REVIEWED BLD2021-0470+Structural_Analysis_or_Calculations+4.2.2021_9.07.19_AM+2124317RECEIVED
Apr 06 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
REVIEWED
BY
CITY OF EDMONDS
Project Location
Project Description
Scope of Work
Basis of Design
Roof Loads Dead 15 psf
Snow 25 psf
BEL 3/29/2021
Project Summary
NTS
Cloyd Residence 21104.10
853 Daley St.
Edmonds, WA
This project is a kitchen renovation to a 1-story single-family residence. The renovation consists of the
replacement of three walls with (2) exposed GLB beams, supported by typical stud framing in existing
walls. New posts and foundations will be required in the crawlspace.
Provide structural calculations in accordance with current building code.
Description
Project250 4th Ave South
Suite 200
Edmonds, WA 98020
By
Checked
Scale
Job No.
Date
Sheet No.
Date
1
Gravity Design Loads
Roof DL
Roofing Material 2.5 psf
5/8 Sheathing 1.8 psf
Insulation 1.0 psf
5/8 Gypsum 2.8 psf
2x6 @ 16" OC 1.7 psf
2x4 @ 24" OC 1.2 psf
M/E 1.0 psf
Misc 1.5 psf
13.5 psf
USE 15.0 psf
Roof LL (Snow)25.0 psf
Description Gravity Design Loads By BEL Date 03/29/21
Checked Date
Scale Sheet No.
Project Cloyd Residence Job No.
21104.10
250 4th Ave. South
Suite 200
Edmonds, WA 98020 2
Description
Project250 4th Ave South
Suite 200
Edmonds, WA 98020
By
Checked
Scale
Job No.
Date
Sheet No.
Date
3
Gravity Load Diagram
Cloyd Residence
BEL
21104.10
(1
9
5
+
3
2
5
)
P
L
F
DL
S
L
03/29/21
BEAM B
BE
A
M
A
(1268 + 2113)#
DL SL
Description
Project250 4th Ave South
Suite 200
Edmonds, WA 98020
By
Checked
Scale
Job No.
Date
Sheet No.
Date
4
BEAM A
(195 + 325)PLF
DL SL
13'-0"
Ma = 11,156 lb-ft
Va = 3,433 lb
Defl = 0.61 in
USE 3-1/8x10-1/2 GLB
or 5-1/8x9 GLB
BEAM B
PER INSPECTION BASED ON BEAM LENGTH BEING
LESS THAN BEAM B AND LOAD BEING LESS THAN
BEAM B, 3-1/8x11-1/4 GLB IS ADEQUATE.
COLUMN C
9'
-
0
DL SL
(1268 + 2113)#
USE (2) 2x4 HF#2
Cloyd Residence
BEL
21104.10
03/29/21
GRAVITY MEMBER DESIGN
FOUNDATION
DL SL
(1268 + 2113)#
BEARING CAP = 2000 PSF
USE 1'-6"x1'-6x10" W/
(2) #4 OC, EW, BOTT
COMPANY
Mar. 29, 2021 17:13
PROJECT
Beam a
Design Check Calculation Sheet
WoodWorks Sizer 11.2
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Roof Dead Dead Full UDL 195.0 plf
Roof Snow Snow Full UDL 325.0 plf
Self-weight Dead Full UDL 7.6 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
13.142'
13'0'
Unfactored:
Dead 1330 1330
Snow 2136 2136
Factored:
Total 3466 3466
Bearing:
Capacity
Beam 3466 3466
Support 3733 3733
Des ratio
Beam 1.00 1.00
Support 0.93 0.93
Load comb #2 #2
Length 1.71 1.71
Min req'd 1.71 1.71
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.12 1.12
Fcp sup 625 625
BEAM A
Glulam-Unbalan., West Species, 24F-V4 DF, 3-1/8"x10-1/2"
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 13.14'; Clear span: 12.858'; Volume = 3.0 cu.ft.; 7 laminations, 3-1/8" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2015 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 134 Fv' = 305 psi fv/Fv' = 0.44
Bending(+) fb = 2329 Fb' = 2760 psi fb/Fb' = 0.84
Live Defl'n 0.38 = L/405 0.65 = L/240 in 0.59
Total Defl'n 0.62 = L/249 0.87 = L/180 in 0.72
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC#
Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S
Bending(+): LC #2 = D+S
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
Bearing : Support 1 – LC #2 = D+S
Support 2 – LC #2 = D+S
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
V max = 3429, V design = 2930 lbs; M(+) = 11145 lbs-ft
