REVIEWED BLD BLD2020-1253+Structural_Analysis_or_Calculations+11.13.2020_9.06.01_AMMEMORANDUM RECEIVED
Nov 20 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2020-1253
DATE November 12, 2020
TO Mr. Jeff Vehrs
Company/Address White Maple, LLC
546 Forsyth Lane
Edmonds, Washington
Project Number: 20196.00
Project Name: White Maple, LLC
Renovation Design
Address: 19911 89th Place West
Edmonds, WA
IPACIFIC
t�
0110 ENGINEERING TECHNOLOGIES, INC.
2150 N. 107t' Street, Suite 320 1 Seattle, WA 98133
www.pacengtech.com 1 206-281-7500
Phone Number: 206.227.9501
DISCUSSION:
You have requested that we perform the following services:
• Review drawings you prepared for the renovation to the dining room, kitchen and family room. You developed
floor plans and showed the locations of three new beams supporting the second floor framing to be installed.
• Review calculations prepared by others for the three proposed.
• Review and design of three new flush beams (131, B2 and 133) supporting the second -floor framing above the dining
room, kitchen, and family room in the central portion of the home. Two existing beams are being replaced (132 and
133) and one wall is being removed (above 131).
• Design two attic roof beams (RB1 and RB2) to reduce loads on the second floor beams.
• Design support/columns for new beams down to the foundation/grade.
• Review and design repairs for three cut floor joists with improper sisters and two floor joists with holes from
plumbing lines. Design floor joist connectors for this area of the home.
• Review decayed roof joists and design new joists and connectors.
It is our understanding that the City of Edmonds is requesting the following information as a result of your permit
application in October 2020:
Review of structural calculations prepared by others.
Add information on the provided plans (prepared by you):
o Existing or new roof and floor joists and recommended hangers.
o Supports for new beams.
I performed a site visit on November 5, 2020 to review the framing conditions. Since then, you have provided additional
information related to the framing conditions. Refer to the plans you provided us and we marked -up in our attached
Structural Calculations for additional information. Based on our review, we recommend the following:
Attic Beams
• Above the second floor bedroom ceiling joists, install a (2)1 314" by 11 718" Microllam LVL (2.OE) beam (RB1)
directly above the first floor wall to be removed between the dining room and the kitchen (131). The new RB1 beam
should span from the south wall above the garage to the wall south of the stair and is expected to have a clear
span of 14'-6112" maximum (from column face to column face).
• Above the second floor bedroom ceiling joists, install a (2)1 314" by 11 718" Microllam LVL (2.0E) beam (RB2)
directly above the first floor beam (132) to be replaced between the kitchen and family room. The new RB2 beam
20196 memo white maple
MEMORANDUM
should span from the south wall above the garage to the wall north of the stair and is expected to have a clear span
of 17'-8" maximum.
• Provide a minimum of a (3) 2x4 Hem -Fir #2 column at each end of each beam from the attic ceiling down to the
second floor. Provide solid blocking from the attic beam to the second floor top plates and then again from the
second floor sheathing to the first floor top plates in the wall below. Fill voids in the joist bay around the beams as
required to better transfer loads directly to the column below. The north column for RB2 does not align with the
column on the first floor, so another (3) 2x4 column is required at the first floor. Additional support is required
down to the foundation (refer to Crawlspace Support Framing section below).
• Install a vertical cripple wall between the new beams and the roof rafters above. (Leave the existing diagonal
bracing in place to assist with lessening roof deflections.) Screw the top plate to the underside of the roof rafters
and provide blocking between the rafters.
• Attach the ceiling joists to the new beams with Simpson H2.5As (joists hung from the beam).
Floor Beams Supporting Second Floor
• Install a (4) 1 314" by 9114" Microllam LVL (2.OE) flush beam (131) directly above the wall to be removed between the
dining room and the kitchen, from the south wall adjacent to the the garage to the wall south of the stair. The beam
is expected to have a clear span 14'-6112" maximum (column face to column face).
• Install a (4) 1 314" by 11 7/8" Microllam LVL (2.OE) flush beam (132) to replace the 412 beam between the kitchen
and family room, from the south wall adjacent to the garage to the wall south of the stair. The beam is expected to
have a clear span of 14'-6112" maximum.
