REVIEWED BLD BLD2021-0591+Structural_Calculations+4.26.2021_8.52.05_AM+2163212BLD2021-0591 RECEIVED
EVERGREEN
May 03 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
DESIGN COMPANY
Structural Calculations
for the
Grey Sea House
Location: 729 Laurel St., Edmonds, WA 98020
Prepared for: DeForest Architects
Prepared by: Lori D. Brown, P.E., S.E.
Structural Engineer
Date: April 14, 2021
1044 WYNDHAM WAY PHONE 360.387.8480
CAMANO ISLAND, WA 98282
Project: Grey Sea House
Design Criteria: 2018 International Building Code
Assumed allowable soil pressure 2000 psf
Live Loads: Roof 25 psf
Floor 40 psf
Deck 60 psf
Dead Loads: Roof: (Allowable for future solar)
5.0
Roofing - metal
3.0
1/2" plywood sheathing
1.5
2" rigid insulation
0.5
5/8" plywood sheathing
1.8
9.5" TJI 230 @ 24" oc
1.4
Mech/Elect/Misc
0.5
5/8" gypboard
2.8
16.5 psf Use 20 psf
Main Floor: Finish flooring
4.0
3/4" plywood sheathing
2.3
9.5" TJI 230 @ 16"oc
2.0
Mech/Elect/Misc
0.5
5/8" gypboard
2.8
11.6 psf Use 12 psf
3/4" plywood sheathing
2.3
Exist 2x10 @ 16" oc
2.6
(Where occurs)
4.9 psf Use 5 psf
West deck: Decking per arch
6.0
2x sleepers
1.0
3/4" plywood sheathing
2.3
2x10 @ 16" oc
2.6
Soffit or gyp
2.8
14.7 psf Use 15 psf
East deck: 2" concrete pavers 25.0
P.T. 2x10 @ 16" oc 2.6
27.6 psf Use 30 psf
Interiorwalls: 2x4 studs @ 16"oc 1.0
5/8" gypboard ea side 5.6
15/32" Plywood 1.5
8.1 psf Use 10 psf
Exterior walls: 2x6 studs @ 16"oc 1.6
5/8" gypboard 2.8
15/32" plywood 1.5
Exterior siding 3.0
8.9 psf Use 10 psf
Grey Sea
729 Laurel St, Edmonds, WA 98020, USA
Latitude, Longitude: 47,8043083,-122.3710668
.ype
verve
veauipuurr _
SS
1.283
MCER ground motion. (for 0.2 second period)
S1
0.451
MCER ground motion. (for 1.0s period)
SKIS
1.54
Site -modified spectral acceleration value
SM1
null -See Section 11.4.8
Site -modified spectral acceleration value
SOS
1.026
Numeric seismic design value at 0.2 second SA
Sol
null -See Section 11.4.8
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
Fs
12
Site amplification factor at 0.2 second
Fv
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.545
MCEG peak ground acceleration
FPGA
12
Site amplification factor at PGA
PGAM
0.654
Site modified peak ground acceleration
TL
6
Long -period transition period in seconds
SsRT
1.283
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1 A09
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
2.106
Factored deterministic acceleration value. (0.2 second)
S1RT
0.451
Probabilistic risk -targeted ground motion. (1.0 second)
S1UH
0.504
Factored uniform-hazard(2% probability of exceedance in 50 years) spectral acceleration.
S1 D
0.848
Factored deterministic acceleration value. (1.0 second)
PGAd
0.742
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRs
0.911
Mapped value of the risk coefficient at short periods
CR1
0.896
Mapped value of the risk coefficient at a period of 1 s
Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
Building Information
No. of stories
2
Building height for lateral calculations (ft)
21.20 ,
Building weight (Ibs)
107196
Redundancy Factor:
N-S:
1.3
E-W:
1.3
Floor Information
Floor -ID
1st
Floor net area (so
2079
Floor opening area (so
64
Average height (ft)
8.50
Diaphragms
Floor diaphragms for 1st
Diaphragm
name
Area (soType
Effective seismic weight (psf)
Remarks
DL
I Walls
Snow
Istorage
1partitions
ITotai
D1
2079
12.00
10.00 -
0.00
0.00
0.00
22.00
Floor
Shear Lines Combinations
Combination ID Combined Lines
3 and 4 3 and 4
Floor —ID
2nd
Floor net area (so
2458
Floor opening area (so
0
Average height (ft)
11.00
Diaphragms
Floor diaphragms for 2nd
Diaphragm
name
Area (so
Effective
Effective seismic weight (pst)
Remarks
DL
Walls
Snow
Storage
Partitions
ITotal
D1
2458
120.00
15.00
0.00
0.00
10.00
125.00
lRoof
lignore opening in weight calculations
Shear Lines Combinations
Combination ID Combined Lines
4 and 5 4 and 5
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Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
Seismic Loads
lw%z lli
Design code vN% IBC (ASCE 7>85)
Lateral force calculation method Equivalent Lateral Force Procedure
Seismic data:
Building occupancy category
It. Standard
Importance factor 1
1.00
Soil site class
D. Stiff soil profile
Response Spectral Acc,.(0.2 sec) (Ss )
1.28
Design Response Spectral Acc. (0.2 sec) (Ss )
1.28
Response Spectral Acc. (1.0 sec) IS )
0.45
TL (sec)
6.00
Fa
1.00
Fv
1.55
Max. Considered earthquake acc. Sms
1.28
Max. Considered earthquake acc. SM,
0.70
Design spectral acc. at short period SUS
0.85
Design spectral acc. at 1 s period SD,
0.46
Seismic design category based on short period
D
Seismic design category based on 1 S period
D
Is S> >0.75
False
Project seismic design category
D
Seismic force resisting system
13. Light -framed walls sheathed with
wood structural panels rated for shear
resistance or steel sheets
Response modification coefficient R
6.50
System overstrength coefficient Do
3.00
Subtract 0.50 of Resistance Factor for flexible
True
diaphragms
Approximate fundamental period parameters
Ct = 0.02 x = 0.75
Building height (ft)
21.20
Building period T=Ta (sec)
0.20
Regular structure and 5 stories or less?
True
Maximum S., =1.50
False
Base Shear Adjustment Factor
1
Minimum Cs
0.01
Seismic response coefficient C s
0.13
Adjusted Cs
0.13
Seismic toad: V= Cs W = 0.13 W
For allowable stress design 0.7E = 0.7 ` 0.13 = 0.0919 W
Table 1-1
Table 11.5-1
Table 20-3-1
Fig 22-1 through 22-14
Fig 22-1 through 22-14
Fig 22-1 through 22-14
Fig 22-15 through 22-20
Table 11.4-1
Table 11.4-2
(11.4-1)
(11.4-2)
(11.4-3)
(11.4-4)
Table 11.6-1
Table 11.6-2
Sao 11.6
Table 12.2-1
Table 12.2-1
Table 12.8-2
(12.8-7)
Sec 12.8.1.3
12.8.5
(12.8-2)
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Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
Total effective weight (Ibs) = 107196
Total seismic force (ASD) (Ibs) = 9851
Vertical seismic load distribution:
Fx = Cvx V
wxhx
Cux = n
tw;hk
:=1
T = 0.20
K = 1.00
Floor
Wx (Ibs)
hx (ft)
Wx * hx Ib.ft
Wx * hx
sum(Wi*Hi)
Fx (Ibs)
1st
45744
9.35
427893
10.2473
2436
2nd
61453
21.20
1302673
0.7527
7415
Sum(W)= 107196
Diaphragm design force:
n
E Fi
i=r
Fpx = n Wpx
E Wi
i=x
Diaphragm seismic forces:
Sum(W*h)= 1730566
(12.8-11)
Sec 12.8.3
12.10.1
Sec 12.10.1
Floor
Sum(Fi) (Ibs)
Sum(W) (Ibs)
Wpx (Ibs)
Sum(Fi)
Min. Value
Max. Value
Fpx (Ibs)
Wpx
Sum(WI)
1st
9851
107196
45744
4204
7807
15614
7807
2nd
7415
61453
61453
7415
10488
20976
10488
Seismic force verification:
Direction
Base Seismic Forces (Ibs)
Sum Wall
%
Forces
(Ibs)
Difference
Masses
Forces
Point
Seismic
Total
Base
Sum of
Sum point
Total mass
Seismic
Seismic
diaphragm
mass
factor
force from
Shear
masses
mass
N-S
107196
0
107196
0.0919
9851
0
9851
9853
0.019
E-W
107196
0
107196
10.0919
19851
0
9851
9852
0.008
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Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
Wind Loads
Design Code: International Building Code' ye. Ig
Wind Standard: ASCE7-W (Method 2 - All Heights)
Wind Data
Exposure
C
Enclosure
Enclosed Building
Category
II
Wind Speed
.gFrMpH-�j (l o yv,p t6 #'s
Mean Roof Height
21.70 ft
Importance Factor Iw,
1
Hill Shape:
No Topographic Obstructions
Velocity Coefficient qi
0.00256 K : Kit Kd VZ 1 w
(6-15)
Velocity Coefficient qh
0.00256 K h Kit Kd V2 1 w
(6-15)
Directionality Factor I(d
0.85
Table 6-4
Gust Effect Factor G
0.85
6.5.8.1
Pressures for MWFRS p
qGC p
(6-17)
Kh
0.92
North/South Cp :
Windward Wall Cp 0.80
Leeward Wall Cp -0.46
(US) 1.18
East/West Cp :
Windward Wall Cp 0.80
Leeward Wall Cp -0.50
(UB) 0.85
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Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
Wind Load Distribution (North/South)
Elev. Z(it)
Kz
Kzt
4z (psf)
p(Wall-Windward) (psf)
0-15
0.85
1.00
13.35
9.08
Mi.
0.90
1.00
14.18
9.64
21.70
0.92
1.00
14.42
9.81
p (Wall -Leeward) (psf)
-5.69
p (Roof Windward) (psf)
0.00
p (Roof Leeward) (psf)
-10.00
Wind Load Distribution (East/West)
Elev. Z(ft)
Kz
Kzt
Qz (psf)
p(Wall-Windward) (psf)
0-15
0.85
1.00
13.35
9.08
20.00
0.90
1.00
14.18
9.64
21.70
0.92
1.00
14.42
9.81
p (Wall -Leeward) (psf)
-6.13
p (Roof Windward) (psf)
0.00
p (Roof Leeward) (psf)
-10.00
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Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED BHT OF
SUBJECT DATE
Shear line reactions and shear wall forces
FloorlD: 1st
Shear
line ID
Reaction (Ibs)
Shear wall
ID
Shear wall forces (Ibs)
R'
Wall type
Seismic
Wind
Seismic
Wind
1
309
1355
1-1
309
1355
6.50
Segmented
2
4824
5451
2-1
1581
1787
6.50
Segmented
2-2
3242
3664
6.50
Segmented
3
415
1117
3-1
415
1117
6.50
Solid wall
4
1522
1407
4-1
522
1407
6.50
Solid wall
5
134
913
5-1
134
1913
6.50
Solid wall
6
73
639
6-1
73
639
6.50
Solid wall
b
1674
4807
b-1
1674
4807
6.50
Solid wall
c
300
2130
o-1
300
2130
6.50
Segmented
d
659
2153
d-1
659
2153
6.50
Solid wall
e
2026
2205
a-1
605
659
6.50
Segmented
e-2
1421
1546
6.50
Solid wall
Floor ID: 2nd
Shear
line ID
Reaction (Ibs)
Shear wall
ID
Shear wall forces (Ibs)
R'
Wall type
Seismic
Wind
Seismic
Wind
2
3840
2947
2-1
3840
2947
6.50
Segmented
4
1296
714
4-1
1296
714
6.50
Segmented
5
1898
1046
5-1
1898
1046
6.50
Segmented
6
382
630
6-1
382
630
6.50
Segmented
a
641
727
a-1
641
727
6.50
Segmented
b
12252
12229
b-1
12252
2229
16.50
1 Segmented
d
12941
12515
d-1
12941
2515
16.50
1 Segmented
e
11582
1998
1a-1
11582
998
16.50
1 Segmented
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Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
Shear Wall Schedule
Mark
Sheathing
No. of
Edge
Field
Plate Nail
Shear Clip
Mudsill Anchors
Allowable
Material
Remarks
sides
Nail
Nail
2X Mudsill
3X Mudsill
Shear (pit)
1
15132" Sheathing, plywood
Single
8d @ 6"
8d @
1/4"x6" SDS @
A35 @ 2'-0"
5/8" x 10" @ 4'-0"
5/8" x 12" @
242
SPF
1
siding except Group 5
12"
1'-4"
4'-0"
Species
2
15132" Sheathing, plywood
Single
8d @ 4"
8d @
1/4"x6" SDS @
A35 @ 1'-4"
518" x 10" @ T-O"
5/8" x 12" @
350
SPF
1
siding except Group 5
12"
1'-0"
4'-0"
Species
3
15/32" Sheathing, plywood
Single
8d @ 3"
8d @
1/4"x6" SDS @
A35 @ 1'-0"
5/8" x 10" @ 2'-9"
5/8" x 12" @
455
SPF
1,2
siding except Group 5
12"
0'-8"
T-0"
Species
5
15132" Sheathing, plywood
Double
8d @ 4"
8d @
1/4"x6" SDS @
A35 @ 0'-8"
5/8" x 10" @ 1'-9"
518" x 12" @
707
SPF
1,2
siding except Group 5
12"
0'-6"
2'-0"
Species
7
15/32" Sheathing, plywood
Double
10d @
10d @
1/4'W" SDS @
A35 @ 0'-4"
518" x 10" @ 1'-1"
518" x 12" @
1,116
SPF
1,2
siding except Group 5
3"
12"
0'-4"
114"
Species
USE PLYWOOD SHEATHING ONLY.
2 ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER
OR TWO 2-INCH NOMINAL MEMBERS FASTEND IN ACCORDANCE WITH SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE BETWEEN
FRAMING MEMBERS. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES.
3 ALL HARDWARE SHALL BE USP STRUCTURAL CONNECTORS U.O.N.
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Evergreen Design Company
DESIGNED
PROJECT Grey Sea I CHECKED
All-1 *11
1st walls
DATE
Shear Wall Design
JOB NO.
PM. Ely
Wall ID
Length
(ft)
Net
Height
(ft)
H / W
Shear (plf)
Wall
type
Allowable
shear(plf) _
Adjusted allowable
shear 1
Wall
Drift (in)
Hold -Down
Remarks
Wind
Seismic
Wind
Seismic
End I
End J
1-1
8'-0"
8'-6"
1.06
169
50
1
242
339
242
0.55
HDU2-SDS2.5
HDU2-SD32.5
2-1
3'-11"
8'-6"
2.17
456
524
5
707
990
652
2.46
HDQ8-SDS3 4x
HDQ8SDS3 4x
2-2
8'-0"
8'4'
1.06
456
524
5
707
990
707
2.05
HDQ8-SDS3 4x
HDQ8-SDS3 4x
3-1
15A"
0"
1
4-1
19'-0"
0"
1
5-1
14'-5"
0"
1
6-1
15'-3"
0"
1
b-1
8'-9"
9'-4"
1
c-1
8'-4"
8'-6"
1.01
254
46
1
242
339
242
0.52
HDU2-SDS2.5
HDU2SDS2.5
d-1
13'-5"
9'-0"
1
e-1
6'-0"
8'-6"
1.41
110
131
1
242
339
242
1.00
HDU2-SDS2.5
HDU5-SDS2.5
e-2
14'-1"
9'-4"
1
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Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
2nd walls
Wall ID
Length
(ft)
Net
Height
(ft)
H / W
Shear (plf)
Wall
type
Allowable
shear(plf)
Adjusted allowable
shear I
Wall
Drift (in)
Hold -Down
Remarks
Wind
Seismic
Wind
Seismic
End
End
2-1
T-7"
11'-0"
1.45
388
657
5
707
990
707
NC
2 Gn�5T12
H06Z 8
4-1
5'-9"
11'-0"
1.90
124
291
2
350
490
350
1.84
HDU5SDS2.5
HDU5-SDS2.5
5-1
81.5"
11'-0"
1.30
124
291
2
350
490
350
1.63
HDU4-SDS2.5
HDU4-SDS2.5
6-1
4'-0"
11'-0"
2.75
157
124
1
242
339
176
1.55
HDU2-SDS2.5
HDU2-SDS2.5
a-1
5'-11"
11'-0"
1.84
122
139
1
242
339
242
1.33
MST48
MST48
b-1
8'-9".
