REVIEWED BLD2024-1658+Structural_Analysis_or_Calculations+12.19.2024_8.36.27_AM+4678563BLD2024-1658 RECEIVED
Dec 30 2024
PEVE ciL. of E T SERV ICES
DEPARTMENT
CK Engineering LLC.
19229 38th PL NE
Lake Forest Park, WA 98155
Phone: (206) 417-0670
STRUCTURAL CALCULATIONS
Partial Lateral Design
NAilI ATM=1I]
BY
CITY OF EDMONDS
24-032
44213
�'s FG I STERF'�
lZIONAL �C-
12/16/2024
SAHA RESIDENCE
9122 Olymipic View Dr.
Edmonds, WA 98026
December 16, 2024
ASCE
AMERICAN SOCIM OF CIVIL ENGINEERS
Address:
9122 Olympic View Dr
Edmonds, Washington
98026
ASCE Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.833931
Risk Category: I Longitude:-122.356319
Soil Class: D - Default (see Elevation: 214.1749332906055 ft
Section 11.4.3) (NAVD 88)
f i
Results:
Wind Speed 92 Vmph
10-year MRI 67 Vmph
25-year MRI 74 Vmph
50-year MRI 78 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1A and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Sun Dec 15 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 15% probability of exceedance in 50 years (annual exceedance probability =
0.00333, MRI = 300 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://ascehazardtool.org/ Page 1 of 3 Sun Dec 15 2024
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
SS
1.302
SID1
N/A
S1
0.46
TL
6
Fa
1.2
PGA:
0.557
Fv
N/A
PGA M :
0.668
S MS
1.562
F PGA
1.2
SM1
N/A
le
1
SIDS :
1.041
Cv
1.36
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Sun Dec 15 2024
Date Source:
USGS Seismic Design
Maps
hftps:Hascehazardtool.org/ Page 2 of 3 Sun Dec 15 2024
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
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provided by the ASCE Hazard Tool.
https:Hascehazardtool.org/ Page 3 of 3 Sun Dec 15 2024
SAHA RESIDENCE I December 16, 2024
Design Criteria
Job # 24-032 I ii
Scope of Work: Partial Lateral Design
Site Address: 9122 Olymipic View Dr.
Edmonds, WA 98026
Number of Stories: 2 Engineer: PK
Roof Loading
Roofing
Composition
3.0
Sheathing
15/32" Plywood
1.5
Insulation
Roll/Batt
3.0
Ceiling
5/8" GWB
2.8
Framing
Rafters & Beams
3.0
Miscellaneous
fixtures, mechanical, electrical, etc.
1.7
TOTAL DEAD LOAD:
15.0 psf
Upper Floor Loading
Main Floor Loading
ROOF SNOW LOAD: 11 25.0 psf
Floor Covering Carpet/Hardwood/Tile 3.0
Sheathing 3/4" T&G 2.3
Ceiling 1/2" GWB 2.2
Joists I -Joists 2.1
Beams 4.0
Miscellaneous fixtures, mechanical, electrical, etc. 1.4
TOTAL DEAD LOAD: 15.0 psf
FLOOR LIVE LOAD: 11 40.0 psf
Floor Covering Carpet/Hardwood/Tile 3.0
Sheathing 3/4" T&G 2.3
Ceiling 5/8" GWB 2.8
Joists I -Joists 2.1
Beams 4.2
Miscellaneous fixtures, mechanical, electrical, etc. 0.6
TOTAL DEAD LOAD: 15.0 psf
FLOOR LIVE LOAD: 40.0 psf
Soil Bearing Capacity: 1500 psf
Frost Depth: 18 in
by PLAkJ S
WW-111ITrol
e
3
N
d
N
REVISED ROOF FRAMNG PLAN
NORTH
z�s
F
AZ
I I I N A W N
I
II
r________ m<x;um0xr-O
: : mmOOO vmz
IN 3-L. LRI!I-
SAHA RESIDENCE
Type of construction: Remodeling
Applicable Building Codes: IBC 2021, ASCE 7/SEI 7-16
December 16, 2024 Job # 24-032
Location: 9122 Olymipic View Dr.
