REVIEWED RESUB 1-BLD2024-0119+Structural_Analysis_or_Calculations+3.29.2024_7.58.08_AM+4164638BLD2024-0119 RESUB
Mar 29 2024
C �
ENGINEERING
civil & structural
engineering & planning
REVIEWED
m
CITY OF EDMONDS
250 41" Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
STRUCTURAL CALCULATIONS
Aquarium Co -Op T.I.
9661 Firdale Ave
Edmonds, WA 98020
3/28/24
CG Project No.: 24087.10
Project Description
This project involves the design of seismic bracing for several display shelves for an existing
commercial space. Modifications to the existing bracing will be required.
Scope of Work
We will provide stamped structural calculations in accordance with the current building code.
Basis of Design
Shelf Dead + Fluid 1085 pounds per 26" section of shelf
Seismic Parameters
FP(ASD) 0.219Wp
Sds 1.02
Importance Factor, le 1 (Non -Essential Facility)
Wp = Seismic Dead Weight of Structure
C �
ENGINEERING
250 4th Ave South
Suite 200
Edmonds, WA 98020
Description
Project Summary
By MRD I Date3/20/2024
Scale NTS I Sheet No.
JOO NO.
Aquarium Co -Op T.I. 1 24087.1
12.7#
6#
5.1#
338#
8.5#
3/8"95
c3"
338#
8.5#
�6 aZ6t, p.
OAJ rJ
11.3# 10.7#
WEIGHT OF STRUCTURE PER 26" TRIBUTARY = 1085#
ENGINEERING
250 4th Ave. South
Suite 200
Edmonds, WA 98020
425.778.8500
www.cgengineering.com
Description Shelf Gravity Loading
Project Aquarium Co -Op T.I.
Y MRD "
hecked Date
e NTS Sheet No.
No.
24087.10
Seismic Load Calculation for Components and System
(Reference: 2021 IBC Section 1613 & ASCE 7-16 Section 13.3)
0.2s Spectral Response Acceleration, Site Class B, Ss =
1.279
(ASCE 7, Figure 22-1 thru 22-8)
1.0s Spectral Response Acceleration, Site Class B, S, =
0.448
(ASCE 7, Figure 22-1 thru 22-8)
D (assumed /
Site Class =
default)
(ASCE 7, Section 11.4.3)
Seismic Design Category =
D
(ASCE 7, Tables 11.6-1 & 11.6-2)
Site Coefficient per Ss & Site Class, Fa =
1.20
(ASCE 7, Table 11.4-1)
Site Coefficient per S, & Site Class, F =
1.85
(ASCE 7, Table 11.4-2)
SMs = FA =
1.535
(ASCE 7, Section 11.4.4)
SM, = FPS, =
0.830
(ASCE 7, Section 11.4.4)
SDS = 2/3 SMs =
1.023
(ASCE 7, Section 11.4.5)
SD, = 2/3 SM, =
0.553
(ASCE 7, Section 11.4.5)
(Per ASCE 7-16, 13.3)
Component Amplification Factor, ap =
1.0
(ASCE 7, Table 13.6-1)
Component Response Modification Factor, Rp =
2.5
(ASCE 7, Table 13.6-1)
Overstrength Factor, CIO =
2.0
(ASCE 7, Table 13.6-1)
Component Importance Factor, Ip =
1.0
(ASCE 7, Table 1.5-2)
Component Operating Weight, Wp =
Wp
(lb)
Height in structure at lowest point of attachment of component, z, =
0
(ft)
Height in structure at highest point of attachment of component, z2 =
7.83
(ft)
Average Roof Height of Structure, h =
20
(ft)
Seismic design force, Fp =
0.4a °S°SW "
(1+2z/h)
RP/IP
(Eq. 13.3-1)
Max. seismic design force, Fp— -
1.6SDSIpWP
(Eq. 13.3-2)
Min. seismic design force, Fpml =
0.3SDSIpWP
(Eq. 13.3-3)
Seismic design force at lowest point, Fp, =
0.164
Wp
FP IAve1= 0.307
Seismic design force at highest point, FPZ =
0.292
Wp
Min. seismic design force, Fpml =
0.307
Wp
Max. seismic design force, Fp— =
1.637
Wp
C_!�
ENGINEERING
250 4th Ave. South
Suite 200
Edmonds, WA 98020
Seismic design force, Fp(ASD) = 0.219 Wp
MRD
3/20/2024
Seismic Loads For Components & Systems I I )
N.T.S.
uarium Co -Op T.I.
lob No.
