REVIEWED BLD2023-0325+Calculations+3.9.2023_5.11.30_PM+3412805AMENTO GROUP
710 2nd Avenue Suite 400 Seattle, WA 98104
_ 206.682.9722
REVIEWED
BY
CITY OF EDMONDS
RECEIVED
Mar 16 20235
-a----- __._
STRUCTURAL ENGINEERING CALCULATIONS
for the
TU RESIDENCE
BLD2023-0325
DECK REPLACEMENT DESIGN
7219 164th Place SW
Edmonds, WA 98026
9 -LA* 2-3
Note: See the index page following this cover sheet for applicability of the engineer's seal.
9 March 2022
Prepared for:
Stephanie Tu
7219 164th Place SW
Edmonds, WA 98026
Tel: (425)-220-2351
Prepared by:
AMENTO GROUP
710 Second Avenue Suite 400
Seattle, WA 98104
building solutions
INDEX TO STRUCTURAL CALCULATIONS
ITEM:
Deck Framing Design ----------------------
PAGES:
--------------------------------------- D1 to D9
index
building solutions
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Project Title: 7U WSJDF_NG'F_
Engineer: WFI
Project ID:
Project Descr:
Wood Beam Project File: ENERCALC_20
LIC# : KW-06016846, Build:20.22.12.28 Amento Group, Inc. (c) ENERCALC INC 1983-2022
DESCRIPTION: rim joist support deck & interior floor
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
2900 psi
E : Modulus of Elasticity
Load Combination: IBC 2021
Fb -
2900 psi
Ebend- xx 2000ksi
Fc - Prll
2900 psi
Eminbend - xx 1016.535ksi
Wood Species iLevel Truss Joist
Fc - Perp
750 psi
Wood Grade Parallam PSL 2.0E
Fv
290 psi
Ft
2025 psi
Density 45.07pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0,51) D(1 02) D(1.7)
D(1,19)
3.5x 11.25
Span = 13.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0740 k/ft, Extent = 0.0 -->> 3.0 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.30 k/ft, Extent = 3.0 -->> 13.0 ft, Tributary Width = 1.0 ft
Point Load : D = 0.510 k @ 0.0 ft
Point Load : D = 1.020 k @ 3.0 ft
Point Load : D = 1.70 k @ 6.0 ft
Point Load : D = 1.190 k @ 13.0 ft
DESIGN SUMMARY •
Maximum Bending Stress Ratio =
0.796 1
Maximum Shear Stress Ratio
=
0.435 : 1
Section used for this span
3.5x11.25
Section used for this span
3.5x11.25
fb: Actual =
2,092.28psi
fv: Actual
=
113.66 psi
F'b =
2,628.76psi
F'v
=
261.00 psi
Load Combination
D Only
Load Combination
D Only
Location of maximum on span =
5.978ft
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 in Ratio =
0 <360 n/a
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.436 in Ratio =
357 >=180 Span: 1 : D Only
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load CombinationMax Stress Rafios
-
omen a ues
-
-Shear-Val-des
Segment Length Span # M V CD
CM Ct CLx
CF Cfu C i C r M fb
Fb
V fv F'v
D Only
0.0
0.00 0.0 0.0
Length = 13.0 ft 1 0.796 0.435 0.90
1.00 1.00 1.00
1.007 1.00 1.00 1.00 12.87 2,092.3
2,628.8
2.98 113.7 261.0
+0.60D
1.00 1.00 1.00
1.007 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 13.0 ft 1 0.269 0.147 1.60
1.00 1.00 1.00
1.007 1.00 1.00 1.00 7.72 1,255.4
4,673.4
1.79 68.2 464.0
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
LIC# : KW-06016846, Build:20.22.12.28 Amento Group, Inc.
DESCRIPTION: rim joist support deck & interior floor.
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination
D Only 1 0.4363 6.405
Vertical Reactions Support notation : Far left is #1
�j
Project File: ENERCALC_20
(c) ENERCALC INC 1983-2022
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
3.560
4.082
Max Upward from Load Combinations
2.136
2.449
Max Upward from Load Cases
3.560
4.082
D Only
3.560
4.082 `
+0.60D
2.136
2.449