Edmonds, WA 98026
Work performed : Partial Lateral Design
__W_I_N_D_D_E_SIG_N_
Ps = AIwPs30K, _�
Exposure : D Wind Exposure Category as set forth in Section 26.7 of ASCE 7-16
Wind Speed = 85 MPH Basic Wind Speed (LRFD) as used in Figure 28.5 of ASCE 7-16 and converted to (ASD)
P530 - Simplified design wind pressure for Exposure B, at h = 30 feet and for I = 1.0, from Figure 28.5-1
Iw - 1 Importance factor as defined in Table 1.5-2 of ASCE 7-16
Adjustment factor for building height and exposure from Figure 28.5-1 of ASCE 7-16
KZT = 1.00 Adjustment factor for increased wind speed due to a hill or escarpment from Section 26.8 of ASCE 7-16
Roof slope : rise run
Front/Rear tan- 5 / 12 = 22.6 degrees Number of floors:
Left/Right tan- ( 5 / 12 ) = 22.6 degrees
24 ft Mean Elevation
Ps30
Ps =
Ps30
Ps =
0
Average uplift (F/R)= -11.3 psf Based on wind zones'G' and'H'
Average uplift (R/L)= -11.3 psf Based on wind zones'G' and'H'
End zone of wall_ Front/Rear End zone of roof
Left/Right Front/Rear Left/Right
= A = 15.1 psf 15.1 psf B = -0.8 psf -0.8 psf
24.1 psf 24.1 psf -1.3 psf -1.3 psf
Interior zone of wall Interior zone of roof
Front/Rear Left/Right Front/Rear Left/Right
= C = 10.5 psf 10.5 psf D = 0.2 psf 0.2 psf
16.8 psf 16.8 psf 0.3 psf 0.3 psf
WIND LOAD CALCULATIONS
FRONT P REAR
IV 2ND FLOOR =
WIND ZONE
B
D
A
C
AVE. HEIGHT
8
8
4
4
AVE. WIDTH
6
17
6
29
Ps
0.00
0.26
24.12
16.75
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
0
35
579
1943
0
0
0
0
0
0
0
0
TOTAL
13,240 Ibs
-------------------------------=
:Minimum net pressure controls. The calc. pressure is less than the min. net pressure, equal to
16pst(A-C), and 8pst(B-D) applied over the entire area. (ASClz 7-16 28.5.3)
IV 1ST FLOOR =
��0000000000
TOTAL 14,362lbs
NOT USED
1 11
1 11
1 11
1 11
111
1 11
111
1 11
111
1 11
1 11
1 11
NONE*]
0000000
SAHA RESIDENCE I December 16, 2024 1 Job# 24-032 1 2
WIND LOAD CALCULATIONS
LEFT 0 RIGHT N.A.
