REV 1 REVIEWED-BLD2021-0776+Calculations+3.29.2022_10.12.24_AM+2767255REVIEWED REVISION
BYKONEN BY - Mar 29 2022
CARTER CITY OF EDMONDS € CITY DEVELOPMENTS RVI
DEVELOPMENT SERVICES
DEPARTMENT
QUINN .,.,.,.,.BUILDING DEPARTMENT .
STRUCTURAL
ENGINEERING
STRUCTURAL
CALCULATIONS
Cooper Covered Deck
918 Spruce Street
Edmonds WA 98020
May 18t", 2021
► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCQ-SE.com
PROPOSED CANOPY FRAMING
SCALE: -1)) - 1 $ -0
4 -
u
MEMBER EPO T PASSED
v=eop Level, Eidge�13eai
1 piece(s) 3 1/8" x 10 1/2" 24F-V4 DF Glulam
Overall Length: 16' 7"
16'
® Q
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)
2719 @ 2"
4648 (3.50")
Passed (59%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2337 @ 1' 2"
6666
Passed (35%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
10826 @ 8' 3 1/2"
13207
Passed (82%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.578 @ 8' 3 1/2"
0.813
Passed (L/337)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.948 @ 8' 3 1/Z"
1.083I
Passed (L/206)
--
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 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 NDS.
Supports
Bearing Length
toads to Supports
(Ibs)
Accessories
Total
Available
; Required
Dead
Snow
Total
1 - Stud wall - SPF
3.50"
3.50"
2.05"
1061
1658
2719
Blocking
2 - Stud wall - SPF
3.50"
3.50"
2.05"
1061
1658
2719
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
LateralBracing
Bracing intervals
Comments
Top Edge (Lu)
16' 7" o/c
Bottom Edge (Lu)
16' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow'
(1.15)
Comments
0 - Self Weight (PLF)
0 to 16' 7"
N/A
8.0
-
1 - Uniform (PSF)
0 to 16' 7" (Front)
8'
15.0
25.0
Default Load
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance 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 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 -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 current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-Iibrary.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jeffrey Kranz
Bykonen Carter Quinn
(206) 264-7784
jk@bcq-se.com
5/17/2021 3:44:12 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Cooper Covered Deck
Pagel/1
MEMBER E E OT PASSED
Level, Header
1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam
Overall Length: 10' 7"
10,
`r 4 4,
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
3000 @ 2"
4430 (3.50")
Passed (68%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2409 @ 1' 1/2"
5714
Passed (42%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
7444 @ 5' 3 1/2"
9703
Passed (77%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.254 @ 5' 3 1/2"
0.342
Passed (L/484)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.412 @ 5' 3 1/2"
0.512
Passed (L/299)
--
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 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 NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
' Required
Dead
Snow
Total
1 - Stud wall - HF
3.50"
3.50"
2.37"
1147
1852
2999
Blocking
2 - Stud wall - HF
3.S0"
3.50"
2.37"
1147
1852
2999
Blocking
• 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 intervals
comments
Top Edge (Lu)
10' 7" o/c
Bottom Edge (Lu)
10' 7" o/c
-Maximum allowable bracing intervals based on applied load.
VerticallLoads
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 10' 7"
N/A
6.8
1 - Uniform (PSF)
0 to 10' 7" (Front)
14'
15.0
25.0
Default Load
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance 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 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 -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 current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jeffrey Kranz
Bykonen Carter Quinn
(206) 264-7784
jk@bcq-se.com
5/17/2021 3:41:31 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Cooper Covered Deck
Page 1 / 1
WINUUVV)
PROPOSED WINDOW CONFIGURATION:-
51-11111
2 161-011 0
100
3'- 6 54 " W x 54"H 1 v
SL sill@26 " I 120"W x 80"H SGD
UP -7
2T @12 11
3R 06.3
1IL11 F.L44LAU
DECK JOISTS 0161, O.C.
4
PROPOSED DECK FRAMING
SCALE: P) 1 )— 0
4
MEMBER REPORT PASSED
vel, Beam 1
1 piece(s) 2 x 8 HF No.2 @ 16" OC
&ier-all Length: 8` ?"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern) '
Member Reaction (Ibs)
419 @ 2 1/2"
1367 (2.25")
Passed (31%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
340 @ 10 3/4"
1088
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
834 @ 4' 3 1/2"
1284
Passed (65%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.129 @ 4' 3 1/2"
0.204
Passed (L/758)
--
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.162 @ 4' 3 1/2"
0.408
Passed (L/606)
--
1.0 D + 1.0 L (All Spans)
TI-ProT"' Rating
N/A
N/A
N/A
--
N/A
• Deflection criteria: ILL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
, Required
Dead
Floor Live
Total
1 - Stud wall - HF
3.50"
2.25"
1.50"
86
343
429
1 1/4" Rim Board
2 - Stud wall - HF
3.50"
2.25"
1.50"
86
343
429
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
LateralBracing
Bracing Intervals `
Comments
Top Edge (Lu)
8' 5" o/c
Bottom Edge (Lu)
8' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.91)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 8' 7"
16"
15.0
60.0
Default Load
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Motes
Weyerhaeuser warrants that the sizing of its products will be in accordance 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 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 -parry 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 current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-Iibrary.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Jeffrey Kranz
Bykonen Carter Quinn
(206) 264-7784
jk@bcq-se.com
5/17/2021 3:54:26 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Cooper Covered Deck
Pagel/1
MEMBER. REPORT PASSED
vel, Beam 2 & 3
1 piece(s) 4 x 12 HF No.2
D,,erall'Length:8' 7"
u
0 Q
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Designs Results
Actual @ Location
Allowed
Result
LDF
I Load: Combination (Pattern)
Member Reaction (Ibs)
2618 @ 2"
4961 (3.50")
Passed (53%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1868 @ 1' 2 3/4"
3938
Passed (47%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
5190 @ 4' 3 1/2"
5752
Passed (90%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.093 @ 4' 3 1/2"
0.275
Passed (L/999+)
--
1.0 D + 1.0 L (All Spans)
Total Load Dell. (in)
0.118 @ 4' 3 1/2"
0.412
Passed (L/841)
--
1.0 D + 1.0 L (All Spans)
• Uenecuun crnena: LL (L/JUU) ana I L (LIZ'+u).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - HF
3.50"
3.50"
1.85"
558
2060
2618
Blocking
2 - Stud wall - HF
3.50"
3.50"
1.85"
558
2060
2618
Blocking
.y . 111 -I w 'y uv w .. aVNucu uucuiy aUUVC Ulan anU uic W11 WOU o dppllM LU Ule nlenlUer Uelny ❑eslyneu.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 7" o/c
Bottom Edge (Lu)
8' 7" o/c
•ridxununi dnuwdUie Uldany mieWdls oasea on appneo ioaa.
