
48"
(from
load
tabl
e fo
r live
load
s) =
114
4#/F
TTh
eref
ore,
the
linte
l has
sig
nific
ant e
xces
s ca
pacit
y, if
supe
rimpo
sed
load
is lo
cate
d w
ithin
ape
x ar
ea, t
hen
refe
r to
the
load
tabl
es to
ens
ure
suffic
ient c
apac
ity.
- 7 -
Top
Botto
m
2. N
omin
al lin
tel le
ngth
(inch
es)
3240
4854
5660
6466
7278
8084
8890
9610
210
410
811
211
412
012
813
213
614 4
3. M
ason
ry o
peni
ng L
1 (in
ches
)16
2432
3840
4448
5058
6264
6872
7480
8688
9296
9810
411
211
612
012 8
4. E
ffect
ive s
pan
L 2 (in
ches
)24
3240
4648
5256
5864
7072
7680
8288
9496
100
104
106
112
120
124
128
13 65.
Max
imum
allo
wab
le lo
ad U
nfac
tore
d(lb
s/ft.
)22
1716
6313
3011
5711
0810
2395
091
783
176
073
970
066
565
060
556
655
453
251
150
247
544
342
941
639 1
Dead
Loa
d(lb
s/ft.
)15
8311
8795
082
679
173
067
965
559
354
452
850
047
546
443
240
439
538
036
535
833
931
630
629
727 9
Live
Loa
d(lb
s/ft.
)13
0497
878
268
065
160
155
953
948
944
742
841
138
538
235
633
432
531
330
029
527
926
025
224
523 0
6. M
axim
um b
endi
ng
mom
ent c
apac
ity M
1(ft
.-lbs
.)58
9658
9658
9658
9658
9658
9658
9658
9610
434
1043
410
434
1043
410
434
1043
410
434
1043
410
434
1043
410
434
1043
410
434
1563
215
632
1563
215
632
D esig
n Da
taf x
= 5,
000
psi (m
inim
um)
f y =
60,0
00 p
si (p
er A
STM
-A61
5)Av
erag
e w
eight
per
linea
l foo
t of b
eam
- 50
lbs
(Gro
uted
Sol
id)
Seism
ic Ca
pabi
lityDe
sign
form
ulas
as
per A
CI 3
18-1
2M
n= M
omen
t gov
erne
d by
ultim
ate
stre
ngth
= 0
.9 (A
2)(f 2)
(d-
a/2)
Vn=
She
ar g
over
ned
by u
ltimat
e st
reng
thM
n= 1
/8 W
n (L 2
)2
V n=
1/2
WnL
2
max
= M
axim
um a
llow
able
defle
ctio
n =
L 2/3
60≤0
.3" (
9ft L
inte
l) UL
Fire
Rat
ings
1-1
/2 h
our
Typi
cal S
ectio
n:W
idth
(W) =
5-5
/8"
Heig
ht (H
) = 7
.625
"Ef
f. De
pth
(d) =
H-1
-1/2
" 1/2
" bar
dia.
As a
min
imum
, the
linte
ls ca
rry th
e ap
ex a
rea
abov
e th
e sp
an. A
n ex
ampl
e of
the
unifo
rm e
quiva
lent a
pex
load
calc
ulat
ion
follo
ws.
Hollo
w m
ason
ry b
lock
weig
hts
for d
eter
min
ing
unifo
rm e
quiva
lent a
pex
load
on
linte
l: 6"
blo
ck w
eight
= 3
0 ps
f (Ho
llow
)12
" blo
ck w
eight
= 5
0 ps
f (Ho
llow
)
Equi
valen
t loa
d of
ape
x ar
ea =
.33
WL
Effe
ctive
spa
n "L
" of l
inte
l (cen
terlin
e of
bea
ring
to c
ente
rline
of b
earin
g).
Weig
ht o
f mas
onry
blo
ck "W
" PSF
EXAM
PLE
Equi
valen
t ape
x lo
ad fo
r 6"X
8" L
inte
l with
effe
ctive
spa
n of
48"
Apex
Loa
d =
(.33)
(W) (
L) =
.33
(35p
sf/2
) (48
"/12)
= 2
0#FT
C
apac
ity o
f 6X8
linte
l with
effe
ctive
spa
n of
48"
(fr
om lo
ad ta
ble
for l
ive lo
ads)
= 2
916#
/FT
Th
eref
ore,
the
linte
l has
sig
nific
ant e
xces
s ca
pacit
y, if
supe
rimpo
sed
load
is lo
cate
d w
ithin
ape
x ar
ea, t
hen
refe
r to
the
load
tabl
es to
ens
ure
suffic
ient c
apac
ity.
