REVIEWED revision BLD-BLD2021-1177+Structural_Analysis_or_Calculations+12.9.2021_12.18.06_PM+2563184UPSTATE
engineering, inc.
22002 64TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043
SERVICESCC�UPST&COM TEL: (425) 354-4105 FAX: NOPE
December 6, 2021
John Drake
id drake(a-comcast.net
Re: Upstate Job#1431
Site Address: 634 Walnut
Revisions
To Whom It May Concern:
.,.,.,.,.,.,.,...............................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
The following items were brought to our attention regarding the above project:
REVISION
Dec 09 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
1. During construction, it was found that the framing configuration required that a double 2x
header joist should be added in the area of interest to allow for a crawl vent to remain as
shown on the attached revised sketch (clouded).
2. Galvanized Kwik-Bolts (Hilti KB) anchors are adequate for the specified application.
3. The entry door from the garage to the house can be moved from it's current location to
penetrate the wall into the library/den with the use of a 4X8 header. No other structural
revisions are required.
Please contact our office should there be any further questions or comments.
Sincerely,
la
Andrew Gahan, PE
12/6/2021
I
+-
- DBL 2x6 HEADER JOIST
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LUS26-2
c\l HANGER
I ) 2x6 an. 16" OC I
PT 2x6 LEDAR W/ 1/2"
DIAM EXP ANCHORS @
32" OC - 3" EMBEDMENT
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UPSTATE
engineering, Inc.
22002 64TH AVE W - SUITE 2C, MOUNTLAKE TERRACE, WA 98043
SERVICES@UPST8.COM TEL: (425) 3544105 FAX: JUST DON'T
Wood Beam
LIC#: KW-06013781, Build:20.21.10.4
DESCRIPTION: NEW DOOR HDR
CODE REFERENCES
Project Title:
HOLTZ
Engineer:
amg
Project ID:
1431
Project Descr:
DROPPED FLOOR FOR CURBLESS SHOWER
nc.
Project File: 1431 GRAVITY.ec6
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method : Allowable Stress Design
Fb +
850.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-10
Fb -
850.0 psi
Ebend- xx 1,300.Oksi
Fc - Prll
1,300.0 psi
Eminbend - xx 470.0 ksi
Wood Species Hem -Fir
Fc - Perp
405.0 psi
Wood Grade No.2
Fv
150.0 psi
Ft
525.0psi
Density 26.840pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.04)
4x8
Span =3.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 10.50 ft, (FLR)
Uniform Load : D = 0.010 ksf, Tributary Width = 4.0 ft, (WALL)
Maximum Bending Stress Ratio =
0.18R 1
Maximum Shear Stress Ratio =
0.218 : 1
Section used for this span
4x8
Section used for this span
4x8
fb: Actual =
271.88psi
fv: Actual =
32.77 psi
Fb: Allowable =
1,436.50psi
Fv: Allowable =
150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
1.500ft
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.005 in Ratio =
6756> 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.008 in Ratio =
4595> 240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L 1 0.0078 1.511 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
0.926 0.926
Overall MINimum
0.630 0.630
D Only
0.296 0.296
+D+L
0.926 0.926
+D+0.750L
0.769 0.769
+0.60D
0.178 0.178
L Only
0.630 0.630