CONCRETE LINTEL
SPECIFICATION GUIDE
900 North Hartley Street, York, PA 17404
717.792.4700 | www.yorkbuilding.com
STOCK SOLID LINTEL SIZING OVERVIEW
4" x 8" SOLID LINTELS
#3
Lintel Length
30" to 68"
#3
#3
#3
#4
Lintel Length
72" to 88"
Lintel Length
90" to 96"
#3
#5
Lintel Length
102" to 144"
6" x 8" SOLID LINTELS
#3
Lintel Length
30" to 64"
#3
#3
#3
#4
Lintel Length
72” to 88”
Lintel Length
90” to 96”
#3
#5
Lintel Length
104” to 144”
8" x 8" SOLID LINTELS
#3
#3
Lintel Length
40" to 64"
#3
#3
#3
#3
#3
#3
#4
#4
Lintel Length
72" to 88"
Lintel Length
96"
#3
#5
#3
#5
Lintel Length
108" to 144"
Special rebar schedules available upon request.
Rebar is grade 60 steel ASTM 615
Concrete compressive strength is 3,000 PSI
Minimum fire rating is 1 1/2 hours
Rebar placement:
Clearance from bottom: 1 1/2"
Clearance from top: 1 1/2"
U-LINTEL SIZING OVERVIEW
6" x 8" U-LINTELS
8" x 8" U-LINTELS
#3 rebar
#3 rebar
#5 rebar
#5 rebar
5 1/2” long horizontal notch
for seismic reinforcing.
10" x 8" U-LINTELS
5 1/2” long horizontal notch
for seismic reinforcing.
12" x 8" U-LINTELS
#3 rebar
#3 rebar
#5 rebar
#5 rebar
5 1/2” long horizontal notch
for seismic reinforcing.
5 1/2” long horizontal notch
for seismic reinforcing.
Notch to allow for
seismic reinforcing.
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. Special rebar schedules available upon request.
Rebar is grade 60 steel ASTM 615
5,000 PSI concrete mix design
Minimum fire rating is 1 1/2 hours
Rebar placement:
Clearance from bottom: 1 1/2"
Clearance from top: 1 1/2"
Load Tables
SOL ID L IN TELS:
4" x 8"
6" x 8"
8" x 8"
U -L IN TELS:
6" x 8"
8" x 8"
10" x 8"
12" x 8"
4X8 SOLID LINTELS
(ft.-lbs.)
(lbs/ft.)
(lbs/ft.)
577
701
506
615
861
32
24
475
577
808
34
26
42
Typical Section:
Width (W) = 3.625"
Height (H) = 7.625"
Eff. Depth (d) = H-1-1/2" 1/2" bar dia.
Mn= 1/8 Wn (L2)
Vn= 1/2 WnL2
max = Maximum allowable deflection = L 2/360≤0.3"
UL Fire Ratings 1-1/2 hour
2
449
545
763
36
28
44
404
490
687
40
32
48
46
38
54
351
426
597
Not required
336
408
572
48
40
56
52
44
60
310
377
528
(1) #3
288
350
490
56
48
64
279
338
474
58
50
66
252
306
429
64
58
72
230
280
392
70
62
78
225
273
382
72
64
80
212
258
361
76
68
84
202
245
343
80
72
88
197
239
335
82
74
90
88
80
96
183
223
312
(1) #4
Self Weight 28#/ft
172
208
292
94
86
102
168
204
286
96
88
104
(1) #3
162
196
275
100
92
108
155
188
264
104
96
112
152
185
259
106
98
114
144
175
245
112
104
120
(1) #5
135
164
229
120
112
128
130
158
221
124
116
132
126
153
214
128
120
136
119
144
202
136
128
144
H
MASONRY OPENING (L1)
EFFECTIVE SPAN (L2)
SEISMIC REINFORCEMENT
45°
Equivalent load of apex area = .33 WL
Equivalent loadEffective
of apex span
area ="L"
.33
ofWL
lintel (centerline of bearing to centerline of bearing).
