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REED & ASSOCIATES, PS
Civil & Structural Engineering
19626 76th Ave. W. #A, Lynnwood, WA 98036
Office (425)778-2793 wer@reed-assoc.com
STRUCTURAL CALCULATIONS FOR:
Roger Wilson
323 Daley (West)
Beam Retro Fix
Site: Edmonds, Wa
2015 IBC
NOT VALID WITHOUT A WET
SIGNATURE
- Z2
EXPIRES 5-27- ^t
WENDELL E. REED, PE, CBO
cSd Brian Cloward
BeamChek v2019 licensed to: Brian Cloward/cloward Sustainable design Reg # 2999-68481
r C11M1C1 JLJ UCIIUY Ol ICVISIUII r%W11VVU Ut:11 C1 Skill
Date: 1 /07/22
Selection 3-1/2x 11-1/4 1.55E TJ TimberStrand LSL Lu = 0.0 Ft
Conditions NDS 2018
Min Bearing Area R1= 3.1 in' R2= 3.1 in (1.5) DL Defl= 0.18 in
Data
Attributes
Actual
Critical
Statu s
Ratio
Values
Adiustments
Loads
Beam Span
14.0 ft
Reaction 1 LL
2148 # Reaction 2 LL 2148 #
Beam Wt per ft
10.39 #
Reaction 1 TL
2757 # Reaction 2 TL 2757 #
Bm Wt Included
145 #
Maximum V
2757 #
Max Moment
9650 W
Max V (Reduced)
2388 #
TL Max Defl
L / 240
TL Actual Defl
L / 286
LL Max Defl
L / 360
LL Actual DO
L / 408
Section (in3)
Shear (inZ)
TL Defl (in)
LL Defl
73.83
39.38
0.59
0.41
49.51
11.55
0.70
0.47
OK
OK
OK
OK
67%
29%
84%
88%
Fb (psi)
Fv (psi)
E (psi x mil)
Fc i (psi)
Reference Values
2325
310
1.6
900
Adjusted Values
2339
310
1.6
900
CF Size Factor
1.006
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
1.0000
Rb = 0.00
Le = 0.00 Ft
Uniform LL: 307 Uniform TL: 384 = A
Uniform Load A
0 0
R1 = 2757 R2 = 2757
SPAN =14FT
Uniform and partial uniform loads are Ibs per lineal ft.
FLOOR LOAD TABLES
General Notes
■ Table is based on:
- Uniform loads (beam weight considered).
- More restrictive of simple or continuous span.
- Deflection criteria of L/240 total load (TL) and L/360 live load (LL).
■ For live load deflection limits of L/240 or L/480, multiply Live Load U360 values by
1.5 or 0.75, respectively. The resulting live load must not exceed the total load shown.
■ For continuous spans, ratio of short span to long span should be 0.4 or greater to
prevent uplift.
Also see How to Use this Table on page 6 and General Assumptions on page 5.
