REVIEWED RESUB1 BLD2024-1188_Structural_Calculations_11-25-2024_15_39_06_DEI_24-272_O2dontics_Shed_2024-11-15DEI
DIBBLE ENGINEERS INC
November 15, 2024
Dr. Rebecca Taylor
8405 1961h Street SW
Edmonds, WA 98026
RESUB
►461KI !
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Re: 02dontics — Shed Design
8420 169th Street SW, Edmonds, WA 98026
DEI Project #: 24-272
Dear Dr. Taylor:
BLD2024-1188
..........
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT!
Dibble Engineers, Inc. (DEI) has completed a review of the shed proposed for construction at the 02dontics dental
office location in Edmonds WA. The proposed shed is an approximately 9'x13' single -story structure of conventional
light -frame wood construction.
Based on our review and calculations, DEI recommends constructing the shed as shown in the attached reclined
sheets A1.0, A1.1, & A1.2. Supplemental structural calculations for the shed are attached with this letter.
Note that DEI's review and design was limited to the strength and stability of the structure in its completed state. The
contractor shall be responsible for the means and methods of construction, including the strength and stability of the
structure during construction. Architectural information shown on the drawings including waterproofing, finishes, etc.
was not reviewed and remains the responsibility of the architect.
Dibble Engineers appreciates your business. Please contact us with any questions, and we will be happy to assist.
Sincerely,
DIBBLE ENGINEERS, INC.
John Mayfield, PE
Project Manager
John dibbleengineers.com
cc: Travis Colliander, PE SE
Attachments: Redlined Sheets A1.0, A1.1, & A1.2, Structural Calculations
11/ 10/ ZU24
PROJECT NAME 02DONTICS - SHED
DE I PROJECT # 24-272
DIBBLE ENGINEERS IN( SUBJECT CALCULATIONS
SHEET#
DATE
2024-11-13
BY JCM
SUMMARY: ANEW 9'x13' SHED IS PROPOSED TO BE CONSTRUCTED. PROVIDE GRAVITY AND
LATERAL DESIGN FOR THE NEW SHED.
GRAVITY DESIGN:
ROOF JOISTS ARE A TYPICAL SHED ROOF DESIGN.
BEAMS WILL NEED TO SPAN THE FULL 13' OF THE FRONT
ELEVATION IN ORDER TO RESIST OUT -OF -PLANE FORCES.
ROOF LOADS:
DEAD = 15 PSF
LIVE (ROOF) = 20 PSF
SNOW = 25 PSF
TYPICAL ROOF JOIST - J1:
L=9'
USE HF#2 2x6 @ 16" OC (PER ATTACHED ENERCALC)
HIGH BEAM - B1:
L = 4.139' (3 SPANS)
TRIB = 972 + 1'= 5.5'
USE HF#2 6x6 (PER ATTACHED ENERCALC)
LOW BEAM - B2:
L = 6' (OVER DOOR)
USE HF#2 6x8 (PER ATTACHED ENERCALC)
GRAVITY KEY PLAN
GRAVITY KEY ELEVATION
POST
BEAM -TO -
BEAM
JAMB
STUDS
PROVIDE
GRAVITY
SUPPORT
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 02dontics Shed.ec6
LIC# : KW-06014989, Build:20.23.08.30 DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2023
DESCRIPTION: J1 - Typical Roof Joist
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
850 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
850 psi
Ebend- xx 1300 ksi
Fc - Prll
1300 psi
Eminbend - xx 470 ksi
Wood Species Hem -Fir
Fc - Perp
405 psi
Wood Grade No.2
Fv
150 psi
Ft
525 psi
Density 26.84 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
1
2x6
Span =9.0ft
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, Lr = 0.020,
S = 0.0250 ksf, Tributary Width =
1.340 ft, (Roof Loads)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.67& 1
Maximum Shear Stress Ratio
=
0.230 : 1
Section used for this span
2x6
Section used
for this span
2x6
fb: Actual =
861.14 psi
fv: Actual
=
39.69 psi
F'b =
1,270.75psi
F'v
=
172.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
4.500ft
Location
of maximum on span
=
8.573ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span
# 1
Maximum Deflection
Max Downward Transient Deflection
0.184 in Ratio =
587 > 360
Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360
n/a
Max Downward Total Deflection
0.294 in Ratio =
366 >=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
CIF Cfu C i
C r M fb
F'b
V
fv F'v
D Only
0.0
0.00
0.0 0.0
Length = 9.0 ft 1 0.325 0.110 0.90
1.00 1.00 1.00
1.300 1.00 1.00
1.00 0.20 322.9
994.5
0.08
14.9 135.0
+D+Lr
1.00 1.00 1.00
1.300 1.00 1.00
1.00
0.0
0.00
0.0 0.0
Length = 9.0 ft 1 0.546 0.185 1.25
1.00 1.00 1.00
1.300 1.00 1.00
1.00 0.47 753.5
1,381.3
0.19
34.7 187.5
+D+S
1.00 1.00 1.00
1.300 1.00 1.00
1.00
0.0
0.00
0.0 0.0
Length = 9.0 ft 1 0.678 0.230 1.15
1.00 1.00 1.00
