REVIEWED BLD2022-0737+Structural_Analysis_or_Calculations+6.6.2022_5.09.42_PM+2915548RECEIVED
Jun 15 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
MODEPNO
ENGINEERING
BLD2022-0737
STRUCTURAL CALCULATIONS
.p!F.IRt2q?�P
QQ �F vr'ASjy
o
n 56144 Q C2
Engineer: Ariel Felipe Irizarry
23828 86th Ave W
Edmonds, WA 98026
Prepared for:
Expert Home Builders
Prepared by:
MODERNO Engineering, PLLC
600 1" Ave STE 115
Seattle, WA 98104
May 28, 2022
.,.,.,.,.,.,.,.,...............................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
TABLE OF CONTENTS
1 Project Overview..................................................................................................................... 2
1.1 Scope: ............................................................................................................................... 2
1.2 Applicable Codes: ............................................................................................................ 2
2 Building Information............................................................................................................... 2
3 Loads....................................................................................................................................... 2
3.1 Dead Loads....................................................................................................................... 2
3.2 Live Loads........................................................................................................................ 2
3.3 Seismic Loads.................................................................................................................. 3
3.4 Wind Loads...................................................................................................................... 3
3.5 Snow Loads...................................................................................................................... 3
3.6 Load Combinations.......................................................................................................... 3
4 Beam Analysis......................................................................................................................... 4
5 Columns...................................................................................................................................5
5.1 Equations.......................................................................................................................... 5
5.2 Analysis............................................................................................................................6
6 Foundations............................................................................................................................. 7
6.1 Equations.......................................................................................................................... 7
6.2 Minimum Requirements................................................................................................... 8
6.3 Analysis............................................................................................................................8
23828 86`h Ave W Edmonds, WA 98026 MODERNO
Page 1 ENGINEERING
I Project Overview
1.1 Scope:
Removal of load bearing wall in kitchen at a single-family residence at 23828 80 Ave W
Edmonds, WA 98026.
1.2 Applicable Codes:
The 2018International Residential Code (IRC).
2 Building Information
■ Stick roof framing.
■ Conventional light wood framing on walls and floors.
■ Perimeter concrete retaining walls and a slab on grade as the foundation.
3 Loads
3.1 Dead Loads
Dead loads were calculated using the expected weight of materials.
Floor dead load 12psf
Roof dead load 15psf
Ceiling dead load 5psf
Partitions 1 Opsf
3.2 Live Loads
Rooms 40psf
Uninhabitable Attic 1 Opsf
Roof 20psf
23828 86th Ave W Edmonds, WA 98026 MODERNO
Page 2 ENGINEERING
3.3 Seismic Loads
The structural alterations do not impact the lateral load resisting system and thus no seismic
loads were calculated.
3.4 Wind Loads
Winds loads have been calculated per ASCE 7-16, Ch26 & Ch 28 part 2. Conservatively a 20 psf
roof suction and 16 psf wall pressure was used.
3.5 Snow Loads
Snow load used is 25psf.
3.6 Load Combinations
From ASCE 7-16 2.4.1 the load combinations for Allowable Stress Design shall be:
1. D
2. D + L
3. D + (Lr or S)
4. D + 0.75L + 0.75(Lr or S)
5. D + 0.6W
6. D + 0.7E
7. D + 0.75L + 0.75(0.6W) + 0.75(Lr or S)
8. 0.6D + 0.6W
9. 0.6D + 0.7E
Load Duration Factor, CD is assigned to the design values as follows (NDS 2015):
Table 2.3,2 Frequently Used Load Duration
Factors, CD'
Load Duration
CD
Typical Design Loads
Fetnnaaent
0.9
Dead Load
Ten year,,
1.0
Occupancy Live Load
Two iuonths
1.15
Snow Load
Seven days
1.25
Constniction Load
Ten ininutes
L6
Wind`Earthquake Load
Ituoact`
2.0
Inivact Load
1. Load duration factors shall not apply to reference modulus of elastici-
ty, E_ reference modulus of elasticity for beam and column stability.
E . nor to reference compression perpendicular to grain design values,
F l_ based on a deformation hunt-
2. Load duration factors greater t6mr 1.& shall not appty to structural
members pressure -treated with water -home preservatnes (see Refer-
ence 30), or fire retardant chemicals. The impact load duration factor
shall not apply to connections.