EI = 542.63e06 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
5
COMPANY
Mar. 29, 2021 17:16
PROJECT
Beam A Alternative
Design Check Calculation Sheet
WoodWorks Sizer 11.2
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Roof Dead Dead Full UDL 195.0 plf
Roof Snow Snow Full UDL 325.0 plf
Self-weight Dead Full UDL 10.6 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
13.087'
13'0'
Unfactored:
Dead 1345 1345
Snow 2127 2127
Factored:
Total 3472 3472
Bearing:
Capacity
Beam 3472 3472
Support 3582 3582
Des ratio
Beam 1.00 1.00
Support 0.97 0.97
Load comb #2 #2
Length 1.04 1.04
Min req'd 1.04 1.04
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
BEAM A Alternative
Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/8"x9"
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 13.09'; Clear span: 12.913'; Volume = 4.2 cu.ft.; 6 laminations, 5-1/8" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2015 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 98 Fv' = 305 psi fv/Fv' = 0.32
Bending(+) fb = 1944 Fb' = 2760 psi fb/Fb' = 0.70
Live Defl'n 0.37 = L/418 0.65 = L/240 in 0.57
Total Defl'n 0.61 = L/256 0.87 = L/180 in 0.70
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC#
Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S
Bending(+): LC #2 = D+S
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
Bearing : Support 1 – LC #2 = D+S
Support 2 – LC #2 = D+S
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
CALCULATIONS:
V max = 3449, V design = 3028 lbs; M(+) = 11209 lbs-ft
EI = 560.41e06 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
6
COMPANY
Mar. 29, 2021 13:56
PROJECT
Column1
Design Check Calculation Sheet
WoodWorks Sizer 11.2
Loads:
Load Type Distribution Location [ft] Magnitude Unit
Start End Start End
Beam Dead Dead Axial (Ecc. = 0.00") 1268 lbs
Beam Snow Snow Axial (Ecc. = 0.00") 2113 lbs
Self-weight Dead Axial 20 lbs
Reactions (lbs):
9'
9'
0'
Ba
s
e
To
p
COLUMN C
Lumber n-ply, Hem-Fir, No.2, 2x4, 2-ply (3"x3-1/2")
Support: Non-wood
Total length: 9.0'; Volume = 0.7 cu.ft.
Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 9.0 = 9.0 ft;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2015 :
Criterion Analysis Value Design Value Unit Analysis/Design
Axial fc = 324 Fc' = 384 psi fc/Fc' = 0.84
Axial Bearing fc = 324 Fc* = 1719 psi fc/Fc* = 0.19
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC#
Fc' 1300 1.15 1.00 1.00 0.223 - - - 1.00 - 2
Fc* 1300 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Axial : LC #2 = D+S
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2015
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National
Design Specification (NDS 2015), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3.
4. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance.
7
General Footing
CG ENGINEERINGLic. # : KW-06005155
DESCRIPTION:Typical Footing
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: Foudnation.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties Soil Design Values
2.0
Analysis Settings
250.0ksi
No
ksfAllowable Soil Bearing =
=
2.50
60.0
2,850.0
145.0 =0.30
Flexure =0.90
Shear =
ValuesM
0.00180
2.330
Soil Passive Resistance (for Sliding)
1.0 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
=ksfwhen max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf
Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
#
Dimensions
Width parallel to X-X Axis 1.5 ft
Length parallel to Z-Z Axis
=
1.50 ft
=Pedestal dimensions...