6x8
"U"
LIN
TELS
5,
000
psi P
REC
AST
BO
ND
BEA
M L
INTE
LSSe
lf W
eigh
t 34#
/ft1.
Rein
forc
emen
t ro
ds (A
1)(2
) #3
(2) #
3(2
) #3
(2) #
5
900
North
Har
tley
Stre
et, Y
ork,
PA
1740
4 |
717.
792.
4700
| w
ww.
york
build
ing.
com
U- L
INTE
LS -
6" x
8"
BON
D BE
AM(S
EE S
ECTI
ON
)
SEIS
MIC
REIN
FORC
ING
45°
EFFE
CTIV
E SP
AN (L
2)
MAS
ONRY
OPE
NIN
G (L
1)
H
SEIS
MIC
REI
NFO
RCEM
ENT
H=1/
2
EFFE
CTIV
E SP
ACE
APEX
AR
EA
SUPE
RIM
POSE
D LO
ADS
ABOV
E AP
EX
(
NOT
CARR
IED
BY L
INTE
L)
- 8 -
Top
Botto
m
2. N
omin
al lin
tel le
ngth
(inch
es)
3236
4042
4448
5456
6064
6672
7880
8488
9096
102
104
108
112
114
120
128
132
136
144
3. M
ason
ry o
peni
ng L
1 (in
ches
)16
2024
2628
3238
4044
4850
5862
6468
7274
8086
8892
9698
104
112
116
120
128
4. E
ffect
ive s
pan
L 2 (in
ches
)24
2832
3436
4048
4852
5658
6470
7276
8082
8894
9610
010
410
611
212
012
412
813
65.
Max
imum
all
owab
le lo
ad
Unfa
ctor
ed(lb
s/ft.
)29
5725
3422
1720
8719
7117
4415
4414
7813
6712
6712
2311
0910
1498
593
488
786
580
675
573
971
068
266
963
459
157
255
452
2
Dead
Loa
d(lb
s/ft.
)21
1218
1015
8314
9014
0812
4511
0210
5597
690
587
479
272
470
366
763
461
857
653
952
850
748
747
845
342
240
839
637
3
Live
Loa
d(lb
s/ft.
)17
3914
9013
0412
2711
5910
2490
886
980
474
571
965
259
657
954
952
250
947
444
443
541
740
139
337
334
733
632
630
76.
Max
imum
ben
ding
m
omen
t cap
acity
M1
(ft.-l
bs.)
5896
5896
5896
5896
5896
5896
5896
5896
5896
5896
5896
1043
410
434
1043
410
434
1043
410
434
1043
410
434
1043
410
434
1043
410
434
1043
415
632
1563
215
632
1563
2
D esig
n Da
taf x
= 5,
000
psi (m
inim
um)
f y =
60,0
00 p
si (p
er A
STM
-A61
5)Av
erag
e w
eight
per
linea
l foo
t of b
eam
- 65
lbs
(Gro
uted
So
lid) S
eism
ic Ca
pabi
lityDe
sign
form
ulas
as
per A
CI 3
18-1
2M
n= M
omen
t gov
erne
d by
ultim
ate
stre
ngth
= 0
.9 (A
2)(f 2)
(d-
a/2)
Vn=
She
ar g
over
ned
by u
ltimat
e st
reng
thM
n= 1
/8 W
n (L 2
)2
V n=
1/2
WnL
2
max
= M
axim
um a
llow
able
defle
ctio
n =
L 2/3
60≤0
.3" (
9ft L
inte
l) UL
Fire
Rat
ings
1-1
/2 h
our
T ypi
cal S
ectio
n:W
idth
(W) =
7-5
/8"
Heig
ht (H
) = 7
.625
"Ef
f. De
pth
(d) =
H-1
-1/2
" 1/2
" bar
dia.
As a
min
imum
, the
linte
ls ca
rry th
e ap
ex a
rea
abov
e th
e sp
an. A
n ex
ampl
e of
the
unifo
rm e
quiva
lent a
pex
load
calc
ulat
ion
follo
ws.