• Provide a minimum of a (3) 2x4 Hem -Fir #2 column at each end of each LVLbeam. With the exception of the north
ends of B21RB2, the second floor columns from RB1 and RB2 should align with the first floor columns. Provide
solid blocking through the floor as required from column to column. Fill voids in the joist bay around the beams as
required to better transfer loads directly to the column below.
• Install 5112" by 12" deep 24F-V4 glulam beam(133) to replace the 4x12 beam above the family room (and below the
second floor exterior wall). The beam should extend from the south family room wall to the closet wall at the north
end of the room. The beam is expected to have a clear span approximately 14'-7" maximum.
• Provide a minimum of a (2) 2x6 Hem -Fir #2 column at each end of the glulam beam.
• Each of the three beams should have a minimum of 2" of bearing on the wall plate or column below (by the width of
the beam).
Second Floor Joists above Dinina Room. Kitchen and Familv Room
• Above the family room at the north end of the room, there are two 2x10 floor joists with multiple plumbing holes
near the bottom of the joist near midspan. There are also three joists above the north side of the kitchen that have
been improperly spliced. Replace joists or sister new joists alongside existing for full span, using Hem -Fir #2 2x10
joists.
• The existing and new floor joists should be attached to the flush beams with a Simpson LUS210.
• Nail the existing floor sheathing to new joists (if replaced) with 10d nails at 6" on center.
Low Roof Joists
• The seven decayed 2x6 roof joists above the southern two-thirds of the family should be replaced with new Hem -
Fir #2 2x6 joists at 16" on center.
• The existing and new roof joists should be attached to the blocking on the flush beam with a Simpson LUS26.
Attach the blocking to the flush beam with a minimum of (4) 10d nails per block of wood.
• Install new roof sheathing to match the existing thickness as required to new/exist joists with a minimum of 8d
nails at 6" on center.
20196 memo white maple
MEMORANDUM
Crawlspace Support Framing
• Under the southern columns for 131 and B2, provide solid blocking from the post above down to the concrete
foundation below.
• Under the northern column for B1, provide a new wood PT 46 post tight to the underside of the floor sheathing
below the column. (If there is a joist there, install the post under the joist and add solid blocking from the top of
the post to the underside of the floor sheathing.) Provide positive attachments from the posts to the adjacent
framing (clips and/or screws). The post should extend down to a 2'-3" by 2'-3" by V-0" deep concrete footing
centered below the post. The footing should be reinforced with (3) #4 bars each way and the concrete should have
a minimum compressive strength of 2,500 psi. Connect the post to the footing with an ABA46Z Simpson post base
and a 5/8" diameter all -thread rod with a nut on the end embedded into the concrete a minimum of 6". Soil bearing
below the foundation should be a minimum of 1500 psf.
• Under the northern column for B2, provide a (2)1 3/4" by 91/4" LVL 2.0 E from the east foundation wall to the
existing (2) 2x10 floor beam and (3) 2x6 post. If adjacent to another joist, connect the LVLs to that joist. Connect
the (2) LVL to the top of the beam and to the plate at the foundation wall with a H2.5A framing clip.
• Under the northern column for R82 (support framing that extends from the attic down to the foundation), provide a
minimum of a (3) 2x4 down to the chimney foundation. Provide a positive connection from the post to the footing
using A34 framing clips and concrete screws. Provide a positive connection at the top of the post to the adjacent
woof framing (clips and/or screws).
• Under the southern column for B3, it appears that there are two joists and a rim joist in the immediate area that
provide solid blocking down to the foundation. Confirm the location of the column above to verify this condition,
otherwise provide solid blocking down to the foundation.
• Under the northern column for B3, the new LVL support recommended for the northern column for B2 will provide
solid blocking down to the foundation.
Refer to the Structural Calculations for this project (White Maple, LLC 19911 89th Place West, Edmonds) singed on 11/12/20
that includes Sheets 0 through 18 for additional and back-up information. Verification by the contractor that the columns
align from floor to floor and that the beam spans are as described above is required. If it is discovered that any of the
members do not align during construction, please notify us for additional review and recommendations. The preparation of
drawings and specific construction details is outside of our scope of services.
Please let us know if you have any questions, or if you require additional information.
Michael P. Smith, P.E., S.E.
Principal
cc:
AEL P. SA_
~F� OF WAS,r,
/I
37791
SSI�NAL
Enclosure: Structural Calculations (19 pages)
20196 memo white maple
PACIFIWAMM
IC
�0 ENGINEERING TECHNOLOGIES, INC.
