REVIEWED BLD2023-0648+Structural_Analysis_or_Calculations+5.26.2023_8.17.19_AM+3571010fC FAC SYSTEMS INC.
673819`h Avenue NW
Seattle, WA 98117
tel: (206)784-7275
cel: (253) 335-3018
a fax: (206)784-3321
JOB NO.:
23014.00
JOB ADDRESS:
1102 12' Ave N Edmonds WA 98020
CLIENT:
Michele Eddy
PREPARED BY:
FAC
DATE:
5/9/23
SHEET:
1 of 17
BLD2023-0648
"""""""""""'
REVIEWED
RECEIVED
BY
CITY OF EDMONDS
May 30 2023
BUILDING DEPARTMENT!
CITY OPEDMONDS
DEVELOPMENT SERVICES
................................................
DEPARTMENT
SCOPE OF WORK SUMMARY
THESE CALCULATIONS DETAIL RETROFITS TO THE EXISTING GRAVITY SYSTEM. THERE ARE NO CHANGES
TO THE EXISTING LATERAL SYSTEM.
REFER TO SHEET 2 AND SHEET 3 FOR ALL BEAMS, COLUMNS, FOOTINGS AND CONNECTIONS DESIGNED.
THESE CALCULATIONS ARE IN ACCORDANCE WITH 2O18 INTERNATIONAL RESIDENTIAL CODE.
THESE STRUCTURAL CALCULATIONS SUPPLEMENT THE STRUCTURAL DRAWINGS WITH THE SAME JOB
NUMBER.
I
C FAC SYSTEMS INC.
JOB NO.:
JOB ADDRESS_
67381901 Avenue NW
Seattle, WA 98117
CLIENT:
tel: (206) 784-7275
PREPARED BY:
cel: (253) 335-3018
DATE:
a fax: (206)784-3321
SHEET:
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23014.00
1102 12th Ave N Edmonds WA 98020
Michele Eddy
FAC
5/9/23
2of17
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� FAC SYSTEMS INC.
JOB NO.:
23014.00
JOB ADDRESS:
1102 121h Ave N Edmonds WA 98020
673819" Avenue NW
Seattle, WA 98117
CLIENT:
Michele Eddy
tel: (206) 784-7275
PREPARED BY:
FAC
cel: (253) 335-3018
DATE:
5/9/23
C� fax: (206) 784-3321
SHEET:
3 of 17
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C FAC SYSTEMS INC.
673819" Avenue NW
Seattle, WA 98117
tel: (206)784-7275
cel: (253) 335-3018
a fax: (206)784-3321
BI
JOB NO.:
JOB ADDRESS:
CLIENT:
23014.00
1102 121h Ave N Edmonds WA 98020
Michele Eddy
FAC
5/9/23
4 of 17
PREPARED BY:
DATE:
SHEET:
Q i a, 9 D r) a i w a //5 a✓G f rese "I► -t G-e low h,p �-ecxryo S. 1 he5e wog 113 are- NO --pi stYvGliv ral o-rinok lre emD✓ed .
fie. �� cG. l otl-i end -
W = 13. 2 5' * Iq 19 1, 5,f,D + 2 SPs;, sj
,4
y
18ft- Oopc
X l s�i My' �Gt �rri i rS 4 X 10 Pf
See Ili Scv Gad 6�
�er,I-,, 5 ` pp c) r-r, j G !3 3
�ac-j 5
® Memb,,D tnbuled took
wn,00r I y;all Panel I Diaphragm
BLC 1 0 •I Pre': BLC Net—Cl
JJL►� 4emoerta0el Directi Start Magn— End Nafpl_ Sead Coat.,j EnCLocab madi'ce
1 PY -toe _,3t 0 0 5dr:e
0 Membv D'elributad Loads
Mem-er I Nall Panel j Dlaptlragm
BLC 2.3 PreA BLC Neb BLC
,ejLfl tlember LaOol Direar.. Start Nagn_End Magm Start Local. End Locab.. Inadne
1 PY 0 f J3t 0 0 tcC�c
LoadsLC 1, D-S
Rasuas forLC 1, D-S
Reaction and Moment Urrb are lb and ItA
PC-
434
N TI
a:CL W
mo non
4�- C/)
CL N
CD
O D CD
v CID Z
CD 0
o
N
O
Beam: B1 fAIIO IYy i�5 veer
Shape: 6X10 i0CA A
Material: DF
Length: 19.138 ft `� 5
1 Joint: N1
J Joint: N2
LC 1: D+S
Code Check: 0.895 (bending)
Report Based On 97 Sections
162.273 at 0 ft
fa psi
136.042 at 19.138 ft
1352.159 at 11.164 ft
fc psi
ft I psi
-1352.159 at 11.164 ft
0
8478.785 at 0 ft
7108.19 at 19.138 ft
Ins
1230.721 at 0 ft
V F—�.�_�� 1 I
-2564.775 at 19.138 ft
MZ lb-ft
-9321.913 at 11.164 ft
D - in
-0.983 at 10.167 ftNO
AWC NDS-18: ASD Code Check
Max Bending Check0.895 Max Shear Check 0.377
Location 11.164 ft Location 19.138 ft
Equation 3.9-3