Effective span "L"
of lintel
(centerline
of bearing
Weight
of masonry
block
"W" PSFto centerline of bearing).
Weight of masonry
block "W" PSF
EXAMPLE
LOADS ABOVE APEX
EXAMPLE
Equivalent apex load for 4"X8" Lintel with effective span of 48" SUPERIMPOSED
(NOT CARRIED BY LINTEL)
Equivalent apex
loadLoad
for 4"X8"
Lintel
with
effective
span
of 48" = 23#FT
Apex
= (.33)
(W) (L)
= .33
(35psf/2)
(48"/12)
Apex Load = (.33) (W)
(L) = .33of(35psf/2)
(48"/12)
= 23#FTspan of 48"
Capacity
4X8 lintel
with effective
Capacity of 4X8
lintelload
withtable
effective
span
of 48"
(from
for live
loads)
= 572#/FT
(from load table
for live loads)
= 572#/FT
Therefore,
the lintel
has significant excess capacity, if
Therefore, the lintel
has significant
capacity,
superimposed
load isexcess
located
within ifapex area, then
superimposed load
within
area, then
referistolocated
the load
tablesapex
to ensure
sufficient capacity.
APEX AREA
refer to the load tables to ensure sufficient capacity.
Hollow masonry block weights for determining uniform equivalent apex load on lintel:
Hollow masonry
8"block
blockweights
weight =for
35determining
psf (Hollow)uniform equivalent apex load on lintel:
8" block weight12"
= 35
psf (Hollow)
block
weight = 50 psf (Hollow)
12" block weight = 50 psf (Hollow)
As a minimum, the lintels carry the apex area above the span. An example of the
As a minimum,uniform
the lintels
carry theapex
apexload
areacalculation
above the span.
An example of the
equivalent
follows.
uniform equivalent apex load calculation follows.
H=1/2
EFFECTIVE SPACE
BOND BEAM
(SEE SECTION)
SEISMIC
REINFORCING
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
673
817
982
28
20
40
Design Data
fx = 3,000 psi (minimum)
fy = 60,000 psi (per ASTM-A615)
Average weight per lineal foot of beam - 33 lbs
Seismic Capability
Design formulas as per ACI 318-12
Mn= Moment governed by ultimate strength = 0.9 (A 2)(f2)(d-a/2)
Vn= Shear governed by ultimate strength
Live Load
6. Maximum bending
moment capacity M1
Dead Load
1145
24
4. Effective span L2 (inches)
5. Maximum allowable
load Unfactored
(lbs/ft.)
16
3. Masonry opening L1 (inches)
36
3,000 psi (Dry mix)
32
Top
Bottom
2. Nominal lintel length (inches)
1. Reinforcement
rods (A1)
900 North Hartley Street, York, PA 17404 | 717.792.4700 | www.yorkbuilding.com
SOLID LINTELS - 4" x 8"
6x8 SOLID LINTELS
24
4. Effective span L2 (inches)
5. Maximum allowable
load Unfactored
Typical Section:
Width (W) = 5.625"
Height (H) = 7.625"
Eff. Depth (d) = H-1-1/2" 1/2" bar dia.
Mn= 1/8 Wn (L2)2
Vn= 1/2 WnL2
max = Maximum allowable deflection = L2/360≤0.3"
UL Fire Ratings 1-1/2 hour
5660
757
920
1288
32
24
40
5660
605
735
1030
40
32
48
5660
504
613
858
48
40
56
433
526
736
56
48
64
5660
(1) #3
5660
379
460
644
64
58
72
Equivalent load of apex area = .33 WL
Effective span "L" of lintel (centerline of bearing to centerline of bearing).
Weight of masonry block "W" PSF
EXAMPLE
Equivalent apex load for 6"X8" Lintel with effective span of 48"
Apex Load = (.33) (W) (L) = .33 (32psf/2) (48"/12) = 43#FT
Capacity of 6X8 lintel with effective span of 48"
(from load table for live loads) = 858#/FT
Therefore, the lintel has significant excess capacity, if
superimposed load is located within apex area, then
refer to the load tables to ensure sufficient capacity.