White Maple, LLC
19911 89`h Place West
Edmonds, Washington
Job No. 20196.00
Structural calculations for:
o Two new roof beams and supports.
o Three new second floor beams, including column/footing
supports.
o Floor joist sister/replacement.
o Roof joist replacement.
The scope of review is specific to the central portion of the home over
the dining room, kitchen, and family room situated in the center of the
home.
Design is in accordance with the 2015 International Residential Code.
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Member Data
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Description: Member Type: Beam
Application: Floor
Top Lateral Bracing: Continuous
.
Bottom Lateral Bracing: Continuous
S�u�
Standard Load: Moisture Condition: Dry
Building Code: SBC
Live Load: 40 PLF Deflection Criteria: U360 live, 11240 total
Dead Load: 10 PLF Deck Connedan: Naied
9 iq
Member Weight 17.9 PLF
Filename: Beam2
Yt IC
Other Loads
Type Thb.
Other Dead
(Description) Side Begin End yWuM1
Start Erd start End category
Replacement Unfiorrn (PLF) Top O owl 14' 6w'
417 104 LM
Spancarned 160 Wcontnuau span
—a
4
� 14 6 0
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i
14 6 0
Bearings and Reactions
Input
@Rn Gravity Gra%*
Location Type Material Length
Requfrod Reaction UpliR
1 O 0 owl Wall HF End -Grain (797ps) 3.500"
1-500" 378M -
2 14' 6 GW' Wall HF End -Grain 7 3.500"
1.50" 3788#
Maldmtrn Load Cass Reactions
umrvey,.a pn m(a cobaavrra^W^d+
Live Dead
1 293M aw
2 293M 8W
Design spans
14' 0750'
Product: 1 3f4"x91l4r' 2.0E N6crollam LVL 4 ply
PASSES DESIGN CHECKS
connect nuarrhens ve912 rows of U2" uiannebr botte at24.0" oc
Design assumes contirrrrrxs laterat tinting along the top chord
Design assures continuous lateral bracing along the boltorn chord
Allov able Stress Design
Pctrat Allowable capecibi
Nation traufng
Positive Moment 13317.'# 23304.# 57%
725' Total Load D+L
Shear 3373 # 12302.# 27%
0.23 Total Load D+t.
Max Reaction 3788 At 183751 20°h
0' Total Load D+L
TL Deflection 0.5371" 0 7031" Lf314
7.26 Total Load D+L
LL Deflection 04154" 0A6W' U406
729 Total Load L
Contnt LLDekcbm
DOLs Uve--100% &wF115% Roo"-t259/ vW'4-160%
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Timber Beam -Column Design
Pacific Engineering
White Maple
NDS 2012 Edition
- Technologies -
20196
Supports for B I
Sheet 8
Member Identification
Column
Simple Span
Timber Species:
Hem -Fir
Grade is
No. 2
Sawn Lumber 2" to 4" wide
Service conditions:
Dry
service
Temperature
up to 100
deg F
Timber Properties
Cm
Ct
CF Cfu
CI
Cr
Adjusted Properties
Fb x-x 850
psi
1.00
1.0
1.50 -
1.00
1.00
F*b x-x =
1,275 psi
Fby-y 850
psi
1.00
1.0
1.50 1.10
1.00
1.00
F*by-y=
1,403 psi
Ft 525
psi
1.00
1.0
1.50 -
1.00
-
Ft=
788 psi
Fv 150
psi
1.00
1.0
- -
1.00
-
Fv =
150 psi
Fc 1,300
psi
1.00
1.0
1.15 -
1.00
-
F*c=
1,495 psi
E 1,300,000
psi
1.00
1.0
- -
1.00
-
E' = 1,300,000
psi
Emin 470,000
psi
1.00
