REV 1 REVIEWED BLD2022-1247+Structural_Analysis_or_Calculations+3.23.2023_12.02.36_PM+3439207REVISION
Mar 23 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1247
BY
REVIEWED
CITY
Structural Calculations ILDIGPEPARTME
BUILDING DEPARTMENT;
Kvistad Residence Upper Floor
Remodel
9723 Cherry Street
Edmonds, WA 98020
Franklin Pacific Structural LLC
Seattle, Washington t: 206.352.3860 f: 206.621.7484
Project Information
Kvistad Residence Upper Floor Remodel
Project
Kvistad Residence Upper Floor Remodel
Address
9723 Cherry Street
Edmonds, WA 98020
Job No
Designer
Justin J Franklin
Date
03-23-23
Scope:
Gravity load analysis and design for revised roof framing.
Building Information:
Occupancy Class: R-3
Construction Type: V-B
Referenced Building Code and Specifications, Product Guides and Manuals
Design Code: 2021 International Building Code
Design Specifications: ASCE 7-16
NDS and SDPWS — 2018 Edition
Product Manuals: 2019-2020 Simpson Wood Construction
Connectors
Project Notes:
Table of Contents:
1 Gravity load analysis and design for roof framing
Seal Justin J Franklin
1 Roof Framing
Kvistad Residence Upper Floor Remodel
Project Kvistad Residence Upper Floor Remodel
Job No
Designer Justin J Franklin
Date 03-23-23
Pages
Scope:
Analysis and design of roof framing.
Design Information:
Roof Dead Load = 15 psf
Roof Snow Load = 25 psf
Design Notes:
Load Combination (IBC 1605.3.1)
D+F
D+H+F+L
D+H+F+(Lr or S or R)
D+H+F+0.75(L)+0.75(Lr or S or R)
D+H+F+(0.6W or 0.7E)
D+H+F+0.75(0.6W)+ 0.75L+0.75(Lr or S or R)
D+H+F+0.75(0.7E)+ 0.75L+0.75S
0.6D+0.6W+H
0.6(D+F)+0.7E+H
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: misc calcs.ec6
DESCRIPTION: new sister rafters in bedroom
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
900.0 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
900.0 psi
Ebend- xx 1,600.Oksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
2x8
Span = 8.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, S =
0.0250 ksf, Tributary Width
= 2.0 ft, (tributary roof loading)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
= 0.4621
Maximum Shear Stress Ratio =
0.252 : 1
Section used for this span
2x8
Section used for this span
2x8
fb: Actual
= 659.79psi
fv: Actual =
52.12 psi
F'b
= 1,428.30psi
F'v =
207.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
= 8.500ft
Location of maximum on span =
7.911 ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.032 in Ratio =
3160> 360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.052 in Ratio =
1975 -180 Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Moment
Values
Shear
Values
Segment Length
Span #
M
V
CD
CM
Ct CLx
CF
Cfu
C i
Cr
M
fb
F'b
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length = 8.50 ft
1
0.221
0.121
0.90
1.00
1.00
1.00
1.200
1.00
1.00
1.15
0.27
247.4
1,117.8
0.14
19.5
162.0
+D+S
1.00
1.00
1.00
1.200
1.00
1.00
1.15
0.0
0.00
0.0
0.0
Length = 8.50 ft
1
0.462
0.252
1.15
1.00
1.00
1.00
1.200
1.00
1.00
1.15
0.72
659.8
1,428.3
0.38
52.1
207.0
+D+0.750S
1.00
1.00
1.00
1.200
1.00
1.00
1.15
0.0
0.00
0.0
0.0
Length = 8.50 ft
1
0.390
0.212
1.15
1.00
1.00
1.00
1.200
1.00
1.00
1.15
0.61
556.7
1,428.3
0.32
44.0
207.0
+0.60D
1.00
1.00
1.00
1.200
1.00
1.00
1.15
0.0
0.00
0.0
0.0
Length = 8.50 ft
1
0.075
0.041
1.60
1.00
1.00
1.00
1.200
1.00
1.00
1.15
0.16
148.5
1,987.2
0.09
11.7
288.0
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: misc calcs.ec6
DESCRIPTION: new sister rafters in bedroom
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span
+D+S
Vertical Reactions
0.0516 3.599
Support notation : Far left is #1
0.0000 0.000
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
0.255
0.425
Max Upward from Load Combinations
0.255
0.425
Max Upward from Load Cases
0.159
0.266
D Only
0.096
0.159
+D+S
0.255
0.425
+D+0.750S
0.215
0.359
+0.60D
0.057
0.096
S Only
0.159
0.266
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Bolt Group Analysis Project File: misc calcs.ec6
LIC# : KW-06013278, Build:20.23.2.14 Franklin Pacific Structural LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: new sister rafter splice
Code References
Calculations per, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Centroid & Eccentricity
Bolt Group Centroid...