CD 1.15 RB 2.745 CL 0.999
Cr 1 Cfu 1 CP 0.991
1—, rmn rr rF ri
Fc'
Ft'
F b'
Fv'
E'
1054.551
1
1
1
1
776.25
1
1
1
1
1551.18
1
1
1
1
195.5
1
1
1
—1.6e+61
1
1
1
Max Defl Ratio L/241
Location 9.968 ft
Span 1
Out In
Lb 2 ft 2 ft
le/d 4.364 2.526
Sway No No
Le -Bending Top 2 ft
Le -Bending Bot 2 ft
�n' S CI ��- i3 Lvc-�,Yy► Ci Y.
C Systems Inc
D14
D2 12' Ave N
monds WA 98020
EET6of17
FAC SYSTEMS INC.
673819" Avenue NW
Seattle, WA 98117
tel: (206)784-7275
cel: (253) 335-3018
C3 fax: (206)784-3321
-a
JOB NO.:
JOB ADDRESS:
23014.00
1102 1211 Ave N Edmonds WA 98020
Michele Eddy
FAC
5/9/23
7 of 17
CLIENT-
PREPARED BY:
DATE:
SHEET:
33-ft
Soppoded lry caIvm,,, c%ti, wo,11 S u ppo r 1CJ (13D3
T�,`s cols q,,, M fears d,'rec ly L00'4 = gay r9 t 13Z� �S
Ore, Ex iSt�M�, Pen' eter Fool i,V, Scoe �5r1?
Eoo15 vK % I'MsPec%^
rr� E
S c7,rt�. C�-tG anE� Fd r S�19
4 FORTEWEB MEMBER REPORT PASSED
ROOF FRAMING, B2
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
.era!-enx.n: 1"
11: 1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
FAC Systems Inc
23014
1102 121h Ave N
Edmonds WA 98020
SHEET 8 of 17
- fv6�� r
0 hUMge-r-
Deli n Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2134 @ 12' 1/2"
5363 (1.50")
Passed (40%)
—
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1833 @ 1' 3 1/2"
13409
Passed (14%)
1.15
1.0 D + 1.0 S(All Spans)
Pos Moment (Ft-Ibs)
6666 @ 6' 5/8"
29853
Passed (22%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Deft. (in)
0.071 @ 6' 1"
0.594
Passed (L/999+)
1.0 D + 1.0 S (All Spans
Total Load Defl. (in)
0.118 @ 6' 1 1/16"
1 0.792
Passed (L/999+)
—
1.0 D + 1.0 S (Ali Spans)
• Deflection criteria: LL (U240) and TL (L/180).
• A 1.7% decrease In the moment capacity has been added to account for lateral stability.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 101/2".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
A-
Total
Available
Required
Dead
Snow
Factored
-1 - Beam - SPF
3.50"
3.50"
1.50"
935
1396
2331
None
2 - Hanger on 12" SPF tam
3.50"
Hanger'
1 1.50"
891
1 1327
2219
See note'
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grld below for additional Information and/or requirements.
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
All Bearing Points
--
Bottom Edge (Lu)
All Bearing Points
System: Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Connector: Simpson Strong -Tie
support
ModelSeat
Length
Top Fasteners
Face Fosterers
Member Fasteners
Accesssories
2 - Face Mount Hanger
HU610
2.50"
N/A
I 18-10d
8-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Loads
Location (Slide)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to IT 1/2"
N/A
16.0
—
1 - Uniform (PSF)
0 to 12' 4' (Top)
3'
15.0
25.0
Default Load
2 - Tapered (PSF)
0 to 8' (Top)
0 to 4'
15.0
25.0
3 - Uniform (PSF)
8' to 12' 4" (Top)
4'
15.0
25.0
4 - Tapered (PSF)
0 to 12' 4" (Front)
6' 3" to 0
1 15.0
25.0
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 Es
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 Sob Notes 5/10/2023 12:27:38 AM UTC
Gursimranjot Singh
WA Professional Engineer ForteWE6 v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
(253) 335-3018 File Name: 23014
slm.Sngh.wrk@ouUook.eom Weycrhaeuser
Page 2 / 5
C fFAC SYSTEMS INC.