1.300 1.00 1.00
1.00 0.54 861.1
1,270.8
0.22
39.7 172.5
+D+0.750Lr
1.00 1.00 1.00
1.300 1.00 1.00
1.00
0.0
0.00
0.0 0.0
Length = 9.0 ft 1 0.468 0.159 1.25
1.00 1.00 1.00
1.300 1.00 1.00
1.00 0.41 645.9
1,381.3
0.16
29.8 187.5
+D+0.750S
1.00 1.00 1.00
1.300 1.00 1.00
1.00
0.0
0.00
0.0 0.0
Length = 9.0 ft 1 0.572 0.194 1.15
1.00 1.00 1.00
1.300 1.00 1.00
1.00 0.46 726.6
1,270.8
0.18
33.5 172.5
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 02dontics Shed.ec6
LIC# : KW-06014989, Build:20.23.08.30 DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2023
DESCRIPTION: J1 - Typical Roof Joist
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment VaFu-e-s
Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b
+0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0
Length = 9.0 ft 1 0.110 0.037 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.12 193.8 1,768.0
Overall Maximum Deflections
Shear Values
V fv F'v
0.00 0.0 0.0
0.05 8.9 240.0
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1 0.2944 4.533 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
0.241
0.241
Max Upward from Load Combinations
0.241
0.241
Max Upward from Load Cases
0.151
0.151
D Only
0.090
0.090
+D+Lr
0.211
0.211
+D+S
0.241
0.241
+D+0.750Lr
0.181
0.181
+D+0.750S
0.204
0.204
+0.60D
0.054
0.054
Lr Only
0.121
0.121
S Only
0.151
0.151
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 02dontics Shed.ec6
LIC# : KW-06014989, Build:20.23.08.30 DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2023
DESCRIPTION: B1 - High Roof Beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
675.0 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
675.0 psi
Ebend-xx 1,100.Oksi
Fc - Prll
500.0 psi
Eminbend - xx 400.0 ksi
Wood Species Hem -Fir
Fc - Perp
405.0 psi
Wood Grade No.2
Fv
140.0 psi
Ft
350.0 psi
Density 26.840pcf
Beam Bracing Completely Unbraced
D(0.0825) Lr(0.11) S(0.1375) D(0.0825) Lr(0.11) S(0.1375) D(0.0825) Lr(0.11) S(0.1375)
Span = 4.139 ft Span = 4.139 ft Span = 4.139 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0150, Lr =
0.020, S = 0.0250 ksf, Tributary Width = 5.50 ft, (Roof Load)
Load for Span Number 2
Uniform Load : D = 0.0150, Lr =
0.020, S = 0.0250 ksf, Tributary Width = 5.50 ft, (Roof Load)
Load for Span Number 3
Uniform Load : D = 0.0150, Lr =
0.020, S = 0.0250 ksf, Tributary Width = 5.50 ft, (Roof Load)
DESIGN SUMMARY
Maximum Bending Stress Ratio
= 0.2151 1 Maximum Shear Stress Ratio
Section used for this span
6x6 Section used for this span
fb: Actual
= 167.28 psi fv: Actual
F'b
= 776.25psi F'v
Load Combination
+D+S+H Load Combination
Location of maximum on span
= 4.139ft Location of maximum on span
Span # where maximum occurs
= Span # 1 Span # where maximum occurs
Maximum Deflection
= 0.141 : 1
6x6
= 22.73 psi
= 161.00 psi
+D+S+H
= 3.687 ft
= Span # 1
Max Downward Transient Deflection
0.007 in Ratio =
7425 > 360
Span: 3
: Lr Only, LL Comb Run (L*L)
Max Upward Transient Deflection
-0.004 in Ratio =
11750 > 360
Span: 3
: Lr Only, LL Comb Run (*L*)
Max Downward Total Deflection
0.010 in Ratio =
4775 -180
Span: 3
: +D+Lr+H, LL Comb Run (L*L)
Max Upward Total Deflection
-0.004 in Ratio =
12517 > 180
Span: 3
: +D+Lr+H, LL Comb Run (*L*)
Maximum Forces & Stresses for Load Combinations
Load Combination ax Stress Ratios
Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r
+D+H
Length =
4.139 ft
1
0.108
0.070
0.90
1.00
1.00
1.00
1.000
Length =
4.139 ft
2
0.108
0.070
0.90
1.00
1.00
1.00
1.000
Length =
4.139 ft
3
0.108
0.070
0.90
1.00
1.00
1.00
1.000
+D+L+H, LL
Comb Run
(**L)
1.00
1.00
1.00
1.000
Length =
4.139 ft
1
0.097
0.063
1.00
1.00
1.00
1.00
1.000
Moment
a ues
Shear
Values
M
fb
F'b
V
fv F'v
0.0
0.00
0.0 0.0
1.00
1.00
1.00
0.15
65.3
607.5
0.18
8.9
126.0
1.00
1.00
1.00
0.15
65.3
607.5
0.18
8.9
126.0
1.00
1.00
1.00
0.15
65.3
607.5
0.18
8.9
126.0
1.00
1.00
1.00
0.0
0.00
0.0
0.0
1.00
1.00
1.00
0.15
65.3
675.0
0.18
8.9
140.0
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 02dontics Shed.ec6
LIC# : KW-06014989, Build:20.23.08.30 DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2023
DESCRIPTION: B1 - High Roof Beam
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Segment Length Span
#
M
V
CD
CM
Ct CLx
CF
Cfu
C i
Length = 4.139 ft
2