IV 2ND FLOOR =
1 11
1 11
1 11
1 11
111
1 11
111
1 11
111
1 11
1 11
1 11
�000000000000
TOTAL
1 lbs
FV 1ST FLOOR =
1 11
1 11 111
111
111
111
111
1 11
111
1 11
1 11
1 11
000000000000
TOTAL 0lbs
NOT USED
•
-------_---_
1 11
1 11
1 11
1 11
111
111
111
1 11
111
1 11
1 11
1 11
000000000000
-------- -------- p CALCS-
------------ ---- —
2ND FLOOR CALCULATIONS:
Plate Height:
8.00 ft
Total length of Shearwall in Shortest Line:
5.50 ft
Length of Shortest Segment within Shear Line:
3.50 ft
Length of Longest Segment in Shear Line:
3.50 ft
MAIN FLOOR CALCULATIONS:
Plate Height:
9.00 ft
Total length of Shearwall in Shortest Line:
7.00 ft
Length of Shortest Shearwall within Shear Line:
3.50 ft
Length of Longest Wall in Shear Line:
3.50 ft
NOT USED:
Plate Height: 9.00 ft
Total length of Shearwall in Shortest Line: 10.00 ft
Length of Shortest Shearwall within Shear Line: 4.50 ft
Length of Longest Wall in Shear Line: 5.50 ft
Tributary Area: 1.0
Total Area: 2.0
—L---- J
ASCE 7-16 12.3.4.2 a
Tributary Area: 1.0
Total Area: 2.0
p =L _1_.00 I
ASCE 7-16 12.3.4.2 a
Tributary Area: 1.0
Total Area: 2.0
p = 1 — NA— J
SAHA RESIDENCE December 16, 2024 Job# 24-032 1 3
_ _ _ _ _ _ _ _ _ _ _ All loads in pounds per square fool
i SEISMIC DESIGN: 1 WALL DEAD LOAD = 10 psf ROOF DEAD LOAD = 15.0 psf
L ------------
E = Eh + E FLAT ROOF SNOW LOAD = 25 psf UPPER FLOOR D.L. = 15.0 psf
E = PQE+.2SDsD QE = V = C,W RED. S.L. (20%'S.L.) = 0 LOWER FLOOR D.L. = 15.0 psf
FLOOR LIVE LOAD = 40.0 psf
p = 1.00
Site Class = D Geotech Report No 20% Seismic Load Increase
IE = 1 Importance factor as defined in Table 1 1.5-1
R = 6.5
hn=l 27 Total height of structure
V =
0.7SDSIEW / R
SDS =
2/3 S,vs
Ss —
130.2%
SMs = 156.2%
V = 1 0.112 IW
Vmax
= SDI IEW / T.R
SMs
= (Fa)(Ss)
Fa =
1.20
SDs = 104.2%
E = r01 1_2 jW
T,, =
0.02h'075
SDI
= 2/3 SM,
S, =
46.0%
SMi = 69.0%
T. =
0.24 s
SM,
_ (Fv)(SI)
Fv =
1.50
SDI = 46.0%
Cs = 1 0.1 12 1
L ---J
2ND FLOOR DIAPHRAGM LOADING:
W (ROOF) =
LENGTH
WIDTH
LOAD
TOTAL
43
38
15.0
24510
15.0
0
15.0
0
15.0
0
15.0
1 0
Area = 1634 Sub-lotal= 2451U
W (FLOOR) =
Area = 0
W (WALL) =
Sub -Total= 0
Area = 920
NOT APPLICABLE
W (ROOF) =
Sub -Total= 9200
TOTAL = 33710 lb
®�
•'�ff
MUM
Area = 0
W (FLOOR) =
Sub-lotal= 0
Area = 0
W (WALL) =
Sub -Total= 0
®How.
a
Area = 0 Sub -Total= 0
TOTAL = lb
1ST FLOOR DIAPHRAGM LOADING:
W (ROOF) =
Area = U
W (FLOOR)_
Sub-lotal= U
LENGTH
WIDTH
LOAD
TOTAL
40
35
15.0
21000
15.0
0
15.0
0
15.0
0
15.0
1 0
Area = 1400
W (WALL) =
Sub -Total= 21000
Area = 1955 Sub -Total= 19550
TOTAL = 40550 lb
V (2ND FLOOR) _ .112 x 33710 lb = 3781 Ibs
V (1 ST FLOOR) _ .112 x 40550 lb = 4549 Ibs
V ( ) = .112x lb= Ibs
----------------------
REDISTRIBUTE: ----- I
IV x p
height
IV x height
3781 lb
18
68064
4549lb
9
40937
lb
0
TOTAL = 8330 lb TOTAL = 109001
E (2ND) = IV x height x IV TOTAL = 5201 Ibs
IV x height TOTAL
E (1 ST) = IV x height x IV TOTAL = 3128 Ibs
IV x height TOTAL
E () _ NOT USED = 0 Ibs
SAHA RESIDENCE I December 16, 2024 1 Job# 24-032 1 4
IV (2ND) _
IV (MAIN) _
NOT APPLICABLE
TOTAL =
SUMMARY:
-------------------------
WIND (front -rear) WIND (left -right)
3240 Ibs Ibs
4362 Ibs 0 Ibs
0 Ibs 0 Ibs
7602 Ibs
Ibs
---------------------------I
� DIAPHRAGM SHEAR: I
Total diaphragm length = 40.0 ft Sub -diaphragm length
Diaphragm width = 34.0 ft IV (2ND) = 6,242 Ibs
v = XV(roof) = 6242 lb = 92 PLF
(2)(width) 68 ft
IBC Table 2306.3.1 0 240 PLF
SEISMIC
6242 Ibs
3754 Ibs
0 Ibs
9996 Ibs
240 PLF
0.0 ft
4 17.0 F.