11'-0"
1.25
254
333
2
350
490
350
1.79
HDU5SDS2.5
HDU5SDS2.5
d-1
7'-8"
11'-0"
1.43
327
497
5
707
990
707
2.55
HDQ8SD83 6x
HDQ8-SDS3 6x
e-1
8'-9"
11'-0"
1.25
113
233
1
242
339
242
1.64
MST48
MST48
1 Solid Wall
2 NC -Not calculated because hold-down was not selected
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Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
HOLD-DOWN SCHEDULE
Mark
Fastener
Minimum Wood
Member
Anchor Bolt
Capacity
(Ibs)
Remarks
HDU2-SDS2.5
6-SDS 1/4" X 2.5"
(2) 2 x 4
5/8"
2215
HDU4-SDS2.5
10-SDS 1/4" X 2.5"
(2) 2 x 4
5/8"
3285
HDU5-SDS2.5
14-SDS 1/4" X 2.5"
(2) 2 x 4
5/6"
4065
HDQ8-SD83 4x
20-SDS 1/4" X 3.5"
4 x 4
7/8"
5495
HDQ8-SDS3 6x
20-SDS 1/4" X 4.5"
6 x 6
7/8"
6645
HOLD-DOWN STRAP SCHEDULE
Mark
Fastener
Minimum Wood
Member Thickness
Clear Span
Capacity
Ibs
Remarks
MST48
32-16d (0.162"x3 1/2")
14x4
18"
13695
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Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
Uplift Calculations
Load Cases:
0.6D + W
(0.6 - 0.14S DS )D + 0.7pQ E
1 st Walls
Post ID
Shear Wall
Reactions (Ibs)
DL W 0.7E
Wall
Height (ft)
Net Uplift
(Ibs)
Hold Down
UP2
C-1
356
-2379
-435
9.35
-2166
HDU2-SDS2.5.
UP1
C-1
356
-2379
-435
9.35
-2166
HDU2-SDS2.5
UP4
1-1
340
-1585
-469
9.35
-1381
HDU2-SDS2.5
UP3
1-1
340
-1585
-469
9.35
-1381
HDU2-SDS2.5
UP6
2-2
342
-4262
-4903
9.35
-4739
HDQ8-SDS34x
UP5
2-2
342
-4262
-4903
9.35
-4739
HDQ8-SDS34x
UP8
2-1
167
-4262
-4903
9.35
-4823
HDQ8-SDS34x
UP7
2-1
167
-4262
-4903
9.35
-4823
HDQ8-SDS34x
UP10
a-1
255
-1025
-1225
9.35
-1102
HDU2-SDS2.5
UP9
a-1
255
-2366
-3987
9.35
-3864
HDU5-SDS2.5
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Evergreen Design Company DESIGNED JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
2nd Walls
Post ID
Shear Wall
Reactions (Ibs)
DL W 0.7E
Wall
Heightift)
Net Uplift
P
(Ibs)
Hold Down
UP2
a-1
329
-1439
-1650
11.84
-1491
MST48
UP1
a-1
329
-1439
-1650
11.84
-1491
MST48
UP4
5-1
466
-1463
-3452
11.84
-3228
HDU4-SDS2.5
UP3
5-1
466
-1463
-3452
11.84
-3228
HDU4-SDS2.5
UP6
4-1
318
-1463
-3452
11.84
-3299
HDU5-SDS2.5
UPS
4-1
318
-1463
-3452
11.84
-3299
HDU5-SDS2.5
UP8
d-1
423
-3872
-5887
11.84
-5683
HDQ8-SDS3 6x
UP7
d-1
423
-3872
-5887
11.84
-5683
HDQ8-SDS36x
UP10
a-1
485
-1341
-2762
11.84
-2529
MST48
UP9
a-1
485
-1341
-2762
11.84
-2529
MST48
UP12
b-1
484
-3002
-3943
11.84
-3711
HDU5-SDS2.5
UP11
b-1
484
-3002
-3943
11.84
-3711
HDU5-SDS2.5
UP14
2-1
418
-4591
-7776
11.84
-7575
UP13
2-1
418
-4591
-7776
11.84
-7575
UP16
6-1
220
-1864
-1470
11.84
-1732
HDU2-SDS2.5
UP15
6-1
220
1864
-1470
11.84
-1732
HDU2-SDS2.5
- NR indicates that no hold-down is required because there is no net uplift.
- No Selection indicates that uplift value is larger than available hold-down capacities defined in database.
- PP indicates hold-down attached to a pre -manufactured shear wall panel.
www.structuralsoft.com
Evergreen Design Company DESIGNED - JOB NO.
PROJECT Grey Sea CHECKED SHT OF
SUBJECT DATE
Diaphragm Design
Floor —ID: 1st
Diaphragm ID: D1 Code Check
Diaphragm Shear: Passed
Nailing
Load Direction: E-W
Span
Sheathing
Nailing
Min.
Diaphragm
Case
Effective depth
Seismic shear (pif)
Wind shear (plt)
Chord force
member
type
ID
(ft)
(lbs)
z
thickness
Grade
Thickness
Boundary
Other
(in)
Far
For
Applied
Allowable
Applied
Allowable
Seismic
Wind
v
(in)
edges
her
bending
shear
shear
shear
shear
b-c
Sheathing and
19/32
10d@6
10d@6
2
Unblocked
1
30.48
30.48
59
285
82
400
350
490
P
Single -Floor
c-d
Sheathing and
19/32
10d@6
10d@6
2
Unblocked
1
30.50
37.25
2-1-
285
29
400
fib
75
P
Single -Floor
d-e
Sheathing and
19/32
10d@6
10d@6
2
Unblocked
1
43.94
50.69
32
285
27
400
121
89
P
Single -Floor
Load Direction: N-S
Span
Sheathing
Nailing
Min.
Diaphragm
Case
Effective depth
Seismic shear (plf)
Wind shear (plf)
Chord force
member
type
ID
(ft)
(Ibs)
thickness
t
For
For
Applied
Allowable
Applied
Allowable
Seismic
Wind
Grade Thickness
Boundary Other
(in)
0
(in)
edges
shear
bending
shear
shear
shear
shear
1 2
Sheathing and
19/32
10d@6
10d@6
2
Unblocked
3
30.43
30.43
19
215
26
300
25
35
P
Single -Floor
2-3
Sheathing and
19132
10d@6
10d@6
2
Unblocked
3
45.97
59.34
53
215
42
300
373
210
P
Single -Floor
3-4
Sheathing and
19132
10d@6
10d@6
2
Unblocked
3
40.32
55.47
3
215
3
300
1
1
P
Single -Floor
4-5
Sheathing and
19132
10d@6
tOd@6
2
Unblocked
3
29.72
55.47
7
215
9
300
fi
4
P
Single -Floor
5-6
Sheathing and
19/32
10d@6
10d@6
2
Unblocked
3
15.29
15.29
15
215
42
300
31
85
P
Single -Floor
www.structuralsoft.com
Evergreen Design Company
DESIGNED
PROJECT Grey Sea 'CHECKED
SUBJECT
Floor —ID: 2nd
Diaphragm ID: D1
Nailing
Load Direction: E-W
DATE
JOB NO.
SHT OF
Code Check
Diaphragm Shear: Passed
Span
Sheathing
Nailing
Min.
Diaphragm
Case
Effective depth
Seismic shear (pif)
Wind shear (plf)
Chord force
member
type
ID
(ft)
(Ibs)
thickness
Grade
Thickness
Boundary
Other
(in)
-
For
For
Applied
Allowable
Applied
Allowable
Seismic
Wind
O
(in)
edges
shear
bending
shear
shear
shear
shear
a-b
Sheathing and
19/32
10d@6
10d@6
2
Unblocked
1
25.19
35.48
27
285
21
400
67
32
P
Single -Floor
b-d
Sheathing and
19/32
10d@6
10tl@6
2
Unblocked
1
35AB
31.98
70
285
49
400
576
467
P
Single -Floor
d-e
Sheathing and
19/32
10d@6
10d@6
2
Unblocked
1
43.65
53.65
39
285
18
400
148
54
P
Single -Floor
Load Direction: N-S
Span
Sheathing
Nailing
Min.
Diaphragm
Case
Effective depth
Seismic shear (plf)
Wind shear (pli)
Chord force
member
type
ID
(it)
(Ibs)
t
thickness
Grade
Thickness
Boundary
Other
(in)For
For
Applied
Allowable
Applied
Allowable
Seismic
Wind
U
(in)
edges
shear
bending
shear
shear
shear
shear
2-4
Sheathing and
19/32
10d@6
10d@6
2
Unblocked
3
63.34
16.92
62
215
26
300
333
291
P
Single -Floor
4 5
Sheathing and
19132
10d@6
10d@6
2
Unblocked
3
37.72
59.47
9
215
5
300
9
3
P
Single -Floor
5$
Sheathing and
19132
10d@6
10d@6
2
Unblocked
3
19.29
19.29
19
215
22
300
36
38
P
Single -Floor
www.structuralsoft.com
MEMBER REPORT
Level, Roof: Joist
1 piece(s) 9 1/2" TII@ 230 @ 24" OC
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Member Reaction (Ibs)
1310 @ 14' 9" 2781(3.50")
Passed (479/6) ®
AMR
1.15
1.0 D + 1.0 S (Adj Spans)
Shear (Ibs)
671 @ 14' 10 3/4"
1530
Passed (44%)
1.15
1.0 D + 1.0 S (Adj Spans)
Moment (Ft-Ibs)
-1613 @ 14' 9"
3830
Passed (42%)
1.15
1.0 D + 1.0 S (Adj Spans)
Live Load Can. (in)
0.151 @ 2T 2 5/16"
0.469
Passed (L/999+)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.252 @ 22' 2 5/8"
0.703
Passed (L/670)
--
1.0 D + 1.0 S (Alt Spans)
tra ection criteria: LL (L/360) and TL (L/Z40).
Overhang defteWon criteria: LL (21./360) and TL
Allowed moment does not reflect the adjustment for the beam stability factor.
1-Beveled Plate -SPF
5.50"
5.50"
3.50"
342
458
811
Bto ling
2 - Beveled Plate - SPF
3.50"
3.50"
3.50"
565
745
1310
None
3 - Beveled Plate - SPF
5.50"
5.50"
3.58" 1
377
481
858
Blocking
muinme rm�aa arc aasmneu w carry nd ravel d'ps:u MmMy soave mom and me ran road is appnea to me memder Ming designed.
'op Edge (Lu) 6' 6" o/c
ottom Edge (W) S. 11"a/c
• in foists are omy anaryma using nammum rmowawe draang saddens.
-Maximum allowable bracing Intervals based on applied load.
- Uniform (PSF) 0 to 32' 24" 20.0 25.0 permit Load
Yoof - typical rafters
PASSED
Member Length : 32' 2 1/8"
System : Roof
Member Type : Joist
Building Use: Residential
Building Code : IBC 2015
Design Matms adgy : Aso
Member Pitch : 1/12
Rr warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design atteda and published design values. Weyerhaeuser expressly disclaims any other warranties
ie software. Use of this software Is not intended to circumvent the ncetl for a design professional as determined "a authority having Jurisdiction. The designer of record, builder or Cramer is
to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are net designed by this softwam. Products manufactured at
Rr facilities are third -party caddied to sustainable forestry standards. Weyerhaeuser engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
d in accordance with applicable ASIM standards. For current code evaluation reports, Weyerhaeuser product iftemtare and installation details refer to
haeucer.com/wmdpmducts/document-library.
application, input design loads, dimensions and support information have been Provided by ForteWEB Software Operator
F-orieWES Software Operator
4/12{2021 6:51:42 PM 11TC
ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
Wry "hire ser File Name: Grey Sea
Page 2/4
.Job Notes
Lori D. Brown. P.E., S.E.
Evergreen Design Company, pllc
(360)387-8980
loribrown@au.net
MEMBER REPORT
Level, Roof: Rafters at dining
1 plece(s) 91/2" TII® 230 @ 16" OC
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Member Reaction (Its)
531 @ 17' 1 1/2"
1708 (3.50")
Passed (31%)
1.15
1.0 D+ 1.0 S (All Spans)
Shear (Ibs)
503 @ 3 1/2"
1530
Passed (33%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2150 @ 8' 8"
3830
Passed (56%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Dell. (in)
0.327 @ 8' 8"
0.566
Passed (1-/623)
--
1.0 D + 1.0 S (All Spans)
Total Load DeFl. (in)
0.590 @ 8' 8"
0.849
Passed (L/346)
--
1.0 D + 1.0 S (All Spans)
nun cmerm: IL W sou) arm I L W twi).
Allowed moment does not reflect the adjustment for the beam stability factor.
1-Beveled Plate -SPF
3.50"
3.50"
1.75"
232
289
521
Blacking
2 - Reverted Plate -SPF
5.50"
5.50"
IJS"
236
294
530
Blacking
. ."oe,e..u,.,— u. y"u.wu."PP"eu w,a."y" amwn anu meim, nwn is approu zo me memcer wing cesignea.
NOW
'op Edge (Lu) 5' 1" O/C
Odom Edge (Lu) 177" a/c
❑I joists are only analyzed using Maximum Allowable bracinq solutions.
-Maximum allowable bmcmg Intervals based an applied load. "
toof - rafters at dining
PASSED
Member Length : 17' 7 1/2"
System : Roof
Member Type: Joist
Building Use; Residential
Building Code: IBC 2015
Design Metieodology : Aso
Member Pitch : 1/12
iaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design cdoirla and Published design values. Weyerhaeuser expressly disclaims any other warranties
W the software. Use of this software Is not intended to document the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
:ible to assure that this calculation is compatible with the overall project. Acmaindes (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
laeuser facilities are third -party cadged to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under eyaluatlon reports ESR-1153 and ESR-1397
tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
eyerhaeuser.mm/woodproducts/tlgcument-I Ibmry.
)duct application, Input design loads, dimensions and support information have been provided by ForteWEB Software operator
PorteWEB Software Operator
lob Notes
Lori D. Brown. P.E., S.E.
Evergreen Design Company, pllc
(360)387-8480
lownown@atbwt
4/12/2021 6:51:42 PM UTC
ForteWEB v3. 1, Engine: V8.1.6.2, Data: V8.0.1.0
Wa haccerr File Name: Grey Sea
Page 3 / 4
Project: Grey Sea
Location: Roof - west edge beam at covered deck
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.51N x 9.51N x 17.5 FT (2.5 + 12.5 + 2.5)
2.0E Parallam - iLevel Trus Joist
Section Adequate By: 129.9%
Controlling Factor: Deflection
page
Lori Brown, P.E., S.E.