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
3
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
+D+0.750L+0.750S+0.5250E-
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
1
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
2
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
3
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
+D+0.750L+0.750S+0.5250E-
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
1
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
2
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
3
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
+D+0.750L+0.750S+0.5250E-
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
1
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
2
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
3
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
+D+0.750L+0.750S+0.5250E-
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
1
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
2
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
3
0.131
0.086
1.60
1.00
1.00
1.00
1.000
1.00
1.00
+0.60D+0.60W+0.60H
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
1
0.036
0.024
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
2
0.036
0.024
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
3
0.036
0.024
1.60
1.00
1.00
1.00
1.000
1.00
1.00
+0.60D+0.70E+0.60H
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
1
0.036
0.024
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
2
0.036
0.024
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Length = 4.139 ft
3
0.036
0.024
1.60
1.00
1.00
1.00
1.000
1.00
1.00
Moment Values
Cr M
1.00 0.33
1.00 0.33
1.00
1.00 0.33
1.00 0.33
1.00 0.33
1.00
1.00 0.33
1.00 0.33
1.00 0.33
1.00
1.00 0.33
1.00 0.33
1.00 0.33
1.00
1.00 0.33
1.00 0.33
1.00 0.33
1.00
1.00 0.09
1.00 0.09
1.00 0.09
1.00
1.00 0.09
1.00 0.09
1.00 0.09
Overall Maximum Deflections
Load Combination Span Max. "-" DO Location in Span Load Combination
+D+Lr+H, LL Comb Run (L*L) 1
+D+Lr+H, LL Comb Run (*L*) 2
+D+Lr+H, LL Comb Run (L*L) 3
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
Max Downward from all Load Conditio
Max Downward from Load Cases (Resis
+D+H
+D+L+H, LL Comb Run (**L)
+D+L+H, LL Comb Run (*L*)
+D+L+H, LL Comb Run (*LL)
+D+L+H, LL Comb Run (L**)
+D+L+H, LL Comb Run (L*L)
+D+L+H, LL Comb Run (LL*)
+D+L+H, LL Comb Run (LLL)
+D+Lr+H, LL Comb Run (**L)
+D+Lr+H, LL Comb Run (*L*)
+D+Lr+H, LL Comb Run (*LL)
+D+Lr+H, LL Comb Run (L**)
+D+Lr+H, LL Comb Run (L*L)
fb F'b
Shear Values
V fv F'v
141.8
1,080.0
0.39
19.3
224.0
141.8
1,080.0
0.39
19.3
224.0
0.0
0.00
0.0
0.0
141.8
1,080.0
0.39
19.3
224.0
141.8
1,080.0
0.39
19.3
224.0
141.8
1,080.0
0.39
19.3
224.0
0.0
0.00
0.0
0.0
141.8
1,080.0
0.39
19.3
224.0
141.8
1,080.0
0.39
19.3
224.0
141.8
1,080.0
0.39
19.3
224.0
0.0
0.00
0.0
0.0
141.8
1,080.0
0.39
19.3
224.0
141.8
1,080.0
0.39
19.3
224.0
141.8
1,080.0
0.39
19.3
224.0
0.0
0.00
0.0
0.0
141.8
1,080.0
0.39
19.3
224.0
141.8
1,080.0
0.39
19.3
224.0
141.8
1,080.0
0.39
19.3
224.0
0.0
0.00
0.0
0.0
39.2
1,080.0
0.11
5.3
224.0
39.2
1,080.0
0.11
5.3
224.0
39.2
1,080.0
0.11
5.3
224.0
0.0
0.00
0.0
0.0
39.2
1,080.0
0.11
5.3
224.0
39.2
1,080.0
0.11
5.3
224.0
39.2
1,080.0
0.11
5.3
224.0
0.0104
1.948
0.0048
2.087
+D+Lr+H, LL Comb Run (L*L)
0.0103
2.226
Support notation
: Far left is #1
Support 1 Support
2 Support
3 Support
4
0.374
1.027
1.027
0.374
0.374
1.027
1.027
0.374
0.228
0.626
0.626
0.228
-0.023
-0.046
-0.046
-0.023
-0.023
-0.046
-0.046
-0.023
0.146
0.401
0.401
0.146
0.146
0.401
0.401
0.146
0.146
0.401
0.401
0.146
0.146
0.401
0.401
0.146
0.146
0.401
0.401
0.146
0.146
0.401
0.401
0.146
0.146
0.401
0.401
0.146
0.146
0.401
0.401
0.146
0.154
0.356
0.697
0.343
0.123
0.652
0.652
0.123
0.131
0.606
0.948
0.320
0.343
0.697
0.356
0.154
0.351
0.652
0.652
0.351
Max. "+" Defl Location in Span
0.0000 0.000
-0.0034 1.183
0.0000 1.183
Values in KIPS
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 02dontics Shed.ec6
LIC# : KW-06014989, Build:20.23.08.30 DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2023
DESCRIPTION: B1 - High Roof Beam
Vertical Reactions
Load Combination
+D+Lr+H, LL Comb Run (LL*)
+D+Lr+H, LL Comb Run (LLL)
+D+S+H
+D+0.750Lr+0.750L+H, LL Comb Run (*
+D+0.750Lr+0.750L+H, LL Comb Run ('