Hollo
w m
ason
ry b
lock
weig
hts
for d
eter
min
ing
unifo
rm e
quiva
lent a
pex
load
on
linte
l: 8"
blo
ck w
eight
= 3
5 ps
f (Ho
llow
)12
" blo
ck w
eight
= 5
0 ps
f (Ho
llow
)
Equi
valen
t loa
d of
ape
x ar
ea =
.33
WL
Effe
ctive
spa
n "L
" of l
inte
l (cen
terlin
e of
bea
ring
to c
ente
rline
of b
earin
g).
Weig
ht o
f mas
onry
blo
ck "W
" PSF
EXAM
PLE
Equi
valen
t ape
x lo
ad fo
r 8"X
8" L
inte
l with
effe
ctive
spa
n of
48"
Apex
Loa
d =
(.33)
(W) (
L) =
.33
(35p
sf) (
48"/1
2) =
46#
FT
Cap
acity
of 8
X8 lin
tel w
ith e
ffect
ive s
pan
of 4
8"
(from
load
tabl
e fo
r live
load
s) =
298
8#/F
T
Ther
efor
e, th
e lin
tel h
as s
igni
fican
t exc
ess
capa
city,
if
su
perim
pose
d lo
ad is
loca
ted
with
in a
pex
area
, the
n
re
fer t
o th
e lo
ad ta
bles
to e
nsur
e su
fficien
t cap
acity
.
1. R
einf
orce
men
t ro
ds (A
1)
8x8
"U"
LIN
TELS
5,
000
psi P
REC
AST
BO
ND
BEA
M L
INTE
LSSe
lf W
eigh
t 39#
/ft(2
) #3
(2) #
3(2
) #3
(2) #
5
900
North
Har
tley
Stre
et, Y
ork,
PA
1740
4 |
717.
792.
4700
| w
ww.
york
build
ing.
com
U- L
INTE
LS -
8" x
8"
BON
D BE
AM(S
EE S
ECTI
ON
)
SEIS
MIC
REIN
FORC
ING
45°
EFFE
CTIV
E SP
AN (L
2)
MAS
ONRY
OPE
NIN
G (L
1)
H
SEIS
MIC
REI
NFO
RCEM
ENT
H=1/
2
EFFE
CTIV
E SP
ACE
APEX
AR
EA
SUPE
RIM
POSE
D LO
ADS
ABOV
E AP
EX
(
NOT
CARR
IED
BY L
INTE
L)
- 9 -
Top
Botto
m
2. N
omin
al lin
tel le
ngth
(inch
es)
3240
4854
5660
6466
7278
8084
8890
9610
210
410
811
211
412
012
813
213
614
4
3. M
ason
ry o
peni
ng L
1 (in
ches
)16
2432
3840
4448
5058
6264
6872
7480
8688
9296
9810
411
211
612
012
8
4. E
ffect
ive s
pan
L 2 (in
ches
)24
3240
4648
5256
5864
7072
7680
8288
9496
100
104
106
112
120
124
128
136
5. M
axim
um a
llow
able
load
Unf
acto
red
(lbs/
ft.)
3760
2820
2256
1961
1880
1735
1611
1555
1410
1289
1253
1187
1128
1100
1025
960
940
902
868
851
805
752
727
705
663
Fact
ored
Dea
dLo
ad (1
.4)
(lbs/
ft.)
2685
2014
1611
1440
1342
1239
1150
1110
1007
921
895
848
805
785
732
685
671
644
620
608
575
537
519
504
474
Fact
ored
Live
Load
(1.7
)(lb
s/ft.
)22
1216
5913
2711
5411
0610
2094
791
482
975
873
769
866
464
760
356
555
353
051
050
047
344
742
241
539
06.
Max
imum
ben
ding
m
omen
t cap
acity
M1
(ft.-l
bs.)
1568
015
680
1568
015
680
1568
015
680
1568
015
680
1568
015
680
1568
015
680
1568
015
680
1568
015
680
1568
015
680
1568
015
680
1568
015
680
1568
015
680
1568
0
10x8
"U
" LI
NTE
LS
5,00
0 ps
i PR
ECAS
T B
ON
D B
EAM
LIN
TELS
Self
Wei
ght 5
5#/ft
1. R
einfo
rcem
ent
rods
(A1)
(2) #
3(2
) #5
D esig
n Da
taf x
= 5,
000
psi (m
inim
um)
f y =
60,0
00 p
si (p
er A
STM
-A61
5)Av
erag
e se
lf w
eight
per
linea
l foo
t of b
eam
- 83
lbs
(Gro
uted
So
lid) S
eism
ic Ca
pabi
lityDe
sign
form
ulas
as
per A
CI 3
18-1
2M
n= M
omen
t gov
erne
d by
ultim
ate
stre
ngth
= 0
.9 (A
2)(f 2)
(d-a
/2)
V n=
Shea
r gov
erne
d by
ultim
ate
stre
ngth
Mn=
1/8
Wn (
L 2)2
V n=
1/2
WnL
2
max
= M
axim
um a
llow
able
defle
ctio
n =
L 2/3
60≤0
.3"
UL F
ire R
atin
gs 1
-1/2
hou
r
Typi
cal S
ectio
n:W
idth
(W) =
9-5
/8"
Heig
ht (H
) = 7
.625
"Ef
f. De
pth
(d) =
H-1
-1/2
" 1/2
" bar
dia.
