EOR Field ReportRDEI
DIBBLE ENGINEERS INC
DATE:
May 17, 2022
TO:
Sam & Joyce Lu, Homeowners
EMAIL:
snllu()comcast.net
CC:
Travis Colliander, PE SE
FROM:
Michael Doquilo, EIT
PROJECT:
Lu Kitchen Remodel
DEI JOB #:
20-498
Project Description
STRUCTURAL EVALUATION
Dibble Engineers, inc. (DEI) previously provided a site visit report for the Lu Kitchen Remodel project on January 29,
2021. The site is located at 18104 88th Ave W., Edmonds, WA 98026. Since completion of the project, the City has
requested approval of the installation of structural members. The client has opted for reopening the wall to expose
the framing and a review of the completed remodel by DEI. This memo presents DEI's review of the completed
project.
UU=1 VdUUI i
DEI was provided photos of the exposed framing by the client, and subsequent retrofits by the client. See attached to
this letter.
Where the wall was proposed to be removed, an existing pipe was discovered. To leave the pipe in place,
the contractor opted to install a new 6x10 beam approximately 5'-6" long at the new opening in lieu of the
previously specified glulam beam.
The new 6x10 beam is supported on both sides with (2) 2x6 jack studs and a king stud.
The existing glulam is supported with an existing 6x6 post.
At the ceiling in the garage below the area of work, the ceiling was opened to expose the joist bays below
the existing 6x6 and new (2) 2x6 post. Blocking was not observed between the joists as previously
specified.
conclusions & Recommendations
DEI analyzed the alternate 6x10 that was installed and found that it has sufficient capacity to support the loads
above.
At the floor, blocking was not added per the previously provided SK-2. To provide solid bearing for the posts to
transfer their loads to the beam below, new 2x12 blocking was added in the joist bays per the attached Revised SK-2.
Based on the photos provided by the client, the work completed was generally acceptable to the specifications
provided. No further retrofit should be necessary at this project.
Lu Kitchen Remodel
it DEI DEI Job #20-498
I'LDIBBLE ENGINEERS INC May 13, 2022
OisclgimP
Dibble Engineers review is limited to the areas accessible and readily visible. Dibble Engineers did not conduct a
building analysis for either vertical or lateral loads other than described above. Our review and discussion summary
does not provide warranty either expressed or implied to the existing conditions or work completed subsequent our
visit.
cc: Travis Colliander, PE SE
Attachments: Revised SK-2, Calculations
PAGE 2OF4
It DEI
jj.DIBBLE ENGINEERS INC
Photo 3
Lu Kitchen Remodel
DEI Job #20-498
May 13, 2022
PAGE 3OF4
Joist bays below (E) 6x6 and (N) studs
above.
Joist bay below (E) 6x6 post.
Additional 2x12 blocking per revised SK-2'.' Additional 2x12 blocking per revised SK-2
below (E) 6x6 post. below (N) 2x6 studs.
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PROJECT NAME SHEET#
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DIBBLE ENGINEERS INC
SUBJECT BY
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Dibble Engineers, Inc.