1.0
- -
1.00
-
E'min =
470,000 psi
Member is
--> three
2
by
4
nominal
Y
adjust size
in
in
True dimensions
4.50
in
3.50
in Area =
15.75
in
S x-x =
9.19
in
Height 8.00 It
5y-y=
11.81
in
x---
- - -x
lux-x 8.00 It
Ke x-x =
1.00
-> le 1/d =
27.43
m
lu y-y 8.00 It
Ke y-y =
1.00
-> le 2/d =
21.33
Le*d = 2.06 x lu y-y *d
=
692
for major axis bending
Le/d =
27.43
for compression
Y
(3) 2x4 OK
Member Service Loads
Dead
Live
Snow
Windl
Wind2
E/1.4
Axial 2,086 lb
2,655
lb
1,704
lb
lb
lb
lb
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 lb
lb
lb
lb
lb
lb
LDF 0.90
1.00
1.15
1.60
1.60
1.60
RB 5.85
5.85
5.85
5.85
5.85
5.85
NDS 3.3
F*b 1,148
1,275
1,466
2,040
2,040
2,040
NDS 3.3
FbEl 9,999
9,999
9,999
9,999
9,999
9,999
NDS 3.3
CL 0.99
0.99
0.99
0.99
0.99
0.99
NDS 3.3
F*c 1,346
1,495
1,719
2,392
2,392
2,392
NDS 3.71
FcE1 514
514
514
514
514
514
NDS 3.71
FcE2 849
849
849
849
849
849
NDS 3.71
CP 0.35
0.31
0.28
0.20
0.20
0.20
NDS 3.71
------------------
--------------
AnalysisResults--------------------------------
Inter -
Load Case Axial
Mx-x
My-y
V
fc fbx-x
fby-y
fv
F'c/Ft
F'bx-x F'by-y
F'v action
D+L 4,741
0
0
0
301 0
0
0
470
1266 1403
150 0.64
D+S 3,790
0
0
0
241 0
0
0
477
1454 1613
173 0.50
D+0.75(L+S) 5355.3
0
0
0
340 0
0
0
477
1454 1613
173 0.71
D+0.6*W1 2086
0
0
0
132 0
0
0
488
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240 0.27
D+0.6*W2 2086
0
0
0
132 0
0
0
488
2015 2244
240 0.27
D+0.75(L+Wl+S) 4716.3
0
0
0
299 0
0
0
488
2015 2244
240 0.61
D+0.75(L+W2+S) 4716.3
0
0
0
299 0
0
0
488
2015 2244
240 0.61
D+0.75(L+S+E) 5355.3
0
0
0
340 0
0
0
488
2015 2244
240 0.70
0.6D-.6*W1 1252
0
0
0
79 0
0
0
488
2015 2244
240 0.16
0.6D-.6*W2 1252
0
0
0
79 0
0
0
488
2015 2244
240 0.16
0.6D-.7E 1252
0
0
0
79 0
0
0
488
2015 2244
240 0.16
printed 11/11/20207:23 PM
Project No: 7pi0b Date: Sheet: 1Of: —
Project Name: W �'
Comp. By: t4( Chk.By:
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1111ft1/ [ENGINEERING TECHNOLOGIES, INC.
2150 N. 107th St., Suite 320 Seattle, WA 98133
P: 206.281.7500 www.PacEngTeGh.com
- oject No: ZJ ! lt!� Date: Sheet: j b of
Project Name:
Comp. By:� Chk.By:
PACIFIC
%ftW ENGINEERING TECHNOLOGIES, INC.
r----� 2150 N. 107th St., Suite 320 Seattle, WA 98133
P: 206.281.7500 www.PacEngTech.com
^roject No: Z()I 9 G Date: Sheet: I l Of:
Project Name: I'k— A�- M^ ,, !,
Comp. By: p/-r Chk.By:
PACIFIC
Wa/ ENGINEERING TECHNOLOGIES, INC.
—I 2150 N. 107th St., Suite 320 Seattle, WA 98133
Contents: ! (� y �� " = " �� �"n �' k-d dM P: 206.281.7500 www.PacEngTech.com
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Member Data
Description. Member Type. Beam
2
Application: Flow I cJZ
Top Lateral Bracing_ Continuous
Bottom Lateral Bracing: Continuous
Standard Load. Moisture Condition: Dry
Building Code: SBC
Live Load- 40 PLF Deflecinn Criteria: L/360 live, L7240 total
? 0 tq b
Dead Load: 10 PLF Deck Connection: Nailed
Member Weight 179 PLF
Filename: VehrsBeam2.