TimberStrand® LSL: Floor-100% (PLF) continued
Span
Condition
1.55E Grade
12/" Width
3Y2"
5'/a" Width (2- or 3-pl
)
9r/2"
11Ye"
14"
9�/s"
117/e"
14" 16"
91/2" 1 117/e"
14"
16"
3'
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
3166
4,717
4,717
4.5/11.3
3,536
6,332
9,432
9,432 j 9,432
9,499 14,148
14,148
4.5/11.3
14148
3/l.6
4.5/11.3
5,673
4.5/11.3 4.5/11.3
3/7.6 4.5/11.3
6,018 8,510
3/7.6
4.5/11.3
4.5/11.3
4'
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
2,006
2,836
4,012
7,070 7,070
10,605
10,605
2.6/6.4
3.6/9
4.5/11.3
2.6/6.4
3,6/9
4,5/11,3
4,5/11,3
2.6/6.4
3.6/9
4.5/11.3
4.5/11.3
5'
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
1,467
2,004
2 517
2,934
4 009
5155
5 652
4 401
6,0141
7 733
8 478
2.3/5.8 3.2/8
2.3/5.8
3.2/8
4.1/10.3
4.1/10.3
3,904
4.5/11.3
4,707
2.3/5.8
3,458
3.2/8
4,648
4.1/10.3
5,857
4.5/11.3
7,061
6'
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
1,152 1,549
1,048
2.2/5.5 3/7.4
845 1,262
699 1,250
1.9/4.7 2.8/7
646 990
1,952
2,305 3,098
2097
*
3.7/9.3
4.5/11.3
3,146
2.2/5.5
3/7.4
3.7/9.3
4.5/11.3
3.7/9.3
2.2/5.5 3/7.4
7'
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
1570
1691 1 2,524
3141
3.5/8.8
2,626
3.4/8.4
1920
1,740
3,787
4.2/10.6
3,138
4/10
2480
2,456
2,536
2,098
1.9/4.7
1,938
1,462
1.7/4.1
1346
907
3,786
3,752
2.8/7
2,971
2,660
2.5/6.3
2,101
1,681
4,711
3.5/8.8
3,939
3.4/8.4
2,880
2,610
5,681
4.2/10.6
4,708
4/10
3,720
3,684
1,399 j 2,501
3.5/8.8
1.9/4.7 2.8/7
8'
Total Load
Live Load L/360
Min. End/Int. Bearin (in.)
1 1,313
1,292 1,981
487
1.7/4.1
886
974 1,773
2.5/6.3
3.4/8.4
1.7/4.1 : 2.5/6.3
W-6"
Total Load
Live Load L/360
Min. End/Int. Bearin (in.)3.5
700
960
897 1 1401
2
560
870
605 1,121
2.1/5.3
2.9/7.3
1.5/3.5 1 2.1/5.3
2.9/7.3
1,731
3.8/9.4
2,236
1.5/3.5
1,162
2.1/5.3
1,894
2.9/7.3
2,597
3.8/9.4
3,355
10'
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)3.5
r448
7
631
865
775 1,263
1
228
487
2/5.1
434
293
760
523 974
1,520
2,154
785
1,462
2,280
3,232
2.8/6.9
1.5/3.5
2/5.1
2.8/6.9
3.6/8.9
1.5/3.5
2/5.1
2.8/6.9
3.6/8.9
12'
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
599
456
868
1,198
1547
685
1302
1,797
2 321
155
464
311
587
928
1,334
467
881
1,393
2,001
1.5/3.5
1.7/4.2
2.3/5.8
1.5/3.5
1.7/4.2
2.3/5.8
3/7.5
1.5/3.5
1.7/4.2
2.3/5.8
3/7.5
14'
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
144
278
438
288
556
876
1,132
433
834
1,314
1698
99
189
302
199
379
605
877
299
569
907
1,316
1.5/3.5
1.5/3.5
2/5
1.5/3.5
1.5/3.5
2/5
2.6/6.4
1.5/3.5
1.5/3.5
2/5
2.6/6.4
16'-6"
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
87
170
277
174
341
554
810
262
512
831
1,215
61
118
189
123
236
379
555
185
354
569
832
1.5/3.5
60
1.5/3.5
1.5/3.7
1.5/3.5
1.5/3.5
1.5/3.7
2.2/5.4
1.5/3.5
1.5/3.5
1.5/3.7
2.2/5.4
18'-6"
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
120
197
121
241
395
584
182
362
592
876
44
84
136
88
169
273
401
132
254
410
601
1.5/3.5
1.5/3.5
1.5/3.5
1.5/3.5
1.5/3.5
1.5/3.5
1.8/4.4
1.5/3.5
1.5/3.5
1.5/3.5
1.8/4.4
20'
Total Load
Live Load L/360
Min. End/Int. Bearin (in.)