+D+0.750Lr+0.750L+H, LL Comb Run ('
+D+0.750Lr+0.750L+H, LL Comb Run (L
+D+0.750Lr+0.750L+H, LL Comb Run (L
+D+0.750Lr+0.750L+H, LL Comb Run (L
+D+0.750Lr+0.750L+H, LL Comb Run (L
+D+0.750L+0.750S+H, LL Comb Run (**
+D+0.750L+0.750S+H, LL Comb Run (*L
+D+0.750L+0.750S+H, LL Comb Run (*L
+D+0.750L+0.750S+H, LL Comb Run (L*
+D+0.750L+0.750S+H, LL Comb Run (L*
+D+0.750L+0.750S+H, LL Comb Run (LL
+D+0.750L+0.750S+H, LL Comb Run (LL
+D+0.60W+H
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.5250E+H, LL Comb
+D+0.750L+0.750S+0.5250E+H, LL Comb
+D+0.750L+0.750S+0.5250E+H, LL Comb
+D+0.750L+0.750S+0.5250E+H, LL Comb
+D+0.750L+0.750S+0.5250E+H, LL Comb
+D+0.750L+0.750S+0.5250E+H, LL Comb
+D+0.750L+0.750S+0.5250E+H, LL Comb
+0.60D+0.60W+0.60H
+0.60D+0.70E+0.60H
D Only
Lr Only, LL Comb Run (**L)
Lr Only, LL Comb Run (*L*)
Lr Only, LL Comb Run (*LL)
Lr Only, LL Comb Run (L**)
Lr Only, LL Comb Run (L*L)
Lr Only, LL Comb Run (LL*)
Lr Only, LL Comb Run (LLL)
S Only
H Only
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2 Support 3 Support 4
0.320
0.948
0.606
0.131
0.328
0.902
0.902
0.328
0.374
1.027
1.027
0.374
0.152
0.367
0.623
0.294
0.129
0.589
0.589
0.129
0.135
0.555
0.811
0.277
0.294
0.623
0.367
0.152
0.300
0.589
0.589
0.300
0.277
0.811
0.555
0.135
0.283
0.777
0.777
0.283
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.146
0.401
0.401
0.146
0.146
0.401
0.401
0.146
0.152
0.367
0.623
0.294
0.129
0.589
0.589
0.129
0.135
0.555
0.811
0.277
0.294
0.623
0.367
0.152
0.300
0.589
0.589
0.300
0.277
0.811
0.555
0.135
0.283
0.777
0.777
0.283
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.317
0.871
0.871
0.317
0.088
0.241
0.241
0.088
0.088
0.241
0.241
0.088
0.146
0.401
0.401
0.146
0.008
-0.046
0.296
0.197
-0.023
0.250
0.250
-0.023
-0.015
0.205
0.546
0.175
0.197
0.296
-0.046
0.008
0.205
0.250
0.250
0.205
0.175
0.546
0.205
-0.015
0.182
0.501
0.501
0.182
0.228
0.626
0.626
0.228
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 02dontics Shed.ec6
LIC# : KW-06014989, Build:20.23.08.30 DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2023
DESCRIPTION: B2 - Low Beam (portion over door)
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
675.0 psi
Load Combination IBC 2021
Fb -
675.0 psi
Fc - Prll
500.0 psi
Wood Species Hem -Fir
Fc - Perp
405.0 psi
Wood Grade No.2
Fv
140.0 psi
Ft
350.0 psi
Beam Bracing Completely Unbraced
D(0.401) Lr(0;546) S(0.626)
D(0.401)
6x8
Span = 6.0 ft
E : Modulus of Elasticity
Ebend- xx 1,100.0 ksi
Eminbend - xx 400.0 ksi
Density
S(0.626)
26.840 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.010 ksf, Tributary Width = 2.250 ft,
(Wall & Windows)
Point Load : D = 0.4010, Lr = 0.5460, S
= 0.6260 k @ 1.0
ft, (B1 Reaction)
Point Load : D = 0.4010, Lr = 0.5460, S
= 0.6260 k @ 5.0
ft, (B1 Reaction)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.350. 1
Maximum Shear Stress Ratio
= 0.248 : 1
Section used for this span
6x8
Section used for this span
6x8
fb: Actual =
270.63 psi
fv: Actual
= 39.97 psi
F'b =
773.96 psi
F'v
= 161.00 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
3.000ft
Location of maximum on span
= 0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.022 in Ratio =
3246 > 360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.041 in Ratio =
1775 >=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 C r M fb
F'b V fv
F'v
D Only
0.0 0.00 0.0
0.0
Length = 6.0 ft 1 0.206 0.137 0.90
1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.54 124.9
606.1 0.47 17.2
126.0
+D+Lr
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0 0.00 0.0
0.0
Length = 6.0 ft 1 0.300 0.212 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 1.08 252.0
841.0 1.02 37.1
175.0
+D+S
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0 0.00 0.0
0.0
Length = 6.0 ft 1 0.350 0.248 1.15
1.00 1.00 1.00
1.000 1.00 1.00 1.00 1.16 270.6
774.0 1.10 40.0
161.0
+D+0.750Lr
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0 0.00 0.0
0.0
Length = 6.0 ft 1 0.262 0.183 1.25
1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.95 220.2
841.0 0.88 32.1
175.0
+D+0.750S
1.00 1.00 1.00
1.000 1.00 1.00 1.00
0.0 0.00 0.0
0.0
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 02dontics Shed.ec6