Hollow masonry block weights for determining uniform equivalent apex load on
lintel:
6" block weight = 32 psf (Hollow)
12" block weight = 50 psf (Hollow)
As a minimum, the lintels carry the apex area above the span. An example of the
uniform equivalent apex load calculation follows.
5660
(ft.-lbs.)
Design Data
fx = 3,000 psi (minimum)
fy = 60,000 psi (per ASTM-A615)
Average weight per lineal foot of beam - 50 lbs
Seismic Capability
Design formulas as per ACI 318-12
Mn= Moment governed by ultimate strength = 0.9 (A 2)(f2)(d-a/2)
Vn= Shear governed by ultimate strength
1010
(lbs/ft.)
Live Load
6. Maximum bending
moment capacity M1
1226
(lbs/ft.)
Dead Load
1717
16
3. Masonry opening L1 (inches)
(lbs/ft.)
32
Not required
3,000 psi (Dry mix)
Top
Bottom
2. Nominal lintel length (inches)
1. Reinforcement
rods (A 1)
5660
336
408
572
72
64
80
H
5660
275
334
468
88
80
96
7744
252
306
429
96
88
MASONRY OPENING (L1)
EFFECTIVE SPAN (L2)
SEISMIC REINFORCEMENT
45°
APEX AREA
233
283
396
104
96
112
7744
(1) #3
104
SUPERIMPOSED LOADS ABOVE APEX
(NOT CARRIED BY LINTEL)
5660
303
368
515
80
72
88
(2) #4
Self Weight 42#/ft
H=1/2
EFFECTIVE SPACE
7744
216
263
368
112
104
120
202
245
343
120
112
128
7744
(1) #5
7744
189
230
322
128
120
136
SEISMIC
REINFORCING
BOND BEAM
(SEE SECTION)
7744
178
216
303
136
128
144
900 North Hartley Street, York, PA 17404 | 717.792.4700 | www.yorkbuilding.com
SOLID LINTELS - 6" x 8"
8x8 SOLID LINTELS
32
4. Effective span L2 (inches)
5. Maximum allowable
load Unfactored
Typical Section:
Width (W) = 7.625"
Height (H) = 7.625"
Eff. Depth (d) = H-1-1/2" 1/2" bar dia.
Mn= 1/8 Wn (L2)2
Vn= 1/2 WnL2
max = Maximum allowable deflection = L2/360≤0.3"
UL Fire Ratings 1-1/2 hour
2898
808
981
1374
40
32
48
2898
673
817
1144
48
40
56
2898
576
700
980
56
48
64
(2) #3
(2) #3
2898
505
613
858
64
58
72
4900
449
546
764
72
64
80
4900
403
490
686
80
72
88
367
445
H
4900
Hollow masonry block weights for determining uniform equivalent apex load on
lintel:
8" block weight = 35 psf (Hollow)
12" block weight = 50 psf (Hollow)
Equivalent load of apex area = .33 WL
Effective span "L" of lintel (centerline of bearing to centerline of bearing).
Weight of masonry block "W" PSF
EXAMPLE
Equivalent apex load for 8"X8" Lintel with effective span of 48"
Apex Load = (.33) (W) (L) = .33 (35psf) (48"/12) = 46#FT
Capacity of 8X8 lintel with effective span of 48"
(from load table for live loads) = 1144#/FT
Therefore, the lintel has significant excess capacity, if
superimposed load is located within apex area, then
refer to the load tables to ensure sufficient capacity.
88
80
96
624
(2) #4
Self Weight 56#/ft
As a minimum, the lintels carry the apex area above the span. An example of the
uniform equivalent apex load calculation follows.
2898
(ft.-lbs.)
Design Data
fx = 3,000 psi (minimum)
fy = 60,000 psi (per ASTM-A615)
Average weight per lineal foot of beam - 65 lbs
Seismic Capability
Design formulas as per ACI 318-12
Mn= Moment governed by ultimate strength = 0.9 (A 2)(f2)(d-a/2)
Vn= Shear governed by ultimate strength
1013
(lbs/ft.)