As a
min
imum
, the
linte
ls ca
rry th
e ap
ex a
rea
abov
e th
e sp
an. A
n ex
ampl
e of
the
unifo
rm e
quiva
lent a
pex
load
calc
ulat
ion
follo
ws.
Hollo
w m
ason
ry b
lock
weig
hts
for d
eter
min
ing
unifo
rm e
quiva
lent a
pex
load
on
linte
l: 6"
blo
ck w
eight
= 3
0 ps
f (Ho
llow
)12
" blo
ck w
eight
= 5
0 ps
f (Ho
llow
)
Equi
valen
t loa
d of
ape
x ar
ea =
.33
WL
Effe
ctive
spa
n "L
" of l
inte
l (cen
terlin
e of
bea
ring
to c
ente
rline
of b
earin
g).
Weig
ht o
f mas
onry
blo
ck "W
" PSF
EXAM
PLE
Equi
valen
t ape
x lo
ad fo
r 10"
X8" L
inte
l with
effe
ctive
spa
n of
48"
Apex
Loa
d =
(.33)
(W) (
L) =
.33
(60p
sf) (
48"/1
2) =
80#
FT
Cap
acity
of 1
0X8
linte
l with
effe
ctive
spa
n of
48"
(fr
om lo
ad ta
ble
for l
ive lo
ads)
= 1
106#
/FT
Th
eref
ore,
the
linte
l has
sig
nific
ant e
xces
s ca
pacit
y, if
supe
rimpo
sed
load
is lo
cate
d w
ithin
ape
x ar
ea, t
hen
refe
r to
the
load
tabl
es to
ens
ure
suffic
ient c
apac
ity.
900
North
Har
tley
Stre
et, Y
ork,
PA
1740
4 |
717.
792.
4700
| w
ww.
york
build
ing.
com
U- L
INTE
LS -
10" x
8"
45°
EFFE
CTIV
E SP
AN (L
2)
MAS
ONRY
OPE
NIN
G (L
1)
H
SEIS
MIC
REI
NFO
RCEM
ENT
H=1/
2
EFFE
CTIV
E SP
ACE
APEX
AR
EA
SUPE
RIM
POSE
D LO
ADS
ABOV
E AP
EX
(
NOT
CARR
IED
BY L
INTE
L)
BON
D BE
AM(S
EE S
ECTI
ON
)
SEIS
MIC
REIN
FORC
ING
- 10 -
Top
Botto
m
2. N
omin
al lin
tel le
ngth
(inch
es)
3240
4854
5660
6466
7278
8084
8890
9610
210
410
811
211
412
012
813
213
614
4
3. M
ason
ry o
peni
ng L
1 (in
ches
)16
2432
3840
4448
5058
6264
6872
7480
8688
9296
9810
411
211
612
012
8
4. E
ffect
ive s
pan
L 2 (in
ches
)24
3240
4648
5256
5864
7072
7680
8288
9496
100
104
106
112
120
124
128
136
5. M
axim
um a
llow
able
load
Unf
acto
red
(lbs/
ft.)
4435
3326
2661
2314
2217
2047
1900
1835
1663
1520
1478
1400
1330
1298
1209
1132
1108
1064
1023
1004
950
887
858
831
782
Fact
ored
Dea
dLo
ad (1
.4)
(lbs/
ft.)
3167
2375
1900
1652
1583
1462
1357
1311
1188
1086
1056
1000
950
927
863
808
791
760
730
717
678
633
613
593
558
Fact
ored
Live
Load
(1.7
)(lb
s/ft.
)26
0819
5615
6513
6113
0412
0411
1710
7997
889
486
982
378
276
371
166
565
262
660
259
055
952
250
548
946
06.
Max
imum
ben
ding
m
omen
t cap
acity
M1
(ft.-l
bs.)