USE 15/32 CDX ROOF SHEATHING OR 3/4 T&G CDX SUBFLOORING w/8d AT 6 in o/c(PANEL EDGE), END 8d AT 12in o/c(PANEL FIELD)
CHORD:
Sub -diaphragm length = 40.0 ft Total -diaphragm length = 40.0 ft
Sub -diaphragm width = 34.0 ft
T _ M _ IV x (diaphragm length) _ 6242 x 40 ft = 918 Ibs
B 8 x (diaphragm width) 8 x 34 ft
Top Plate Size: 2x6 Species/Grade: HF #2
Area = 8.25 in ^ 2 Ft = 525 psi
Load duration (CD) = 1.33 Tauowabie = Area x CD x Ft = 5,761 Ibs
Since T allowable is greater than T applied, OK.
SHEAR CAPACITY OF 1 Od COMMON NAIL = 102 Ibs 102 x Cd x p = 136 Ibs 2018 NDS
# OF NAILS PER 4 FT SPLICE = 918 Ibs = 7
136 Ibs
USE 2x6 HF #2 TOP PLATE W/ (8) 10d COMMON NAILS PER SPLICE.
SAHA RESIDENCE I December 16, 2024 1 Job# 24-032 1 5
L--- al Calculation Key—
P2
V 1
V = Shear, plf
H = Height of shearwall
L = Length of shearwall
P1 = Weight of shearwall and connected framing
1P 1 P2 = Weight of adjacent wall
T C T = V x H - 0.5P1 - P2 = Tension reaction to be resisted by holdown
I
j C= V x H+ 0.5P1 = Compression reaction
-------------------------
IASD Basic Load Combinations
------------------------�
For calculation of tension and compression forces in compliance with ASCE 7-16 2.4.1
Tension Equations (Uplift)
7.0.6D+W
8. (0.6 - 0.14Sps)D + E
0.45 D + E
-8.(0.6-0.14Sps)D+2.5E 0.45D+2.5E
Compression Equations
5.D+W
5.(1+0.14Sps)D+E 1.15D +E
6. D + 0.75W + 0.75L + 0.75S
6.(1.0+0.105Sps)D+0.75E +0.75L+0.75S 1.11 D + 0.75 E + 0.75 L + 0.75 S
*5.(1+0.14Sps)D+ME b 1.15D+2.5E
*6. (1.0 + 0.105Sps)D + 1.875E + 0.75L + 0.75S P 1.11 D +1.875 E + 0.75 L + 0.75 S
* Equations include overstrength factor.
Note: The 0.7 factor for Earthquake loading has already been incorporated into the calculation of the lateral design force
Eh, but not E,. Therefore this factor has been omitted from equations 5, 6 and 8 where appropriate.