24087.10
3/20/24, 10:46 AM ATC Hazards by Location
A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.
6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why..
LNTC Hazards by Location
Search Information
Address: 9661 Firdale Ave, Edmonds, WA 98020, USA
Coordinates: 47.7788658,-122.361744
Elevation: 388 ft
Ti mestamp: 2024-03-20T17:45:52.532Z
Hazard Type: Seismic
Reference Document: ASCE7-16
Risk Category: II
Site Class: D-default
Mt. -
Marysville
WhidbeyEverett
Baker-SnoqualmieNal
National Forest
WPak
388 ft
v
Edds
Seattle °Redmond
erton ReoonLfD1i„m s�
"6p.rrr'
/Nalonag� Orest s1��khSeaTacc
Map data®2024
Basic Parameters
Name
Value
Description
SS
1.279
MCER ground motion (period=0.2s)
S1
0.448
MCER ground motion (period=11.0s)
SMS
1.535
Site -modified spectral acceleration value
SM1
* null
Site -modified spectral acceleration value
SDS
1.023
Numeric seismic design value at 0.2s SA
SDt
* null
Numeric seismic design value at 1.0s SA
* See Section 11.4.8
-Additional Information
Name
Value
Description
SDC
* null
Seismic design category
Fa
1.2
Site amplification factor at 0.2s
Fv
* null
Site amplification factor at 1.0s
CRS
0.912
Coefficient of risk (0.2s)
CR1
0.896
Coefficient of risk (1.0s)
PGA
0.542
MCEG peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.65
Site modified peak ground acceleration
TL
6
Long -period transition period is)
SsRT
1.279
Probabilistic risk -targeted ground motion (0.2s)
SsUH
1.402
Factored uniform -hazard spectral acceleration (2 % probability of
exceedance in 50 years)
Sao
1.914
Factored deterministic acceleration value (0.2s)
S1RT
0.448
Probabilistic risk -targeted ground motion (1.0s)
S1 UH
0.5
Factored uniform -hazard spectral acceleration (2 % probability of
exceedance in 50 years)
S1 D
0.761
Factored deterministic acceleration value (1.0s)
PGAd
0.677
Factored deterministic acceleration value (PGA)
* See Section 11.4.8
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any
output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented
in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other
licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of
practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from
this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval
and interpretation for the building site described by latitude/longitude location in the report.
https://hazards.atcouncil.org/#/seismic?lat=47.7788658&ing=-l22.361744&address=9661 Firdale Ave%2C Edmonds%2C WA 98020%2C USA 1/1
2x6 VERTICAL SHELF SUPPORT 52" TRIBUTARY AREA (CASE A
FBD
RZ = 80#��
00 I W = (1085#)/(3 LEVELS)/(2 SUPPORTS)(2 TRIB AREA) = 362#
U*) I
W = 362#
LO N
d�
`o lw = 362#
NI
R1= 158# 3
Fp = 0.219[(1085#)/(3 LEVELS)/(2 SUPPORTS)(2 TRIB AREA)] = 79.2#
Fp = 79.2#
Fp = 79.2#
PER ENERCALC RESULT 2x6
SPF #2 COLUMN IS
ADEQUATE
2x6 VERTICAL SHELF SUPPORT 52" TRIBUTARY AREA (CASE A REDUCED SECTION
REDUCED SECTION SIZE 1-1/2"x2-3/4"
REDUCED SECTION LOCATED 1.5' FROM TOP OF COLUMN
fb AT REDUCED SECTION LOCATION = 184.5psi
f'b = (184.5psi)(5-1/2")2/(2-3/4")2 = 738psi
Fb = 863.9psi > 738psiV
4
Description Shelf Gravity Loading
sY MRD
Date03/20/2024
Checked
Date
ENGINEERING
Scale NTS
Sheet No.