23828 86th Ave W Edmonds, WA 98026 MODERNO
Page 3 ENGINEERING
4 Beam Analysis
F O R T E MEMBER REPORT
ROOF, Roof: Flush Beam
1 piece(s) 5 1/2" x 16" 24F-V4 DF Glulam
J
C. 0
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual 0 Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
6624 @ 20' 7"
14609 (4.25")
Passed (45%)
1.0 D + 0.75 L + 0.75 S (AID Spans)
Shear (Ibs)
5S45 @ 1' 9 1/2"
17879
Passed (31%)
1.15
1.0 D + 0.75 L + 0.75 S (AID Spans)
Pos Moment (R-Ibs)
32793 @ 10' S 1/2"
50973
Passed (64%)
1.15
1.0 D + 0.75 L + 0.75 S (AID Spans)
Live Load DeO.(in)
0.411 @ 1W 5 1/2"
0.675
Passed (L/591)
1.0 D + 0.75 L + 0.75 S (AID Spans)
Total Load Dell. (in)
0.716 @ 10' 5 1/2"
1.013
Passed (L/339)
1.0 D + 0.75 L + 0.75 S (AID Spans)
• Deflection criteria: LL (L/360) and TL (D/240).
• Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 20' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on Nos.
PASSED
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design McBlodobgy: ASD
Member Pitch : 0/12
Supports
Bearing Length
Loads to Supports jibs)
Accessories
TOW
Available
Required
Dead
Floor live
Rool Dve
Snow
Total
1 - Stud wall - OF
5.50"
5.50"
1.95"
2847
1464
2928
3660
1 10899
Blocking
2 - Stud wall - OF
5.50"
4.25"
1.93"
2845
1464
2928
3660
1 10897
1 1/4" Rim Board
Rim Board is assumed to carry all bads applied directly above iU bypassing the member being designed.
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intemis
Commends
Top Edge (Lu)
All Bearing Points
Bottom Edge (Lu)
Continuous
Vertical Loads
Locittimi lde)
TributaryMndth
Dead
(0.90)
Floor Dve
(1.00)
Roof LWe
(can-snow:1.25)
snow
(1.15)
continents
0 - Self Weight (PLF)
0 to 20' 9 3/4"
N/A
21.4
—
—
—
1 -Uniform (PSF)
0 to 20' 11" (Front)
14'
17.9
30.0
20.0
25.0
DefauR Load
Weyerhaeuser Notes
Weyerhaeuser wanants that the sizing of its products win be in aocordanca with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible M assure that this calculation is compatible with the overall project. Accessories (Rim Board, Slaking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For Weyerhaeuser current code evaluation reports, product literature and installation details refer to
—.weyerha:user.com/woodpmducW document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
Forte1NE8 Software Operator
30b Notes
Felipe zarry
MODERNO ENGINEERING PLLC
MOERN
(425)M4230
contacoil,modemoergineering.com
Wcyerhaeuser
23828 86th Ave W Edmonds, WA 98026
Page 4
5/29/2022 3:29:07 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 23828 86th Ave W Edmonds, WA 98026
Page 2 / 3
MODERNO
ENGINEERING
5 Columns
5.1 Equations
■ Column design equations are used from the reference design manuals. For wood design,
these design equations are detailed in the applicable code, Chapters 3 & 15 of the 2018
National Design Specification (NDS).
23828 86th Ave W Edmonds, WA 98026 MODERNO
Page 5 ENGINEERING
5.2 Analysis
(FORTE lot
Drawing is Conceptual
MEMBER REPORT
ROOF, Wall: Column
1 piece(s) 4 x 6 OF No.2
Wall Height: 8' Member Height: 7' 7 1/2"
PASSED
Tributary Width: 1
Dedgn Results
Actual
Allowed
Resun
LDF
Load: Combinatlon
Slenderness
17
50
Passed (33%)
Compression (Ibs)
6690
22814
Passed (29%)
1.15
1.0 D + 0.75 L + 0.75 S
Plate Bearing (lbs)
6690
8181
Passed (82%)
1.0 D + 0.75 L + 0.75 S
Lateral Reaction (lbs)
57
1.60
1.0 D + 0.6 W
Lateral Shear (Its)
50
3696
Passed (1%)
1.60
1.0 D + 0.6 W
Lateral Moment (ft-lbs)
108 0 mid -span
2749
Passed (4%)
1.60
1.0 D + 0.6 W
Total Denection (in)
OAS � mid -span
0.76
Passed (L/1827)
1.0 D + 0.4111 + 0.71 L + 0.75 S
Bending/Compression
0.43
1
Passed (43%)
1.15
1.0 D + 0.75 L + 0.75 S
• Lateral deflection critefia: Wind (L/120)
• Input axial load eccentricity for this design is 16.67% of applicable member side dimension.
• Applicable calculations are based on NDS.