94
156
94
189
312
463
142
284
468
695
67
109
70
135
218
320
105
202
327
481
1.5/3.5
1.5/3.5
1.5/3.5
1.5/3.5
1.5/3.5
1.5/3.8
1.5/3.5
1.5/3.5
1.5/3.5
1.5/3.8
24'
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
52
88
105
177
266
76
158
265
400
39
64
79
128
189
61
118
192
284
1.5/3.5
1.5/3,5
1.5/3.5
1.5/3.5
1,5/3.5
1.5/3.5
1.5/3.5
1.5/3.5
1.5/3.5
28'
Total Load
Live Load L/360
Min. End/Int. Bearing (in.)
53
62
107
163
93
160
245
1
40
50
81
120
75
122
181
1
1.5/3.5
1.5/3.5
1.5/3.5
T.5/3.5
1.5/3.5
1.5/3.5
1.5/3.5
* Indicates Total Load value controls.
Trus Joist® Beam, Header and Column Specifier's Guide TJ-9000 1 April 2021
7
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Wood Beam
Description : bm with hole
CODE REFERENCES
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 9 MAR 2022, 4:24PMI
File = C:\Users\Owner\Desktop\projects\2021\21.105-1\normal.ec6
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2018
Material Properties
Analysis Method : Allowable Stress Design Fb + 2600 psi E : Modulus of Elasticity
Load Combination IBC 2018 Fb- 2600 psi Ebend-xx 2000ksi
Fc - Prll 2510 psi Eminbend - xx 1016.535 ksi
Wood Species iLevel Truss Joist Fc - Perp 750 psi
Wood Grade MicroLam LVL 2.0 E Fv 285 psi
Ft 1555 psi Density
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.08) L(0.3)
42 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.080, L = 0.30 , Tributary Width =1.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.192 1
Maximum Shear Stress Ratio
=
0.194 : 1
Section used for this span
1.75x11.87
Section used for this span
1.75x11.87
fb : Actual =
498.91 psi
fv : Actual
=
55.26 psi
FB : Allowable =
2,600.00psi
Fv: Allowable
=
285.00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span =
3.000ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.018 in
Ratio =
3996>=360
Max Upward Transient Deflection
0,000 in
Ratio =
0 <360
Max Downward Total Deflection
0.023 in
Ratio =
3155>=180
Max Upward Total Deflection
0.000 in
Ratio =
0 <180
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C Fn/ C i
Cr C m
C t C L M fb
F'b
V
fv Fv
+D+H
0.00
0.00
0.00 0.00
Length = 6.0 ft 1 0.045 0.045
0.90
1.000 1.00
1.00 1.00
1.00 1.00 0.36 105.03
2340.00
0.16
11.63 256.50
+D+L+H
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 6.0 ft 1 0.192 0.194
1.00
1.000 1.00
1.00 1.00
1.00 1.00 1.71 498.91
2600.00
0.77
55.26 285.00
+D+Lr+H
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 6.0 ft 1 0.032 0.033
1.25
1.000 1.00
1.00 1.00
1.00 1.00 0.36 105.03
3250.00
0.16
11.63 356.25
+D+S+H
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0,00
0.00 0.00
Length = 6.0 ft 1 0.035 0.035
1.15
1.000 1.00
1.00 1.00
1.00 1.00 0.36 105.03
2990.00
0.16
11.63 327.75
+D+0.750Lr+0.750L+H
1.000 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 6.0 ft 1 0.123 0.124
1.25
1.000 1.00
1.00 1.00
1.00 1.00 1.37 400.44