Evergreen Design Company, plic
StruCalc Version 10.2.1.0 4/12/2021. 3:51:56 PM or
DEFLECTIONS Left Center
Right
LOADING DIAGRAM
Live Load -0.09 IN 2LJ682 0.14 IN U1093 -0.09
IN 2U682
Dead Load -0.06 in 0.10 in -0.06
in
Total Load -0.14 IN 2U414 0.24 IN U638 -0.14
IN 2U414
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180
REACTIONS A B
Live Load 1125 Ito 1125 lb
Dead Load 966 lb 966 lb
Total Load 2091 lb 2091 lb
Bearing Length 0,80 in 0.80 in
BEAM DATA Left Center Right
Span Length 2.5 it 12.5 it 2.5 ft
Unbraced Length -Top O ft O ft O ft
�2.5ft
12.5ft
Unbraced Length -Bottom 2.5 it 12.5 ft 2.5 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
NIFORM LOADS
Left
Center
Right
2.0E Parallam - iLevel Trus Joist
niform Live Load
125
plf
125 plf
125
plf
Base Values Adiusted
niform Dead Load
[Beam
100
plf
100 plf
100
plf
Bending Stress: Fib = 2900 psi Fb' =
3423 psi
Self Weight
10
plf
10 plf
10
pit
otal Uniform Load
235
plf
235 plf
235
pit
Cd=1. 15 CF=1. 03
Shear Stress: Fv = 290 psi Fv' = 334 psi
Cd=1. 15
Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi
Comp.-L to Grain: Fc-1= 750 psi Fc--L= 750 psi
Controlling Moment: 4252 ft-lb
6.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 1502 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections:
Reg'd
Provided
Section Modulus:
14.91 in3
52.65 in3
Area (Shear):
6.76 in2
33.25 in2
Moment of Inertia (deflection):
108.75 in4
250.07 in4
Moment:
4252 ft-lb
15016 ft-lb
Shear:
1502 lb
7393 lb
Project: Grey Sea
Location: Roof - EW beams over west deck
Multi -Loaded Multi -Span Beam
[2016 International Building Code(2015 NDS)]
3.5 IN x 9.5 IN x 10.0 FT(1+9)
2.0E Parallam -!Level Trus Joist
Section Adequate By: 253.5%
Controlling Factor: Shear
page
Lori Brown, P.E., S.E. /
Evergreen Design Company, pile
StruCalc Version 10.2.1.0 4/12I2021 3:51:40 PM m
DEFLECTIONS Left Center
LOADING DIAGRAM
Live Load 0.01 IN 2U1986 -0.02 IN U5729
Dead Load 0.01 in 0.00 in
Total Load 0.02 IN 2U1318 -0.02 IN U4801
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A_ B
Live Load 1417 lb 225 lb
Dead Load 1353 lb 117 lb
t
Total Load 2770 lb 342 lb
Uplift (1.5 F.S) 0 Ito 39 lb
Bearing Length 1.06 in 0.13 in
III
BEAM DATA Left Center
Span Length 1 ft 9 ft
9ft
Unbraced Length -Top 0 ft 0 ft
Unbraced Length -Bottom 1 ft 9 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
UNIFORM LOADS
Left
Center
Uniform Live Load 50
pif
50 plf
MATERIAL PROPERTIES
Uniform Dead Load 40
plf
40 plf
2.0E Parallam - iLevel Trus Joist
Beam Self Weight 10
plf
10 plf
Base Values Adjusted
Total Uniform Load 100
plf
100 plf
Bending Stress: Fb = 2900 psi Fb' =
3299 psi
Cd=1. 15 C1=0.96 CF=1.03
POINT LOADS - LEFT SPAN
Shear Stress: Fv = 290 psi Fv' =
334 psi
Load Number One
Cd=1. 15
Live Load 1025 It,
Modulus of Elasticity: E = 2000 ksi E' =
2000 ksi
Dead Load 966 lb
Comp. -L to Grain: Fc -1= 750 psi Fc - -L' =
750 psi
Location 0 ft
Controlling Moment: -2041 ft-lb
Over left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Controlling Shear: -2091 lb
At right support of span 1 (Left Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections:
Rec'd
Provided
Section Modulus:
7.43 in3
52.65 in3
Area (Shear):
9.41 !n2
33.25 in2
Moment of Inertia (deflection):
34.14 in4
250.07 in4
Moment:
-2041 ft-lb
14472 ft-lb
Shear:
-2091 lb
7393 lb
Project: Grey Sea
Location: Roof - west header at dining room
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 7.5 IN x 9.5 FT (3 + 6.5)
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 125.1%
Controlling Factor: Shear
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pile
StruCalc Version 10.2.1.0 4l12/2021 3:51:59 PM m
DEFLECTIONS Center Riaht
LOADING DIAGRAM
Live Load -0.01 IN U6541 0.04 IN U2138
Dead Load 0.00 in 0.03 in
Total Load -0.01 IN U4363 0.06 IN U1213
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180
REACTIONS A B C
Live Load 467 lb 2259 lb 911 lb
Dead Load 49 lb 1843 lb 728 lb
Total Load 516 lb 4102 lb 1639 lb
Uplift (1.5 F.S) -375 lb 0 lb 0 lb
Bearing Length 0.23 in 1.80 in 0.72 in
BEAM DATA - Center Right
Span Length 3 ft 6.5 ft
3k
8.5k
Unbraced Length -Top 0 It 0 ft
Unbraced Length -Bottom 3 ft 6.5 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
UNIFORM LOADS
Center
Right
Uniform Live Load
338 pit
338
pit
MATERIAL PROPERTIES
Uniform Dead Load
[Beam
276 pit
276
if
pit
24F-V4 - Visually Graded Western Species
Self Weight
6 pit
6
pit
Base Values Adiusted
Total Uniform Load
614 plf
614
pit
Bending Stress: Fib = 2400 psi Controlled by:
Fb_cmpr = 1850 psi
Fb_cmpr' = 2106 psi
Cd=1. 15 CI=0.99
Shear Stress:
Fv = 265 psi
Fv' = 305 psi
Cd=1. 15
Modulus of Elasticity:
E = 1800 ksi
E' = 1800 ksi
Comp.-L to Grain:
Fc--L 650 psi
Fc--L'= 650 psi
Controlling Moment: -2436 ft-lb
Over left support of span 3 (Right Span)
Created. by combining all dead loads and, live loads on span(s) 2, 3
Controlling Shear: 2369 lb
At left support of span 3 (Right Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Rec'd
Provided
Section Modulus:
13.88 in3
32.81 in3
Area (Shear):
11.66 in2
26.25 in2
Moment of Inertia (deflection):
18.25 in4
123.05 in4
Moment:
-2436 ft-lb
5759 ft-lb
Shear:
2369 lb
5333 lb
Project: Grey Sea
Location: Roof - west headers 3' + 7'
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.51N x 7.5 IN x 10.0 FT(3+7)
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 166.0%
Controlling Factor: Moment
page
Lori Brown, P.E., S.E.
Evergreen Design Company, plic
StruCalc Version 10.2.1.0 4/12/2021 3:52:01 PM or
DEFLECTIONS Left Center
LOADING DIAGRAM
Live Load 0.00 IN U7250 0.04 IN U2287
Dead Load 0.00 in 0.03 in
Total Load -0.01 IN U4684 0.07 IN U1288
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A B C
Live Load 357 lb 1851 lb 742 lb
Dead Load -9 lb 1517 lb 598 lb
Total Load 348 lb 3368 lb 1340 lb
Uplift (1.5 F.S) -376 Ib 0 lb 0 lb
Bearing Length 0.15 in 1.48 in 0.59 in
BEAM DATA Left Center
Span Length 3 ft 7 ft
31t
71t
Unbraced Length -Top 0 It 0 ft
Unbraced Length -Bottom 3 It 7 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
UNIFORM LOADS
Left
Center
Uniform Live Load
257
pH
257 pit
MATERIAL PROPERTIES
Uniform Dead Load
205
pit
205 pit
24F-V4 - Visually Graded Western Species
Beam Self Weight
6
pit
6 pit
Base Values Adjusted
Total Uniform Load
468
pH
468 pit
Bending Stress: Fb = 2400 psi Controlled by:
Fb_cmpr= 1850 psi
Fb_cmpe= 2104 psi
Cd=1. 15 C1=0.99
Shear Stress:
Fv = 265 psi
Fv' = 305 psi
Cd=1.15
Modulus of Elasticity:
E = 1800 ksi
E' = 1800 ksi
Comp. Ito Grain:
Fc--L= 650 psi
Fc --L= 650 psi
Controlling Moment: -2163 ft-lb
Over left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Controlling Shear: 1946 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections:
Rec'd
Provided
Section Modulus:
12.33 in3
32.81 in3
Area (Shear):
9.58 in2
26.25 in2
Moment of Inertia (deflection):
17.19 in4
123.05 in4
Moment:
-2163 ft-lb
5754 ft-lb
Shear:
1946 lb
5333 lb
Project: Grey Sea
Location: Roof -west headers 5.5' + 5.75' + 5.5"
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.51N x 7.5 IN x 16.75 FT(5.5+ 5.8+5.5)
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 238.0%
Controlling Factor: Shear
DEFLECTIONS Left Center Riaht
Live Load 0.02 IN U3599 0.01 IN U4731 0.02 IN U3599
Dead Load 0.01 in 0.00 in 0.01 in
Total Load 0.03 IN U2336 0.02 IN U4173 0.03 IN U2336
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A_ B C D
Live Load 638 lb 1728 lb 1728 lb 638 lb
Dead Load 459 lb 1306 lb 1306 lb 459 lb
Total Load 1097 lb 3034 lb 3034 lb 1097 lb
Bearing Length 0.48 in 1.33 in 1.33 in 0.48 in
page
Lori Brown, P.E., S.E. /
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:52:03 PM w
BEAM DATA
Left Center Riaht
Span Length
5.5 It 5.75 ft 5.5 ft
Unbraced Length -Top
ft ft ft
ss„ -
-,,7,,,-
,,,,
Unbraced Length -Bottom
5.5 ft 5.75 ft 5.5 ft
A
Live Load Duration Factor
1.15
Notch Depth
0.00
MATERIAL PROPERTIES
UNIFORM LOADS
Left
Center
Richt
24F-V4 - Visually Graded Western Species
Uniform Live Load
257
pif
257 pif
257
plf
Base Values Adjusted
ste
Uniform Dead Load
205
pif
205 pif
205
plf
Bending Stress:
Fb = 2400 psi Controlled
Beam Self Weight
6
pif
6 plf
6
pit
Fb_cmpr = 1850 psi Fb_cmpr = 2108 psi
Total Uniform Load
468
plf
468 plf
468
plf
Cd=1. 15 C1=0. 99
Shear Stress: Fv = 265 psi
FV = 305 psi
Cd=1.15
Modulus of Elasticity: E = 1800 ksi
E' = 1800 ksi
Comp.-Lto Grain: Fc-1= 650 psi
Fc-650 psi
Controlling Moment: -1605 ft-lb
Over right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Controlling Shear: -1578 lb
6.0 Ft from left support of span 1 (Left Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections: Read
Provided
Section Modulus: 9.14 in3
32.81 in3
Area (Shear): 7.77 in2
26.25 in2
Moment of Inertia (deflection): 9.48 in4
123.05 in4
Moment: -1605 ft-lb
5765 ft-lb
Shear: -1578 lb
5333 lb
Project: Grey Sea
Location: Roof - west headers 5.75' + 6.5'
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.51N x 7.51N x 12.25 FT(5.8+6.5)
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 159.6%
Controlling Factor: Moment
Lf
Lori Brown, P.E., S.E.
Evergreen Design Company, plic
StruCalc Version 10.2.1.0 4/12/2021 3:52:06 PM
DEFLECTIONS Left Center
LOADING DIAGRAM
Live Load 0.02 IN 1_13356 0.03 IN U2445
Dead Load 0.01 in 0.02 in
Total Load 0.03 IN U2447 0.05 IN U1564
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A B C
Live Load 652 lb 1974 lb 724 lb
Dead Load 432 lb 1618 lb 531 lb
Total Load 1084 lb 3592 lb 1255 lb
Bearing Length 0.48 in 1.58 in 0.55 in
BEAM DATA Left Center
Span Length 5.75 ft 6.5 ft
Unbraced Length -Top 0 it 0 It
5.75R
6.6ft
Unbraced Length -Bottom 5.75 It 6.5 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
-
UNIFORM LOADS
Lei
Cen er
MATERIAL PROPERTIES
Uniform Live Load
257
pit
257 pit
24F-V4 - Visually Graded Western Species
Uniform Dead Load
205
pit
205 pit
Base Values
Adjusted
Beam Self Weight
6
plf
6 pif
Bending Stress: Fb = 2400 psi
Controlled by:
Total Uniform Load
468
pit
468 pit
Fb_cmpr= 1850 psi
Fb_cmpe= 2106 psi
Cd=1.15 CI=0.99
Shear Stress:
Fv = 265 psi Fv' = 305 psi
C&1. 15
Modulus of Elasticity:
E = 1800 ksi E' = 1800 ksi
Comp. -- to Grain:
Fc--L= 650 psi Fc --L= 650 psi
Controlling Moment: -2218 ft-lb
Over left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Controlling Shear: - 1861 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections:
Raced
Provided
Section Modulus:
12.64 in3
32.81 in3
Area (Shear):
9.15 in2
26.25 in2
Moment of Inertia (deflection):
14.16 in4
123.05 in4
Moment:
-2218 ft-lb
5759 ft-lb
Shear:
1861 lb
5333 lb
Project: Grey Sea r�ea
Lori Brown, P.E., S.E.
Location: Roof - north headers (south sim) Evergreen Design Company, pllc
Multi -Loaded Multi -Span Beam StruCalc Version 10.2.1.0 4/12l2021 3:51:49 PM or
[2015 International Building Code(2015 NDS)]
3.5 IN x 7.5 IN x 11,0 FT(7.5+3.5)
24F-V4- Visually Graded Western Species - Dry Use
Section Adequate By: 673.8%
Controlling Factor: Moment
DEFLECTIONS Center Right
LOADING DIAGRAM
Live Load 0.01 IN U6259 0.00 IN UMAX
Dead Load 0.01 in 0.00 in
Total Load 0.03 IN U3445 0.00 IN UMAX
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A B C
Live Load 233 lb 578 lb 121 lb
Dead Load 200 lb 507 lb 16 lb
Total Load 433 lb 1085 lb 137 lb
Uplift (1.5 F.S) 0 lb 0 lb -92 lb
Bearing Length 0.19 in 0.48 in 0.06 in
BEAM DATA Center Right
Span Length 7.5 ft 3.5 It
r.sn
a.sn
Unbraced Length -Top 0 It 0 ft
Unbraced Length -Bottom 7.5 ft 3.5 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
DS
Center
Right
oad
75 plf
75
plf
MATERIAL PROPERTIES
Load
=BeamSelf
66 plf
66
plf
24F-V4 - Visually Graded Western Species
ight
6 plf
6
pif
Base Values Adjusted
141 plf
141
plf
Bending Stress: Fb = 2400 psi Controlled by:Load
Fb_cmpr = 1850 psi
Fb_cmpr' = 2103 psi
Cd=1. 15 C1=0.99
Shear Stress:
Fv = 265 psi
FV = 305 psi
Cd=1. 15
Modulus of Elasticity:
E = 1800 ksi
E' = 1800 ksi
Comp.-L to Grain:
Fc-650 psi
Fc--L = 650 psi
Controlling Moment: -743 ft-lb
Over right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Controlling Shear: -627 lb
8.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Read
Provided
Section Modulus:
4.24 in3
32.81 in3
Area (Shear):
3.08 in2
26.25 in2
Moment of Inertia (deflection):
6.43 in4
123.05 in4
Moment:
-743 ft-lb
5749 ft-lb
Shear:
-627 lb
5333 lb
Project: Grey Sea
Location: Roof - south header 3'
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
( 2 ) 1.5 IN x 5.5 IN x 3.0 FT
#2 - Hem -Fir - Dry Use
Section Adequate By: 193.5%
Controlling Factor: Shear
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2091 3:51:52 PM of
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.01 IN U4488
Dead Load 0.01 in
Total Load 0.01 IN U2478
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A B
Live Load 357 lb 357 lb
Dead Load 290 lb 290 lb
Total Load 647 lb 647 lb
Bearing Length 0.53 in 0.53 in
BEAM DATA Center
Span Length 3 ft
Unbraced Length -Top 0 ft
7ft
Unbraced Length -Bottom 3 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
UNIFORM LOADS
Center
#2 -Hem-Fir
Uniform Live Load
238 plf
Uniform Dead Load
190 plf
Base Values Adjusted
Beam Self Weight
3 plf
Bending Stress: Fb = 850 psi Fb' = 1271 psi
Total Uniform Load
431 plf
Cd=1 15 CF=1 30
Shear Stress: Fv = 150 psi Fv' = 173 psi
Cd=1.15
Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi
Comp.-Lto Grain: Fc --L= 405 psi Fc--I-'= 405 psi
Controlling Moment: 485 ft-lb
1.5 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 647 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
4.58 in3
15.13 in3
Area (Shear):
5.62 in2
16.5 in2
Moment of Inertia (deflection):
3.02 in4
41.59 in4
Moment:
485 ft-lb
1602 ft-lb
Shear:
647 lb
1898 lb
Project: Grey Sea
Location: Roof - interior beam line 11.5'
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NOS)]
5.51N x 9.O IN x 11.5 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 67.0%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.22 IN U624
Dead Load 0.18 in
Total Load 0.40 IN 1_/341
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A B
Live Load 1944 lb 1944 lb
Dead Load 1614 lb 1614 lb
Total Load 3558 lb 3558 lb
Bearing Length 1.00 in 1.00 in
BEAM DATA
Center
Span Length
11.5 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
11.5 ft
Live Load Duration Factor
1.15
Camber Adj. Factor
0
Camber Required
0
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress: Fig = 2400 psi
Controlled by:
Fb_cmpr= 1850 psi
Fb'= 2760 psi
Cd=1. 15
Shear Stress: Fv = 265 psi
Fv' = 305 psi
Cd=1. 15
Modulus of Elasticity: E = 1800 lost
E' = 1800 ksi
Comp.-L to Grain: Fc-1= 650 psi
Fc --L= 650 psi
Controlling Moment: 10228 ft-lb
5.75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on
span(s) 2
Controlling Shear: -3558 lb
12.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on
span(s) 2
Comparisons with required sections: Rec'd
Provided
Section Modulus: 44.47 in3
74.25 in3
Area (Shear): 17.51 in2
49.5 in2
Moment of Inertia (deflection): 176.41 in4
334.13 in4
Moment: 10228 ft-lb
17078 ft-lb
Shear: -3558 lb
10057 lb
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:51:42 PM °f
[E30e
7Self
DS Center
ad 338 plf
oad 270 plf
ght 11 plf
oad 619 plf
Project: Grey Sea
Location: Roof - interior beam line 3'
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
(2) 1.5 IN x 5.5 IN x 3.0 FT
#2 - Hem -Fir - Dry Use
Section Adequate By: 107.0%
Controlling Factor: Shear
page
Lori Brown, P.E., S.E. /
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2091 3:51:45 PM
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.01 IN L/3161
-
Dead Load 0.01 in
Total Load 0.02 IN Ll1748
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: Ll180
REACTIONS A_ B
Live Load 507 lb 507 lb
Dead Load 410 lb 410 lb
Total Load 917 lb 917 lb
Bearing Length 0.75 in 0,75 in
BEAM DATA Center
Span Length 3 ft
UnbracedLength-Top0 ft
se
Unbraced Length -Bottom 3 It
Live Load Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
UNIFORM LOADS
Center
#2 -Hem-Fir
Uniform Live Load
338 pif
Base Values Adjusted -
Uniform Dead Load
270 plf
Bending Stress: Fb = 850 psi Fb' = 1271 psi
Beam Self Weight
3 plf
Total Uniform Load
611 pif
Cd=1. 15 CF=1.30
Shear Stress: Fv = 150 psi FV = 173 psi
Cd=1. 15
Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi
Comp. -I-to Grain: Fc-1= 405 psi Fc--L = 405 psi
Controlling Moment: 687 ft-lb
1.5 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 917 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
6.49 in3
15.13 in3
Area (Shear):
7.97 in2
16.5 in2
Moment of Inertia (deflection):
4.28 in4
41.59 in4
Moment:
687 ft-lb
1602 ft-lb
Shear:
917 lb
1898 lb
Project: Grey Sea
Location: Roof - valley beam
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
6.751N x 12.O IN x 18.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 142.0%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.26
IN U822
Dead Load
0.23
in
Total Load
0.50
IN U436
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS
A
B
Live Load
1281
lb 2220 lb
Dead Load
1178
lb 1928 lb
Total Load
2459
lb 4148 lb
Bearing Length
0.56
in 0.95 in
BEAM DATA
Center
Span Length
18 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
18 It
Live Load Duration Factor
1.15
Camber Adj. Factor
0
Camber Required
0
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adiusted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb_cmpr= 1850 psi
Fb'= 2727 psi
Cd=1. 15 Cv=0.99
Shear Stress:
Fv = 265 psi
Fv' = 305 psi
Cd=1.15
Modulus of Elasticity:
E = 1800 ksi
E' = 1800 ksi
Comp.-Lto Grain:
Fc--L= 650 psi
Fc --L= 650 psi
Controlling Moment: 15101 ft-lb
10.08 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -4148 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Rec'd
Provided
Section Modulus:
66.46 in3
162 in3
Area (Shear):
20,42 in2
81 in2
Moment of Inertia (deflection):
401.7 in4
972 in4
Moment:
15101 ft-lb
36811 ft-lb
Shear:
-4148 lb
16457 lb
[:/.f
e
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:51:54 PM
UNIFORM LOADS Center
Uniform Live Load 0 plf
Uniform Dead Load 0 plf
Beam Self Weight 18 plf
Total Uniform Load 18 plf
Left Live Load
38 plf
Left Dead Load
30 plf
Right Live Load
351 plf
Right Dead Load
280 plf
Load Start
0 ft
Load End
18 ft
Load Length
18 ft
Project: Grey Sea
Location: Roof - east header at stair
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.51N x 7.6 IN x 9.5 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 54.3%
Controlling Factor: Moment
DEFLECTIONS
Center
Live Load
0.20 IN U579
Dead Load
0.16 in
Total Load
0.36 IN U318
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS
A B
Live Load
1131 lb 1131 lb
Dead Load
930 lb 930 lb
Total Load -
2061 lb 2061 lb
Bearing Length
0.91 in 0.91 in
BEAM DATA
Center
Span Length
9.5 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
9.5 It
Live Load Duration Factor
1.15
Camber Adj. Factor
1.5
Camber Required
0.24
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Bending Stress:
Fb = 2400
Fb_cmpr= 1850
Cd=1. 15
Shear Stress:
Fv= 265
Cd=1. 15
Modulus of Elasticity:
E = 1800
Comp. -L to Grain:
Fc -1= 650
Adjusted
psi Controlled by:
psi Fb' = 2760 psi
psi FV = 305 psi
ksi E' = 1800 ksi
psi Fc--L = 650 psi
Controlling Moment: 4893 ft-lb
4.75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span($) 2
Controlling Shear: 2060 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Reo'd
Provided
Section Modulus:
21.27 in3
32.81 in3
Area (Shear):
10.14 in2
26.25 in2
Moment of Inertia (deflection):
69.71 in4
123.05 in4
Moment:
4893 ft-lb
7547 ft-lb
Shear:
2060 lb
5333 lb
page
Lori Brown, P.E., S.E.