Project Title:
1029 Market Street
Engineer:
Kirkland, WA 98033
Project ID:
(424) 828-4200
Project Descr:
DEI
Wood Beam
Project File: Lu Kitchen Remodel.ec6
LIC# : KW-06014989, Build:20.22.4.26
DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2022
DESCRIPTION: (N) HDR
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-16
Wood Species Douglas Fir -Larch
Wood Grade No.1
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Fb +
1350 psi
E : Modulus of Elasticity
Fb -
1350 psi
Ebend- xx 1600 ksi
Fc - Prll
925 psi
Eminbend - xx 580ksi
Fc - Perp
625 psi
Fv
170 psi
Ft
675 psi
Density 31.21 pcf
6x10
Span = 5.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150,
L = 0.040 ksf, Tributary Width
= 11.250 ft, (Floor Load)
Uniform Load : D = 0.0150,
Lr = 0.020, S = 0.0250 ksf, Extent
= 0.0 -->> 5.50 ft, Tributary Width = 11.50
ft, (Potential Roof Loac
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
= 0.326 1
Maximum Shear Stress Ratio =
0.267 : 1
Section used for this span
6x10
Section used for this span
6x10
fb: Actual
= 440.19psi
fv: Actual =
45.32 psi
Fb: Allowable
= 1,350.00psi
Fv: Allowable =
170.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
= 2.750ft
Location of maximum on span =
4.717 ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.015 in
Ratio =
4452 > 480
Span: 1 : L Only
Max Upward Transient Deflection
0 in
Ratio =
0 <480
n/a
Max Downward Total Deflection
0.030 in
Ratio =
2212 > 360
Span: 1 : +D+0.750L+0.750S
Max Upward Total Deflection
0 in
Ratio =
0 <360
n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
Max
Stress Ratios
Moment Values
Shear
Values
Segment Length
Span #
M
V
Cd CF/V
Ci
Cr
Cm
C t
CL
M
fb
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 5.50 ft
1
0.159
0.130
0.90 1.000
1.00
1.00
1.00
1.00
1.00
1.33
193.38
1215.00
0.69
19.91
153.00
+D+L
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50 ft
1
0.326
0.267
1.00 1.000
1.00
1.00
1.00
1.00
1.00
3.03
440.19
1350.00
1.58
45.32
170.00
+D+Lr
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50 ft
1
0.189
0.155
1.25 1.000
1.00
1.00
1.00
1.00
1.00
2.20
319.53
1687.50
1.15
32.90
212.50
+D+S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50 ft
1
0.226
0.185
1.15 1.000
1.00
1.00
1.00
1.00
1.00
2.42
351.07
1552.50
1.26
36.15
195.50
+D+0.750Lr+0.750L
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50 ft
1
0.280
0.229
1.25 1.000
1.00
1.00
1.00
1.00
1.00
3.26
473.10
1687.50
1.70
48.71
212.50
+D+0.750L+0.750S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50 ft
1
0.320
0.262
1.15 1.000
1.00
1.00
1.00
1.00
1.00
3.42
496.75
1552.50
1.78
51.15
195.50
Dibble Engineers, Inc.
Project Title:
1029 Market Street
Engineer:
Kirkland, WA 98033
Project ID:
(424) 828-4200
Project Descr:
DEI
Wood Beam
Project File: Lu Kitchen Remodel.ec6
LIC# : KW-06014989, Build:20.22.4.26
DIBBLE ENGINEERS INC.
(c) ENERCALC INC 1983-2022
DESCRIPTION: (N) HDR
Maximum Forces & Stresses for
Load Combinations
Load Combination Max Stress Katios
Moment
Values Shear Values
Segment Length Span # M V
Cd CF/V C i
Cr Cm
C t CL M
fb F'b V fv F'v
+0.60D
1.000 1.00
1.00 1.00
1.00 1.00
0.00 0.00 0.00 0.00
Length = 5.50 ft 1 0.054 0.044
1.60 1.000 1.00
1.00 1.00
1.00 1.00 0.80
116.03 2160.00 0.42 11.95 272.00
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
+D+0.750L+0.750S 1
0.0298
2.770
0.0000 0.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
2.491
2.491
Overall MINimum
0.791
0.791
D Only
0.970
0.970
+D+L
2.207
2.207
+D+Lr
1.602
1.602
+D+S
1.760
1.760
+D+0.750Lr+0.750L
2.372
2.372
+D+0.750L+0.750S
2.491
2.491
+0.60D
0.582
0.582
Lr Only
0.633
0.633
L Only
1.238
1.238
S Only
0.791
0.791
Dibble Engineers, Inc.
