REVIEWED BLD BLD2024-1280+Structural_Analysis_or_Calculations+9.11.2024_9.35.17_AM+4492947BLD2024-1280
RECEIVED
19011 Wood-Sno
BTLSep
Road NE, Suite 100
30 2024 Woodinville, WA 98072-4436
CITY OF EDMONDS
Phone: (425) 814-8448
1.NGIN1.1.RIN(_i DEVELOPMENT SERVICES
Fax: (425) 821-2120
DEPARTMENT
...............................................
REVIEWED
Structural Calculations
BY
CITY OFEDMONDS
BUILDING DEPARTMENT::
..............................................:
For
Gattuso Remodel
15925 75th PL W, Edmonds, WA 98026
August 21, 2024
Prepared by
Eric Dann
Tyler S. Wandschneider
Roof Loads
south wall of new Den (wood walls) o.. y a u
- ceiling recessed mini -split in Bedroom 3 B New window at existing heatler
-wall mounted mini -splits in Bedroom 1 and 2
YJLI
r W101 W102
Kitchen
106
2 A20
0 3
4,4„ 4,-0„
New dining
o
I U
CFI
7—
�"
room
location
ao
Now In
nudili
A20
11
-
■ll 1 exposed beam,
painted black
A�ntry
W4x13 post, painted black
PROVIDE 3/8" STEEL PLATE BASE.
MIN 3" WELD X 3/I6" IN TWO PLACES
- PLATE TO POST. SECURE PLATE TO
(E) FLOOR W/ (4)SDS25300.
Stop wall at bearing for
assumetl beam above
3'-2112" 3'-21/2"
2,-7"
Smoke detector
Floor Plan
a FORTE W GB MEMBER REPORT
Level, New Beam
1 piece(s) W8X40 (A992) ASTM Steel
PASSED
Overall Length I 4 1
i +
15' 8"
I
❑2
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
9521 @ 4"
32179 (5.50")
Passed (30%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
8995 @ 5 1/2"
59400
Passed (15%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
36362 @ 8' 3 1/2"
85011
Passed (43%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.228 @ 8' 3 1/2"
0.531
Passed (L/837)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.392 @ 8' 3 1/2"
0.796
Passed (L/488)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Applicable calculations are based on ANSI/AISC 360-16.
• A lateral -torsional buckling factor (Cb) of 1.0 has been assumed.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Column - SPF
5.50"
5.50"
5.50"
3974
3565
3831
9521
Blocking
2 - Column - steel
3.00"
3.00"
3.00"
3874
3476
3735
1 9282
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)
End Bearing Points
Bottom Edge (Lu)
End Bearing Points
Vertical Loads
Location (Side)
Tributary
Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 16' 4 1/2"
N/A
40.0
1 - Uniform (PLF)
0 to 16' 4 1/2" (Front)
N/A
150.0
250.0
West Roof
2 - Uniform (PLF)
0 to 16' 4 1/2" (Front)
N/A
128.0
212.0
East Roof
3 - Uniform (PSF)
0 to 16' 4 1/2" (Front)
10' 9"
15.0
40.0
-
Floor
• Side loads are assumed to not induce cross -grain tension.
Member Length : 16' 4 1/2"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
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
Tyler Wandschneider
BTL Engineering
(425) 814-8448
tyler.wandschneider@btleng.net
8/21/2024 5:56:38 PM UTC
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
Weyerhaeuser File Name: Gattuso
Page 1 / 1
BrF-IL
ENGINEERING
Solid Wood Column Capacity
19125 North Creek Pkwy South, Ste 203
Bothell, WA 98011
425-814-8448
Designer Drop -Down Inputs are highlighted in blue.
Figure 3F Simple Solid Column
Table 4A: DOUGLAS FIR -LARCH: No. 2
CD := Ten Years: 1.0
For F� :
Cm:= [Dry Service vl = 1
Ct:= T <= 100 —1
CF:= x8": No. 3 & Btr =1.05
C; := None: 1.0 =1
For E and E.;.:
CM E:= D Service � = 1
CT:=1.0
Plate to Plate Height of Column:
h:=9ft-3.1.5in=8.6ft
h := h 12 :=1 ft Considers Sheathing/Gypsum to brace weak axis
forcing slenderness in strong axis to control.
3.7 Column Stability Factor, Cp:
KQ := Pinned -Pinned: 1.0 11 c := jSawn Lumber: 0.8
d2:= 4x = 3.5 in dl:= x8 � = 7.3 in
K.-12 KQ•h
SR2 :_ = 3.4 SR, := = 14.3 SR := max (SRI , SR2) =14.3
d2 dl
F, = 1350 psi
Fc_adj := F'c . CD . Cm - Ci • CF • Ci=1417.5 psi FHB Fce z FEE
0.822 • E min 1 + (Fc_adj) 1 + (Fc_adj) Fc_adj
F min := F'.in - Cn4 E • Ct • Ci • CT= 580000 psi FEE := (SR)' = 2339.3 psi CF := 2 - c — 2 - c — C = 0.831
Fc:=Fc•CD•Cm- C,-CF•Ci•CP=1178psi
Pcalwnn := F, • d, • d2 = 29900 lbf
Check Plate Bearing:
Table 4A: HEM -FIR: No. 2
Cb :=1.0 A stud may land within 3in of plate end.
F c,, := F,,, • Ci14 • Ct • Ci • Cb = 405 psi PB_jr g := F c_Perp • d, • d2 = 10277 Ibf Pallawable := min (PColamn e PBe..Mg) = 10277
Hem -Fir Plates:
Douglas Fir Plates:
Control: Check= "Plate Crushing Governs"
P2z4 :=1889 lbf
P2x4 :=1889 lbf
Stud/Stud
P2z6:= 3341 lbf
P2z6:= 5069 lbf
Plate/Stud Pallowable = 10277 I ff
P2z8 := 4404 lbf
P2x8 := 6797 lbf
Plate/Plate
P4z4 := 4961 lbf
P4x4 := 6102 lbf
Plate/Stud
P4x6 := 7796 lbf
P4x6 :=12031 lbf
Plate/Plate
P4z8 :=10277 lbf
P4x8 :=15859 lbf
Plate/Plate
P6z6:=12251 lbf
P6x6:=18906 lbf
Plate/Plate
P6z8 :=16149 lbf
P6x8 := 24922 lbf
Plate/Plate
P8z8 := 21288 lbf
P8x8 := 32852 lbf
Plate/Plate
Structural Engineers