Evergreen Design Company, plic
StruCalc Version 10.2.1.0 4l12/2021 3:51:35 PM or
UNIFORM LOADS Center
Uniform Live Load 238 pif
Uniform Dead Load 190 pit
Beam Self Weight 6 pit
Total Uniform Load 434 pit
Project: Grey Sea
Location: Roof - east headers 3'
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
( 2 ) 1.51N x 5.6 IN x 3.0 FT
#2 - Hem -Fir - Dry Use
Section Adequate By: 227.7%
Controlling Factor: Shear
page
Lori Brown, P.E., S.E.
^Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:51:38 PM or
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.01 IN U5016
Dead Load 0.01 in
Total Load 0.01 IN U2767
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A B
Live Load 320 lb 320 It,
Dead Load 260 lb 260 Ito
Total Load 580 lb 580 It,
Bearing Length 0.48 in 0.48 in
BEAM DATA Center
Span Length 3 ft
Unbraced Length -Top 0 ft
an
Unbraced Length -Bottom 3 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
UNIFORM LOADS
Center
MATERIAL PROPERTIES
Uniform Live Load
213 plf
#2 - Hem -Fir
Uniform Dead Load
170 plf
Base Values Adjusted
Beam Self Weight
3 plf
Bending Stress: Fb = 850 psi Fb' = 1271 psi
Total Uniform Load
386 plf
Cd=1 15 CF=1 30
Shear Stress: Fv = 150 psi Fv' = 173 psi
Cd=1. 15
Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi
Comp. Ito Grain: Fc--L= 405 psi Fc--L= 405 psi
Controlling Moment: 434 ft-lb
1.5 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 579 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Rec'd
Provided
Section Modulus:
4.1 in3
15.13 in3
Area (Shear):
5.04 in2
16.5 in2
Moment of Inertia (deflection):
2.71 in4
41.59 in4
Moment:
434 ft-lb
1602 ft-lb
Shear.
579 lb
1898 lb
Project: Grey Sea
Location: Roof - north and south headers at den
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
( 2 ) 1.51N x 7.251N x 6.5 FT
#2 - Hem -Fir - Dry Use
Section Adequate By: 12.6%
Controlling Factor: Moment
page
,Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:51:47 PM er
Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center
Live Load 0.08 IN U1011
Dead Load 0.06 in
Total Load 0.14 IN
U557
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS A
B
Live Load 7774 lb
774 lb
Dead Load 631 lb
631 lb
Total Load 1405 lb
1405 lb
Bearing Length 1.16 in
1.16 in
BEAM DATA
Center
Span Length
6.5 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
6.5 ft
Live Load Duration Factor
1.15
Notch Depth
0.00
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress:
Fb =
850 psi
Fb' = 1173 psi
Cd=1.15
CF=1.20
Shear Stress:
Fv=
150 psi
Fv'= 173 psi
Cd=1.15
Modulus of Elasticity:
E =
1300 ksi
E' = 1300 ksi
Comp. Ito Grain:
Fc-
405 psi
Fc-1'= 405 psi
Controlling Moment: 2282 ft-lb
3.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 1404 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Reo'd
Provided
Section Modulus:
23.34 in3
26.28 in3
Area (Shear):
12.21 in2
21.75 in2
Moment of Inertia (deflection):
30.8 in4
95.27 in4
Moment:
2282 ft-lb
2569 ft-lb
Shear:
1404lb
2501lb
Uniform Live Load
238
plf
Uniform Dead Load
190
plf
Beam Self Weight
4
pit
Total Uniform Load
432
Dlf
Project: Grey Sea
Location: Tall posts - west wall
Column
[2015 International Building Code(2015 NDS)]
3.51N x 5.51N x 11.0 FT
#1 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 42.3%
DEFLECTIONS
Deflection due to lateral loads only: Defl = 0.4 IN = L/334.
Live Load Deflection Criteria: U180
VERTICAL REACTIONS
Live Load:
Vert-LL-Rxn =
1542
lb
Dead Load:
Vert-DL-Rxn =
1276
lb
Total Load:
Vert-TL-Rxn =
2818
lb
HORIZONTAL REACTIONS
Total Reaction at Top of Column:
TL-Rxn-Top =
545
lb
Total Reaction at Bottom of Column:
TL-Rxn-Bottom =
545
lb
COLUMN DATA
Total Column Length:
11 ft
Unbraced Length (X-Axis) Lx:
11 ft
Unbraced. Length (Y-Axis) Ly:
11 ft
Column End Condition-K (a):
1
Axial Load Duration Factor
1.15
Lateral Load Duration Factor (Wind/Seismic)
1.60
#1 - Douglas -Fir -Larch
Compressive Stress:
Bending Stress (X-X Axis):
Bending Stress (Y-Y Axis):
Modulus of Elasticity:
Column Section (X-X Axis):
Column Section (Y-Y Axis):
Area:
Section Modulus (X-X Axis):
Section Modulus (Y-Y Axis):
Slenderness Ratio:
Base Values
Adjusted
Fc = 1500 psi
Fd = 348 psi
Cd=1. 60 Cf-1. 10 Cp=0. 13
Fbx= 1000 psi
Fbx'= 2037 psi
Cd=1.60 CF=1.30
C1=0.98
Fby= 1000 psi
Fby'= 2080 psi
Cd=1.60 CF=1.30
E = 1700 ksi
E' = 1700 ksi
dx=
5.5
in
dy =
3.5
in
A =
19.25
in2
Sx =
17.65
in3
Sy =
11.23
1n3
Lex/dx =
24
Ley/dy =
37.71
Column Calculations (Controlling Case Only):
Controlling Load Case: Axial Dead Load and Lateral loads (D + W or E)
Actual Compressive Stress:
Fc =
66
psi
Allowable Compressive Stress:
Fc' =
348
psi
Eccentricity Moment (X-X Axis):
Mx -ex =
0
ft-lb
Eccentricity Moment (Y-Y Axis):
My-ey =
0
ft-lb
Moment Due to Lateral Loads (X-X Axis):
Mx =
1497
ft-lb
Moment Due to Lateral Loads (Y-Y Axis):
My =
0
ft-lb
Bending Stress Lateral Loads Only (X-X Axis): Fbx =
1018
psi
Allowable Bending Stress (X-X Axis):
Fbx' =
2037
psi
Bending Stress Lateral Loads Only (Y-Y Axis): Fby =
0
psi
Allowable Bending Stress (Y-Y Axis):
Fby' =
2080
psi
Combined Stress Factor:
CSF =
0.58
Lf
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:52:08 PM
A
Live Load:
PL =
1542 lb
Dead Load:
PD =
1230 lb
Column Self Weight:
CSW =
46 lb
Total Axial Load:
PT =
2818 lb
(Dy Face)
Project: Grey Sea
Location: Tall studs 11' 2x6
Column
[2015 International Building Code(2015 NDS)]
1.51N x 5.5 IN x 11.0 FT@16 D.C.
#2 - Hem -Fir - Dry Use
Section Adequate By: 69.8%
DEFLECTIONS
Deflection due to lateral loads only: Defl = 0.29 IN = U451
Live Load Deflection Criteria: U180
VERTICAL REACTIONS
Live Load:
Vert-LL-Rxn =
343
lb
Dead Load:
Vert-DL-Rxn =
290
lb
Total Load:
Vert-TL-Rxn =
633
It,
HORIZONTAL REACTIONS
Total Reaction at Top of Column:
TL-Rxn-Top =
132
lb
Total Reaction at Bottom of Column:
TL-Rxn-Bottom =
132
lb
COLUMN DATA
Total Column Length:
11 ft
Unbraced Length (X-Axis) Lx:
11 ft
Unbraced Length (Y-Axis) Ly:
0 ft
Column End Condition-K (a):
1
Axial Load Duration Factor
1.00
Lateral Load Duration Factor (Wind/Seismic)
1.60
STUD PROPERTIES
#2 - Hem -Fir
Base Values Adjusted
Compressive Stress:
Fc = 1300 psi Fc' = 624 psi
Cd=1.60 Cf0.10 Cp=0.27
Bending Stress (X-X Axis):
Fbx = 850 psi Fbx' = 2033 psi
Cd=1.60 CF=1.30 Cr-1. 15 C1=1.00
Bending Stress (Y-Y Axis):
Fby = 860 psi Fby' = 2033 psi
Cd=1.60 CF=1.30 Cr-1. 15
Modulus of Elasticity:
E = 1300 ksi E' = 1300 ksi
Stud Section (X-X Axis):
dx =
5.5
in
Stud Section (Y-Y Axis):
dy =
1.5
in
Area:
A=
8.25
in2
Section Modulus (X-X Axis):
Sx =
7.56
in3
Section Modulus (Y-Y Axis):
Sy =
2.06
in3
Slenderness Ratio:
Lex/dx =
24
Ley/dy =
0
Stud Calculations (Controlling Case Only):
Controlling Load Case: Axial Dead Load and Lateral loads (D + W or E)
Actual Compressive Stress:
Fc =
35
psi
Allowable Compressive Stress:
Fc' =
624
psi
Eccentricity Moment (X-X Axis):
Mx -ex =
0
ft-lb
Eccentricity Moment (Y-Y Axis):
My-ey =
0
ft-lb
Moment Due to Lateral Loads (X-X Axis):
Mx =
363
ft-lb
Moment Due to Lateral Loads (Y-Y Axis):
My =
0
ft-lb
Bending Stress Lateral Loads Only (X-X Axis): Fbx =
576
psi
Allowable Bending Stress (X-X Axis):
Fbx' =
2033
psi
Bending Stress Lateral Loads Only (Y-Y Axis): Fby =
0
psi
Allowable Bending Stress (Y-Y Axis):
Fby' =
2033
psi
Combined Stress Factor:
CSF =
0.3
rme
Lori Brown, P.E., S.E. /
Evergreen Design Company, plic
StruCalc Version 10.2.1.0 4/12/2021 3:52:10 PM d
I
B
_1
Live Load:
PL =
257 plf
Dead Load:
PD =
205 plf
Column Self Weight:
CSW =
17 plf
Total Axial Load:
PT =
479 plf
(Dy Face)
" ORTEM MEMBER REPORT
PASSED
Level, Floor: Joist
1 piece(s) 9 1/2" THO 230 @ 16" OC
6 14` 3" I, 1219, I
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Member Reaction (Ibs)
1140 @ 14' 3"
2410 (3.50")
Passed (47%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
555 @ 14' 1 1/4"
1463
Passed (38%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
-1508 @ 14' 3"
3330
Passed (45%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load DeFl. (in)
0.149 @ 6' 10 7/8"
0.347
Passed (U991
--
1.0 D + 1.0 L (Alt Spans)
Total Load Dell. (in)
OA82 @ 6' 9 3/4"
0.694
Passed (L/916)
--
1.0 D + 1.0 L (Alt Spans)
T]-Pro'" Rating
51
50
Passed
--
• Defection omens; LL (L/480) and TL (1/240).
• Allowed moment tices not reflect the adjustment (or the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis Is based on composite action with a single layer of 23132" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down.
• Additional considerations for the TJ-Pro" Rating Include: 112" Gypsum ceiling.
1- Stud wall - SPF
5.50"'r4.25"l.75"
92 341/-29
433/-29
11/4" Rim Board
2 - Smtl wall -SPF
3.50"
263 877
1140
None
3 - Stud well - SPF
5.5W
77 311/-49
388/-49
11/4" Rlm Board
mm warm Is assumed m carry an maul apMlea directly above It, bypassing me member Items designed.
Top Edge (L.) 6' 11" o/c
Bottom Edge (Lu) 6' 2" o/c
•TJ1 joists are only analyzed using Maximum Allowable bracing solutions.
•Maxlmum allowable bracing Intervals based on applied load.
WE
1- Unicorn (PSI)
0 m D'
16"
12.0
40.0
Default Load
System : Floor
Member Type: Joist
Building Use: Residential
Building Code: IBC 2015
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 m 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 Lumper Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASFM standards. For current code evaluation reports, Weyerhaeuser product limrature and Installation details refer to
www.weyerhaeusr.mm/woodpmducts/domment-library.
The moduct application, Input design lands, dimensions and support Information have been provided by FormI Software Operator
PdrfeWEllBoftwaneOpdratar
4/12/2021 6:51:42 PM IJTC
ForteW EB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
Weyerhaeuser File Name: Grey Sea
Page 4 / 4
Sob Notes
Lad D. Brown. P.E., S.E.