Live Load
6. Maximum bending
moment capacity M1
1230
(lbs/ft.)
Dead Load
1722
24
3. Masonry opening L1 (inches)
(lbs/ft.)
40
Top
Bottom
3,000 psi (Dry mix)
2. Nominal lintel length (inches)
1. Reinforcement
rods (A 1)
4900
310
377
528
104
96
112
MASONRY OPENING (L1)
EFFECTIVE SPAN (L2)
SEISMIC REINFORCEMENT
45°
APEX AREA
SUPERIMPOSED LOADS ABOVE APEX
(NOT CARRIED BY LINTEL)
4900
336
408
572
96
88
104
4900
288
350
490
112
104
120
4900
269
327
458
120
112
128
H=1/2
EFFECTIVE SPACE
(2) #3
(2) #5
4900
252
305
428
128
120
136
BOND BEAM
(SEE SECTION)
SEISMIC
REINFORCING
4900
237
288
404
136
128
144
900 North Hartley Street, York, PA 17404 | 717.792.4700 | www.yorkbuilding.com
SOLID LINTELS - 8" x 8"
6x8 "U" LINTELS
1304
5896
(ft.-lbs.)
1583
(lbs/ft.)
(lbs/ft.)
5896
978
1187
1663
32
24
40
5896
782
950
1330
40
32
48
Typical Section:
Width (W) = 5-5/8"
Height (H) = 7.625"
Eff. Depth (d) = H-1-1/2" 1/2" bar dia.
Mn= 1/8 Wn (L2)2
Vn= 1/2 WnL2
max = Maximum allowable deflection = L 2/360≤0.3" (9ft Lintel)
UL Fire Ratings 1-1/2 hour
Design Data
fx = 5,000 psi (minimum)
fy = 60,000 psi (per ASTM-A615)
Average weight per lineal foot of beam - 50 lbs (Grouted Solid)
Seismic Capability
Design formulas as per ACI 318-12
Mn= Moment governed by ultimate strength = 0.9 (A 2)(f2)(d-a/2)
Vn= Shear governed by ultimate strength
Live Load
6. Maximum bending
moment capacity M1
Dead Load
24
4. Effective span L2 (inches)
5. Maximum allowable
load Unfactored
2217
16
3. Masonry opening L1 (inches)
(lbs/ft.)
32
5896
680
826
1157
46
38
54
48
40
56
5896
651
791
1108
(2) #3
5896
559
679
950
56
48
64
489
593
831
64
58
72
447
544
760
70
62
78
428
528
739
72
64
80
411
500
700
76
68
84
385
475
665
80
72
88
(2) #5
382
464
650
82
74
90
356
432
605
88
80
96
(2) #3
334
404
566
94
86
102
325
395
554
96
88
104
313
380
532
100
92
108
300
365
511
104
96
112
295
358
502
106
98
114
279
339
475
112
104
120
260
316
443
120
112
128
252
306
429
124
116
132
(2) #3
245
297
416
128
120
136
230
279
391
136
128
144
H
Equivalent load of apex area = .33 WL
Effective span "L" of lintel (centerline of bearing to centerline of bearing).
Weight of masonry block "W" PSF
EXAMPLE
Equivalent apex load for 6"X8" Lintel with effective span of 48"
Apex Load = (.33) (W) (L) = .33 (35psf/2) (48"/12) = 20#FT
Capacity of 6X8 lintel with effective span of 48"
(from load table for live loads) = 2916#/FT
Therefore, the lintel has significant excess capacity, if
superimposed load is located within apex area, then
refer to the load tables to ensure sufficient capacity.