1029 Market Street
Kirkland, WA 98033
(424)828-4200
DEI
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column Project File: Lu Kitchen Remodel.ec6
DESCRIPTION: Check (2) Studs
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-16
General Information
Analysis Method Allowable Stress Design
Wood Section Name 2-2x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
10 ft
Wood Member Type Sawn
(Used for non -slender calculations)
Exact Width 3.in Allow Stress Modification Factors
Wood Species Hem -Fir
Exact Depth 550 in
Cf or Cv for Bending
1.30
Wood Grade No.2
.50
Area 16.50 inA2
Cf or Cv for Compressioi
1.10
Fb + 850 psi Fv
150 psi
Ix 41.594 inA4
Cf or Cv for Tension
1.30
Fb - 850 psi Ft
525 psi
ly 12.375 in 4
Cm :Wet Use Factor
1.0
Fc - Prll 1300 psi Density
26.84 pcf
Ct : Temperature Faci
1.0
Fc - Perp 405 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending y-y
Bending Axial
Kf : Built-up columns
1.0 NDS 15.3.2
Basic 1300
1300 1300
ksi
Use Cr: Repetitive ?
No
Minimum 470
470 Brace condition for deflection (buckling) along
columns :
X-X (width) axis: Fully braced against
buckling ABOUT Y-Y Axis
Y-Y (depth) axis : Unbraced Length
for buckling ABOUT X-X Axis
= 10 ft, N
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 30.754 Ibs * Dead Load Factor
AXIAL LOADS ...
RXN (N) HDR: Axial Load at 10.0 ft, D =
2.207, Lr = 0.6330, L = 1.238, S = 0.7910 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.3229 : 1
Maximum SERVICE Lateral Load Reactions. .
Load Combination +D+0.750L+0.750S
Top along Y-1 0.0 k
Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along X-)� 0.0 k
Bottom along X-X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are .
Along Y-Y 0.0 in at
0.0 ft above base
Applied Axial
3.760 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in at
0.0 ft above base
Fc: Allowable
705.55 psi
for load combination : n/a
Other Factors used to calculate allowable
stresses ...
PASS Maximum Shear Stress Ratio =
0.0 : 1
Bending Compression
Tension
Load Combination
+0.60D
Location of max.above base
10.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
240.0 psi
Load Combination Results
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination C D
C P Stress
Ratio Status Location
Stress Ratio Status Location
D Only 0.900
0.519
0.2031 PASS 0.0 ft
0.0 PASS
10.0 ft
+D+L 1.000
0.479
0.3073 PASS 0.0 ft
0.0 PASS
10.0 ft
+D+Lr 1.250
0.401
0.2430 PASS 0.0 ft
0.0 PASS
10.0 ft
+D+S 1.150
0.429
0.2602 PASS 0.0 ft
0.0 PASS
10.0 ft
+D+0.750Lr+0.750L 1.250
0.401
0.3082 PASS 0.0 ft
0.0 PASS
10.0 ft
+D+0.750L+0.750S 1.150
0.429
0.3229 PASS 0.0 ft
0.0 PASS
10.0 ft
+0.60D 1.600
0.324
0.1099 PASS 0.0 ft
0.0 PASS
10.0 ft
Dibble Engineers, Inc.
1029 Market Street
Kirkland, WA 98033
(424) 828-4200
DEI
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column Project File: Lu Kitchen Remodel.ec6
DESCRIPTION: Check (2) Studs
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination
@ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only
2.238
+D+L
3.476
+D+Lr
2.871
+D+S
3.029
+D+0.750Lr+0.750L
3.641
+D+0.750L+0.750S
3.760
+0.60D
1.343
Lr Only
0.633
L Only
1.238
S Only
0.791
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection Distance
Max. Y-Y Deflection
Distance
D Only
0.0000 in
0.000ft
0.000 in
0.000ft
+D+L
0.0000 in
0.000ft
0.000 in
0.000ft
+D+Lr
0.0000 in
0.000ft
0.000 in
0.000ft
+D+S
0.0000 in
0.000ft
0.000 in
0.000ft
+D+0.750Lr+0.750L
0.0000 in
0.000ft
0.000 in
0.000ft
+D+0.750L+0.750S
0.0000 in
0.000ft
0.000 in
0.000ft
+0.60D
0.0000 in
0.000ft
0.000 in
0.000ft
Lr Only
0.0000 in
0.000ft
0.000 in
0.000ft
L Only
0.0000 in
0.000ft
0.000 in
0.000ft
S Only
0.0000 in
0.000ft
0.000 in
0.000ft
Sketches
3.0 in
+X