Evergreen Design Company, pllc
(360)387-MBO
loribrown@att.net
Project: Grey Sea
Location: Main - west beam on grid 3 - grid A to B
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.251N x 9.51N x 10.0 FT
2.0E Parallam - iLevel Trus Joist
Section Adequate By: 145.0%
Controlling Factor: Moment
page
,Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4l12/2021 3:51:15 PM or
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.09 IN U1347
Dead Load 0.10 in
Total Load 0.19 IN U626
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 1485 lb 1485 lb
Dead Load 1713 lb 1713 lb
Total Load 3198 lb 3198 lb
Bearing Length 0.81 in 0.81 in
BEAM DATA Center
Span Length 10 ft
Unbraced Length -Top 0 ft
loft
Unbraced Length -Bottom 10 It
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
UNIFORM LOADS
Center
2.0E Parallam -iLevel Trus Joist
Uniform Live Load
40 plf
Uniform Dead Load
12 plf
Base Values Ad1u
Beam Self Weight
16 plf
Bending Stress: Fb = 297
psi Fb' = 2976 psi
Total Uniform Load
68 plf
Cd=1.00 CF
CF= 1.03
Shear Stress: Fv = 290 psi FV = 290 psi
Cd=1.00
Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi
Comp. Ito Grain: Fc--L= 750 psi Fc--L= 750 psi
Controlling Moment: 7995 ft-lb
5.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 3198 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on spans) 2
Comparisons with required sections:
Reo'd
Provided
Section Modulus:
32.23 in3
78.97 in3
Area (Shear):
16.54 in2
49.88 in2
Moment of Inertia (deflection):
143.88 in4
375.1 in4
Moment:
7995 ft-lb
19586 ft-lb
Shear:
3198 lb
9643lb
Load Number
One
Two
Left Live Load
0 pit
257 plf
Left Dead Load
110 pif
205 plf
Right Live Load
0 plf
257 pif
Right Dead Load
110 plf
205 pif
Load Start
0 It
0 ft
Load End
loft
loft
Load Length
loft
loft
Project: Grey Sea
Location: Main - west headers on grid 3
Multi -Loaded Multi -Span Beam
12015 International Building Code(2015 NDS)]
3.51N x 12.O IN x 10.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 63.5%
Controlling Factor: Moment
DEFLECTIONS
Center
Live Load
0.13
IN U901
Dead Load
0.10
in
Total Load
0.23
IN U512
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS
A
B
Live Load
2685
lb 2685 lb
Dead Load
2041
lb 2041 lb
Total Load
4726
lb 4726 lb
Bearing Length
2.08
in 2.08 in
BEAM DATA
Center
Span Length
10 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
10 ft
Live Load Duration Factor
1.15
Camber Adj. Factor
1.5
Camber Required
0.15
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress:
Fb =
2400 psi
Controlled by:
Fb_cmpr=
1850 psi
Fb'= 2760 psi
Cd=1. 15
Shear Stress:
Fv =
265 psi
Fv' = 305 psi
Cd=1.15
Modulus of Elasticity:
E =
1800 ksi
E' = 1800 ksi
Comp.-L to Grain:
Fc-1=
650 psi
Fc--L= 650 psi
Controlling Moment: 11814 ft-lb
5.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on spans) 2
Controlling Shear: -4726 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
51.36 in3
84 in3
Area (Shear):.
23.26 in2
42 in2
Moment of Inertia (deflection):
236.24 in4
504 in4
Moment:
11814 ft-lb
19320 ft-lb
Shear:
-4726 lb
8533 lb
page
Lori Brown, P.E., S.E. /
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:51 :31 PM of
[Beam
NIFORM LOADS Center
niform Live Load 280 plf
niform Dead Load 84 plf
Self Weight 9 plf
otal Uniform Load 373 plf
Load Number
One
Two
Left Live Load
0 plf
257 plf
Left Dead Load
110 plf
205 plf
Right Live Load
0 pH
257 plf
Right Dead Load
110 pif
205 plf
Load Start
0 It
0 It
Load End
loft
loft
Load Length
loft
loft
Project: Grey Sea
Location: Main - west headers on grid 3 w/ 2.5xOT
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.5 IN x 12.0 IN x 10.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 14.9%
Controlling Factor: Moment
DEFLECTIONS
Center
Live Load
-0.28 IN U434
Dead Load
0.07 in
Total Load
-0.21 IN U562
Live Load Deflection Criteria: U360
Total Load Deflection Criteria: U240
REACTIONS
A B
Live Load
-11045 lb -2523
lb
Dead Load
2067 lb 2067
lb
Total Load
-8978 lb -456
lb
Uplift (1.5 F.S)
-9667 lb -1146
lb
Bearing Length
0.58 in 0.58
in
BEAM DATA
Center
Span Length
10 It
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
10 It
Live Load Duration Factor
1.60
Camber Adj. Factor
1.5
Camber Required
0.1
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Bending Stress:
Fb =, 2400 psi
Fb_cmpr= 1850 psi
Cd=1.60 Ci=0.98
Shear Stress:
Fv= 265 psi
Cd=1.60
Modulus of Elasticity:
E = 1800 ksi
Comp.-LtoGrain:
Fc--L= 650 psi
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12l2021 3:51:33 PM
UNIFORM LOADS Center
Uniform Live Load 280 pif
Uniform Dead Load 84 plf
Beam Self Weight 14 plf
Total Uniform Load 378 pif
Adiusted POINT LOADS - CENTER SPAN
Controlled by: Load Number One
Fb_cmpr' = 2915 psi Live Load -18938 lb
Dead Load 0 lb
Fv' = 424 psi Location 2.75 ft
E' = 1800 ksi
Fc --L' = 650 psi
Controlling Moment: -27918 ft-lb
2.8 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -11544 lb
3.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Redd
Provided
Section Modulus:
114.92 in3
132 in3
Area (Shear):
40.84 in2
66 in2
Moment of Inertia (deflection):
657.39 in4
792 in4
Moment:
-27918 ft-lb
32068 ft-lb
Shear:
-11544 lb
18656 lb
Load Number
One
Two
Left Live Load
0 plf
257 plf
Left Dead Load
110 pif
205 pif
Right Live Load
0 plf
257 pif
Right Dead Load
110 pif
205 plf
Load Start
0 It
0 ft
Load End
loft
10 ft
Load Length
loft
loft
page
fe
Project: Grey Sea
Location: Main - north beam 1 Von grid A
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.251N x 9.51N x 11.0 FT
2.0E Parallam - iLevel Trus Joist
Section Adequate By: 143.0%
Controlling Factor: Deflection
page
Lori Brown, P.E., S.E.
Evergreen Design Company, plic
StruCalc Version 10.2.1.0 4/12/2021 3:51:01 PM or
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.12 IN U1093
Dead Load 0.11 in
Total Load 0.23 IN U583
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS AB
Live Load 1lb 1513 lb
Dead Load 1332_ 332 lb 1314 lb
I®-
Total Load 2845 lb 2827 lb
Bearing Length 0.72 in 0.72 in
BEAM DATA Center
Span Length 11 It
Unbraced Length -Top 0 it
lift
Unbraced Length -Bottom 11 It
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS
Center
MATERIAL PROPERTIES
Uniform Live Load
200 pif
2.0E Parallam - iLevel Trus Joist
Uniform Dead Load
60 plf
Base Values Adjusted
Beam Self Weight
6 pif
Bending Stress: Fb = 2900 psi Fb' = 2976 psi
Total Uniform Load
276 plf
Cd=1.00 CF=1.03
Shear Stress: Fv = 290 psi FV = 290 psi
Cd=1.00
Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi
Comp.-Lto Grain: Fc--L= 750 psi Fc--L= 750 psi
Controlling Moment: 7798 ft-lb
5.5 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 2845 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Rec'd
Provided
Section Modulus:
31.44 in3
78.97 in3
Area (Shear):
14.71 in2
49.88 in2
Moment of Inertia (deflection):
154.38 in4
375.1 in4
Moment:
7798 ft-lb
19586 ft-lb
Shear:
2845 lb
9643 lb
Load Number
One
Two
Left Live Load
6-pif
75 plf
Left Dead Load
110 plf
60 plf
Right Live Load
0 plf
75 pif
Right Dead Load
100 plf
60 plf
Load Start
0 ft
0 ft
Load End
11 It
11 ft
Load Length
11 It
11 ft
Project: Grey Sea
Location: Main - north beam 9' on grid A
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.251N x 9.51N x 9.0 FT
2.0E Pamllam - Level Trus Joist
Section Adequate By: 56.0%
Controlling Factor: Moment
Shear Stress:
Modulus of Elasticity:
Comp.1 to Grain:
V.-I..V l
Fv = 290 psi
Cd=1.00
E = 2000 ksi
Fc-1= 750 psi
Fv' = 290 psi
E' = 2000 ksi
Fc-1'= 750 psi
Controlling Moment: 12559 ft-lb
3.51 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 4500 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Redd
Provided
Section Modulus:
50.64 in3
78.97 in3
Area (Shear):
23.27 in2
49.88 in2
Moment of Inertia (deflection):
181.35 in4
375.1 in4
Moment:
12559 ft-lb
19586 ft-lb
Shear:
4500 lb
9643 lb
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pile
StruCalc Version 10.2.1.0 4/12/2021 4:42,30 PM °f
POINT LOADS - CENTER SPAN
Load Number
One
Live Load
1957 lb
Dead Load
1597 lb
Location
3.5 ft
TRAPEZOIDAL LOADS
- CENTER
SPAN
Load Number
One
Two
Left Live Load
6-pif
75 pif
Left Dead Load
110 pif
60 pif
Right Live Load
0 plf
75 pif
Right Dead Load
100 pif
60 plf
Load Start
0 ft
0 ft
Load End
9 ft
9 ft
Load Length
9 ft
9 ft
Project: Grey Sea
Location: Main - NS beam on grid 4 grid A to B
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.51N x 9.51N x 10.0 FT
2.0E Parallam -iLevel Trus Joist
Section Adequate By: 47.0%
Controlling Factor: Moment
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:51:08 PM °r
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.18 IN U682
Dead Load 0.14 in
Total Load 0.32 IN U375
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
,
REACTIONS A_ B
Live Load 1957 lb 1957 lb
Dead Load 1597 lb 1597 lb
Total Load 3554 lb 3554 lb
Bearing Length 1.35 in 1.35 in
BEAM DATA Center
MA__
Span Length 10 ft
Unbraced Length -Top 0 ft
loft
Unbraced Length -Bottom 10 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
UNIFORM LOADS
Center
2.0E Parallam -iLevel Trus Joist
Uniform Live Load
53 plf
Base ValueAdjusted
s
Uniform Dead Load
16 plf
Bending Stress: Fb = psi Fb' = 2976 psi
Beam Self Weight
10 plf
CF=
Cd=1.00 CF1.03
Total Uniform Load
80 plf
Shear Stress: Fv = 290 psi Fv' = 290 psi
TRAPEZOIDAL LOADS - CENTER SPAN
Cd=1.00
Load Number
One
Two
Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi
Left Live Load
338 pif
0 plf
Camp. -L to Grain: Fc --L= 750 psi Fc --L = 750 psi
Left Dead Load
203 plf
90 pif
Right Live Load
338 plf
0 pif
Controlling Moment: 8884 ft-lb
Right Dead Load
203 plf
90 plf
5.0 Ft from left support of span 2 (Center Span)
Load Start
0 ft
0 ft
Created by combining all dead loads and live loads on span(s) 2
Load End
loft
loft
Controlling Shear: -3553 lb
Load Length
loft
loft
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Read Provided
Section Modulus: 35.82 in3 52.65 in3
Area (Shear): 18.38 in2 33.25 in2
Moment of Inertia (deflection): 159.88 in4 250.07 in4
Moment: 8884 ft-lb 13057 ft-lb
Shear: -3553 lb 6428 lb
Project: Grey Sea
Location: Main - NS beam over office
Multi -Loaded Multi -Span Beam
[2015 International Building Code(AISC 14th Ed ASD)]
A992-50 W8x24 x 13.5 FT
Section Adequate By: 83.3%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.25 IN
U660
Dead Load
0.10 in
Total Load
0.35 IN
U463
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS
A
B
Live Load
5319 lb
5319 lb
Dead Load
2261 lb
2261 lb
Total Load
7580 lb
7580 lb
Bearing Length
0.79 in
0.79 in
BEAM DATA
Center
Span Length
13.5 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
13.5 ft
STEEL PROPERTIES
W8x24 - A992-50
Properties:
Yield Stress:
Fy =
50 ksi
Modulus of Elasticity:
E =
29000 ksi
Depth:
d =
7.93 in
Web Thickness:
tw=
0.25 in
Flange Width:
bf=
6.5 in
Flange Thickness:
tf=
0.4 in
Distance to Web Toe of Fillet:
k =
0.79 in
Moment of Inertia About X-X Axis:
Ix =
82.7 in4
Section Modulus About X-X Axis:
Sx =
20.9 in3
Plastic Section Modulus About X-X Axis:
Zx =
23.1 in3
Design Properties per AISC 14th Edition Steel Manual:
Flange Buckling Ratio:
FBR =
8.13
Allowable Flange Buckling Ratio:
AFBR =
9.15
Web Buckling Ratio:
WBR =
25.89
Allowable Web Buckling Ratio:
AWBR =
90.55
Controlling Unbraced Length:
Lb =
0 ft
Limiting Unbraced Length -
for lateral -torsional buckling:
Lp =
5.69 ft
Nominal Flexural Strength w/ safety factor:
Mn =
57635 ft-lb
Controlling Equation:
F2-1
Web height to thickness ratio:
h1Iw =
25.89
Limiting height to thickness ratio for eqn. G2-2: hftw-limit =
53.95
Cv Factor:
Cv =
1
Controlling Equation:
G2-2
Nominal Shear Strength w/ safety factor:
Vn =
38857 lb
Controlling Moment: 25583 ft-lb
6.75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 7580 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s
Comparisons with required sections:
Redd
Provided
Moment of Inertia (deflection):
45.12 in4
82.7 in4
Moment:
25583 ft-lb
57635 ft-lb
Shear:
7580 lb
38857 lb
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pile
StruCalc Version 10.2.1.0 4l12l2021 3:51:1 Z PM °F
UNIFORM LOADS Center
Uniform Live Load 338 plf
Uniform Dead Load 203 pif
Beam Self Weight 24 pif
Total Uniform Load 565 pif
Load Number
One
Two
Left Live Load
360 pif
90 plf
Left Dead Load
108 pif
0 plf
Right Live Load
360 pif
90 plf
Right Dead Load
108 pif
0 pif
Load Start
0 ft
0 It
Load End
13.5 ft
13.5 ft
Load Length
13.5 It
13.5 ft
Project: Grey Sea
Location: Main - NS beam at stair opening
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)j
( 2 ) 1.5 IN x 9.25 IN x 10.0 FT
#2 - Hem -Fir - Dry Use
Section Adequate By: 144.3%
page
Lori Brown, P.E., S.E. /
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4l12/2021 3:51:03 PM
uniform transfer of loads to all
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.07 IN U1715
Dead Load 0.03 in
Total Load 0.10 IN U1257
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A_ B
Live Load 400 lb 400 lb
Dead Load 146 lb 146 lb
Total Load 546 lb 546 lb
Bearing Length 0.45 in 0.45 in
BEAM DATA Center
Span Length 10 ft
Unbraced Length -Top 0 ft
loft
Unbraced Length -Bottom 10 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
UNIFORM LOADS
Center
#2 -Hem-Fir
Uniform Live Load
80 plf
Base Values Adiusted
Uniform Dead Load
24 plf
Bending Stress: Fb = 850 psi Fb' = 935 psi
Beam Self Weight
5 plf
Cd=1.00CF=1.10
Total Uniform Load
109 plf
Shear Stress: Fv = 150 psi Fv' = 150 psi
Cd=1.00
Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi
Comp.-L to Grain: Fc-1= 405 psi Fc --L'= 405 psi
Controlling Moment: 1365 ft-lb
5.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -546 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Raced
Provided
Section Modulus:
17.51 in3
42.78 in3
Area (Shear):
5.46 in2
27.75 in2
Moment of Inertia (deflection):
41.53 in4
197.86 in4
Moment:
1365 ft-lb
3333 ft-lb
Shear.
-546 lb
2775 lb
Project: Grey Sea
Location: Main - EW beams at stair opening
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.5 IN x 10.5 FT
2.0E Parallam - iLevel Trus Joist
Section Adequate By: 481.1 %
Controlling Factor: Moment
g°
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc ra
StruCalc Version 10.2.1.0 4t12l2021 3:50:49 PM °f
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.06 IN U2185
Dead Load 0.02 in
Total Load 0.08 IN U1527
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A_ B
Live Load 546 lb 413 lb
Dead Load 236 lb 187 lb
Total Load 782 lb 600 lb
4
Bearing Length 0.30 in 0.23 in
4'
BEAM DATA Center
Span Length 10.5 ft
Unbraced Length -Top 0 ft
10.5 ft
Unbraced Length -Bottom 10.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
UNIFORM LOADS Center
2.0E Parallam -iLevel Trus Joist
Uniform Live Load 53
plfUniform
Dead Load 16
plf
Base Values
Adiusted
Beam Self Weight 10
plf
Bending Stress: Fb = 2900 psi
Fb= 2976 psi
Total Uniform Load 80
plf
Cd=1.00 CF=1.03
Shear Stress: Fv = 290 psi
Fv' = 290 psi
POINT LOADS - CENTER SPAN
C&1.00
Load Number One
Modulus of Elasticity: E = 2000 ksi
E' = 2000 ksi
Live Load 400 lb
Comp.-Lto Grain: Fc--I-= 750 psi
Fc --L= 750 psi
Dead Load 146 lb
Location 3.5 ft
Controlling Moment: 2247 ft-lb
3.57 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 782 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
9.06 in3
52.65 in3
Area (Shear):
4.06 in2
33.25 in2
Moment of Inertia (deflection):
41.2 in4
250.07 in4
Moment:
2247 ft-lb
13057 ft-lb
Shear:
782 lb
6428lb
Project: Grey Sea
Location: Main - header to bedroom 2 on grid 4
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
(2) 1.5 IN x 7.251N x 3.0 FT
#2 - Hem -Fir - Dry Use
Section Adequate By: 9.5%
Controlling Factor: Shear
LZ
Lori Brown, P.E., S.E.