673819" Avenue NW
Seattle, WA 98117
tel: (206)784-7275
cel: (253) 335-3018
C3 fax: (206)784-3321
(3 3
JOB NO.:
JOB ADDRESS:
23014.00
1102 1211 Ave N Edmonds WA 98020
Michele Eddy
FAC
5/9/23
9 of 17
CLIENT:
PREPARED BY:
DATE:
SHEET:
X i32
6,ZSft
J L
'' 2 o ft
-See- Fortes vvrU �� �es(9e► aver J
13ec, L) ppo r-rd, " / Cp I v `✓h � sl'� �. , w 0j/ j
r5 Co u �^ G
'1'`e� rs �,reVy O� x�5tlMe�' ��rfe fe r
Ti) Fo y � � �»� � S oK �j r"I 5FcGTI o M
2 FORTE W E B MEMBER REPORT PASSED
ROOF FRAMING, B3
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
Overall Length:20'
11
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
load: Combination (Patbartt)
Member Reaction (Ibs)
5265 @ 19' 10"
7796 (3.50")
Passed (68%)
—
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
4954 @ 18' 8 1/2"
13409
Passed (37%)
1.15
1.0 D + 1.0 S(All Spans)
Pos Moment (Ft-Ibs)
29492 @ 13' 6"
29367
Passed (100%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.725 @ 10' 10 13/16"
0.983
Passed (L/325)
—
1.0 D + 1.0 S (AU Spans)
Total Load Defl. (in)
1.127 @ 10' 10 1/2"
1 1.311
Passed (L/209)
—
11.0 D + 1.0 5 (AN Spans)
• Deflection criteria: LL (11240) and TL (U180).
• A 3.3% decrease in the moment capacity has been added to account for lateral stability.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 19' 8".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam Is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to supports (Ibs)
Accessories
Total
Available
Required
Dead
snow
Factored
I - Stud wall - HF
3.50"
3.50'
1.50.
883
1438
2321
Blocking
2 Stud wall - HF
3.50"
3.50"
2.36"
1890
3375
5265
Blocking
• Blocking Panels are assumed to carry no loads appkeo directly aWm Ulm, arnr un rwi wau 6 avp 1N M. , K• ry w ry••--.
Lateral Bracing
Bracing Ditenrat4
comments
Top Edge (Lu)
All Bearing Points
Bottom Edge (Lu)
All Bearing Pants
Vertical Loads
Locabon (Side)
Tributary width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
D to 20'
N/A
16.0
1 - Tapered (PSF)
13' 6" to 20' (Top)
0 to 6 3"
15.0
25.0
Default Load
2 - Point (lb)
13' 6" (Top)
N/A
1273
2979
P_Bl
3 - Point (lb)
13' 6- (Front)
N/A
875
1327
P B3
FAC Systems Inc
23014
1102 1211 Ave N
Edmonds WA 98020
SHEET 10 of 17
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code: IBC 2018
Design Methodology: ASD
Member Pitch : 0/12
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 try this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-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/doctiment-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
r-arteWES software operator 5/10/2023 12:27:38 AM UTC
FOrteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 23014
Weyerhaeuser
Page 3/5
lob Notes
Gursimranjot Singh
WA Professional Engineer
(253) 335-3018
sim.singh.wrk gQoudook.com
t, 'n (i'16)C(/U'V)
EXISTING MOW
gf10 TO fENAq
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EXISTING CONDITiOI-
NIP BEAU TO
—.- NN'o TO
ET
NM 5 W 2 CIO _
PER PLAN
XUCpRf2-SOS -
(PLAN VIEW)
XPTIQN 2
tt2 Sl,M �{f'"7 i�Lc'vYl = 1 ��'�•'b �' 17 � TT1'
Lt2
1
b
�3
—03 NCN S.5•f2 G8 PER PLAN
]/6'P x 16" MACN9IP Da ani S' M 7* . 0.229'
—P ATE MA9ERS' SEE SECARI S
LXIST NW BEAM M BEAR ON NC .l CNANNU BOON,
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C fFAC SYSTEMS INC.