MASONRY OPENING (L1)
EFFECTIVE SPAN (L2)
SEISMIC REINFORCEMENT
45°
APEX AREA
SUPERIMPOSED LOADS ABOVE APEX
(NOT CARRIED BY LINTEL)
Hollow masonry block weights for determining uniform equivalent apex load on lintel:
6" block weight = 30 psf (Hollow)
12" block weight = 50 psf (Hollow)
H=1/2
EFFECTIVE SPACE
SEISMIC
REINFORCING
BOND BEAM
(SEE SECTION)
5896 10434 10434 10434 10434 10434 10434 10434 10434 10434 10434 10434 10434 10434 15632 15632 15632 15632
539
655
917
58
50
66
Self Weight 34#/ft
As a minimum, the lintels carry the apex area above the span. An example of the
uniform equivalent apex load calculation follows.
5896
601
730
1023
52
44
60
5,000 psi PRECAST BOND BEAM LINTELS
Top
Bottom
2. Nominal lintel length (inches)
1. Reinforcement
rods (A1)
900 North Hartley Street, York, PA 17404 | 717.792.4700 | www.yorkbuilding.com
U- LINTELS - 6" x 8"
8x8 "U" LINTELS
24
(lbs/ft.)
(lbs/ft.)
4. Effective span L2 (inches)
5. Maximum allowable
load Unfactored
Dead Load
1739
5896
(lbs/ft.)
(ft.-lbs.)
2112
5896
1490
1810
2534
28
20
36
5896
1304
1583
2217
32
24
40
Typical Section:
Width (W) = 7-5/8"
Height (H) = 7.625"
Eff. Depth (d) = H-1-1/2" 1/2" bar dia.
Mn= 1/8 Wn (L2)2
Vn= 1/2 WnL2
max = Maximum allowable deflection = L2/360≤0.3" (9ft Lintel)
UL Fire Ratings 1-1/2 hour
Design Data
fx = 5,000 psi (minimum)
fy = 60,000 psi (per ASTM-A615)
Average weight per lineal foot of beam - 65 lbs (Grouted Solid)
Seismic Capability
Design formulas as per ACI 318-12
Mn= Moment governed by ultimate strength = 0.9 (A 2)(f2)(d-a/2)
Vn= Shear governed by ultimate strength
Live Load
6. Maximum bending
moment capacity M1
16
3. Masonry opening L1 (inches)
2957
32
5896
1227
1490
2087
34
26
42
5896
1024
1245
1744
40
32
48
5896
908
1102
1544
48
38
54
5896
869
1055
1478
48
40
56
5896
804
976
1367
52
44
60
5896
745
905
1267
56
48
64
652
792
1109
64
58
72
596
724
1014
70
62
78
579
703
985
72
64
80
(2) #5
549
667
934
76
68
84
522
634
887
80
72
88
509
618
865
82
74
90
474
576
806
88
80
96
(2) #3
444
539
755
94
86
102
435
528
739
96
88
104
417
507
710
100
92
108
401
487
682
104
96
112
393
478
669
106
98
114
373
453
634
112
104
120
347
422
591
120
112
128
336
408
572
124
116
132
(2) #3
326
396
554
128
120
136
307
373
522
136
128
144
Equivalent load of apex area = .33 WL
Effective span "L" of lintel (centerline of bearing to centerline of bearing).
Weight of masonry block "W" PSF
EXAMPLE
Equivalent apex load for 8"X8" Lintel with effective span of 48"
Apex Load = (.33) (W) (L) = .33 (35psf) (48"/12) = 46#FT
Capacity of 8X8 lintel with effective span of 48"
(from load table for live loads) = 2988#/FT
Therefore, the lintel has significant excess capacity, if
superimposed load is located within apex area, then
refer to the load tables to ensure sufficient capacity.
H
MASONRY OPENING (L1)
EFFECTIVE SPAN (L2)
SEISMIC REINFORCEMENT
45°
APEX AREA
SUPERIMPOSED LOADS ABOVE APEX
(NOT CARRIED BY LINTEL)
Hollow masonry block weights for determining uniform equivalent apex load on lintel:
8" block weight = 35 psf (Hollow)
12" block weight = 50 psf (Hollow)
H=1/2
EFFECTIVE SPACE
SEISMIC
REINFORCING
BOND BEAM
(SEE SECTION)
5896 10434 10434 10434 10434 10434 10434 10434 10434 10434 10434 10434 10434 10434 15632 15632 15632 15632
719
874
1223
58
50
66
Self Weight 39#/ft
As a minimum, the lintels carry the apex area above the span. An example of the
uniform equivalent apex load calculation follows.