3250.00
0.61
44.35 356:25
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Primed:
9 MAR 2022, 4:24PM
jWood Beam
File=C:\Users\Owner\Desktop\projects\2021121-105-1\normal.ec6
Description : bm with hole
Load Combination
Max Stress
Ratios
Moment
Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t C L
M
fb
F'b
V
fv
F'v
+D+0.750L+0.750S+H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
0.134
0.135
1.15
1.000
1.00
1.00
1.00
1.00 1.00
1.37
400.44
2990.00
0.61
44.35
327.75
+D+0.60W+H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
0.025
0.026
1.60
1.000
1.00
1.00
1.00
1.00 1.00
0.36
105.03
4160.00
0.16
11.63
456.00
+D+0.70E+H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
0.025
0.026
1.60
1,000
1.00
1.00
1.00
1.00 1.00
0.36
105.03
4160.00
0.16
11.63
456.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
0.096
0.097
1.60
1.000
1.00
1.00
1.00
1.00 1.00
1.37
400.44
4160.00
0.61
44.35
456.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
0.096
0.097
1.60
1.000
1.00
1.00
1.00
1.00 1.00
1.37
400.44
4160.00
0.61
44.35
456.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1,00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
0.096
0.097
1.60
1.000
1.00
1.00
1.00
1.00 1.00
1.37
400.44
4160.00
0,61
44,35
456.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
0.015
0.015
1.60
1.000
1.00
1.00
1.00
1.00 1.00
0.22
63.02
4160.00
0.10
6.98
456.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 6.0 ft 1
0.015
0.015
1.60
1.000
1.00
1.00
1.00
1.00 1.00
0.22
63.02
4160.00
0.10
6.98
456.00
Overall Maximum Deflections
Load Combination
Span Max. " " Defl
Location in Span
Load Combination
Max. "+" Defl
Location in Span
+D+L+H
1 0.0228
3.022
0.0000
0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward
Defl
Location in Span
Max. Upward Defl
Location in Span
+D+H
1
0.0048
in
3.022 ft
0.0000
in
0.000 ft
+D+L+H
1
0.0228
in
3.022 ft
0.0000
in
0.000 ft
+D+Lr+H
1
0,0048
in
3.022 ft
0.0000
in
0.000 ft
+D+S+H
1
0.0048
in
3.022 ft
0.0000
in
0.000 ft
+D+0.750Lr+0.750L+H
1
0.0183
in
3,022 ft
0.0000
in
0.000 ft
+D+0.750L+0.750S+H
1
0.0183
in
3.022 ft
0.0000
in
0.000 It
+D+0.60W+H
1
0.0048
in
3.022 ft
0.0000
in
0.000 ft
+D+0.70E+H
1
0.0048
in
3.022 ft
0.0000
in
0,000 ft
+D+0.750Lr+0.750L+0.450W+H
1
0.0183
in
3.022 ft
0.0000
in
0.000 ft
+D+0.750L+0.750S+0.450W+H
1
0.0183
in
3,022 ft
0.0000
in
0.000 It
+D+0.750L+0.750S+0.5250E+H
1
0.0183
in
3.022 ft
0.0000
in
0.000 ft
+0.60D+0.60W+0.60H
1
0.0029
in
3.022 ft
0.0000
in
0.000 ft
+0.60D+0.70E+0.60H
1
0.0029
in
3.022 ft
0.0000
in
0.000 ft
D Only
1
0.0048
in
3.022 ft
0.0000
in
0.000 ft
L Only
1
0,0180
in
3.022 ft
0.0000
in
0.000 ft
Vertical Reactions
Support notation
: Far left is #1
Values
in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.140
1,140
Overall MINimum
0.900
0.900
+D+H
0.240
0.240
+D+L+H
1.140
1.140
+D+Lr+H
0.240
0.240
+D+S+H