SAHA RESIDENCE I December 16, 2024 I Job # 24-032 I 6
UPPER FL. LEFT (MASTER SUITE) SHEARWALL
Floor Info
Upper Floor Level, e.g. Upper, Main, Lower
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX Sheathing type
Values in accordance with AF&PA SDPWS-2015
Roof Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
33.00 ft Total Length of Shearwalls
V(from upper)= 3240 lb 6242 lb
V(from main)= 0 Ib 0 Ib
V(from lower)= 0 Ib 0 Ib
E (Wind) = 3,240 lb
V = 49 PLF
E (Smc) = 6,242 Ib
V = 95 PLF
WIND
Tributary Width (Upper Floor)
1.0 tributary width
2.0 total width
Tributary Width (Main Floor)
1.0 tributary width
2.0 total width
Not Used
1.0 tributary width
2.0 total width
Height of Shearwall = 8.0 ft
Length of Shearwall = 14.0 ft
Aspect Ratio OK
Use alternate R factor for seismic? No
SEISMIC
Tributary Area (Upper Floor)
1.0 tributary area
2.0 Itotal area
Tributary Area (Main Floor)
1.0
tributary area
2.0
total area
Not Used
1.0
tributary area
2.0
total area
Weight of Shearwall =
10.0 Ibs
Tributary width for dead load =
10.0 ft
Length of adjoining wall =
1.0 ft
SDPWS, Table 4.3A0.93 x 242 = 225 PLF USE SW6
Seismic controls shearwan oesi,
CTOTAL - (floor above) + (this floor) = + 530 Ibs = 530 Ibs Seismic controls
TTOTAL - (floor above) + (this floor) = + -79 Ibs = -79 Ibs Load case 8 controls - Seismic
Seismic controls holdown design
----------------------------------------------------------------------------------------------
Where overstrength factor is applicable, use this NO HOEDOWNS REQUIRED OK
value for E in equations 5, 6, and 8: E= 757 Ibs
MAIN FLOOR LEFT (LIVING, KITCHEN) SHEARWALL
Floor Info
Main I Floor Level, e.g. Upper, Main, Lower
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX Sheathing type
Values in accordance with AF&PA SDPWS-2015
U/FL Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
35.00 ft Total Length of Shearwalls
V(from upper)= 3240 lb 6242 lb
V(from main)= 4362 lb 3754 lb
V(from lower)= 0 lb 0 lb
E (Wind) = 7,602 Ib E (Smc) = 9,996 Ib
V = 109 PLF V = 143 PLF
WIND
Tributary Width (Upper Floor)
1.0 tributary width
2.0 total width
Tributary Width (Main Floor)
1.0 tributary width
2.0 total width
Not Used
1.0 tributary width
2.0 total width
Height of Shearwall = 9.0 ft
Length of Shearwall = 1 16.0 ft
Aspect Ratio OK
Use alternate R factor for seismic? No
61AIR AM4
Tributary Area (Upper Floor)
1.0 tributary area
2.0 total area
Tributary Area (Main Floor)
1.0
tributary area
2.0
total area
Not Used
1.0
tributary area
2.0
total area
Weight of Shearwall =
10.0 Ibs
Tributary width for dead load
Length of adjoining wall
SDPWS, Table 4.3A0.93 x 242 = 225 PLF USE SW6
Seismic controls shearwall design
CTOTAL = (floor above) + (this floor) = 530 + 977 Ibs = 1507 Ibs Wind controls
TTOTAL = (floor above) + (this floor) = + 468 Ibs = 468 Ibs Load case 8 controls - Seismic
Seismic controls holdown design
------------------------------------------------------------------------------------------------ -
Where overstrength factor is applicable, use this NO HOEDOWNS REQUIRED OK
value for E in equations 5, 6, and 8: E= 1285 Ibs
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
Project File: 24-032.ec6
LIC# : KW-06016495, Build:20.24.12.02 CK Engineering LLC
(c) ENERCALC, LLC 1982-2024
DESCRIPTION: HDR#1