673819" Avenue NW
Seattle, WA 98117
tel: (206)784-7275
cel: (253) 335-3018
C3 fax: (206)784-3321
JOB NO.:
JOB ADDRESS:
23014.00
1102 1211 Ave N Edmonds WA 98020
Michele Eddy
FAC
5/9/23
12 of 17
CLIENT:
PREPARED BY:
DATE:
SHEET:
Fl v 5 ,,•�, s S 1 i 'c ac o ve- rrs Cv l v
%Vey✓ Gea'-Yn y- re pi)"),-cE? `M
J
2 0 -Ft"
�� dn/�-Aa-�eao(
13c°a �yv, /A G 14� ;de., wog 1 j
co/uwM or, 'Wrimef r
F00 c 1 M , T � Ins fpd tIM iS O4 (MS;tp�crlo ^�
FORTEWEB
MEMBER REPORT
PASSED
ROOF FRAMING, B4
1 plece(s) 5 1/2" x 12" 24F-V4 DF Glulam
Gverali _eng:h: 20' 7'
r
n a
All locations are measured from the outside face of left support (or left cantilever end). AA dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
3819 @ 2"
8181 (ISO")
Passed (47%)
—
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3339 @ 1' 3 1/2"
13409
Passed (25%)
1.15
1.0 D + 1.0 5 (All Spans)
Pos Moment (Ft-Ibs)
19019 @ 10' 3 1/2"
29321
Passed (65%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.589 @ 10' 3 1/2"
1.013
Passed 1-/413)
—
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.985 @ 10' 3 1/2"
1 1.350
Passed (L/247)
-
1 1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (U240) and TL (U180).
• A 3.4% decrease in the moment capacity has been added to account for lateral stability.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 20' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Avallabb
Required
Dead
Snow
Factored
1 - Stud wall - SPF
3.50"
3.50"
1.63"
1535
2283
3819
Blocking
2- Stud wall- SPF
3.50"
3.50"
1.63"
1535
2283
3819
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
Bradng Intervals
Comments
Top Edge (Lu)
All Bearing Points
Bottom Edge (Lu)
All Bearing Points
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 20' 7"
N/A
16.0
—
1 - Uniform (PSF)
0 to 29 7" (Front)
8' 10 1/2"
15.0
25.0
Default Load
FAC Systems Inc
23014
1102 121h Ave N
Edmonds WA 98020
SHEET 13 of 17
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0112
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, bullder 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 faalites are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-ES under evaluation reports LSR-1153 and E511-1387
and/or tested in accordance with applicable A5TM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to
www.weyerhaeuser.cam/woodproducWdocument-I i brary.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator 5/10/2023 12:27:38 AM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser File Name: 23014
Page 4 / 5
Sob Notes
Gursimranjot Singh
WA Professional Engineer
(253)335-3018
sim.singh.wrk@oudook.com
FAC SYSTEMS INC.
673819" Avenue NW
Seattle, WA 98117
tel: (206) 784-7275
cel: (253) 335-3018
C3 fax: (206) 784-3321
JOB NO.:
JOB ADDRESS:
23014.00
1102 1211 Ave N Edmonds WA 98020
Michele Eddy
FAC
5/9/23
14 of 17
CLIENT:
PREPARED BY:
DATE:
SHEET:
�� x 'S��►�- %��a �r►r'M�, iN a 1 I �� I rn �. r� Ord vc� �-- c+.�► � re � 1 � c e�
w ►' rn� .✓ Drop G-t
r�11s 1 sv vrt e--H� roDf'If
y
) 3 Ttr
NG w Pve rm
,59,0 hovecafe
a,!�Par,--
Svppo rt,--Ct -over-
,Ex ► s ti'mr Per►'ftele r-
F Vfig' n� �, • T h 's
Low Roof = 3.5 i
Ex s
fie,;, + mor Ar., a /y j C ,,/—
New -f o / U", M V--/law F00 r:l�-
S� 0 4eJ ca-lG c�-tide.."C'L -lrU,-
GO I � �Y✓I M �� �OD G' M �' V'�5�9 M ,
I 3 ft3 ft + 13 ft-
10—
�Ipsf,flt2��s
s
3 7-0 y#yv t L195Y## s t2-733 itj I-
FORTE W EB MEMBER REPORT PASSED
2ND FLOOR FRAMING, B5
1 piece(s) 5 1/2" x 9 1/2" 24F-V4 DF Glulam
6
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load. Combination (Pattern)
Member Reaction (lbs)
4290 @ 2"
7796 (3.50")
Passed (55%)
--
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)
3606 @ 1' 1"
10615
Passed (34%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)
13861 @ 6' 9 1/2"
18991
Passed (73%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.414 @ 6' 9 1/2"
0.442
Passed (L/384)
—
1.0 D + 0.75 L + 0.75 S (AII Spans)
Total Load Defl. (in)
0.619 @ 6' 9 1/2"
1 0.663
1 Passed (U257)
—
1 1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: ILL (U360) and TL (1-1240).