Vertical Loads
Location (Side)
Tributary Width
Head
(0.90)
Floor Live
(1.00)
comments
0 - Self Weight (PLF)
0 to 8' 7"
N/A
10.0
--
1 - Uniform (PSF)
0 to 8' 7" (Front)
8'
15.0
60.0
Default Load
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance 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 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 -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 current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-Iibrary.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
5/17/2021 4:04:14 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Cooper Covered Deck
Pagel/1
Job Notes
Jeffrey Kranz
Bykonen Carter Quinn
(206) 264-7784
jk@bcq-se.com
ATCHazards by Location
Search Information
Address:
918 Spruce St, Edmonds, WA 98020, USA
Coordinates:
47.80567869999999,-122.3661769
Elevation:
317 ft
Timestamp:
2021-05-18T20:16:21.022Z
Hazard Type:
Seismic
Reference
ASCE7-16
Document:
Risk Category:
II
Site Class:
D-default
Basic Parameters
Name
Value
Description
SS
1.284
MCER ground motion (period=0.2s)
S1
0.452
MCER ground motion (period=l.Os)
SMS
1.54
Site -modified spectral acceleration value
SM1
* null
Site -modified spectral acceleration value
SDS
1.027
Numeric seismic design value at 0.2s SA
SD1
* null
Numeric seismic design value at 1.0s SA
* See Section 11.4.8
wAdd itional Information
Name
Value
Description
SDC
* null
Seismic design category
Fa
1.2
Site amplification factor at 0.2s
F„
* null
Site amplification factor at 1.0s
CRS
0.91
Coefficient of risk (0.2s)
CR1
0.896
Coefficient of risk (1.0s)
PGA
0.546
MCEG peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.655
Site modified peak ground acceleration
9t
0, 6P,
i4v
BYKONEN No- 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCQ-SE.com
CARTER
QUINN
PROJECT: DATE:
A STRUCTURAL I
ENGINEERING DESIGNER: SHEET #:
RMNEN
Bykonen Carter Quinn
CAWR
2033 6th Avenue, Ste 995
01AN11
Seattle, WA 98121
STIAM If
lum
Project Title. -
Engineer:
Project ID:
Project Descr:
Printed: 18 MAY 2021, 1:20P
'ole FootingEmbedded in Soil _ File.2021 Misc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12,20.8.24
Code References
Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10
Load Combinations Used: ASCE 7-16
General Information
Pole Footing Shape
Circular
Pole Footing Diameter .... , . .....
18.0 in
Calculate Min. Depth for Allowable Pressures
Lateral Restraint at Ground Surface
Allow Passive ..................
250.0 pcf
Max Passive ..... . .............
1,500.0 psf
Point Load
Controlling Values
Governing Load Combination: +D+0,70E
Lateral Load
0,6468 k
Moment
5.013 k-ft
Restraint @ Ground Surface
Pressure at Depth
Soil Surface
Surface
Lateral Restraint
Actual
945.86 p sf�
«�,3
N
Allowable
968.75 psf
1:
a
Surface Retraint Force
3395.70 Ibs
t
m
KIthimum. Required Depth,
'
Footing Base Area
1.767 ft^2
Maximum Soil Pressure
1.449 ksf
Applied Loads
Lateral Concentrated Load (k)
Lateral Distributed Loads (klf)
Applied Moment (kft)
Vertical Load (k)
D : Dead Load k
k/ft
k-ft
0.960 k
Lr : Roof Live k
k/ft
k-ft
k
L : Live k
k/ft
k-ft
k
S : Snow k
k/ft
k-ft
1.60 k
W : Wind k
k/ft
k-ft
k
E : Earthquake 0.9240 k
k/ft
k-ft
k
H : Lateral Earth k
k/ft
k-ft
k
Load distance above
TOP of Load above ground surface
ground surface 7.750 ft
ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Forces @ Ground 8tirface
Required
Pressure at Depth
Increas
t oad Giinbinafiion
Loads tak)
Mornan#s = eft=k)
1 iept -ft
actual=sliowr (psi
aty'Of
D Only
0,000
0.000
0.13
0.0
31.3
1,000
+D+S
0.000
0,000
0.13
0.0
31.3
1,000
+D+0,750S
0.000
0.000
0.13
0.0
31.3
1.000
+0.60D
0.000
0,000
0.13
0.0
31.3
1,000
+D+0.70E
0,647
5,013
3.88
945,9
968.8
1.000
+D+0.750S+0.5250E
0.485
3.760
3.50
869.6
875.0
1.000
+0.60D+0.70E
0,647
5.013
3.88
945.9
9683
1.000