Evergreen Design Company, plic
StruCalc Version 10.2.1.0 4l12/2021 3:50:56 PM
CAUTIONS
* Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.01 IN
U2538
Dead Load 0.01 in
Total Load 0.02 IN
U1653
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
+
REACTIONS A
B
Live Load 1283 lb
1283 lb
Dead Load 703 lb
703 lb
Total Load 1986 lb
1986 lb
Bearing Length 1.63 in
1.63 in
BEAM DATA
Center
Span Length
3 It
Unbraced Length -Top
0 ftt-3n
Unbraced Length -Bottom
3 ft
Live Load Duration Factor
1.00
Notch Depth
0,00
UNIFORM LOADS Center
MATERIAL PROPERTIES
Uniform Live Load 360
plf
#2 -Hem-Fir
Uniform Dead Load 108
plf
Base Values
Adjusted
Beam Self Weight 4
plf
Bending Stress:
Fb = 850 psi
Fb' = 1020 psi
Total Uniform Load 472
plf
Cd=1.00 CF=1.20
Shear Stress:
Fv = 150 psi
Fv' = 150 psi
POINT LOADS. CENTER SPAN
Cd=1.00
Load Number One
Modulus of Elasticity:
E = 1300 ksi
E' = 1300 ksi
Live Load 546 lb
Comp.l to Grain:
Fc-1= 405 psi
Fc --L= 405 psi
Dead Load 236 lb
Location 1.5 ft
Controlling Moment: 1782 ft-lb
1.5 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 1986 It,
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on spans) 2
Comparisons with required sections:
Rep'd
Provided
Section Modulus:
20.97 in3
26.28 in3
Area (Shear):
19.86 in2
21.75 in2
Moment of Inertia (deflection):
13.83 in4
95.27 in4
Moment:
1782 ft-lb
2234 ft-lb
Shear:
1986 lb
2175 lb
Load Number
Left Live Load
Left Dead Load
Right Live Load
Right Dead Load
Load Start
Load End
Load Length
One
313 plf
188 plf
313 pif
188 pif
Oft
3ft
3ft
Two
0 pif
90 plf
0 pif
90 plf
Oft
3ft
3ft
Project: Grey Sea
page
Lori Brawn, RE.,, S.E.
Location: Main - interior header to garage
Evergreen Design Company, pllc
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
StruCalc Version 10.2.1.0
4/12I2021 3:50:58 PM
or
(2) 1.5 IN x 5.5 IN x 3.5 FT
#2 - Hem -Fir - Dry Use
Section Adequate By: 39.3%
Controlling Factor: Moment
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.03 IN U1345
Dead Load 0.01 in
Total Load 0.04 IN U1030
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 875 lb 875 lb
Dead Load 268 lb 268 lb
Total Load 1143 Ito 1143 lb
Bearing Length 0.94 in 0.94 in
BEAM DATA Center
Span Length 3.5 ft
Unbraced Length -Top 0 ft
3.5ft
Unbraced Length -Bottom 3.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
UNIFORM LOADS Center
#2 -Hem-Fir
Uniform Live Load 500
pif
Base Values Adjusted
Uniform Dead Load 150
pit
Bending Stress: Fb = 850 psi Fb' = 1105 psi
Beam Self Weight 3
pif
Cd=1.00 CF=1.30
Total Uniform Load 653
pif
Shear Stress: Fv = 150 psi FV = 150 psi
Cd=1.00
Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi
Comp. -L to Grain: Fc - 405 psi Fc --I-' = 405 psi
Controlling Moment: 1000 ft-lb
1.75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -1143 lb
4.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
10.86 in3
15.13 in3
Area (Shear):
11.43 in2
16.5 in2
Moment of Inertia (deflection):
11.13 in4
41.59 in4
Moment:
1000 ft-lb
1393 ft-lb
Shear:
-1143 lb
1650 lb
Project: Grey Sea
Location: Main - NS beam on grid 4 - south in garage
Multi -Loaded Mufti -Span Beam
[2015 International Building Code(2015 NDS)]
3.51N x 9.51N x 8.5 FT
2.0E Parallam - iLevel True Joist
Section Adequate By: 8.7%
Controlling Factor: Moment
[of
e
Lori Brown, P.E., S.E. /
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:51:05 PM
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.19 IN U533
Dead Load 0.12 in
Total Load 0.32 IN U323
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A
B
1
Live Load 3446 lb
3297 lb
Dead Load 2270 lb
2056 lb
Total Load 5716 lb
5353 lb
Bearing Length 2.18 in
2.04 in
BEAM DATA
Center
Span Length
8.5 ft
Unbraced Length -Top
0 ft
8.5 ft
Unbraced Length -Bottom
8.5 ft
Live Load Duration Factor
1.00
"
Notch Depth
0.00
MATERIAL PROPERTIES
UNIFORM LOADS Center
2.0E Parallam -iLevel Trus
Joist
Uniform Live Load 500
plf
Base Values
Adjusted
Uniform Dead Load 150
pif
Bending Stress:
Fig = 2900 psi
Fb' = 2976 psi
Beam Self Weight 10
pif
Total Uniform Load 660
pif
Cd=1.00 CFm1.03
CF
Shear Stress:
Fv = 290 psi
Fv' = 290 psi
POINT LOADS - CENTER SPAN
Cd=1.00
Load Number One
Modulus of Elasticity:
E = 2000 ksi
E' = 2000 ksi
Live Load 1218 lb
Comp.-L to Grain:
Fc --L= 750 psi
Fc --L= 750 psi
Dead Load 1178 lb
Location 2.25 ft
Controlling Moment. 12008 ft-Ib
3.82 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 5716 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
48.41 in3
52.65 in3
Area (Shear):
29.57 in2
33.25 in2
Moment of Inertia (deflection):
185.91 in4
250.07 in4
Moment;
12008 ft-lb
13057 ft-lb
Shear:
5716 lb
6428 lb
Load Number
One
Two
Left Live Load
0 pif
0 plf
Left Dead Load
0 plf
90 plf
Right Live Load
300 pif
0 plf
Right Dead Load
240 plf
90 plf
Load Start
0 ft
0 It
Load End
8.5 It
8.5 ft
Load Length
8.5 It
8.5 ft
Project: Grey Sea
Location: Main - NS beam over garage
Multi -Loaded Multi -Span Beam
[2015 International Building Code(AISC 14th Ed ASD)]
A992-50 W 14x38 x 23.0 FT
Section Adequate By: 102.0%
Controlling Factor: Deflection
DEFLECTIONS Center
Live Load 0.37 IN
U746
Dead Load 0.20 in
Total Load 0.57 IN
U485
Live Load Deflection Criteria: U360
Total Load Deflection Criteria: U240
REACTIONS A
B
Live Load 5810 lb
8387
lb
Dead Load 2853 lb
4985
lb
Total Load 8663 lb
13372
lb
Bearing Length 0.92 in
0.92
in
BEAM DATA
Center
Span Length
23 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
23 ft
STEEL PROPERTIES
W 14x38 - A992-60
Properties:
Yield Stress:
Fy =
Modulus of Elasticity:
E =
Depth:
d =
Web Thickness:
tw =
Flange Width:
bf =
Flange Thickness:
H =
Distance to Web Toe of Fillet:
k =
Moment of Inertia About X-X Axis:
Ix =
Section Modulus About X-X Axis:
Sx =
Plastic Section Modulus About X-X Axis:
Zx =
Design Properties per AISC 14th Edition Steel Manual:
Flange Buckling Ratio:
FBR =
Allowable Flange Buckling Ratio:
AFBR =
Web Buckling Ratio:
WBR =
Allowable Web Buckling Ratio:
AWBR =
Controlling Unbraced Length:
Lb =
Limiting Unbraced Length -
for lateral -torsional buckling:
LIP =
Nominal Flexural Strength w/ safety factor:
Mn =
Controlling Equation:
F2-1
Web height to thickness ratio:
h/Iw =
Limiting height to thickness ratio for eqn. G2-2:
h/tw-limit =
Cv Factor:
Cv =
Controlling Equation:
G2-2
Nominal Shear Strength w/ safety factor:
Vn =
50 ksi
29000 ksi
14.1 in
0.31 in
6.77 in
0.52 in
0.92 in
385 in4
54.6 in3
61.5 in3
6.57
9.15
39.58
90.55
Oft
5.47 ft
153443 ft-lb
39.58
53.95
1
87420 lb
Controlling Moment: 70747 ft-lb
12.65 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on spans) 2
Controlling Shear: -13372 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s
Comparisons with required sections:
Redd
Provided
Moment of Inertia (deflection):
190.58 in4
385 in4
Moment:
70747 ft-lb
153443 ft-lb
Shear:
-13372 lb
87420 lb
page
Lori Brown, P.E., S.E. /
Evergreen Design Company, plic
StruCalc Version 10.2.1.0 4/1Z2021 3:51:10 PM
UNIFORM LOADS Center
Uniform Live Load 0 plf
Uniform Dead Load 0 plf
Beam Self Weight 38 pif
Total Uniform Load 38 pif
POINT LOADS --CENTER SPAN
Load Number One
Live Load 1946 lb
Dead Load 827 lb
Location 12.5 ft
TRAPEZOIDAL LOADS - CFNTFR SPAN
Load Number
One
TWO
Left Live Load
340 plf
762 plf
Left Dead Load
102 pif
463 plf
Right Live Load
340 plf
762 plf
Right Dead Load
102 plf
463 pif
Load Start
0 ft
12.5 ft
Load End
12.5 ft
23 ft
Load Length
12.5 ft
10.5 ft
Project: Grey Sea
Location: Main - garage OH door header
Multi -Loaded Multi -Span Beam
[2015 International Building Code(AISC 14th Ed ASD)]
A992-50 W 14x26 x 18.5 FT
Section Adequate By: 24.4%
Controlling Factor: Moment
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:50:54 PM or
CAUTIONS
The design dead load deflection exceeds the default maximum of 1/4" on spans (2).
Live Load 0,33 IN U676
Dead Load 0.26 in
Total Load 0.59 IN U377
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 9231 lb 4301 to
Dead Load 7386 lb 4063 Ib
Total Load 16617 lb 8364 Ito
Bearing Length 0.82 in 0.82 in
BEAM DATA Center
Span Length 18.5 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 18.5 ft
W 14x26 - A992-50
Properties:
Yield Stress:
Fy =
Modulus of Elasticity:
E _
Depth:
d =
Web Thickness:
tw =
Flange Width:
bf =
Flange Thickness:
If =
Distance to Web Toe of Fillet:
k =
Moment of Inertia About X-X Axis:
Ix =
Section Modulus About X-X Axis:
Sx =
Plastic Section Modulus About X-X Axis:
Zx =
Design Properties per AISC 14th Edition Steel Manual:
Flange Buckling Ratio:
FBR =
Allowable Flange Buckling Ratio:
AFBR =
Web Buckling Ratio:
WBR =
Allowable Web Buckling Ratio:
AWBR =
Controlling Unbraced Length:
Lb =
Limiting Unbraced Length -
for lateral -torsional buckling:
Lp =
Nominal Flexural Strength w/ safety factor:
Mn =
Controlling Equation:
F2-1
Web height to thickness ratio:
h/tw =
Limiting height to thickness ratio for eqn. G2-2:
h/tw-limit =
Cv Factor:
Cv =
Controlling Equation:
G2-2
Nominal Shear Strength w/ safety factor:
Vn =
50 ksi
29000 ksi
13.9 in
0.26 in
5.03 in
0.42 in
0.82 in
245 in4
35.3 in3
40.2 in3
5.99
9.15
48.08
90.55
Oft
3.81 ft
100299 ft-lb
48.08
53.95
1
70890 lb
Controlling Moment: 80645 ft-lb
6.48 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on spans) 2
Controlling Shear: 16617 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s
Comparisons with required sections: Rec'd Provided
Moment of Inertia (deflection): 156.1 in4 245 in4
Moment: 80645 ft-lb 100299 ft-lb
Shear: 16617 lb 708901b
UNIFORM LOADS
Center
Uniform Live Load
0 pif
Uniform Dead Load
0 pif
Beam Self Weight
26 pif
Total Uniform Load
26 plf
POINT LOADS - CENTER SPAN
Load Number One
Two
L375 Live Load 7 lb
8387 lb
Dead Load 2838 lb
4985 lb
Location 3.25 ft
6.5 ft
Load Number
One
Two
Left Live Load
0 pif
75 plf
Left Dead Load
110 pif
60 plf
Right Live Load
0 plf
75 plf
Right Dead Load
110 plf
60 plf
Load Start
0 ft
0 It
Load End
18.5 ft
18.5 ft
Load Length
18.5 It
18.5 ft
Project: Grey Sea page
Lori Brown, P.E., S.E.
Location: Main - exist header to mech (storage sim) Evergreen Design Company, plic
Multi -Loaded Multi -Span Beam StruCalc Version 10.2.1.0 4/12/2021 3:50:51 PM or
[2015 International Building Code(2015 NDS)]
(2) 1.51N x 5.51N x 3.0 FT
#2 - Hem -Fir- Dry Use
Section Adequate By: 65.9%
Controlling Factor: Shear
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.02 IN U2226
Dead Load 0.01 in
Total Load 0.02 IN U1611
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A_ B
Live Load 720 lb 720 lb
Dead Load 275 lb 275 lb
Total Load 995 lb 995 lb
Bearing Length 0.82 in 0.82 in
BEAM DATA Center
Span Length 3 It
Unbraced Length -Top 0 ft
aft
Unbraced Length -Bottom 3 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
UNIFORM LOADS
Center
#2 -Hem-Fir
Uniform Live Load
480 plf
Base Values Adjusted
Uniform Dead Load
180 plf
Bending Stress: Fb = 850 psi Fb' = 1105 psi
Beam Self Weight
3 plf
Cd=1.00 CF=1.30
Total Uniform Load
663 pit
Shear Stress: Fv = 150 psi Fv' = 150 psi
Cd=1.00
Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi
Comp.-L to Grain: Fc --L= 405 psi Fc--L'= 405 psi
Controlling Moment: 746 ft-lb
1.5 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 995 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Rec'd
Provided
Section Modulus:
8.1 m3
15.13 in3
Area (Shear):
9.95 in2
16.5 jn2
Moment of Inertia (deflection):
6.73 m4
41.59 in4
Moment:
746 ft-lb
1393 ft-lb
Shear:
995 lb
1650 lb
Project: Grey Sea
Location: Main - west deck joists
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
1.51N x 9.251N x 12.17 FT(3.7+8.5)
#2 - Hem -Fir - Dry Use
Section Adequate By: 69.2%
Controlling Factor: Moment
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:51:28 PM or
DEFLECTIONS Left
Center
LOADING DIAGRAM
Live Load -0.10 IN 2L/872
0.07 IN U1396
Dead Load 0.00 in
0.01 in
Total Load -0.10 IN 2L/870
0.08 IN V1208
Live Load Deflection Criteria: U360
Total Load Deflection Criteria: L1240
REACTIONS A_ B
Live Load 697 lb 340 lb
Dead Load 197 lb 78 lb
Total Load 894 lb 418 lb
Uplift (1.5 F.S) 0 lb -11 lb
Bearing Length 1.47 in 0.69 in
BEAM DATA Left
Cents
Span Length 3.67 ft
8.5 ft
3.67 ft
8.5 ft
Unbraced Length -Top 0 ft
0 ft
Unbraced Length -Bottom 3.67 ft
8.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS
Left
Center
MATERIAL PROPERTIES
Uniform Live Load
80
plf
80 plf
#2 - Hem -Fir
Uniform Dead Load
20
plf
20 plf
Base Values Atliusted
Beam Self Weight
3
plf
3 plf
Bending Stress: Fb =
850 psi Fb' = 656 psi
Total Uniform Load
103
plf
103 plf
Cd=1.00C1=0.61 CF=1.10Cr-1.15
Shear Stress: Fv = 150 psi Fv' = 150 psi
Cd=1.00
Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi
Comp.-L to Grain: Fc-1= 405 psi Fc--L'= 405 psi
Controlling Moment: -691 ft-lb
Over left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Controlling Shear: 517 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections:
Rec'd
Provided
Section Modulus:
12.64 in3
21.39 in3
Area (Shear):
5.17 in2
13.88 in2
Moment of Inertia (deflection):
40.81 in4
98.93 in4
Moment:
-691 ft-lb
1169 ft-lb
Shear:
517 lb
1388 lb
Evergreen Design Company
Project Title: Grey Sea
Engineer:
Project ID:
Project Descr:
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Ledger Width 1.50 in Design Method: ASD (using Service Load Combinations
Ledger Depth 9.250 in Wood Stress Grade: Hem Fir, No.2
Ledger Wood Species Hem -Fir Fb Allow 850.0 psi
G : Specific Gravity 0.43 Fv Allow 150.0 psi
Bolt Diameter 518" in Fyb : Bolt Bending Yield 45,000 psi
Bolt Spacing 8.0 in Wood as Main Supporting Member
Cm - Wet Service Factor 1,0 Width 1.750 in
Ct- TemperatureFactor 1.0 Wood Species Hem -Fir
Cg - Group Action Factor 1.0 G : Specific Gravity 0.43
C A - Geometry Factor 1.0
o ea.o) L(22e.0
Aualytiwl model actually uses 100 spans to ensure fiat all possible combinations of bolt location and point bad location are evaluated. Final results are an esielope solution.