LIC# : KW-06014989, Build:20.23.08.30 DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2023
DESCRIPTION: B2 - Low Beam (portion over door)
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment VaFu-e-s
Segment Length Span # M V CD CM Ct CLx CIF Cfu C i C r M fb
Shear Values
F'b V fv F'v
Length = 6.0 ft 1 0.303 0.213 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.01 234.2 774.0 0.94 34.3 161.0
+0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 6.0 ft 1 0.070 0.046 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.32 75.0 1,075.5 0.28 10.3 224.0
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1
0.0405 3.022 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
1.118 1.118
Max Upward from Load Combinations
1.118 1.118
Max Upward from Load Cases
0.626 0.626
D Only
0.492 0.492
+D+Lr
1.038 1.038
+D+S
1.118 1.118
+D+0.750Lr
0.901 0.901
+D+0.750S
0.961 0.961
+0.60D
0.295 0.295
Lr Only
0.546 0.546
S Only
0.626 0.626
PROJECT NAME 02DONTICS - SHED
SHEET#
DEI
DIBBLE ENGINEERS IN(
PROJECT # 24-272
SUBJECT CALCULATIONS
LATERAL DESIGN:
TREAT AS 3-SIDED STRUCTURE DUE TO CLERESTORY AT
FRONT ELEVATION
WALL FORCES: (PER ATTACHED SPREADSHEET)
LONGITUDINAL DIRECTION: (SEISMIC GOVERNS)
0.7E = 613#
WALL A FORCE = 613#
WALLS 1 &2 FORCE = 613# x 4.5713' = 213#
TRANSVERSE DIRECTION: (SEISMIC GOVERNS)
0.7E = 613#
WALLS 1 &2 FORCE = 613/2 = 306.5#
DIBBLE ENGINEERS' TYPICAL SW-6 TYPE SHEAR WALL:
VALLoW = 339 PLF WIND, 241 PLF SEISMIC
INCLUDES:
HEM -FIR STUDS @ 16" OC
15/32 PLY W/ 8d @ 6" EDGES, 12" FIELD
5/8"0 J-BOLTS W/ 7" MIN EMBED @ 48" OC
A35 CLIPS @ 16" OC BLOCKING/RIM-TO-TOP PLATE
WALL A DESIGN:
V=613#/13'=47.15PLF
USE SW-6
HOLDOWN FORCE = 613# x 9.5713' = 448#
USE HDU2 W/ SSTB16
ALLOWABLE FORCE = 2215# (PER ATTACHED MFR INFO)
WALL 1 & 2 DESIGN:
V = 306.5# / 9' = 34.06 PLF
USE SW-6
HOLDOWN FORCE = 306.5# x 9.5'/9' = 324#
USE HDU2 W/ SSTB16
ALLOWABLE FORCE = 2215# (PER ATTACHED MFR INFO)
B2 OUT -OF -PLANE CHECK:
C&C WIND LOAD = 19.76 PSF (WORST CASE @ END ZONES)
OK PER ATTACHED ENERCALC
BIAXIAL INTERACTION WITH GRAVITY LOADS:
GRAVITY BENDING STRESS RATIO = 0.35 (PER ENERCALC)
WIND BENDING STRESS RATIO = 0.35 (PER ENERCALC)
0.35 + 0.35 = 0.70 < 1.0 OK
DATE
2024-11-13
BY JCM
SHEAR WALL KEY PLAN
�►SGE
WERICAN SOCIETY OF CIVIL ENGINEERS
Address:
8420 196th St SW
Edmonds, Washington
98026
Wind
ASCE Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.821247
Risk Category: II Longitude:-122.347562
Soil Class: D - Default (see Elevation: 419.18277830229994 ft
Section 11.4.3) (NAVD 88)
Res Its:
Wind Speed
98 Vmph
-e
25-year MRI
74 Vmph
50-year MRI
78 Vmph
100-year MRI
83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Wed Nov 13 2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
hftps:Hascehazardtool.org/ Page 1 of 3 Wed Nov 13 2024
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Sp1
N/A
S,
0.457
T L
6
a
PGA:
0.553
Fv
N/A
PGA M :
0.663
SMS
1.554
FPGA
1.2
le
1
SIDS
:aequired.
CV
1.359
Gro
See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Wed Nov 13 2024
Date Source:
USGS Seismic Design
Maps
hftps:Hascehazardtool.org/ Page 2 of 3 Wed Nov 13 2024
Dibble
Engineers, Inc.
Project No.:
24-272
Sheet No.:
Project:
Date:
O2dontics Shed
11/14/2024
Subject:
By:
Seismic Design Load - Equivalent Lateral Force
JCM
Seismic Response Coeficient:
R =
6.5
1 =
1.0
SpS =
1.036 g
S, =
0.457 g
CS -Min =
0.046 g
CS =
0.159 g
Structure Weight:
(ASCE 7-16, Table 12.2-1)
(ASCE 7-16, Table 1.5-2)
(USGS)
(USGS)
(ASCE 7-16, Equations 12.8-5 & 12.8-6)
(ASCE 7-16, Equation 12.8-2)
Level
Area
DL
SL
W
#
ft 1
psf
psf
kips
0
0.0
°
0.0
0.0
0
0.0
W
Roof
157.5
15
25
2.4
(20% Snow Load is added to Seismic Weigiht where SL >_ 30psf)
Level
Material
Height
DL
L
W
#
type
ft
psf
ft
kips
1
Wood
9.5
15
44
6.3
0.0
0.0
0.0
Total
6.3
(Height is floor -to -floor height, not elevation)
Seismic Force Distribution: (Per ASCE7-16 Section 12.8.3)
V = 0.88 kips (Total Base Shear per ASCE7-16 Eq 12.8-1)
Period = 0.10 seconds (Structure period - Approx 0.1 seconds/story)
k = 1.00 - (Exponent per ASCE7-16 eq 12.8-12)
Wall
#
W h C„ F Fcumulative
kips ft kips kips
0.7 Fcum
kips
1
5.50 9.50 1.00 0.88 0.88
0.61
ASD Design Base Shear = 0.61
Dibble Engineers, Inc.
Pr24c2t 20.:
SheetNo.:
Project:
Date:
O2dontics Shed
11/14/2024
Subject:
By.