(i&/ 4LM c
Other Loads
Type Trux cow
Dead
(Description) Side Begin End Y1idd1 Start
End Start End Category
Additional Uniform (PLF) TOP 0 0.00" 14' 60(" 190
48 Lm
9-TTnbrda,,y% rooad
Replacement Uniform( PLF) TOP 0 0.00" 14' 6.OX 167
42 Lre
Spmcinied 90037'smplesw
P 1460
�r
laso
Bearings and Reactions
Input Min
Gravity Graft
Location Type Malaria{ l8ngih Regired
Reac6On uplift
1 9 0.000" wait HF Endfinait (797pst) 3.5W 1.500"
32619
2 14' 6.000' Wag HF EnGGfdi1 3.500" 1.SOi7'
3251M
Maldmum Load Case Reactions
u.naNwawl c.cicbmymmµya,�m.
Lne Dead
1 2WW 753M
2 250BM 7539
Design spans
14' 075LT
Product 13W x9 UV 2AE Microllam LVL 4 ply
PASSES DESIGN CHECKS
Correct neuters with 2 rows of 1/7' cliianwhei bake at 24.0" oc
Design assnrees comma as lateral bracing along ft lop chord
Design assuirm c6rdnua6 lateral (racing along the botlotn chord.
Allowable Stress Design
Actual A lowabie capacity Lacallon
LOO&V
Positive Moment 11464.'S 23304'# 49%
726' TOW load D+L
Shear 2903A 123024 23%
023' TOW Load DtlL
Max Reaction 3261 # 18375A 17%
0 TOW Load D+L
TL Dellection 0.4623' 0 7031" U365
7.25 Total Load D+L
LL Deflection 0.3559' 046W' U474
7-W Total LOW L
co" uoeoedon
DOLS L1%e=100%Snov�115%Rrnf=125%LMM--160%
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Timber Beam -Column Design
White Maple
NDS 2012 Edition
20196
Supports for B2: S end
Member Identification
Column
Timber Species:
Hem -Fir Grade is No.2
Service conditions:
Dry service Temperature up to 100 deg F
Pacific Engineering
- Technologies -
Sheet 13
Simple Span
Sawn Lumber 2" to 4" wide
Timber Properties
Cm
Ct
CF Cfu
Ci
Cr
Adjusted Properties
Fb x-x 850
psi
1.00
1.0
1.50 -
1.00
1.00
F*b x-x =
1,275
psi
Fby-y 850
psi
1.00
1.0
1.50 1.10
1.00
1.00
F*by-y=
1,403
psi
Ft 525
psi
1.00
1.0
1.50 -
1.00
-
Ft=
788
psi
Fv 150
psi
1.00
1.0
- -
1.00
-
Fv=
150
psi
Fc 1,300
psi
1.00
1.0
1.15 -
1.00
-
F*c=
1,495
psi
E 1,300,000
psi
1.00
1.0
- -
1.00
-
E' = 1,300,000
psi
Emin 470,000
psi
1.00
1.0
- -
1.00
-
E'min =
470,000
psi
Member is
--> three
2
by
4
nominal
y
adjust size
in
in
True dimensions
4.50
in
3.50
in Area =
15.75
in
Sx-x=
9.19
in3
Height 8.00ft
Sy-y=
11.81
in
x---
---x
lu z-x 8.00 It
Ke x-x =
1.00
-> le 1/d =
27.43
m
lu y-y 8.00 ft
Ke y-y =
1.00
-> le 2/d =
21.33
Le*d = 2.06 x lu y-y *d
=
692
for major axis bending
I
Le/d=
27.43
forcompression
y
(3) 2x4 OK
Member Service Loads
Dead
Live
Snow
Windl
Wind2
E/1.4
Axial 2,263lb
2,164lb
2,508lb
lb
lb
lb
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 lb
lb
lb
lb
lb
lb
LDF 0.90
1.00
1.15
1.60
1.60
1.60
RB 5.85
5.85
5.85
5.85
5.85
5.85
NDS 3.3
F*b 1,148
1,275
1,466
2,040
2,040
2,040
NDS 3.3
FbEl 9,999
9,999
9,999
9,999
9,999
9,999
NDS 3.3
CL 0.99
0.99
0.99
0.99
0.99
0.99
NDS 3.3
F*c 1,346
1,495
1,719
2,392
2,392
2,392
NDS 3.71
FCE1 514
514
514
514
514
514
NDS 3.71
FCE2 849
849
849
849
849
849
NDS 3.71
Cp 0.35
0.31
0.28
0.20
0.20