1600
016
000
1600
016
000
1600
016
000
1600
016
000
1600
016
000
1600
016
000
1600
016
000
1600
016
000
1600
016
000
1600
016
000
1600
016
000
1600
016
000
1600
0
As a
min
imum
, the
linte
ls ca
rry th
e ap
ex a
rea
abov
e th
e sp
an. A
n ex
ampl
e of
the
unifo
rm e
quiva
lent a
pex
load
calc
ulat
ion
follo
ws.
Hollo
w m
ason
ry b
lock
weig
hts
for d
eter
min
ing
unifo
rm e
quiva
lent a
pex
load
on
linte
l: 6"
blo
ck w
eight
= 3
0 ps
f (Ho
llow
)12
" blo
ck w
eight
= 5
0 ps
f (Ho
llow
)
Equi
valen
t loa
d of
ape
x ar
ea =
.33
WL
Effe
ctive
spa
n "L
" of l
inte
l (cen
terlin
e of
bea
ring
to c
ente
rline
of b
earin
g).
Weig
ht o
f mas
onry
blo
ck "W
" PSF
EXAM
PLE
Equi
valen
t ape
x lo
ad fo
r 12"
X8" L
inte
l with
effe
ctive
spa
n of
48"
Apex
Loa
d =
(.33)
(W) (
L) =
.33
(60p
sf) (
48"/1
2) =
80#
FT
Cap
acity
of 1
2X8
linte
l with
effe
ctive
spa
n of
48"
(fr
om lo
ad ta
ble
for l
ive lo
ads)
= 3
330#
/FT
Th
eref
ore,
the
linte
l has
sig
nific
ant e
xces
s ca
pacit
y, if
supe
rimpo
sed
load
is lo
cate
d w
ithin
ape
x ar
ea, t
hen
refe
r to
the
load
tabl
es to
ens
ure
suffic
ient c
apac
ity.
(2) #
3(2
) #5
12x8
"U
" LI
NTE
LS
5,00
0 ps
i PR
ECAS
T B
ON
D B
EAM
LIN
TELS
Self
Wei
ght 7
0#/ft
Desig
n Da
taf x
= 5,
000
psi (m
inim
um)
f y =
60,0
00 p
si (p
er A
STM
-A61
5)Av
erag
e se
lf w
eight
per
linea
l foo
t of b
eam
- 10
0 lb
s (G
rout
ed
Solid
) Seis
mic
Capa
bility
Desig
n fo
rmul
as a
s pe
r ACI
318
-12
Mn=
Mom
ent g
over
ned
by u
ltimat
e st
reng
th =
0.9
(A2)(
f 2)(d
-a/2
) V n
= Sh
ear g
over
ned
by u
ltimat
e st
reng
thM
n= 1
/8 W
n (L 2
)2
V n=
1/2
WnL
2
max
= M
axim
um a
llow
able
defle
ctio
n =
L 2/3
60≤0
.3"
UL F
ire R
atin
gs 1
-1/2
hou
r
Typi
cal S
ectio
n:W
idth
(W) =
11-
5/8"
Heig
ht (H
) = 7
.625
"Ef
f. De
pth
(d) =
H-1
-1/2
" 1/2
" bar
dia.
1. R
einfo
rcem
ent
rods
(A1)
900
North
Har
tley
Stre
et, Y
ork,
PA
1740
4 |
717.
792.
4700
| w
ww.
york
build
ing.
com
U- L
INTE
LS -
12" x
8"
BON
D BE
AM(S
EE S
ECTI
ON
)
SEIS
MIC
REIN
FORC
ING
45°
EFFE
CTIV
E SP
AN (L
2)
MAS
ONRY
OPE
NIN
G (L
1)
H
SEIS
MIC
REI
NFO
RCEM
ENT
H=1/
2
EFFE
CTIV
E SP
ACE
APEX
AR
EA
SUPE
RIM
POSE
D LO
ADS
ABOV
E AP
EX
(
NOT
CARR
IED
BY L
INTE
L)
- 11 -
900 North Hartley Street
York, PA 17404
717.792.4700
www.yorkbuilding.com
© 2019 York Building Products. All rights reserved. 010319-200-POS
![8 PSF.. PSF.., PSKF.., PSBF..166 Каталог Œ Низколюфтовые мотор-редукторы с серводвигателем (bsf.., psf..) psf.. ds../cm.. [nm] psf..](https://static.fdocuments.net/doc/165x107/60aae1c0b44f99541163ed48/8-psf-psf-pskf-psbf-166-f.jpg)