px : parallel to X-X Axis 3.50 in
pz : parallel to Z-Z Axis 3.50 in
Height ==
0.0 in
Footing Thickness
=
10.0 in=
Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
4
Number of Bars
=
2
Bars parallel to Z-Z Axis
Reinforcing Bar Size =4
Number of Bars =2
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
1.30 2.110
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=k
V-z k
M-xx =
k-ft=
k-ft
H
=
8
General Footing
CG ENGINEERINGLic. # : KW-06005155
DESCRIPTION:Typical Footing
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: Foudnation.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.8975 Soil Bearing 1.795 ksf 2.0 ksf +D+S about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.04973 Z Flexure (+X)0.3990 k-ft/ft 8.024 k-ft/ft +1.20D+1.60S
PASS 0.04973 Z Flexure (-X)0.3990 k-ft/ft 8.024 k-ft/ft +1.20D+1.60S
PASS 0.04973 X Flexure (+Z)0.3990 k-ft/ft 8.024 k-ft/ft +1.20D+1.60S
PASS 0.04973 X Flexure (-Z)0.3990 k-ft/ft 8.024 k-ft/ft +1.20D+1.60S
PASS 0.005205 1-way Shear (+X)0.3904 psi 75.0 psi +1.20D+1.60S
PASS 0.005205 1-way Shear (-X)0.3904 psi 75.0 psi +1.20D+1.60S
PASS 0.005205 1-way Shear (+Z)0.3904 psi 75.0 psi +1.20D+1.60S
PASS 0.005205 1-way Shear (-Z)0.3904 psi 75.0 psi +1.20D+1.60S
PASS 0.07402 2-way Punching 11.103 psi 150.0 psi +1.20D+1.60S
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 2.0 n/a0.8570 0.8570 n/a 0.4290.0n/a
X-X, +D+S 2.0 n/a1.795 1.795 n/a 0.8980.0n/a
X-X, +D+0.750S 2.0 n/a1.560 1.560 n/a 0.7800.0n/a
X-X, +0.60D 2.0 n/a0.5142 0.5142 n/a 0.2570.0n/a
Z-Z, D Only 2.0 0.8570n/a n/a 0.8570 0.429n/a0.0
Z-Z, +D+S 2.0 1.795n/a n/a 1.795 0.898n/a0.0
Z-Z, +D+0.750S 2.0 1.560n/a n/a 1.560 0.780n/a0.0
Z-Z, +0.60D 2.0 0.5142n/a n/a 0.5142 0.257n/a0.0
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Actual As StatusMuSide
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.1460 +Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +1.40D 0.1460 -Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +1.20D 0.1252 +Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +1.20D 0.1252 -Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +1.20D+0.50S 0.2107 +Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +1.20D+0.50S 0.2107 -Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +1.20D+1.60S 0.3990 +Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +1.20D+1.60S 0.3990 -Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +0.90D 0.09388 +Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +0.90D 0.09388 -Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +1.20D+0.20S 0.1594 +Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
X-X, +1.20D+0.20S 0.1594 -Z Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +1.40D 0.1460 -X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +1.40D 0.1460 +X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +1.20D 0.1252 -X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +1.20D 0.1252 +X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +1.20D+0.50S 0.2107 -X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +1.20D+0.50S 0.2107 +X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +1.20D+1.60S 0.3990 -X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +1.20D+1.60S 0.3990 +X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +0.90D 0.09388 -X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +0.90D 0.09388 +X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +1.20D+0.20S 0.1594 -X Bottom 0.2160 Min Temp %0.2667 8.024 OK
Z-Z, +1.20D+0.20S 0.1594 +X Bottom 0.2160 Min Temp %0.2667 8.024 OK
One Way Shear
Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.40D 0.14 0.14 0.14 0.14 0.14 75.00 0.00psipsipsipsipsipsi OK9
General Footing
CG ENGINEERINGLic. # : KW-06005155
DESCRIPTION:Typical Footing
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: Foudnation.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
One Way Shear
Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status
+1.20D 0.12 0.12 0.12 0.12 0.12 75.00 0.00psipsipsipsipsipsi OK
+1.20D+0.50S 0.21 0.21 0.21 0.21 0.21 75.00 0.00psipsipsipsipsipsi OK
+1.20D+1.60S 0.39 0.39 0.39 0.39 0.39 75.00 0.01psipsipsipsipsipsi OK
+0.90D 0.09 0.09 0.09 0.09 0.09 75.00 0.00psipsipsipsipsipsi OK
+1.20D+0.20S 0.16 0.16 0.16 0.16 0.16 75.00 0.00psipsipsipsipsipsi OK
Vu / Phi*Vn
Two-Way "Punching" Shear All units k
StatusVuPhi*VnLoad Combination...
+1.40D 4.06 150.00 0.02709 OKpsipsi
+1.20D 3.48 150.00 0.02322 OKpsipsi
+1.20D+0.50S 5.86 150.00 0.0391 OKpsipsi
+1.20D+1.60S 11.10 150.00 0.07402 OKpsipsi
+0.90D 2.61 150.00 0.01742 OKpsipsi
+1.20D+0.20S 4.44 150.00 0.02957 OKpsipsi
10