5896
1159
1408
1971
36
28
44
(2) #3
5,000 psi PRECAST BOND BEAM LINTELS
Top
Bottom
2. Nominal lintel length (inches)
1. Reinforcement
rods (A1)
900 North Hartley Street, York, PA 17404 | 717.792.4700 | www.yorkbuilding.com
U- LINTELS - 8" x 8"
10x8 "U" LINTELS
1659
2014
2820
32
24
1327
1611
2256
40
32
48
Mn= 1/8 Wn (L2)2
Vn= 1/2 WnL2
max = Maximum allowable deflection = L 2/360≤0.3"
UL Fire Ratings 1-1/2 hour
Design Data
fx = 5,000 psi (minimum)
fy = 60,000 psi (per ASTM-A615)
Average self weight per lineal foot of beam - 83 lbs (Grouted Solid)
Seismic Capability
Design formulas as per ACI 318-12
Mn= Moment governed by ultimate strength = 0.9 (A 2)(f2)(d-a/2)
Vn= Shear governed by ultimate strength
Typical Section:
Width (W) = 9-5/8"
Height (H) = 7.625"
Eff. Depth (d) = H-1-1/2" 1/2" bar dia.
1154
1440
1961
46
38
54
1106
1342
1880
48
40
56
1020
1239
1735
52
44
60
947
1150
1611
56
48
64
914
1110
1555
58
50
66
829
1007
1410
64
58
72
758
921
1289
70
62
78
737
895
1253
72
64
80
698
848
1187
76
68
84
Self Weight 55#/ft
664
805
1128
80
72
88
(2) #3
(2) #5
647
785
1100
82
74
90
603
732
1025
88
80
96
565
685
960
94
86
102
553
671
940
96
88
104
530
644
902
100
92
108
510
620
868
104
96
112
500
608
851
106
98
114
473
575
805
112
104
120
447
537
752
120
112
128
422
519
727
124
116
132
415
504
705
128
120
136
390
474
663
136
128
144
Equivalent load of apex area = .33 WL
Effective span "L" of lintel (centerline of bearing to centerline of bearing).
Weight of masonry block "W" PSF
EXAMPLE
Equivalent apex load for 10"X8" Lintel with effective span of 48"
Apex Load = (.33) (W) (L) = .33 (60psf) (48"/12) = 80#FT
Capacity of 10X8 lintel with effective span of 48"
(from load table for live loads) = 1106#/FT
Therefore, the lintel has significant excess capacity, if
superimposed load is located within apex area, then
refer to the load tables to ensure sufficient capacity.
H
MASONRY OPENING (L1)
EFFECTIVE SPAN (L2)
SEISMIC REINFORCEMENT
45°
APEX AREA
SUPERIMPOSED LOADS ABOVE APEX
(NOT CARRIED BY LINTEL)
Hollow masonry block weights for determining uniform equivalent apex load on lintel:
6" block weight = 30 psf (Hollow)
12" block weight = 50 psf (Hollow)
As a minimum, the lintels carry the apex area above the span. An example of the
uniform equivalent apex load calculation follows.
H=1/2
EFFECTIVE SPACE
SEISMIC
REINFORCING
BOND BEAM
(SEE SECTION)
15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680 15680
2212
(lbs/ft.)
(ft.-lbs.)
2685
(lbs/ft.)
24
4. Effective span L2 (inches)
5. Maximum allowable
load Unfactored
Factored Dead
Load (1.4)
Factored Live
Load (1.7)
6. Maximum bending
moment capacity M1
3760
16
3. Masonry opening L1 (inches)
(lbs/ft.)