• Bearing shall be on a metal plabe or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied bad.
yits Ty" 14ater(al System : Wall
Dbl 2X Spruce -Pine -Mr Member Type : Colomn
Base 2X Spruce -Pine -Fir Design
Code : IBC 2018
Design Methodology : Aso
Max Unbraced Length comments
1'
Lateral Connections
Supports
Connector
Type/Model
Quantity
Connector Nailing
Top
Nails
Bd x 2.5" Box (Toe)
1
N/A
Base
Nails
ed x 2.5" Box (Toe)
1
N/A
• Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly.
Dead
roar Llra Roo .
strove
Vertical Load
_W"WIdUt
(0.90)
(1.00) (rton-snow: LM
(Lis)
Cnrttmeata
1 - point (lb)
N/A
2847
I_ 2928
g
Linked from: Roof: Mush Beam,
Support 1
Lateral Load
Lowdon
Tributary Width
Wind
1 (1.60)
Comment
1 - Uniform (PSF)
Full Lengtn
1'
24.8
• ASCE/SEI 7 Sec. 30.4: Exposure category (B), Mean Roof Height (18% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area
determine using full member span and thb. width.
• IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral mind load.
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be in accordance vath Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly declaims any other varrantles
related to the software. use of thts software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -path certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluate by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.corn/woodpmducts/docoment-library.
The product application, input design bads, dimensions and support information have been provided by PorteWEB Software Operator
ForteWEB Software operator
lob Nota
Felipe Irizarry
MODERNO ENGINEERING FLLC
(425) 9994230
corrnact0modemoengineemg.com
Weyerhaeuser
23828 86th Ave W Edmonds, WA 98026
Page 6
5/29/2022 3:29:07 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
File Name: 23828 86th Ave W Edmonds, WA 98026
Page 3 / 3
MODERNO
ENGINEERING
6 Foundations
6.1 Equations
■ Soil Bearing
PALL = Ae ff x Soil Bearing Pressure
PALL >PASD —,OK
W x B, for spread footings
Ae ff = W x max(S, b + 2h) , for strip footings
(2t + d)2, for slabs on grade
* For a strip footing the effective length is taken as the width of the column plus double
the concrete wall height. If additional studs or columns are encountered in this area, their
load needs to be considered as well. Conservatively this can be taken as the spacing
between studs or 1 ft.
* For a slab on grade the effective width is taken as double the slab thickness plus the
column width or depth. A bottom plate or block can also be considered in the effective
width by summing twice its depth. This is very conservative as soil bearing failure is not
a realistic failure mode under a slab on grade. Excessive deflection of the soil below is
the closest failure mode which could be considered using a subgrade modulus derived
from soil testing. Available Literature (i.e., Foundation Analysis and Design (Fifth
Edition) — Joseph E. Bowles) correlates the subgrade modulus as four times the allowable
bearing pressure (assuming a Safety Factor of 3). This is the average pressure under an
area to allow 1 inch of settlement under a slab.
■ Punching Shear
P.
au =
Ashe
(ftPs=0.75x4x0.85 f�
(P-rPS>au->OK
2(W + d)d x 2(B + d)d, for spread footings
Ashea = N/A, for strip footings
2 (B + t) t x 2 (D + t) t, for slabs on grade
■ One-way Shear
Pu
au =
Ashear
4'ZSS=0.75X2X0.85 IC
Ozss>au---)OK
23828 86th Ave W Edmonds, WA 98026 MODERNO
Page 7 ENGINEERING
Id x min (B, W), for spread footings
Ashear = d x Leff, for strip footings
N/A, for slabs on grade
6.2 Minimum Requirements
From IRC table R401.4.1, the soil allowable bearing pressure is taken as 2000psf (Fallow)•
From IRC table R402.2, the minimum compressive strength is 2500psi (f ).
6.3 Analysis
Foundation
ID
Type
Depth
Width
Length
f'c
Column
b
Column
d
Spread-1
Spread
12
30
30
2500
5.5
3.5
Strip-1
Strip
10
24
32
2500
5.5
3.5
Foundation
ID
A bearing
As_foot
As_punch
Paso
PLRFD
GALL
Spread-1
900.0
270
486
7400
11840
2000
Strip-1
768.0
224
N/A
7400
11840
2000
Soil
Bearing
Footing Shear
Punching Shear
Concrete Bearing
Foundation
ID
Ratio
TF,C
Ratio
TP,c
Ratio
GALL
Ratio
Spread-1
0.592
85.0
0.516
127.5
0.191
2500.0
0.241
Strip-1
0.694
85.0
0.622
127.5
N/A
2500.0
0.241
23828 86th Ave W Edmonds, WA 98026 MODERNO
Page 8 ENGINEERING