• A 0.2% decrease in the moment capacity has been added to account for lateral stability.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = IT 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (lbs)
Accessories
Total
Available
Required
Dead
Hoar Lt.
Snow
Factored
1 - Stud wall - HF
3.50
3.50•
1.93"
1425
1358
2462_d
4290
Blocking
2 - Stud wall - HF
3.50"
3.50"
1.93"
1425
1358
2462
4290
Blocking
• Blocking Panels are assumed to carry no bads applied directly above them and the full load is applied to the member being
Lateral Bracing
Bracing Lrbermis
Comments
Top Edge (Lu)
T o/c
Bottom Edge (Lu)
All 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 13' 7"
N/A
12.7
—
—
1 - Uniform (PSF)
0 to 13' 7- (Fronrt)
11'
9.9
-
25.0
High Roof Trib
2 - Uniform (PSF)
0 to 13' 7" (Front)
5'
10.7
40.0
-
2nd Fir Trib
3 -Uniform (PSF)
0 to 13' T (Front)
3' 6"
9.9
r -
25.0
Low Roof Trib
FAC Systems Inc
23014
1102 1211 Ave N
Edmonds WA 98020
SHEET 15 of 17
System : Floor
Member Type : Drop Beam
Building Use: Residential
Building Code : IBC 2018
Design Methodology : ASD
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/woWproduct5/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWES Software Operator 5/ 10/2023 12:27:38 AM UTC
ForteWEB 0.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: 23014
�':'e-erii �cuscr
Page 5 / 5
Job Notes
Gursimranjot Singh
WA Professional Engineer
(253) 335-3018
sim.singh.wrk@outlook.com
Timber Beam -Column Design
FAC Systems Inc
23014
23014
1102 1211 Ave N
Edmonds WA 98020
Member Identification
C1
SHEET 16 of 17
Species is Doug Fir Larch Posts
Grade is No. 2
Sawn Timber
5"+
Service conditions are
Dry service
Temperature up to
100 deg F
Timber Properties
Cm
Ct CF Cfu Cl
Adjusted Properties
Fb x-x 750
psi 1.00
1.00 1.00 - 1.00
F*b x-x =
750 psi
Fb y-y 750
psi 1.00
1.00 1.00 - 1.D0
F*b y-Y =
750 psi
Ft 475
psi 1.00
1.00 1.00 - 1.00
Ft =
475 psi
Fv 170
psi 1.00
1.00 1.00 - 1.00
Fv =
170 psi
Fc 700
psi 1.00
1.00 1.00 - 1.00
F*c =
700 psi
E 1,300,000
psi 1,00
1.00 1.00 - 11 J ;`
E' =
1,300,000 psi
Emin 470,000
psi 1.00
1.00 1.00 - 1.00
E'min =
470,000 psi
Member is
by
nominal
y
adjust size
in
in
True dimensions 5.50
in 5.50
in Area =
30.25 in
5.50"
S x-x =
27.73 in
Height 9.00 ft
S y-y =
27.73 in'
x-
o
- x
lu x-x 9.00 ft
Ke x-x =
- IC, > lei/d =
19.64
tn
lu Y-Y 9.00 ft
Ke Y-Y =
> le 2/d =
19.64
Le*d = 2.06 x lu Y-y =
1224
in. for major axis bending
Le/d =
19.64
for compression
y
Member Service Loads
Dead
Live
Snow 0.6*Windl
0.6*Wind2
0.7*E
Axial lb
_ = : lb
:<) ,:i I I
I
Ib
Mx-x ft-lb
ft-lb
ft-lb ft-lb
ft-lb
ft-lb
My-y ft-lb
ft-lb
ft-lb ft-lb
ft-lb
ft-lb
V I
I
I lb
I