Wind Design Load - Low Rise Method (Longitudinal)
I JCM
Wind Pressure:
Risk Cat.=
II -
V =
98 mph
Kzt =
1.0 -
Exposure =
B -
Z =
10 ft
A =
1.0
Zone
P.30 (psf) A
ps (psf)
A - Wall End
15.9
1.0
15.90
B - Roof End
8.2
1.0
8.20
C - Wall
10.5
1.0
10.50
D - Roof
4.9
1.0
4.90
Edge Length:
b = 9 ft
1 = 13 ft
h = 10 ft
a = 3 ft
Loads:
(ASCE 7-16, Figure 26.5-1A, B, or C)
(Estimate Based on Surrounding Topography)
(ASCE 7-16 ,Section 26.7.3)
(building height)
(adjustment factor per Fig 28.5-1)
(wind pressures based on Figure 28.5-1 and adjustment)
(building width)
(building length)
(mean roof height)
(edge length)
Wall
H
L
Roof
Ps-ave
Fnet
Fnet-cum
0.6 Fnet-cum
#
ft
ft
(YIN)
Ib/ft2
kips
kips
kips
Roof
0.0
9
Y
6.00
0.00
0.00
0.00
1
9.5
9
N
12.30
0.53
0.53
0.32
ASD Design Base Shear = 0.32 kips
Dibble Engineers, Inc.
Pr24c2t 20.:
SheetNo.:
Project:
Date:
O2dontics Shed
11/14/2024
Subject:
By. -
Wind Design Load - Low Rise Method (Transverse)
JCM
Wind Pressure:
Risk Cat.=
II -
V =
98 mph
Kzt =
1.0 -
Exposure =
B -
Z =
10 ft
A =
1.0
Zone
P.30 (psf) A
ps (psf)
A - Wall End
15.9
1.0
15.90
B - Roof End
8.2
1.0
8.20
C - Wall
10.5
1.0
10.50
D - Roof
4.9
1.0
4.90
Edge Length:
b = 9 ft
1 = 13 ft
h = 10 ft
2a = 6 ft
Loads:
(A SCE 7-10, Figure 26.5-1A, B, or C)
(Estimate Based on Surrounding Topography)
(ASCE 7-10 ,Section 26.7.3)
(building height)
(adjustment factor per Fig 28.5-1)
(wind pressures based on Figure 28.6-1 and adjustment)
(building width)
(building length)
(mean roof height)
(edge length)
Wall
H
L
Roof
Ps-ave
Fnet
Fnet-cum
0.6 Fnet-cum
#
ft
ft
(YIN)
Ib/ft2
kips
kips
kips
Roof
1.0
15
Y
6.22
0.09
0.09
0.06
1
9.0
13
N
12.99
0.76
0.85
0.51
ASD Design Base Shear = 0.51 kips
H D U/DTTTM
Holdowns (cont.)
- These products are available with additional corrosion ® For stainless -steel Many of these products are approved for installation
protection. For more information, see p.16. fasteners, see p. 23. with Strong -Drive® SD Connector screws.
See pp. 362-366 for more information.
SSIA
Model
No.
Ga.
Dimensions
(in.)
Fasteners
(in.)
Minimum
Wood
Member
(gin)
Allowable Tension Loads
(160)
Code
Ref.
W
H
B
CL
SO
Anchor
Bolt Dia.
(in.)
ood Fasteners
DF/SP
SPF/HF
Deflection at
Allowable Load
(in.)
DTT1Z
14
11/2
71/a
17/a
3/4
�Yla
3/a
(6) #9 x 11/2" SD
11/2 x 31/2
840
840
0.17
(6) 0.148 x 11/2
910
640
0.167
(8) 0.148 x 11/2
910
850
0.167
DTT2Z
14
31/4
61V1a
1 %
1�Ya
�Y16
1/2
(8)1/4 x 11/2 SDS
11/2 x 31/2
1,825
1,800
0.105
(8)1/4 x 11/2 SDS
3 x 31/2
2,145
1,835
0.128
DTT2Z-SDS2.5
(8)1/4 x 21/2 SDS
3 x 31/2
2,145
0.128
HDU2-SDS2.5
14
3
811/16
31/4
1 -A6
13/8
%
(6)1/4 x 21/2 SDS
3 x 31/2
3,075
2,215
0.088
IBC®,
HDU4-SDS2.5
14
3
101V16
31/4
1 a/ie
13/8
%
(10)1/4 x 21/2 SIDS
3 x 31/2
4,565
0.114
FL, LA
HDU5-SDS2.5
14
3
133/16
31/4
1-9A6
13/8
%
(14)1/4 x 21/2 SDS
3 x 31/2
5,645
4,340
0.115
HDU8-SDS2.5
10
3
16%
31/2
13/8
11/2
7/a
(20)1/4 x 21/2 SDS
3 x 31/2
6,765
5,820
0.11
31/2 x 31/2
6,970
5,995
0.116
31/2 x 41/2
7,870
6,580
0.113
HDU11-SDS2.5
10
3
221/4
31/2
1 %
11/2
1
(30)1/4 x 21/2 SDS
31/2 x 51/2
9,535
8,030
0.137
31/2 x 71/4
11,175
9,610
0.137
HDU14-SDS2.5
7
3
2511/a
31/2
19/a
19/e
1
(36)1/4 x 21/2 SDS
31/2 x 51/2
10,770
9,260
0.122
—
31/2 x 71/4
14,390
12,375
0.177
IBC,
FL, LA
51/2 x 51/2
14,445
12,425
0.172
1. HDU14 requires heavy -hex anchor nut to achieve tabulated loads (supplied with holdown).
2. HDU14 loads on 4x6 post are applicable to installation on either the narrow or the wide face of the post.
3. Fasteners: Nail dimensions are listed diameter by length. SD and SDS screws are Simpson Strong -Tie Strong -Drive SD Connector
and SIDS Heavy -Duty Connector screws. See pp. 23-24 for fastener information.