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
875 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
875 psi
Ebend- xx 1300ksi
Fc - Prll
600 psi
Eminbend - xx 470ksi
Wood Species Douglas Fir -Larch (North)
Fc - Perp
625 psi
Wood Grade No.2
Fv
170 psi
Ft
425psi
Density 30.59pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
1
4x8
Span = 5.50 ft
E
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added
to loading
Uniform Load : D = 0.0150, S = 0.0250
ksf, Tributary Width
= 19.0 ft, (ROOF)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.8661
Maximum Shear Stress Ratio
=
0.497 :1
Section used for this span
4x8
Section used for this span
4x8
fb: Actual =
1,132.68psi
fv: Actual
=
97.18 psi
F'b =
1,308.13psi
F'v
=
195.50 psi
Load Combination
Load Combination
+D+S
+D+S
Location of maximum on span =
2.750ft
Location of maximum on span
=
4.898 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.068 in Ratio =
969 >=360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.110 in Ratio =
601 >=240 Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <240 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 = 5.50 ft 1 0.420 0.241
0.90 1.00 1.00 1.00
1.300 1.00 1.00 1.00 1.10 429.7
1,023.8
0.62 36.9 153.0
+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 = 5.50 ft 1 0.866 0.497
1.15 1.00 1.00 1.00
1.300 1.00 1.00 1.00 2.89 1,132.7
1,308.1
1.64 97.2 195.5
+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 = 5.50 ft 1 0.732 0.420
1.15 1.00 1.00 1.00
1.300 1.00 1.00 1.00 2.45 956.9
1,308.1
1.39 82.1 195.5
+0.60D
1.00 1.00 1.00
1.300 1.00 1.00 1.00
0.0
0.00 0.0 0.0
Length = 5.50 ft 1 0.142 0.081
1.60 1.00 1.00 1.00
1.300 1.00 1.00 1.00 0.66 257.8
1,820.0
0.37 22.1 272.0
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 24-032.ec6
-IC# : KW-06016495, Build:20.24.12.02 CK Engineering LLC (c) ENERCALC, LLC 1982-202
DESCRIPTION: HDR#1
Overall Maximum Deflections
Span Load Combination
Max. Location Load Combination
"" Defl in Span
1 +D+S
0.1097 2.770
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward Defl
Location in Span
D Only
1
0.0416 in
2.770 ft
+D+S
1
0.1097 in
2.770 ft
+D+0.750S
1
0.0927 in
2.770 ft
+0.60D
1
0.0250 in
2.770 ft
S Only
1
0.0681 in
2.770 ft
Vertical Reactions
Support notation : Far left is #1
Max. Location
+" Defl in Span
0.0000 0.000
Max. Upward Defl
Location in Span
0.0000 in
0.000 ft
0.0000 in
0.000 ft
0.0000 in
0.000 ft
0.0000 in
0.000 ft
0.0000 in
0.000 ft
Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
2.105
2.105
Max Upward from Load Combinations
2.105
2.105
Max Upward from Load Cases
1.306
1.306
D Only
0.799
0.799
+D+S
2.105
2.105
+D+0.750S
1.778
1.778
+0.60D
0.479
0.479
S Only
1.306
1.306
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: 24-032.ec6
LIC# : KW-06016495, Build:20.24.12.02 CK Engineering LLC (c) ENERCALC, LLC 1982-2024
DESCRIPTION: HDR#2
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, SDPWS 2021
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
875.0 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
875.0 psi
Ebend- xx 1,300.Oksi
Fc - Prll
600.0 psi
Eminbend - xx 470.Oksi
Wood Species Douglas Fir -Larch (North)
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
170.0 psi
Ft
425.0 psi