0.20
NDS 3.71
--------------------------------
AnalysisResults--------------------------------
Inter -
Load Case Axial
Mx-x
My-y
V
fc fbz-x
fby-y
fv
F'c/Ft
F'bx-x Pby-y
F'v action
D+L 4,427
0
0
0
281 0
0
0
470
1266 1403
150
0.60
D+S 4,771
0
0
0
303 0
0
0
477
1454 1613
173
0.64
D+0.75(L+5) 5767
0
0
0
366 0
0
0
477
1454 1613
173
0.77
D+0.6*W1 2263
0
0
0
144 0
0
0
488
2015 2244
240
0.29
D+0.6*W2 2263
0
0
0
144 0
0
0
488
2015 2244
240
0.29
D+0.75(L+Wl+S) 4826.5
0
0
0
306 0
0
0
488
2015 2244
240
0.63
D+0.75(L+W2+S) 4826.5
0
0
0
306 0
0
0
488
2015 2244
240
0.63
D+0.75(L+S+E) 5767
0
0
0
366 0
0
0
488
2015 2244
240
0.75
0.6D-.6*Wl 1358
0
0
0
86 0
0
0
488
2015 2244
240
0.18
0.6D-.6*W2 1358
0
0
0
86 0
0
0
488
2015 2244
240
0.18
0.6D-.7E 1358
0
0
0
86 0
0
0
488
2015 2244
240
0.18
printed 11/11/20207:56 PM
--,ojectNo: ?? i? b Date: Sheet: �"4 Of: —
Project Name:
Comp. By: Chk.By: r
2150 N. 107th St., Suite 320 Seattle, WA 98133
Contents: P:206.281.7500 www.PacEngTech.com
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Project Name:
Comp. By: Chk.By:
FIC P�
\r/ ENGINEERING TECHNOLOGIES, INC.
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2150 N. 107th St., Suite 320 Seattle, WA 98133
Contents: 9_ P-�)n" i�-)r'' 1"I- 1,, P:206.281.7500 www.PacEngTech.com
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Timber Beam -Column Design Pacific Engineering
White Maple NDS 2012 Edition - Technologies -
20196 I f J s/ 5
Member Identification Column Simple Span
Timber Species:
Hem -Fir
Grade is
No. 2
Sawn Lumber 2" to 4" wide
Service conditions:
Dry service
Temperature
up to 100 deg F
Timber Properties
Cm
Ct
CF Cfo
CI Cr
Adjusted
Properties
Fb x-x 850
psi
1.00
1.0
1.30 -
1.00 1.00
F*b x-x =
1,105
psi
Fby-y 850
psi
1.00
1.0
1.30 1.15
1.00 1.00
F*by-y=
1,271
psi
Ft 525
psi
1.00
1.0
1.30 -
1.00 -
Ft=
683
psi
Fv 150
psi
1.00
1.0
- -
1.00 -
Fv=
150
psi
Fc 1,300
psi
1.00
1.0
1.10 -
1.00 -
F*c=
1,430
psi
E 1,300,000
psi
1.00
1.0
- -
1.00 -
E' =
1,300,000
psi
Emin 470,000
psi
1.00
1.0
- -
1.00 -
E'min =
470,000
psi
Member is two
2 by
6
nominal
y
adjust size -�
in
in
True dimensions
3.00 in
5.50
in Area =
16.50 in
3.00"
Sx-x=
15.13 in'
Height 8.00 ft
Sy-y=
8.25 in'
x---
M
x
lu x-x 8.00 ft `' L!w!* ' Ke x-x =
1.00
-> le 1/d =
17.45
lu y-y 8.00 ft }
Ke y-y =
1.00
-> le 2/d =
32.00
Le*d = 2.06 x lu y-y *d =
1088
for major axis bending
,
Le/d =
32.00
for compression
Y
Member Service Loads
Dead Live Snow Windl Wind2 E/1.4
Axial 2,334 lb 1,267 lb 2,831 lb lb lb lb
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 lb lb lb lb lb Ib
LDF 0.90 1.00 1.15 1.60 1.60 1.60
Re 10.99 10.99 10.99 10.99 10.99 10.99 NDS 3.3
F*b 995 1,105 1,271 1,768 1,768 1,768 NDS 3.3
FbEl 4,667 4,667 4,667 4,667 4,667 4,667 NDS 3.3
CL 0.99 0.99 0.98 0.97 0.97 0.97 NDS 3.3
F*c 1,287 1,430 1,645 2,288 2,288 2,288 NDS 3.71
FcE1 1,268 1,268 1,268 1,268 1,268 1,268 NDS 3.71 C2� Zv.