Load Data
Dead
Roof Live
Floor Live
Snow Wind
Seismic
Earth
Uniform Load...
64.0 plf
pit
225.0 pit
plf
pit
plf
pif
Point Load...
Ibs
Ibs
Ibs
Ibs
ibs
Ibs
Ibs
Spacing
in
Offset
in
Horizontal Shear
Ibs
Ibs
Ibs
Ibs
Ibs
Ibs
Ibs
Evergreen Design Company
Project Title: Grey Sea
Engineer:
Project ID:
Project Descr:
Description :
e-
Maximum Ledger Bending
Maximum Bolt Bearing Summary Dowel Bearing Strengths
Load Combination ...
Load Combination ...
(for specific gravity & bolt diameter)
+D+L+H
+D+L+H Ledger, Perp to Grain 2,250.0 ksi
Moment 10.704 ft-lb
Max. Vertical Load
192.667 lbs Ledger, Parallel to Grain 4,800.0 ksi
fb : Actual Stress 5.147 psi
Bolt Allow Vertical Load
211.404 lbs Supporting Member, Perp to Grain 2,250.0 ksi
Fb : Allowable Stress 850.0 psi
Suppoding Member, Parallel to Grain 4,800.0 ksi
Stress Ratio 0.006055 :1
Max. Horizontal Load
0.0 lbs
Bolt Allow Horizontal Load
563.75 lbs
Maximum Ledger Shear
Load Combination ...
Angle of Resultant
90.0 deg
+D+L+H Diagonal Component
192.667 lbs
Shear 96.334 lbs
Allow Diagonal Bolt Force
211.404 lbs
fv : Actual Stress 20.829 psi
Stress Ratio, Wood @ Bolt
0.9114 :1
Fv : Allowable Stress 100.0 psi
Stress Ratio 0.2083 :1
Allowable Bolt Capacity
Note 1
Refer to NDS Section 11.3 for Bolt Capacity calculation method.
Governing Load Combination- ;rD+L+H
Resutant Load Angle: Theta = 90.0 deg Ktheta = 1.250 Fe theta = 211.404
Bolt Capacity - Load Perpendicular to Grain
Bolt Capacity - Load Parallel to Grain
Fem 2,250.0 Fes 2,250.0
Fyb 45,000.0
Fem 4,800.0 Fes 4,800.0 Fyb 45,000.0
Re 1.0 Rt 1.167
Re 1.0 Rt 1.167
k1 0.4510 k2 2.017
k3 2.308
k1 0.4510 k2 1.528 k3 1.694
Im : Eq 11.3-1 Rd = 5.0
Z = 492.188 lbs
In : Eq 11.3-1 Rd = 4.0 Z = 1,312.50 lbs
Is :Eq 11.3-2 Rd= 5.0
Z= 421.875 lbs
is :Eq 11.3-2 Rd= 4.0 Z= 1,125.0 lbs
11 : Eq 11.3-3 Rd = 4.50
Z = 211.404 lbs
II : Eq 11.33 Rd = 3.60 Z = 563.75 lbs
Him: Eq 11.3-4 Rd = 4.0
Z = 413.634 lbs
Illm : Eq 11.3-4 Rd = 3.20 Z = 835.71 lbs
Ills : Eq 11.3-5 Rd = 4.0
Z = 405.745 lbs
Ills : Eq 11.3-5 Rd = 3.20 Z = 793.85 lbs
IV : Eq 11.3-6 Rd = 4.0
Z = 567.33 lbs
IV : Eq 11.3-6 Rd = 3.20 Z = 1,035.80 lbs
Zmin : Basic Design Value = 211.404 His
Zmin : Basic Design Value = 563.75 Ibs
Reference design value - Perpendicular to Grain :
Reference design value - Parallel to Grain :
Z * CM * CD* Ct * Cg * Cdelta
= 211.404 the
Z * CM * CD* Ct * Cg * Cdelta = 563.75 lbs
Project: Grey Sea Page
Lori Brown, P.E., S.E. /
Location: Main -west deck -north EW deck beams Evergreen Design Company, pllc
Multi -Loaded Multi -Span Beam StruCalc Version 10.2.1.0 4/12/2021 3:51:22 PM m
[2015 International Building Code(2015 NDS)]
3.51N x 9.251N x 12.17 FT(3.7+8.5)
#2 - Hem -Fir - Dry Use
Section Adequate By: 107.0%
Controlling Factor: Deflection
DEFLECTIONS Left Center LOADING DIAGRAM
Live Load 0.12 IN 2L/746 -0.04 IN U2692
Dead Load 0.02 in 0.00 in
Total Load 0.14 IN 2L/644 -0.04 IN L/2641
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 1041 lb 340 lb
Dead Load 313 lb 64 lb
Total Load 1354 lb 404 lb
Uplift (1.5 F.S) 0 lb -124 lb
Bearing Length 0.95 in 0.29 in
BEAM DATA Left Cents
Span Length 3.67 ft 8.5 ft--3.67fta.sn
Unbraced Length -Top 0 ft 0 ft
Unbraced Length -Bottom 3.67 ft 8.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Left Center
MATERIAL PROPERTIES Uniform Live Load 80 pif 80 pif
Uniform Dead Load 20 pif 20 pif
#2 -Hem-Fir Beam Self Weight 6 pif 6 pif
Base Values Adjusted Total Uniform Load 106 pif 106 pif
Bending Stress: Fb = 850 psi Fb' = 1002 psi
Cd=1.00 C1=0.98 CF=1.20 POINT LOADS - LEFT SPAN
Shear Stress: Fv = 150 psi Fv' = 150 psi Load Number One
Cd=1.00 Live Load 240 lb
Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Dead Load 60 lb
Comp. J-to Grain: Fc--I-= 405 psi Fc --L'= 405 psi Location Oft
Controlling Moment: -1815 ft-lb
Over left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Controlling Shear: -689 lb
4.0 Ft from left support of span 1 (Left Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections:
Read
Provided
Section Modulus:
21.73 in3
49.91 in3
Area (Shear):
6.89 in2
32.38 in2
Moment of Inertia (deflection):
111.53 in4
230.84 in4
Moment:
-1815 ft-lb
4169 ft-lb
Shear:
-689 lb
3238 lb
Project: Grey Sea
Location: Main - west deck - NS deck beam
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 4.0 FT Pressure Treated
#2 - Hem -Fir - Dry Use
Section Adequate By: 184.0%
Controlling Factor: Shear
page
Lori Brown, P.E., S.E.
Evergreen Design Company, plic
SfruCalc Version 10.2.1.0 4/12/2021 3:51:24 PM °r
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.01 IN U6600
Dead Load 0.00 in
Total Load 0.01 IN L/5210
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A_ B
Live Load 720 lb 720 lb
Dead Load 192 lb 192 lb
Total Load 912 lb 912 lb
Bearing Length 0.64 in 0.64 in
BEAM DATA Center
Span Length 4 ft
Unbraced Length -Top 0 ft
Oft
Unbraced Length -Bottom 4 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
UNIFORM LOADS
Center
#2 - Hem -Fir
Uniform Live Load
360 pif
Base Values Adjusted
Uniform Dead Load
90 plf
Bending Stress: Fb = 850 psi Fb' = 816 psi
Beam Self Weight
6 plf
Cd=1 00 CF=1 20 Ci=O 80
Total Uniform Load
456 plf
Shear Stress:
Fv = 150 psi Fv' = 120 psi
Cd=1.00 Ci=0.60
Modulus of Elasticity:
E = 1300 ksi E' = 1235 ksi
Ci=0.95
Comp.-L to Grain:
Fc --L= 406 psi Fc --L= 405 psi
Controlling Moment: 912 ft-lb
2.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on spans) 2
Controlling Shear: 912 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Reo'd
Provided
Section Modulus:
13.41 in3
49.91 in3
Area (Shear):
11.4 in2
32.38 in2
Moment of Inertia (deflection):
12.59 in4
230.84 in4
Moment:
912 ft-lb
3394 ft-lb
Shear:
912 lb
2590 lb
Project: Grey Sea
Location: Main - west deck - center EW deck beam
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.251N x 9.51N x 12.17 FT(3.7+8.5)
2.0E Parallam -iLevel Trus Joist
Section Adequate By: 23.9%
Controlling Factor: Deflection
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:51:17 PM °f
DEFLECTIONS Left Center
LOADING DIAGRAM
Live Load 0.20 IN 2U450 0.08 IN U1220
Dead Load 0.10 in 0.01 in
Total Load 0.30 IN 2U298 0.09 IN U1081
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 3720 lb 1946 lb
Dead Load 3045 lb 827 lb
Total Load 6765 lb 2773 lb
t
Uplift (1.5 F.S) 0 lb -124 lb
Bearing Length 1.72 in 0.70 in
BEAM DATA Left Center
Span Length 3.67 ft 8.5 ft
3.67ft
8.5 ft
Unbraced Length -Top 0 ft 0 ft
Unbraced Length -Bottom 3.67 ft 8.5 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
UNIFORM LOADS
Left
Center
Uniform Live Load
80
plf
80 pif
MATERIAL PROPERTIES
Uniform Dead Load
20
plf
20 plf
2.0E Parallam - iLevel Trus Joist
Beam Self Weight
16
plf
16 plf
Base Values Adjusted
Total Uniform Load
116
pif
116 plf
Bending Stress: Fb = 2900 psi Fb' = 3384 psi
Cd=1.15 C1=0.99 CF=1.03
POINT LOADS - LEF'
Shear Stress: Fv = 290 psi FV = 334 psi
Load Number
One
Cd=1. 15
Live Load
1417 lb
Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi
Dead Load
1353 lb
Comp.-Lto Grain: Fc --L= 750 psi Fc--L'= 750 psi
Location
Oft
CENTER SPAN
Controlling Moment: -10944 ft-lb
Load Number
One
Over left support of span 2 (Center Span)
Live Load
2600 lb
Created by combining all dead loads and live loads on span(s) 1, 2
Dead Load
2086 lb
Controlling Shear: 3571 lb
Location
5.25 ft
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on spans) 1, 2
Comparisons with required sections: Read Provided
Section Modulus: 38.81 in3 78.97 in3
Area (Shear): 16.06 in2 49.88 in2
Moment of Inertia (deflection): 302.81 in4 375.1 in4
Moment: -10944 ft-lb 22269 ft-lb
Shear: 3571 lb 11089 lb
Project: Grey Sea
Location: Main - west deck - south EW deck beam
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
5.251N x 9.51N x 5.67 FT(3.7+2)
2.0E Parallam - iLevel Trus Joist
Section Adequate By: 106.2%
Controlling Factor: Shear
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2091 3,51,26 PM or
DEFLECTIONS Left Center
LOADING DIAGRAM
Live Load 0.09 IN 2U1016 0.00 IN I-0424
Dead Load 0.08 in 0.00 in
Total Load 0.17 IN 2U522 -0.01 IN U3831
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 4339 lb 40 lb
Dead Load 4057 lb -2548 lb
Total Load 8396 lb -2508 It,
Uplift (1.5 F.S) 0 lb .5283 Ito
Bearing Length 2.13 in 0.00 in
I
BEAM DATA Left Center
'�
Span Length 3.67 ft 2 It
3.67ft
Pft
Unbraced Length -Top 0 ft 0 It
Unbraced Length -Bottom 3,67 ft 2 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
UNIFORM LOADS
Left
Center
Uniform Live Load 40
pif
40 plf
MATERIAL PROPERTIES
Uniform Dead Load 12
[Beam
pif
12 pif
2.0E Parallam -iLevel Trus Joist
Self Weight 16
pif
16 pif
Base Values Adjusted
Total Un"rform Load 68
pif
68 pif
Bending Stress: Fb = 2900 psi Fb' =
3406 psi
Cd=1.15 CI=1.00 CF=1.03
POINT LOADS - LEFT SPAN
Shear Stress: Fv = 290 psi Fv' =
334 psi
Load Number One
Cd=1. 15
Live Load 1417 lb
Modulus of Elasticity: E = 2000 ksi E' =
2000 ksi
Dead Load 1353 Ib
Comp.-L to Grain: Fc-1= 750 psi Fc--L'=
750 psi
Location Oft
Controlling Moment: -10621 ft-lb
Over right support of span 1 (Left Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Controlling Shear: 5378 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections:
Read
Provided
Section Modulus:
37.42 in3
78.97 in3
Area (Shear):
24.19 in2
49.88 in2
Moment of Inertia (deflection):
172.15 in4
375.1 in4
Moment:
-10621 ft-lb
22417 ft-lb
Shear:
5378 lb
11089 lb
Project: Grey Sea
Location: Main - west deck - east NS beam
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
7.0 IN x 9.51N x 12.0 FT
2.0E Parallam - iLevel Trus Joist
Section Adequate By: 19.6%
Controlling Factor: Deflection
-7/
page
Lori Brown, P.E., S.E.
Evergreen Design Company, Pic
StruCalc Version 10.2.1.0 4/12/2021 3:51:19 PM or
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.28 IN U511
Dead Load 0.22 in
Total Load 0.50 IN U287
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
2
REACTIONS A
B
#
Live Load 3757 lb
2599 It,
Dead Load 2838 lb
2085 lb
$$
Total Load 6595 lb
4685 lb
Bearing Length 1.26 in
0.89 in
BEAM DATA
Center
Span Length
12 ft
Unbraced Length -Top
0 ft
�zn
Unbraced Length -Bottom
12 ft
IR
Live Load Duration Factor
1.15
Notch Depth
0.00
UNIFORM LOADS
Center
MATERIAL PROPERTIES
Uniform Live Load
225 plf
2.0E Parallam - iLevel Trus
Joist
Uniform Dead Load
60 pif
Base Values
Ad usted
Beam Self Weight
21 plf
Bending Stress:
Fb = 2900 psi
Fb' = 3423 psi
Total Uniform Load
306 plf
Cd=1.15 CF=1.03
Shear Stress:
Fv = 290 psi
FV = 334 psi
POINT LOADS - CENTER SPAN
Cd=1.15
Load Number One
Two
Modulus of Elasticity:
E = 2000 ksi
E' = 2000 ksi
Live Load 467 lb
2259 lb
Comp.-Lto Grain:
Fc--L= 750 psi
Fc--L'= 750 psi
Dead Load 491b
1843 lb
Location 2.75 ft
5.5 ft
Controlling Moment: 21627 ft-lb
5.52 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 6595 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Redd
Provided
Section Modulus:
75.82 in3
105.29 in3
Area (Shear):
29.66 in2
66.5 in2
Moment of Inertia (deflection):
418.31 in4
500.14 in4
Moment:
21627 ft-lb
30032 ft-lb
Shear:
6595 lb
14785 lb
Load Number
Left Live Load
Left Dead Load
Right Live Load
Right Dead Load
Load Start
Load End
Load Length
One
0 pif
110 pif
0 plf
110 plf
oft
12 ft
12 ft
Two
338 pif
270 pif
338 pif
270 pif
0ft
2.75 ft
2.75 ft
Project: Grey Sea
Location: Main - east deck joists
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
1.5 IN x 9.25 IN x 7.5 FT Pressure Treated
#2 - Hem -Fir - Dry Use
Section Adequate By: 63.6%
Controlling Factor: Moment
page
Lod Brown, P.E., S.E.
Evergreen Design Company, plic
StruCalc Version 10.2.1.0 4/12/2021 3:50:47 PM °f
DEFLECTIONS Center
LOADING DIAGRAM
Live Load 0.05 IN U1931
Dead Load 0.02 in
Total Load 0.07 IN U1333
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A_ B
Live Load 300 lb 300 lb
Dead Load 135 lb 135 lb
Total Load 435 lb 435 lb
Bearing Length 0.72 in 0.72 in
BEAM DATA Center
Span Length 7.5 ft
Unbraced Length -Top 0 ft
7.5ft
Unbraced Length -Bottom 7.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
UNIFORM LOADS
Center
#2 -Hem-Fir
Uniform Live Load
80 plflf
_
Uniform Dead Load
33 pit
Base Values Adjusted
Beam Self Weight
3 plf
Bending Stress: Fb = 850 psi = 748 psi
Total Uniform Load
116 pit
Cd=1 00 CF=1 f0 80
Ci=O
0.