Density 30.590pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.8) S(1.31)
D(0.09) L(0.24)
1
48
Span = 5.50 ft
►A
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, S = 0.0250 ksf, Extent = 0.0 -->> 1.0 ft, Tributary Width = 19.0 ft, (ROOF)
Point Load : D = 0.80, S = 1.310 k @ 1.0 ft, (HDR#1)
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.0 ft, (FLOOR)
DESIGN SUMMARY •
Maximum Bending Stress Ratio = 0.7061 Maximum Shear Stress Ratio = 0.679 :1
Section used for this span 4x8 Section used for this span 4x8
fb: Actual =
922.99psi
fv: Actual =
132.81 psi
F'b
1,308.13psi
F'v =
195.50 psi
Load Combination
Load Combination
+D+0.750L+0.750S
+D+0.750L+0.750S
Location of maximum on span =
1.365ft
Location of maximum on span =
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.035 in Ratio =
1910 >=360 Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.086 in Ratio =
767 >=240 Span: 1 : +D+0.750L+0.750S
Max Upward Total Deflection
0 in Ratio =
0 <240 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 = 5.50 ft
1
0.377
0.366
0.90
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.99
385.8
1,023.8
0.95
56.0
153.0
+D+L
1.00
1.00
1.00
1.300
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 5.50 ft
1
0.614
0.509
1.00
1.00
1.00
1.00
1.300
1.00
1.00
1.00
1.78
697.9
1,137.5
1.46
86.4
170.0
+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 = 5.50 ft
1
0.673
0.654
1.15
1.00
1.00
1.00
1.300
1.00
1.00
1.00
2.25
880.9
1,308.1
2.16
128.0
195.5
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
LIC# : KW-06016495, Build:20.24.12.02 CK Engineering LLC
DESCRIPTION: HDR#2
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Segment Length Span # M V CD CM C CLx C Cfu C ; Cr M fb F'b
t
F
i
+D+0.750L
1.00
1.00
1.00 1.300
1.00
1.00
1.00
Length = 5.50 ft 1 0.431 0.371
1.25 1.00
1.00
1.00 1.300
1.00
1.00
1.00 1.57
+D+0.750L+0.750S
1.00
1.00
1.00 1.300
1.00
1.00
1.00
Length = 5.50 ft 1 0.706 0.679
1.15 1.00
1.00
1.00 1.300
1.00
1.00
1.00 2.36
+0.60D
1.00
1.00
1.00 1.300
1.00
1.00
1.00
Length = 5.50 ft 1 0.127 0.123
1.60 1.00
1.00
1.00 1.300
1.00
1.00
1.00 0.59
Overall Maximum Deflections
Span Load Combination
Max. Location
Load Combination
""
Defl in Span
1 +D+0.750L+0.750S
0.0859 2.569
Maximum Deflections for Load Combinations
Load Combination
Span Max. Downward
Defl
Location in Span
D Only
1
0.0345
in
2.529 ft
+D+L
1
0.0688
in
2.650 ft
+D+S
1
0.0690
in
2.469 ft
+D+0.750L
1
0.0602
in
2.630 ft
+D+0.750L+0.750S
1
0.0859
in
2.569 ft
+0.60D
1
0.0207
in
2.529 ft
L Only
1
0.0344
in
2.770 ft
S Only
1
0.0345
in
2.389 ft
Vertical Reactions
Support notation :
Far left is #1
Load Combination
Support
1
Support 2
Max Upward from all Load Conditions
2.799
1.140
Max Upward from Load Combinations
2.799
1.140
Max Upward from Load Cases
1.504
0.660
D Only
1.176
0.434
+D+L
1.836
1.094
+D+S
2.680
0.715
+D+0.750L
1.671
0.929
+D+0.750L+0.750S
2.799
1.140
+0.60D
0.706
0.260
L Only
0.660
0.660
S Only
1.504
0.281
0.0
612.8 1,421.9
0.0
923.0 1,308.1
0.0
231.5 1,820.0
Project File: 24-032.ec6
(c) ENERCALC, LLC 1982-2024
Shear Values
V
fv
F'v
0.00
0.0
0.0
1.33
78.8
212.5
0.00
0.0
0.0
2.25
132.8
195.5
0.00
0.0
0.0
0.57
33.6
272.0
Max. Location
"+" Defl in Span
0.0000 0.000
Max. Upward Defl Location in Span
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
Values in KIPS