FCE2 377 377 377 377 377 377 NDS 3.71 C OY�.
CP 0.27 0.25 0.22 0.16 0.16 0.16 NDS 3.712 '(3
------------------------------ AnalysisResults-------------------------------- Inter -
Load Case Axial Mx-x My-y V fc fbx-x fby-y fv F'c/Ft F'bx-x F'by-y F'v action
D+L 3,601 0 0 0 218 0 0 0 354 1088 1271 150 0.62
D+S 5,165 0 0 0 313 0 0 0 357 1248 1461 173 0.88 /
D+0.75(L+5) 5407.5 0 0 0 328 0 0 0 357 1248 1461 173 0.92 V
D+0.6*W1 2334 0 0 0 141 0 0 0 364 1718 2033 240 0.39
D+0.6*W2 2334 0 0 0 141 0 0 0 364 1718 2033 240 0.39
D+0.75(L+W1+S) 4345.9 0 0 0 263 0 0 0 364 1718 2033 240 0.72
D+0.75(L+W2+S) 4345.9 0 0 0 263 0 0 0 364 1718 2033 240 0.72
D+0.75(L+S+E) 5407.5 0 0 0 328 0 0 0 364 1718 2033 240 0.90
0.6D-.6*W1 1400 0 0 0 85 0 0 0 364 1718 2033 240 0.23
0.6D-.6*W2 1400 0 0 0 85 0 0 0 364 1718 2033 240 0.23
0.6D-.7E 1400 0 0 0 85 0 0 0 364 1718 2033 240 0.23
printed 11/10/20203:55 PM
Cse a2l)15.5.0,4 Jeff Nbh1a
10-2-20
kmarm�iglne 4.1110.1
\lveiaty D� 153E Center Beam Analysis
/-4 �r,y` n 1:16pm
�1M
Li of I
Member Data
Description: Member Type: Beam
Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry
Building Code: SBC
Live Load: 40 PLF Deflection Criteria: U360 live, U240
total 20)a b
Dead Load: 10 PLF Deck Connection: Nailed
Member Weight: 16.0 PLF
Filename: Vehrs Beam2.
Other Loads
Type Trib.
Otifer Dead
(Description) Side Begin End Width
Start End start End Category
Additional Uniform (PLF) Top 0' 0,001, 14' 6.00"
0 80 Live
8' Wall Load
Additional Uniform (PLF) Top a 0.001, 14' 6.00"
450 270 Snow
36'TribtutaryTrum Load
Replacement Uniform (PLF) Top 0' 0.001, 14' 6.00"
190 48 Live
Srancanned 9'0.04"ample span
O 1460
0
14 6 0
Bearings and Reactions
input
Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall HF End -Grain (797psi) 3.500"
1.757" 6282# -
2 14' 6.000" Wall HF End drain 97 si 3.500"
1.757" 6282# -
Maximum Load Case Reactions
Us Icrq)l B � 1u li%4 110 rrryv9mantas
Live Snow Dead
1 1336# 3164# 2907#
2 1336# 31644 2907#
Design spans
14' 0 750'
Product: 24F-V4` DF/DF 5.500 x 12.000
PASSES DESIGN CHECKS
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity
Location Loading
Positive Moment 22087.'4 30360.'# 72%
7.25' Total Load D+0.75(L+S)
Shear 5389.# 13409.# 40%
0.23' Total Load D+O.
Max. Reaction 6282.# 12512.# 500/6
0' Total Load D+O.
LL Deflection 0.2963" 0.4688" U569
7.25' Total Load 0.75
TL Deflection 0.5515" 0.7031" U305
7.25' Total Load D+O.
Control: TL Defedion
DOLs: Live=hrrr SRONk115%Roof=125%Wind=160%
This member has been designed in aoordanoe Wth NDS 2005
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Project No: ?4 1`1 f Date: Sheet: _LL Of:
Project Name:
Comp. By: S Chk.By:
Contents: L0 K
PACIFIC
ftwO ENGINEERING TECHNOLOGIES, INC.
2150 N. 107th St., Suite 320 Seattle, WA 98133
P:206.281.7500 www.PacEngTech.com
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