X Distance 0.000in
Y Distance 0.000in
Load Eccentricity from C.
Y Distance 0.000in
X Distance 0.000in
Total Moment 0.00k-in
Bolt Locations
041WW1 (2.00,4.00)
JO)WOXW2
(2.002.00)
1043 (4OW3 (2.00,0.00)
#a (-2.0o,-2**,00,-2,9111 (2.00, z.0o)
Bolt #1
X Location =
-2.00 in
Y Location =
4.00 in
Bolt #2
X Location =
-2.00 in
Y Location =
2.00 in
Bolt #3
X Location =
-2.00 in
Y Location =
0.00 in
Bolt #4
X Location =
-2.00 in
Y Location =
-2.00 in
Bolt #5
X Location =
-2.00 in
Y Location =
-4.00 in
Bolt #6
X Location =
0.00 in
Y Location =
4.00 in
Bolt #7
X Location =
0.00 in
Y Location =
2.00 in
Bolt #8
X Location =
0.00 in
Y Location =
0.00 in
Bolt #9
X Location =
0.00 in
Y Location =
-2.00 in
Bolt #10
X Location =
0.00 in
Y Location =
-4.00 in
Bolt #11
X Location =
2.00 in
Y Location =
4.00 in
Bolt #12
X Location =
2.00 in
Y Location =
2.00 in
Bolt #13
X Location =
2.00 in
Y Location =
0.00 in
Bolt #14
X Location =
2.00 in
Y Location =
-2.00 in
Bolt #15
X Location =
2.00 in
Y Location =
-4.00 in
Applied Loads
Dead Load L
: Live Load
Lr : Roof Live S :
Snow W : Wind E : Seismic H : Earth
Load Magnitude 0.271
Maximum Bolt Shear Forces
0.451
0.000
0.000
0.000
0.000 k-ft
Bolt Dist. From C.B.G
Direct Shear Force
Moment
Torsional Shear
Force Final Shes
Bolt toad Combination
X
Y
X
Y
X
Y
Bo+D+L
-2.000 in
4.000 in
0.000k
k
0.72 k-ft
-0.217 k
-0.108k
0.242k
Bo+D+L
-2.000 in
2.000 in
0.000k
k
0.72 k-ft
-0.108 k
-0.108k
0.153k
Bo+D+L
-2.000 in
0.000in
0.000k
k
0.72k-ft
k
-0.108k
0.108k
Bo+D+L
-2.000 in
-2.000 in
0.000k
k
0.72 k-ft
0.108 k
-0.108k
0.153k
Bo+D+L
-2.000 in
-4.000 in
0.000k
k
0.72 k-ft
0.217 k
-0.108k
0.242k
Bo+D+L
0.000 in
4.000 in
0.000k
k
0.72 k-ft
-0.217 k
k
0.217k
Bo+D+L
0.000 in
2.000 in
0.000k
k
0.72 k-ft
-0.108 k
k
0.108k
Bo
0.000in
0.000in
0.000k
k
k-ft
k
k
0.000k
Bo+D+L
0.000 in
-2.000 in
0.000k
k
0.72 k-ft
0.108 k
k
0.108k
Bo+D+L
0.000 in
-4.000 in
0.000k
k
0.72 k-ft
0.217 k
k
0.217k
Bo+D+L
2.000 in
4.000 in
0.000k
k
0.72 k-ft
-0.217 k
0.108k
0.242k
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Bolt Group Analysis
Project File: misc calcs.ec6
LIC# : KW-06013278, Build:20.23.2.14 Franklin
Pacific Structural LLC
(c) ENERCALC INC 1983-2022
DESCRIPTION: new sister rafter splice
Maximum Bolt Shear Forces
Bolt Dist. From C.B.G
Direct Shear Force
Moment
Torsional Shear Force Final Shea
Bolt toad Combination X Y
X
Y
X
Y
Bo+D+L 2.000 in 2.000 in
0.000k
k
0.72 k-ft
-0.108 k
0.108k 0.153k
Bo+D+L 2.00Oin 0.000in
0.000k
k
0.72k-ft
k
0.108k 0.108k
Bo+D+L 2.000 in -2.000 in
0.000k
k
0.72 k-ft
0.108 k
0.108k 0.153k
Bo+D+L 2.000 in -4.000 in
0.000k
k
0.72 k-ft
0.217 k
0.108k 0.242k
Project Title:
Engineer:
Project ID:
Project Descr:
2D Frame Project File: misc calcs.ec6
DESCRIPTION: new rafters with collar ties in bathroom
Joints...