2504th Ave. South
Suite 200
Project Aquarium Co -Op T.I.
Job No.
Edmonds, WA98020
425.778.8500
www.cgengineering.com
24087.10
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column Project File: Shelf.ec6
LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION: 2x6 Vertical Support 52" Trib
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance
+0.60D 0.0000in 0.000ft 0.149in 4.993ft
Sketches
0c
LQ
1.50 in
+X
3
o:
M:
O.Mft
4
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column
LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING
DESCRIPTION: 2x6 Vertical Support 52" Trib
Code References
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Analysis Method Allowable Stress Desigr
End Fixities Top & Bottom Pinned
Overall Column Height
( Used for non -slender calculations)
Wood Species Spruce -Pine -Fir
Wood Grade No. 1/No. 2
Fb + 875.0 psi Fv
Fb - 875.0 psi Ft
Fc - Prll 1,150.0 psi Density
Fc - Perp 425.0 psi
E : Modulus of Elasticity ... x-x Bending
Basic 1,400.0
Minimum 510.0
10.33333 ft
135.0 psi
450.0 psi
26.220 pcf
y-y Bending
1,400.0
510.0
Wood Section Name
Wood Grading/Manuf.
Wood Member Type
Exact Width
Exact Depth
Area
Ix
ly
Axial
1,400.0 ksi
Project File: Shelf.ec6
(c) ENERCALC INC 1983-2023
2x6
Graded Lumber
Sawn
1.50 in Allow Stress Modification Factors
5.50 in
Cf or Cv for Bending
1.30
8.250 inA2
Cf or Cv for Compressioi
1.10
20.797 inA4
Cf or Cv for Tension
1.30
1.547 inA4
Cm : Wet Use Factor
1.0
Ct : Temperature Fact
1.0
Cfu : Flat Use Factor
1.0
Kf : Built-up columns
1.0
Use Cr: Repetitive ?
No
Column Buckling Condition:
ABOUT X-X Axis: Lux = 10.33333 ft, Kx = 1.0
ABOUT Y-Y Axis: Luy = 4.833 ft, Ky = 1.0
Applied Loads
AXIAL LOADS ...
Axial Load at 1.458 ft, D = 0.3620 k
Axial Load at 3.458 ft, D = 0.3620 k
Axial Load at 5.50 ft, D = 0.3620 k
BENDING LOADS ...
Lat. Point Load at 1.458 ft creating Mx-x, D = 0.07920 k
Lat. Point Load at 3.458 ft creating Mx-x, D = 0.07920 k
Lat. Point Load at 5.50 ft creating Mx-x, D = 0.07920 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.8963 : 1
Load Combination
D Only
Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3
Location of max.above base
3.398 ft
At maximum location values are .
Applied Axial
0.7240 k
Applied Mx
0.3825 k-ft
Applied My
0.0 k-ft
Fc: Allowable
264.433 psi
PASS Maximum Shear Stress Ratio =
0.2361 : 1
Load Combination
D Only
Location of max.above base
1.456 ft
Applied Design Shear
43.026 psi
Allowable Shear
121.50 psi
Service loads entered. Load Factors will be applied for calculations.
Maximum SERVICE Lateral Load Reactions . .
Top along Y-1y 0.07984 k Bottom along Y-Y 0.1578 k
Top along X4 0.0 k Bottom along X-X 0.0 k
Maximum SERVICE Load Lateral Deflections ...
Along Y-Y 0.2476 in at 4.993 ft above base
for load combination : D Only
Along X-X 0.0 in at 0.0 ft above base
for load combination : n/a
Other Factors used to calculate allowable stresses ...