I
LDF
__- 1.60
".;ii
1.60
Ra 6.36
6.36
6.36 6.36
6.36
6.36
NDS 3.3
F*b 675
750
863 1,200
1,200
1,200
FbEi 9,999
9,999
9,999 9,999
9,999
9,999
CL 1.00
1.00
1.00 0.99
0.99
0.99
F*c 630
700
805 1,120
1,120
1,120
NDS 3.71
FCEi 1,002
1,002
1,002 1,002
1,002
1,002
FCE2 1,002
1,002
1,002 1,002
1,002
1,002
Cp 0.82
0.80
0.76 0.65
0.65
0.65
--------------------------------
AnalysisResults--------------------------------
Inter -
Load Case Axial
Mx-x My-y
V fc fb x-x fb y-y
fv F'c/F't F'b x-x F'b
y-y F' v action
D+L 6,437
0 0
0 213 0
0 0
559 747
750 170 0.38
D+S 8,658
0 0
0 286 0
0 0
612 858
863 196 0.47
D+0.75(L+S) 9469.3
0 0
0 313 0
0 0
612 8S8
863 196 0.51
D+0.6*Wl 3704
0 0
0 122 0
0 0
729 1192
1200 272 0.17
D+0.6*W2 3704
0 0
0 122 0
0 0
729 1192
1200 272 0.17
D+0.75(L+Wl+S) 7611.5
0 0
0 252 0
0 0
729 1192
1200 272 0.34
D+0.75(L+W2+S) 7611.5
0 0
0 252 0
0 0
729 1192
1200 272 0.34
D+0.75(L+S+E) 9469.3
0 0
0 313 0
0 0
729 1192
1200 272 0.43
0.6D-.6*Wl 2222
0 0
0 73 0
0 0
729 1192
1200 272 0.10
0.6D-.6*W2 2222
0 0
0 73 0
0 0
729 1192
1200 272 0.10
0.6D-.7E 2222
0 0
0 73 0
0 0
729 1192
1200 272 0.10
printed 5/9/20236:23 PM
Square Spread Footing Design
ACI 319-14
Project
23G1-%
Member Identification
Fl
Service Loads
Dead
Live Snow
Axial 3704 lb
2733 lb 4954 lb
510D PSF Typ. PSF
Load Combinations
Co&."bag cax HlOmpted
ASD
Da
6437
D.S
8658
DM.75(1-+5)
9469.25
112ML(st.055
11294.6
1.20♦1.65,L1 or D.5)L
137373
Footing Dimensions
Width
3 h
Pass
Depth
12 in
Pass _
Ckar Cover
3 in
Column
3 by
3 (lrue d1—.-rn meal
Rebar
d
4
Pass
Amount E.A.
3
Material Properties
Cortcretq
fc
2500 psi
yC
150 pcf
A
rmmal.alaht 1 AC2318.14 7 e IA24.2
Steel
iy
60 ksi
soil
q_&almg
1500 psi
Square Spread Footing Design
ACI 318-14
Project 0
23024
Member Identification F1
Code Checks
JiLe
q_ALL 1350 pd gJ3orh -YCeppth
r_ap 121SO lb b"Yq_All
q_u 1526.411 pd P LRFD/V2
CO.— @gam Shear
Dlmannons, y u 954.0069 1b
FW.gi
O_c 24300 w
d Critical Shear Plane
�� Igaa�
Deem.
un1
[in)
4u ~h.b it)
Cebonn
Dlmenalons.
i 1K �.
tAieal v«Imne«, bo
Ing
Char Iin)
L�r I
W widtn. b(Ih)
qu'1
.0'2e1•V(fc)'bad AC1318-A 225.&I
QShear = 0.75 AC1318-14 Toele 21.2.1
Punching Shear
y u 12211.29 lb W'(b-21col,x+d)•(cd,Y+d))
*V_e 648o0 lb �'4'1•4(fc)'b0'd Au 318-14 ToW 22.6.5.2
b 0 48 In
Col.— Flexural Reinforcement
p"nenff� M_u 5771.7421b'ft (4/3)'(cLu'b'1'2)/2 (1/3) imreaar ro v.oid min As rok
If•� QM_n 232"A5 Wit Q'As'fy'(d-a/2)
C Fixed End, ebMament= 0.9 M1328-14 Took 2L2.1
Cantilever As 0.509049 sgin
a 0.461999 in
q� width. hlnl
Use 3 ft X 3 ft X 12 Inch deep footing. Reinforce with (3) #4 bars in each direction
N Tl
a:0 FWD
m0000
U)
(n N cn
D CD rn
v � Z ET
O
N
0