Joint
Joint Coordinates
Joint
Label
X Y
X Translational Restraint
Y Translational Restraint
Z Rotational Restraint
Temp
ft ft
deg F
1
0.0
0.0
Fixed
Fixed
0
2
3.170
2.830
0
3
6.920
6.360
0
4
10.740
2.830
0
5
13.840
0.0
Fixed
0
Members...
Member
Endpoint Joints
Member
Releases Specify Connectivity of Member Ends to Joints
Label
Property Label
I
Joint
J
Joint
Length
I End
J End
rc
x
y
z (rotation)
x y
z (rotation)
1
4x4
1
2
4.249
Fixed
Fixed
Fixed
Fixed Fixed
Pinned
2
4x4
2
3
5.150
Fixed
Fixed
Pinned
Fixed Fixed
Pinned
3
4x4
3
4
5.201
Fixed
Fixed
Fixed
Fixed Fixed
Pinned
4
4x4
4
5
4.197
Fixed
Fixed
Pinned
Fixed Fixed
Fixed
5
2x4
2
4
7.570
Fixed
Fixed
Fixed
Fixed Fixed
Fixed
Member Stress Check Data...
Member
Unbraced Lengths
Slenderness Factors
AISC Bending & Stability Factors
Label
Lu : z
ft Lu : y
K : z
K : y
Cm
Cb
1
1.000
1.000
1.00
1.00
1.000
1.000
2
1.000
1.000
1.00
1.00
1.000
1.000
3
1.000
1.000
1.00
1.00
1.000
1.000
4
1.000
1.000
1.00
1.00
1.000
1.000
5
1.000
1.000
1.00
1.00
1.000
1.000
Materials...
Member
Youngs
Density
Thermal
Yield
Label
ksi
kcf
in/degr
ksi
Default
1.00
0.000
0.000000
1.00
Douglas Fir -Larch, No.2
1,600.00
0.031
0.000000
0.00
Steel
29,000.00
0.490
0.000007
50.00
Wood
1,800.00
0.035
0.000000
0.00
Wood Material Data...
Douglas Fir -Larch, No.2, Douglas Fir -Larch, No.2, Density= 31.210pcf,
FbT= 900psi,
FbC= 900psi, Fv= 180psi,
Ft= 575, Fc= 1350psi, E
Bend XX= 1600ksi, E BendMin XX= 580ksi, E Beny YY= Oksi, E BendMin YY= Oksi,
E Axial= Oksi, Species= 2%4" Thick, Grade= No.2
, Class= 2%4" Thick
Wood, Not Defined, Density= 35.Opcf, FbT= 1000psi, FbC= 1000psi,
Fv= 1000psi,
Ft= 1000, Fc= 400psi, E Bend XX= 1800ksi, E BendMin
XX= 1800ksi, E Beny YY= 1800ksi, E BendMin YY= 1800ksi, E Axial= 1800ksi, Species= , Grade= Any, Class=
Member Sections...