Bending Compression Tension
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
0.158
0.080
1.086
+0.60D
0.095
0.048
0.652
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection Distance
Max. Y-Y
Deflection Distance
D Only
0.0000 in
0.000ft
0.248 in
4.993ft
2x6 VERTICAL SHELF SUPPORT 26" TRIBUTARY AREA (CASE B
FBD
R2 = 51#�=
IW = (1085#)/(3 LEVELS)/(2 SUPPORTS) = 181#
N 1
W = 181#
LO N
d�
R1= 67#31=
ENGINEERING
2504th Ave. South
Suite 200
Edmonds, WA 98020
425.778.8500
www.cgengineering.com
I W = 181#
N i
F, = 0.219[(1085#)/(3 LEVELS)/(2 SUPPORTS)] = 39.6#
F, = 39.6#
F, = 39.6#
co
PER ENERCALC RESULT 2x6
0 SPF #2 COLUMN IS
TADEQUATE
R3 = 543
Description Shelf Gravity Loading 'y MRD
Checked
Scale NTS
Project Aquarium Co -Op T.I. Job No.
24087.10
Date
No.
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column
LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING
DESCRIPTION: 2x6 Vertical Support 26" Trib
Code References
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Analysis Method Allowable Stress Design
End Fixities Top & Bottom Pinned
Overall Column Height
( Used for non -slender calculations)
Wood Species Spruce -Pine -Fir
Wood Grade No. 1/No. 2
Fb + 875.0 psi Fv
Fb - 875.0 psi Ft
Fc - Prll 1,150.0 psi Density
Fc - Perp 425.0 psi
E : Modulus of Elasticity ... x-x Bending
Basic 1,400.0
Minimum 510.0
7.875 ft
135.0 psi
450.0 psi
26.220 pcf
y-y Bending
1,400.0
510.0
Wood Section Name
Wood Grading/Manuf.
Wood Member Type
Exact Width
Exact Depth
Area
Ix
ly
Axial
1,400.0 ksi
Project File: Shelf.ec6
(c) ENERCALC INC 1983-2023
2x6
Graded Lumber
Sawn
1.50 in Allow Stress Modification Factors
5.50 in
Cf or Cv for Bending
1.30
8.250 inA2
Cf or Cv for Compressioi
1.10
20.797 inA4
Cf or Cv for Tension
1.30
1.547 inA4
Cm : Wet Use Factor
1.0
Ct : Temperature Fact
1.0
Cfu : Flat Use Factor
1.0
Kf : Built-up columns
1.0
Use Cr: Repetitive ?
No
Column Buckling Condition:
ABOUT X-X Axis: Lux = 7.875 ft, Kx = 1.0
ABOUT Y-Y Axis: Luy = 2.417 ft, Ky = 1.0
Applied Loads
AXIAL LOADS ...
Axial Load at 1.333 ft, D = 0.1810 k
Axial Load at 3.417 ft, D = 0.1810 k
Axial Load at 5.458 ft, D = 0.1810 k
BENDING LOADS ...
Lat. Point Load at 1.333 ft creating Mx-x, D = 0.03960 k
Lat. Point Load at 3.417 ft creating Mx-x, D = 0.03960 k
Lat. Point Load at 5.458 ft creating Mx-x, D = 0.03960 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.2603 : 1
Load Combination
D Only
Governing NDS Forumla Comp + Mxx, NDS
Eq. 3.9-3
Location of max.above base
3.383 ft
At maximum location values are .
Applied Axial
0.3620 k
Applied Mx
0.1471 k-ft
Applied My
0.0 k-ft
Fc: Allowable
780.66 psi
PASS Maximum Shear Stress Ratio =
0.1010 : 1
Load Combination
D Only
Location of max.above base
1.321 ft
Applied Design Shear
18.40 psi
Allowable Shear
121.50 psi
Service loads entered. Load Factors will be applied for calculations.
Maximum SERVICE Lateral Load Reactions . .
Top along Y-1y 0.05133 k Bottom along Y-Y 0.06747 k
Top along X4 0.0 k Bottom along X-X 0.0 k
Maximum SERVICE Load Lateral Deflections ...
Along Y-Y 0.05485 in at 3.911 ft above base
for load combination : D Only
Along X-X 0.0 in at 0.0 ft above base
for load combination : n/a
Other Factors used to calculate allowable stresses ...