32
40
5,000 psi PRECAST BOND BEAM LINTELS
Top
Bottom
2. Nominal lintel length (inches)
1. Reinforcement
rods (A1)
900 North Hartley Street, York, PA 17404 | 717.792.4700 | www.yorkbuilding.com
U- LINTELS - 10" x 8"
12x8 "U" LINTELS
1956
2375
3326
32
24
1565
1900
2661
40
32
48
Mn= 1/8 Wn (L2)2
Vn= 1/2 WnL2
max = Maximum allowable deflection = L 2/360≤0.3"
UL Fire Ratings 1-1/2 hour
Design Data
fx = 5,000 psi (minimum)
fy = 60,000 psi (per ASTM-A615)
Average self weight per lineal foot of beam - 100 lbs (Grouted Solid)
Seismic Capability
Design formulas as per ACI 318-12
Mn= Moment governed by ultimate strength = 0.9 (A 2)(f2)(d-a/2)
Vn= Shear governed by ultimate strength
Typical Section:
Width (W) = 11-5/8"
Height (H) = 7.625"
Eff. Depth (d) = H-1-1/2" 1/2" bar dia.
1361
1652
2314
46
38
54
1304
1583
2217
48
40
56
1204
1462
2047
52
44
60
1117
1357
1900
56
48
64
1079
1311
1835
58
50
66
978
1188
1663
64
58
72
894
1086
1520
70
62
78
869
1056
1478
72
64
80
823
1000
1400
76
68
84
Self Weight 70#/ft
782
950
1330
80
72
88
(2) #3
(2) #5
763
927
1298
82
74
90
711
863
1209
88
80
96
665
808
1132
94
86
102
652
791
1108
96
88
104
626
760
1064
100
92
108
602
730
1023
104
96
112
590
717
1004
106
98
114
559
678
950
112
104
120
522
633
887
120
112
128
505
613
858
124
116
132
489
593
831
128
120
136
460
558
782
136
128
144
Equivalent load of apex area = .33 WL
Effective span "L" of lintel (centerline of bearing to centerline of bearing).
Weight of masonry block "W" PSF
EXAMPLE
Equivalent apex load for 12"X8" Lintel with effective span of 48"
Apex Load = (.33) (W) (L) = .33 (60psf) (48"/12) = 80#FT
Capacity of 12X8 lintel with effective span of 48"
(from load table for live loads) = 3330#/FT
Therefore, the lintel has significant excess capacity, if
superimposed load is located within apex area, then
refer to the load tables to ensure sufficient capacity.
H
MASONRY OPENING (L1)
EFFECTIVE SPAN (L2)
SEISMIC REINFORCEMENT
45°
APEX AREA
SUPERIMPOSED LOADS ABOVE APEX
(NOT CARRIED BY LINTEL)
Hollow masonry block weights for determining uniform equivalent apex load on lintel:
6" block weight = 30 psf (Hollow)
12" block weight = 50 psf (Hollow)
As a minimum, the lintels carry the apex area above the span. An example of the
uniform equivalent apex load calculation follows.
H=1/2
EFFECTIVE SPACE
SEISMIC
REINFORCING
BOND BEAM
(SEE SECTION)
16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000 16000
2608
(lbs/ft.)
(ft.-lbs.)
3167
(lbs/ft.)
24
4. Effective span L2 (inches)
5. Maximum allowable
load Unfactored
Factored Dead
Load (1.4)
Factored Live
Load (1.7)
6. Maximum bending
moment capacity M1
4435
16
3. Masonry opening L1 (inches)
(lbs/ft.)
32
40
5,000 psi PRECAST BOND BEAM LINTELS
Top
Bottom
2. Nominal lintel length (inches)
1. Reinforcement
rods (A1)
900 North Hartley Street, York, PA 17404 | 717.792.4700 | www.yorkbuilding.com
U- LINTELS - 12" x 8"
900 North Hartley Street
York, PA 17404
717.792.4700
www.yorkbuilding.com
© 2016 York Building Products. All rights reserved.
040716-300-IH