Typical DTT2Z Installation
Typical HDU Tie Between Floors
55
SSTB°
Anchor Bolt
These products are available with additional corrosion protection. For more information, see p. 16.
SSTB Bolts at Stemwall
Dimensions (in.)
Allowable
Model
No.
Stemwall
Width
Diameter
Length
Min.
Embed.
(le)
Wind and SDC A&B
SDC C-F
ode
ef.
Midwall
Corner
End Wal
Midwall
Corner
End Walls
SSTB16
6
5/8
17% (16L =19%)
12%
3,465
3,465
3,465
2,550
2,550
2,550
SSTB2O
6
5/8
21%(20L=24%)
16%
4,145
3,880
3,880
SSTB24
6
5/8
25% (24L = 281/8)
20%
4,825
4,295
4,295
3,740
3,325
3,325
IBC®,
SSTB28
8
7/8
297/8 (28L = 327/8)
247/8
9,505
8,360
7,310
8,315
7,315
6,395
FL, LA
SSTB34
8
7/8
347/8
287/8
9,505
8,360
7,310
8,315
7,315
6,395
SSTB36
8
7/8
367/8
287/8
9,505
8,360
7,310
8,315
7,315
6,395
1. Rebar is required at the top of stem wall foundations, but is not required for slab -on -grade edge and garage curb, or
stem wall garage front installations.
2. Minimum end distances for SSTB bolts are as shown in graphics.
3. To obtain LRFD values, multiply ASD seismic load values by 1.43 and wind load values by 1.67.
4. Per Section 1613 of the IBC, detached one- and two-story dwellings in SDC C may use "Wind and SDC A&B" allowable loads.
5. Midwall loads apply when anchor is 1.5 le or greater from the end. For bolts acting in tension simultaneously, the minimum
bolt center -to -center spacing is 3 le.
6. SST1328, SSTB34 and SSTB36 with 37/8" end distance allowable loads are 6,330 Ib. (Wind and SDC A&B) and 5,550 lb. (SDC C-F).
1
Place
-
SSTB arrow
#4 rebar
d
x
a
diagonal
.,
d tu
o in corner
application
M" min.
F
u
Locate
approx. 4Y
_
f 16" min. return
E to 90°
x
- from wall
o
1V4"min.
Midwall
Corner
Stemwall Plan Views
SSTB Bolts at Stemwall: Garage Front
Corner Midwall Enddwall
#4 rebar
a9ti T-F from top
8° J
.. 1W, min.
End Wall Perspective View
Dimensions (in.)
Allowable Tension Loads
Model
No.
Stemwall
Min.
Wind and SDC A&B
SDC C-F
Code
Ref.
Width
Diameter
Length
Embed.
(le)
Step -Down End
Corner
Step -Down End
Corner
SSTB28
8
7/8
297/8
247/8
6,735
6,765
5,895
5,920
IBC, FL, LA
1. Rebar is required at the top of stem wall foundations, but is not required for slab -on -grade edge and garage curb, or
stem wall garage front installations.
2. Minimum end distances for SSTB bolts are as shown in graphics.
3. To obtain LRFD values, multiply ASD seismic load values by 1.43 and wind load values by 1.67.
4. Per Section 1613 of the IBC, detached one- and two-story dwellings in SDC C may use "Wind and SDC A&B" allowable loads.
5. Midwall loads apply when anchor is 1.5 le or greater from the end. For bolts acting in tension simultaneously, the minimum
bolt center -to -center spacing is 3 le.
1 a/4"
77-fI�
Corner Step-down end
L \ °
E le e° 11Ya' max.
18„
4" min. 4" min.
16" min.
Stemwall
Garage Front Perspective View Plan View
Dibble Engineers, Inc.
Pro 272 o
Sheet No.:
Project:
Date:
O2dontics Shed
11/14/2024
Subject:
By:
Wind Load - Components and Cladding
JCM
Procedure:
C&C Wind for Enclosed Buildings, H < 60 ft, per ASCE 7-16 Section 30.4
Basic Wind Parameters:
Risk Cat. =
II -
(risk category, per ASCE 7-16 Table 1.5.1)
V =
98 mph
(wind speed, per ATC Hazards tool)
Exposure =
B -
(exposure category, per ASCE 7-16 Section 26.7)
Kzt =
1.00 -
(topography factor per ASCE 7-16 Section 26.8)
A =
0.82 psf
(adjustment factor per figure 30.4-1)
Zone 4:
pnetso =
19.50 psf
(wind pressure per figure 30.4-1)
pnet =
15.99 psf
(adjusted wind pressure)
Zone 5:
pnetso =
24.10 psf
(wind pressure per figure 30.4-1)
pnet =
19.76 psf
(adjusted wind pressure)
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 02dontics Shed.ec6
LIC# : KW-06014989, Build:20.23.08.30 DIBBLE ENGINEERS INC. (c) ENERCALC INC 1983-2023
DESCRIPTION: B2 - Low Beam (out -of -plane wind)
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
Wood Species Hem -Fir
Wood Grade No.2
Beam Bracing : Completely Unbraced
Applied Loads
Fb + 675.0 psi E : Modulus of Elasticity
Fb - 675.0 psi Ebend- xx 1,100.0 ksi
Fc - Prll 500.0 psi Eminbend - xx 400.0 ksi
Fc - Perp 405.0 psi
Fv 140.0 psi
Ft 350.0 psi Density 26.840 pcf
6x8
Span = 13.0 ft
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : W = 0.01976 ksf, Tributary Width = 4.750 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.350. 1 Maximum Shear Stress Ratio
= 0.054 : 1
Section used for this span
6x8
Section used for this span
6x8
fb: Actual =
377.55psi
fv: Actual
= 12.05 psi
F'b =
1,080.00 psi
F'v
= 224.00 psi
Load Combination
+0.60W
Load Combination
+0.60W
Location of maximum on span =
6.500ft
Location of maximum on span
= 12.383ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.530 in Ratio = 294 > 240 Span: 1 : W Only
Max Upward Transient Deflection
0 in Ratio =
0 <240 n/a
Max Downward Total Deflection
0.318 in Ratio = 490 >=180 Span: 1 :+0.60W
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 CIF
Cfu C i C r M fb
F'b V fv F'v
0.0 0.00 0.0 0.0
Length = 13.0 ft 1 0.90
1.00 1.00 1.00 1.000
1.00 1.00 1.00
607.5 0.00 0.0 126.0
+0.60W
1.00 1.00 1.00 1.000
1.00 1.00 1.00
0.0 0.00 0.0 0.0
Length = 13.0 ft 1 0.350 0.054 1.60
1.00 1.00 1.00 1.000
1.00 1.00 1.00 1.19 377.5
1,080.0 0.33 12.0 224.0
+0.450W
1.00 1.00 1.00 1.000
1.00 1.00 1.00
0.0 0.00 0.0 0.0
Length = 13.0 ft 1 0.262 0.040 1.60
1.00 1.00 1.00 1.000
1.00 1.00 1.00 0.89 283.2
1,080.0 0.25 9.0 224.0
Overall Maximum Deflections
Load Combination Span Max.