Bending Compression Tension
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
0.067
0.051
0.543
+0.60D
0.040
0.031
0.326
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection Distance
Max. Y-Y Deflection Distance
D Only
0.0000 in
0.000ft
0.055 in
3.911 ft
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column Project File: Shelf.ec6
LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023
DESCRIPTION: 2x6 Vertical Support 26" Trib
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance
+0.60D 0.0000 in 0.000ft 0.033 in 3.911 ft
Sketches
c
O
LQ
1.50 in
+X
3
0.04k
O.Wk
2x6 TOP CONNECTION (CASE A)
EXISTING FBD
FRz = (80#)
cvlcTlnl/-- E:Qn
2x6 SILL PLATE (CASE
-&VA P&d I raw y-7 hi
CAPACITY OF ML24Z CLIP = 450#>160#v/
USE (1) ML24Z CLIP PER
VERTICAL MEMBER @ 52" OC
F,, = (158#)
Z=61#
Cd = 1.0
Cm = 1.0
Ct = 1.0
Cg = 1.0
Cdelta = 1.0
Ctn = 0.83
CAPACITY OF (2) TOENAILED 0.138" 0 SCREW = (2)(0.83)(61) = 101#<158#X
CAPACITY OF (1) A34 CLIP = 340#>158#V
USE (1) A34 CLIP PER VERTICAL
SUPPORT @ 52" OC
W = 158#/[(52")(1'/12") = 37plf
BY INSPECTION (1) 1/2"Ox4" EXPANSION
ANCHOR @ 30" OC IS ADEQUATE
Description ToD Connection
ENGINEERING
2504th Ave. South
Suite 200
Edmonds, WA98020 Project Aquarium
425.778.8500
www.cgengineering.com
T.I.
v MRD Date
hecked Date
e NTS Sheet No.
No.
24087.10
2x6 TOP CONNECTION (CASE B)
PROPOSED FBD
2x6 TOP LEDGER CONNECTION (CASE B
PROPOSED FBD
F = (2 VERTICAL SUPPORTS)(51#) = 102#
CAPACITY OF A34 CLIP = 170#>102#
USE (1)A35 CLIP @ 26" OC
CAPACITY OF ANCHOR = 905#>288#�/
> F = 102#/(26"/12)(6') = 288#
1/2" DIA 2-3/8" EMBED THREADED ROD @ 72"
OC EPDXY INTO EXIST CMU W/ HILTI HIT-HY270
EPDXY AND HIT -IC SLEEVE INSERTS
2x6 TOP CONNECTION TO DAPHRAM (CASE B)
PROPOSED FBD
F=51#
Ceg = 0.67
CD = 1.6
CM = 1.0
Ct = 1.0
Cg = 1.0
Cdelta = 1.0
D = 0.135"
W = (C FACTORS)Z= (0.67)(1.6)(90#/nail)
= 96.5#/nail > 51#
2x6 BOTTOM CONNECTION (CASE B)
EXISTING FBD
2x6 SILL PLATE (CASE B
FR2 = (67#)
Z=61#
Cd = 1.0
Cm = 1.0
Ct = 1.0
Cg = 1.0
Cdelta = 1.0
Ctn = 0.83
USE (1)16d nail @ 26" OC
W/1.5" PENETRATION
MINIMUM
CAPACITY OF (2) TOENAILED 8d NAILS = (2)(0.83)(61) = 101#>67#
USE (2) TOENAILED SCREWS PER
VERTICAL SUPPORT @ 26" OC
W = 67#/[(26")(1'/12") = 31plf
BY INSPECTION (1) 1/2"Ox4" EXPANSION
/r ANCHOR @ 30" OC IS ADEQUATE
Description Top Connection By MRD
Checked
ENGINEERING
250 4th Ave. South Scale NTS
Suite 200
Edmonds, WA98020 Project Aquarium Co -Op T.I. Job No.
425.778.8500
Date03/20/2024
Date
Sheet No.
www.cgengineering.com
24087.10