Prop Label
Group Tag
Material
Area
Depth
Width Ixx lyy
2x4
Collar Tie
Douglas Fir -Lai
5.250 inA2
3.50 in
1.50 in 5.359 in^4 0.9844 inA4
4x4
Rafters
Douglas Fir -Lail
12.250 in^2
3.50 in
3.50 in 12.505 in^4 12.505 in"4
Default I
Group
Default
1.0 inA2
0.0 in
0.0 in 1.0 inA4 1.0 inA4
Member Distributed Loads.... Note: Loads labeled "Global Y" act downward in "-Y" direction
Member
Load
Load Extents
Load Magnitude
Label
Direction
StartEnd ft
Dead Roof Live Live Snow Seismic Wind Earth
L ui ooal Y U.0 Star[ Mag : U.uju U.USU K/tt
5.150 End Mag : 0.030 0.050 k/ft
3 Global Y 0.0 Start Mag : 0.030 0.050 k/ft
5.201 End Mag : 0.030 0.050 k/ft
Project Title:
Engineer:
Project ID:
Project Descr:
2D Frame Project File: misc calcs.ec6
LIC# : KW-06013278, Build:20.23.2.14 Franklin Pacific Structural LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: new rafters with collar ties in bathroom
Member Distributed Loads.... Note: Loads labeled "Global Y" act downward in "-Y" direction
Member
Load
Load Extents
Load Magnitude
Label
Direction
Start
ft
Dead Roof Live Live Snow Seismic Wind Earth
End
4
Global Y
U.0
Start Mag
:
U.U6U
U.USU
K/tt
4.197
End Mag
:
0.030
0.050
k/ft
1
Global Y
0.0
Start Mag
:
0.030
0.050
k/ft
4.249
End Mag
:
0.030
0.050
k/ft
Stress/Strength Load Combinations
IBC 2021
Load Combination
Cd
0.2*Sds*
Load Combination
Factors
Description
Dead
Seismic
Roof Live
Live
Snow
Wind
Seismic Rho
Earth
+D+H
0.9
1.0
1.0
+D+L+H
1
1.0
1.0
1.0
+D+Lr+H
1.25
1.0
1.0
1.0
+D+S+H
1.15
1.0
1.0
1.0
+D+0.750Lr+0.750L+H
1.25
1.0
0.750
0.750
1.0
+D+0.750L+0.750S+H
1.15
1.0
0.750
0.750
1.0
+D+0.60W+H
1.6
1.0
0.60
1.0
+D+0.70E+H
0.9
1.0
0.70
1.0
+D+0.750Lr+0.750L+0.450W+H
1.6
1.0
0.750
0.750
0.450
1.0
+D+0.750L+0.750S+0.450W+H
1.6
1.0
0.750
0.750
0.450
1.0
+D+0.750L+0.750S+0.5250E+H
1.15
1.0
0.750
0.750
0.5250
1.0
+0.60D+0.60W+0.60H
1.6
0.60
0.60
0.60
+0.60D+0.70E+0.60H
0.9
0.60
0.70
0.60
Reaction Load Combinations
IBC 2021
Load Combination
Load
om ina ion
Factors
Description
Dead
Roof Live
Live
Snow
Wind
Seismic
Earth
+D+H
1.0
1.0
+D+L+H
1.0
1.0
1.0
+D+Lr+H
1.0
1.0
1.0
+D+S+H
1.0
1.0
1.0
+D+0.750Lr+0.750L+H
1.0
0.750
0.750
1.0
+D+0.750L+0.750S+H
1.0
0.750
0.750
1.0
+D+0.60W+H
1.0
0.60
1.0
+D+0.70E+H
1.0
0.70
1.0
+D+0.750Lr+0.750L+0.450W+H
1.0
0.750
0.750
0.450
1.0
+D+0.750L+0.750S+0.450W+H
1.0
0.750
0.750
0.450
1.0
+D+0.750L+0.750S+0.5250E+H
1.0
0.750
0.750
0.5250
1.0
+0.60D+0.60W+0.60H
0.60
0.60
0.60
+0.60D+0.70E+0.60H
0.60
0.70
0.60
D Only
1.0
Lr Only
1.0
L Only
1.0
S Only
1.0
W Only
1.0
E Only
1.0
H Only
1.0
Deflection Load Combinations
IBC 2021
Load Combination
Description
Load Combination Factors
Dead Roof Live Live Snow Wind Seismic Earth
+D+H
1.0 1.0
+D+L+H
1.0 1.0 1.0
+D+Lr+H
1.0 1.0 1.0
+D+S+H
1.0 1.0 1.0
+D+0.750Lr+0.750L+H
1.0 0.750 0.750 1.0
+D+0.750L+0.750S+H
1.0 0.750 0.750 1.0
+D+0.60W+H
1.0 0.60 1.0
+D+0.70E+H
1.0 0.70 1.0
+D+0.750Lr+0.750L+0.450W+H
1.0 0.750 0.750 0.450 1.0
+D+0.750L+0.750S+0.450W+H
1.0 0.750 0.750 0.450 1.0
Project Title:
Engineer:
Project ID:
Project Descr:
2D Frame Project File: misc calcs.ec6
DESCRIPTION: new rafters with collar ties in bathroom
+D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0
+0.60D+0.60W+0.60H 0.60 0.60 0.60
+0.60D+0.70E+0.60H 0.60 0.70 0.60
D Only 1.0
Lr Only 1.0
L Only 1.0
S Only 1.0
W Only 1.0
E Only 1.0
H Only 1.0
Project Title:
Engineer:
Project ID:
Project Descr:
2D Frame Project File: misc calcs.ec6
DESCRIPTION: new rafters with collar ties in bathroom