0.240
0.240
+D+0.750Lr+0.750L+H
0.915
0.915
+D+0.750L+0.750S+H
0.915
0.915
+D+O.60W+H
0,240
0.240
+D+0.70E+H
0.240
0.240
+D+0.750Lr+0.750L+0.450W+H
0.915
0.915
+D+0.750L+0.750S+0.450W+H
0.915
0.915
+D+0.750L+0.750S+0.5250E+H
0,915
0.915
+0.60D+0.60W+0.60H
0.144
0.144
+0.60D+0.70E+0.60H
0.144
0,144
D Only
0.240
0.240
Lr Only
L Only
0.900
0.900
S Only
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r.rr .r
.: ASSOCIATES
Description : section properties @ hole
Final Section Properties
Total Area 10.063 in12
Ixx
132.897 in^4
Sxx : - Y
16,747 in^3
lyy
2.566 in^4
Sxx : +Y
33.727 in^3
Calculated final C.G. distance from Datum :
X cg Dist. 0,0 in
Zxx
25.184 in^3
Syy : X
2.933 in^3
Y cg Dist. 1.998 in
Zyy
4.399 in^3
Syy : +X
2.933 in 3
Edge Distances from CG.:
r xx
3,634 in
+X 0.8750 in
+Y
3.940 in
r yy
0.5050 in
-X-0.8750 in
-Y
-7.936 in
Rotation of All Components
0.00 deg CCW
I
I
Y:CG-
Y Datum___
X: G
l
X Datum
Rectangular & Circular Shapes
_ Rectangular Shape Height = 1.000 in Width = 1.750 in Rotation = 0 deg CCW
Area = 1.750 in^2 Xcg = 0.000 in
Ycg = -5.438 in
Rectangular Shape Height = 4.750 in Width = 1.750 in Rotation = 0 deg CCW
Area = 8.313 inA2 Xcg = 0.000 in
Ycg = 3.563 in
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Title Block Line 6
Printed: 9 MAR 2022, 4:24PM
Wood Beam
File =C:\Users\Owner\Desktop\projects\2021\21-105-1\normal.ec6
0.00.r
.: ASSOC' ATFc4
Description : bm with hole
n
6 MEMBER >>
L
a�
L
N
•016
0155 1,14
I +D+H 1 +D+I+H
a +D+0,60W+H 1 +D+D.IDE+H
1 466D+ AE+D,6DH
MEMBER >>
I
1 +D+H 1 +D+I+H
I +D+0.60W+H I +D+D.IDE+H
1 466D+D,715E+D.6DH 1 DOnly
I E4nly 1 HOnly
1.73 2.30 2183 3.48 4,05 4.64 5.23 5,8
Distance (ft)
1 +D+114 1 +D+S+H 0+D+D.ISDI +D.JSDI+H 4+6.751)l47SDS+H
1 +D+0,75DU+D.ISDI+D,4SDW+H 1 +D+D,IS0I+0JSDS+D.45DW+H I +D+6,ISDl+D,75DS+0.5Z50E+H 1 +D.66D40+0.66H
1,69 2.26 2,82 3,39 3196 4,53 5.10 5,67
Distance (ft)
1 +D+h+H 1 +D+S+H 1 +D+DJSDI,+D.ISDI+H 'I +D+D.75DI+DJSDS+H
1 +D+D,7S0U+D,75DI+D,4S0W+H 1 4+6.756147SDS+MASDW+H I +D+D,75DI+6,7SD5+6.SZSDE+H 1 +6,66D+D,6DW+D,60H
1 bOnly IOnly SOnly I1VOnly
Title Block Line 1 Project Title:
You can change this area Engineer:
using the "Settings" menu item Project ID:
and then using the "Printing & Project Descr:
Title Block" selection.
Title Block Line 6 Printed: 9 MAR 2022, 4:24PM
Wood Beam File =C:\Users\Owner\Desktop\projects\2021\21-105-1\normal.ec6
KW-06003603 Licensee: REED &ASSOCIATES.'
Description : bm with hole
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
W Only
E Only
H Only
1,7 r—
L
0�9
L
C
0
C
0
Z 0.4
MEMBER >>
Support 1 Support 2
055 1,14 1,73 2.30 2.89 3.48 4.05 4.64 5.23 5.80
Distance (R)
1 +D+H 1 +D+i+H 1 +D+Ii+H 1 +D+S+H 1447SDU+DJS6l+H 0+6.756147SDS+H
1 +D+D,60W+H 1 +D+D.7DE+H 1 +D+DJ5Dl.,+D,756i+D,4SDW+H 1 +D+D,7SDl+6JS05+DASl)W+H 1 +D+D,75D1+l)JSD5+D,StSDE+H 1 404046DH
1 +6.66D+D.7DE+6.66H