"-" Defl Location in Span
Load Combination
Max. "+" Defl Location in Span
W Only 1
0.5304 6.547
0.0000 0.000
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
LIC# : KW-06014989, Build:20.23.08.30 DIBBLE ENGINEERS INC.
DESCRIPTION: B2 - Low Beam (out -of -plane wind)
Project File: 02dontics Shed.ec6
(c) ENERCALC INC 1983-2023
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Max Upward from all Load Conditions 0.610 0.610
Max Upward from Load Combinations 0.366 0.366
Max Upward from Load Cases=5,
+0.60W +0.450W
W only 0.610 0.610\— RESIST OUT -OF -PLANE REACTION W/ HH6
CONNECTION TO FULL -HT POST. CAPACITY
OK PER ATTACHED MFR INFO.
HH
Header Hanger
For fast, accurate installation of door and window
headers and other cross members. HH header
hangers can speed up the job, strengthen the
frame, and eliminate the need for trimmers.
Material: 16 gauge
Finish: Galvanized
Installation:
• Use all specified fasteners; see General Notes
• Attachment to 2x studs will result in two round
holes not being filled in the studs and load
reductions as noted in table
Codes: See p.13 for Code Reference Key Chart
i
Model
No.
Dimensions
(in)
Min.
Post Size
Fasteners (in.)
DF/SP Allowable Loads
Code
Ref.
Stud
Header
Ft
F2 F3 F4
W
H
(100)
(115)
(125)
(160)
2x
(7) 0.148 x 1'/2
(4) 0.148 x 1'/2
850
965
1,035
—
540
625
HH4
3'/2
2''/16
Double 2x
(7) 0.162 x 2'/2
(4) 0.162 x 2'/2
1,005
1,140
1,230
—
720
965
3x
(9) 0.162 x 3'/2
(4) 0.162 x 3'/2
1,295
1,470
1,585
675
720
965
IBC®,
2x
(10) 0.148 x 1'/2
(6) 0.148 x 11/2
1,215
1,375
1,480
—
1,085
970
FL,
LA
HH6
5'/2
5'/8
Double 2x
(10) 0.162 x 2'/2
(6) 0.162 x 21/2
1,440
1,630
1,760
—
1,04
3x
1 (12) 0.162 x 3'/2
(6) 0.162 x 31/2
1 1,725
1 1,955
2,110
1 980
1,0
1,605
1. Loads have been increased for wind or earthquake loading, with no further increase allowed.
Reduce where other loads govern.
2. For 3x posts, 0.162" x 2'/2" nails may be substituted with no reduction in load.
3. For SPF/HF lumber, use 0.86 x DF/SP allowable loads.
4. Fasteners: Nail dimensions are listed diameter by length. See pp. 23-24 for fastener information.
Ridge Rafter Connector
An interlock provides alignment control and correct nailing locations.
For a rafter -to -face connector, flatten the top flange into the face plane.
The RR may be used with rafters sloped up to 30°.
Material: 18 gauge
Finish: Galvanized
Installation:
• Use all specified fasteners; see General Notes
Codes: See p.13 for Code Reference Key Chart
M Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 362-366 for more information.
Typical HH Installation
F►
HH Load Directions
1605# x 0.86 = 1380# CAPACITY
336# DEMAND (PER B2 ENERCALC)
Fasteners
DF/SP
Model
Min.
(in.)
Uplift
Allowable Loads'
Code
No.
Rafter
Size
(160)
Ref.
Floor
Roof
Header
Rafter
(100)
(125)
RR
2x6
(4) 0.148 x 1'/2
(4) 0.148 x 1'/z
130
330
330
IBC, FL, LA
1. Roof loads are 125% of floor loads unless limited by other criteria. Floor loads may be adjusted
for load durations according to the code provided they do not exceed those in the roof column.
2. Fasteners: Nail dimensions are listed diameter by length. See pp. 23-24 for fastener information.
Typical RR
Installation
9
142