Shear Stress:
Fv = 150 psi FV = 120 psi
Cd=1.00 Ci=0.80
Modulus of Elasticity:
E = 1300 ksi E' = 1235 ksi
Ci=0.95
Comp. Ito Grain:
FC-L= 405 psi Fc--L'= 405 psi
Controlling Moment: 815 ft-lb
3,75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -435 lb
8.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Rec'd
Provided
Section Modulus:
13.07 in3
21.39 in3
Area (Shear):
5.43 in2
13.88 in2
Moment of Inertia (deflection):
18.44 in4
98.93 1n4
Moment:
815 ft-lb
1333 ft-lb
Shear:
-435 lb
1110 lb
Evergreen Design Company
Project Title: Grey Sea
Engineer:
Project ID:
Project Descr:
Description : Ledger at deck 8/53.4
Code References
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Ledger Width 1.50 in Design Method: ASD (using Service Load Combinations
Ledger Depth 9.250 in Wood Stress Grade: Hem Fir, No.2
Ledger Wood Species Hem -Fir Fb Allow 850.0 psi
G : Specific Gravity 0.43 Fit Allow 150.0 psi
Bolt Diameter 5/8' in Fyb : Bolt Bending Yield 45,000 psi
Bolt Spacing 8.0 in Wood as Main Supporting Member
Cm - Wet Service Factor 1.0 Width 1.750 in
Ct- TemperatureFactor 1.0 Wood Species Hem -Fir
Cg - Group Action Factor 1.0 G : Specific Gravity 0.43
C A - Geometry Factor 1.0
0 83.0 L 185.0
Anatytical model actually uses 100 spans to ensure that all passible combinations of bale location and point bad location are evaluated. Final resulb are an emmlope solution.
Load Data
Dead
Roof Live Floor Live
Snow Wind Seismic Earth
Uniform Load...
83.0 pit
pit 165.0 pit
pit plf pit pit
Point Load...
Ibs
Ibs Ibs
Ibs Ibs Ibs Ibs
Spacing
in
Offset
in
Horizontal Shear
be
Ibs Ibs
Ibs Ibs be Ibs
Evergreen Design Company
Project Title: Grey Sea
Engineer:
Project ID:
Project Descr:
Description : Ledger at deck 8/83.4
�, c�
s t r o s
Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths
Load Combination ...
Load Combination ...
(for specific gravity & bolt diameter)
+D+L+H
+D+L+H Ledger, Perp to Grain 2,250.0 ks!
Moment 9.185 ft-lb
Max. Vertical Load
165.333 Has Ledger, Parallel to Grain 4,800.0 ksi
fb : Actual Stress 4.417 psi
Bolt Allow Vertical Load
211.404lbs Supporting Member, Perp to Grain 2,250.0 ksi
Fb : Allowable Stress 850.0 psi
Supporting Member, Parallel to Grain 4,800.0 ksi
Stress Ratio 0.005196 :1
Max. Horizontal Load
0.0Ibs
Bolt Allow Horizontal Load
563.75 Ibs
Maximum Ledger Shear
Load Combination ...
Angle of Resultant
90.0 deg
+D+L+H
Diagonal Component
165.3331bs
Shear 82.667 Ibs
Allow Diagonal Bolt Force
211.404 Ida
fv : Actual Stress 17.874 psi
Stress Ratio, Wood @ Bolt
0.7821 :1
Fv : Allowable Stress 100.0 psi
Stress Ratio 0.1787 :1
Allowable Bolt Capacity
Note !
Refer to NDS Section 11.3 for Bolt Capacity calculation method.
Governing Load Combination .. +p+L+FI
Resutant Load Angle: Theta = 90.0 deg
Ktheta = 1.250 Fe theta = 211.404
Bolt Capacity - Load Perpendicular to Grain
Bolt Capacity - Load Parallel to Grain
Fern 2,250.0 Fes 2,250.0 Fyb
45,000.0
Fern 4,800.0 Fes 4,800.0 Fyb 45,000.0
Re 1.0 Rt 1.167
Re 1.0 Rt 1.167
kt 0.4510 k2 2.017 k3
2.308
k1 0.4510 k2 1.528 k3 1.694
Im :Eg11.3-1 Rd= 5.0 Z=
492.188lbs
Im :Eg11.3-1 Rd= 4.0 Z= 1,312.50lbs
Is :Eq 11.3-2 Rd= 5.0 Z=
421.875 lbs
Is :Ed 11.3-2 Rd= 4.0 Z= 1,125.0 Ibs
II Eq 11.3-3 Rd = 4.50 Z =
211.404 Ibs
II : Eq 11.3-3 Rd = 3.60 Z = 563.75 Ibs
Illm: Eq 11.34 Rd= 4.0 Z=
413.6341bs
Illm: Eq 11.34 Rd= 3.20 Z= 835.711bs
Ills : Eq 11.3-5 Rd = 4.0 Z =
405.745 Ibs
Ills : Eq 11.3-5 Rd = 3.20 Z = 793.85 Ibs
IV : Eq 11.3-6 Rd = 4.0 Z =
567.33 Ibs
IV : Eq 11.3-6 Rd = 3.20 Z = 1,035.80 Ibs
Zmin : Basic Design Value =
211.404 Ibs
Zmin : Basic Design Value = 563.75 Ibs
Reference design value - Perpendicular to Grain :
Reference design value - Parallel to Grain :
Z * CM * CD* Ct * Cg * Cdelta =
211.404 Ibs
Z * CM * CD* Ct * Cg * Cdelta = 563.75 Has
Evergreen Design Company
Project Title: Grey Sea
Engineer:
Project ID:
Project Descr:
Description : Ledgeratdeck
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Ledger Width 1.50 in Design Method: ASD (using Service Load Combinations
Ledger Depth 9.250 in Wood Stress Grade: Hem Fir, No.2
Ledger Wood Species Hem -Fir Fb Allow 850.0 psi
G : Specific Gravity 0.43 Fv Allow 150.0 psi
Bolt Diameter 518" in Fyb : Bolt Bending Yield 45,000 psi
Bolt Spacing 8.0 in Wood as Main Supporting Member
Cm -Wet Service Factor 1.0 Width 5.50 in
Ct - Temperature Factor 1.0 Wood Species Hem -Fir
Cg - Group Action Factor 1.0 G : Specific Gravity 0.43
C A - Geometry Factor 1.0
o 1 3.0) L(225.0
Mik
Analytioal model actually uses 1W spans to ensure that all possible combinations of bale location and point load location are evaluated. Final results are an envelope soltalm.
Load Data
Dead Roof Live Floor Live Snow Wind Seismic Earth
Uniform Load... 113.0 pit pit 225.0 plf plf pit plf pit
Point Load... Ibs Ibs Ibs be Ibs Ibs Ibs
Spacing in
Offset in
Horizontal Shear be Ibs Ibs Ibs Ibs Ibs Ibs
Evergreen Design Company
Project Title: Grey Sea
Engineer:
Project ID:
Project Descr:
Description : Ledger at deck
kp p"q."!.EBB
x,E
-
Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths
Load Combination ...
Load Combination...
(for specific gravity & bolt diameter)
+D+L+H
+D+L+H Ledger, Perp to Grain
2,250.0 ksi
Moment 12.519 ft-lb
Max. Vertical Load
225.333 Ids Ledger, Parallel to Grain
4,800.0 ksi
fb : Actual Stress 1.915 psi
Bolt Allow Vertical Load
405.745 IIds Supporting Member, Perp to Grain 2,250.0 ksi
Fb : Allowable Stress 850.0 psi
Supporting Member, Parallel to Grain 4,800.0 ksi
Stress Ratio 0.002253 :1
Max. Horizontal Load
0.0 IIds
Bolt Allow Horizontal Load
793.85 lbs
Maximum Ledger Shear
Load Combination ...
Angle of Resultant
90.0 deg
+D+L+H
Diagonal Component
225.3331bs
Shear 112.667 Ibs
Allow Diagonal Bolt Force
405.745 lbs
iv : Actual Stress 24.361 psi
Stress Ratio, Wood @ Bolt
0.5554 :1
Fv : Allowable Stress 100.0 psi
Stress Ratio 0.2436 :1
Allowable Bolt Capacity
Note 1
Refer to NDS Section 11.3 for Bolt Capacity calculation method.
Governing Load Combination .. +D+L+H
Resutant Load Angle: Theta = 90.0 deg
Ktheta = 1.250 Fe theta = 405.745
Bolt Capacity - Load Perpendicular to Grain
Bolt Capacity - Load Parallel to Grain
Fem 2,250.0 Fes 2,250.0 Fyb 45,000.0
Fern 4,800.0 Fes 4,800.0 Fyb
45,000.0
Re 1.0 Rt 3.667
Re 1.0 Rt 3.667
k1 1.226 k2 1.125 1<3
2.308
k1 1.226 1<2 1.060 k3
1.694
Im : Eq 11.3-1 Rd = 5.0 Z =
1,546.88 lbs
Im : Eq 11.3-1 Rd = 4.0 Z =
4,125.0 the
Is : Eq 11.3-2 Rd = 5.0 Z =
421.875 lbs
Is : Eq 11.3-2 Rd = 4.0 Z =
1,125.0 lbs
II : Eq 11.3-3 Rd = 4.50 Z =
574.54 lbs
11 : Eq 11.3-3 Rd = 3.60 Z =
1,532.12 lbs
Him: Eq 11.3.4 Rd= 4.0 Z=
725.23 lbs
IIIm: Eq 11.34 Rd= 3.20 Z=
1,821.26 lbs
Ills : Eq 11.3-5 Rd = 4.0 Z =
405.745 lbs
Ills : Eq 11.3-5 Rd = 3.20 Z =
793.85 lbs
IV : Eq 11.3-6 Rd = 4.0 Z =
567.33 lbs
IV : Eq 11.3-6 Rd = 3.20 Z =
1,035.80 lbs
Zmin : Basic Design Value = 405.745 lbs
Zmin : Basic Design Value =
793.85 Ibs
Reference design value - Perpendicular to Grain :
Reference design value - Parallel to Grain
:
Z * CM * CD* Ct * Cg * Cdelta =
405.745 Its
Z * CM * CD* Ct * Cg * Cdelta =
793.85 Ids
Project: Grey Sea vase
Lori Brown, P.E., S.E. /
Location: Main -east deck beams Evergreen Design Company, Pilo
Multi -Loaded Multi -Span Beam StruCalc Version 10.2.1.0 4/12/2021 3,50,44 PM m
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 7.5 FT Pressure Treated ,
#2 - Hem -Fir - Dry Use
Section Adequate By: 40.3%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN U1602
Dead Load 0.03 in
Total Load 0.09 IN U1048
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 844 lb 844 lb
Dead Load 446 lb 446 lb
Total Load 1290 lb 1290 lb
Bearing Length 0.91 in 0.91 in
BEAM DATA Center
Span Length 7.5 ft
Unbraced Length -Top 0 it -7.5 it
Unbraced Length -Bottom 7.5 it
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES [BeamDS Center
#2 - Hem -Fir ad 225 plf
Base Values Atliusted oad 113 plf
Bending Stress: Fb = 850 psi Fb' _ 816 psi ight 6 plf
Cd=100 CF=120 Ci=O 80oad 344 plf
Shear Stress:
Fv =
150 psi Fv' = 120 psi
Cd=1.00
Ci=0.80
Modulus of Elasticity:
E =
1300 ksi E' = 1235 ksi
Ci=0.95
Comp. Ito Grain:
Fc---=
405 psi Fc--L= 405 psi
Controlling Moment: 2419 it -lb
3.75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on spans) 2
Controlling Shear: 1290 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Redd
Provided
Section Modulus:
35.57 in3
49.91 in3
Area (Shear):
16.13 in2
32.38 in2
Moment of Inertia (deflection):
52.88 in4
230.84 in4
Moment:
2419 it -lb
3394 ft-lb
Shear:
1290 lb
2590 lb
EVERGREEN DESIGN COMPANY, PLLC
1044 Wyndham Way
Camano Island, WA 98282
JOB
SHEET NO. 1 OF
,�
CALCULATED BY L V DATE
CHECKED BY DATE _..
SCALE
213
�y1
f �b✓
[y
S IVo
wlq
1L1
'7, 47
61
✓
'
n
tSk,ack
It li �I } o�
Alt
i
f
D PRODUCT 20]
Project: Grey Sea
Location: Footings at grid A
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 2.0 FT x 2.0 FT x 10.00 IN
Reinforcement: #4 Bars @ 8.00 IN. O.C. EM / (3) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs =
2000 psf
Concrete Compressive Strength:
F'c =
2500 psi
Reinforcing Steel Yield Strength:
Fy = 40000 psi
Concrete Reinforcement Cover:
c =
3 in
FOOTING SIZE
Width:
W =
2 It
Length:
L=
2 ft
Depth:
Depth
= 10 in
Effective Depth to Top Layer of Steel:
d =
6.25- in
COLUMN AND EPLATE SIZE
Column Type:
Wood
Column Width:
m = 4
in
Column Depth:
n = 4
in
FOOTING CALCULATIONS
Bearing Calculations
Ultimate Bearing Pressure:
Qu =
1789 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1875 psf
Required Footing Area:
Areq =
3.82 sf
Area Provided:
A=
4.00 sf
Baseplate Bearing
Bearing Required:
Bear=
10168
Allowable Bearing:
Bear -A =
44200
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
2436
Allowable Beam Shear.
Vol =
11250
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
41
Punching Shear:
Vu2 =
8313
Allowable Punching Shear (ACI 11-35):
vc2-a =
57E 6
Allowable Punching Shear (ACI 11-36):
vc2-b =
77813
Allowable Punching Shear (ACI 11-37):
vc2-c =
38438
Controlling Allowable Punching Shear:
vc2 =
38438
Bending Calculations:
Factored Moment:
Mu =
30503
Nominal Moment Strength:
Mn =
127575
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.46
Steel Required Based on Moment:
As(1) =
0.14
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.48
Controlling Reinforcing Steel:
As-reqd =
0.48
Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min.
Reinforcement Area Provided:
As =
0.59
Development Length Calculations:
Development Length Required:
Ld =
15
Development Length Supplied:
Ld-sup =
9
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2021 3:50:37 PM of
�--4 in----I
7
31,
1
Ib
FOOTING LOADING
Ib
Live Load:
PL =
3967 lb
lb
Dead Load:
PD =
3197 lb
lb
Total Load:
PT =
7154 lb
Ultimate Factored Load:
Pu =
10168 lb
in -lb
Footing plus soil above footing weight:
Wt =
322 lb
in
in2
in2
in2
in2
Project: Grey Sea
Location: Footings at office - grid 4
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 3.0 FT x 3.0 FT x 10.00 IN
Reinforcement: #4 Bars @ 9.00 IN. O.C. ENV / (4) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs =
2000 psf
Concrete Compressive Strength:
Pc =
2500 psi
Reinforcing Steel Yield Strength:
Fy = 40000 psi
Concrete Reinforcement Cover:
c =
3 in
FOOTING SIZE
Width:
W =
3 ft
Length:
L =
3 ft
Depth:
Depth
= 10 in
Effective Depth to Top Layer of Steel:
d =
6.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m = 5.5
in
Column Depth:
n = 5.5
in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1237 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1875 psf
Required Footing Area:
Areq =
5.94 sf
Area Provided:
A =
9.00 sf
Baseplate Bearing:
Bearing Required:
Bear =
16271 lb
Allowable Bearing:
Bear -A =
83566 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
5311 lb
Allowable Beam Shear:
Vc1 =
16875 Ib
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
So =
47 in
Punching Shear:
Vu2 =
14538 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
66094 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
80625 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
44063 lb
Controlling Allowable Punching Shear:
vc2 =
44063 lb
Bending Calculations:
Factored Moment:
Mu =
73220 in -lb
Nominal Moment Strength:
Mn =
170825 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.41 in
Steel Required Based on Moment:
As(1) =
0.33 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1): As(2) =
0.72 in2
Controlling Reinforcing Steel:
As-reqd =
0.72 in2
Selected Reinforcement: #4's @ 9.0
in. o.c. e/w (4) Min.
Reinforcement Area Provided:
As =
0.79 1n2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
15 in
page
Lori Brown, P.E., S.E. /
Evergreen Design Company, pile
StruCalc Version 10.2.1.0 4/12/2091 3:50:42 PM a
1-5.5 in--- J
10
In
t�
T
3 iFF
1
Jft
FOOTING LOADING
Live Load:
PL =
7276 lb
Dead Load:
PD =
3858 lb
Total Load:
PT =
11134 lb
Ultimate Factored Load:
Pu =
16271 lb
Footing plus soil above footing weight:
Wt =
725 lb
Project: Grey Sea
Location: Footings at garage grid 3
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 3.0 FT x 3.0 FT x 10.00 IN
Reinforcement: #4 Bars @ 9.00 IN. O.C. ENV / (4) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs =
2000 psf
Concrete Compressive Strength:
Pc =
2500 psi
Reinforcing Steel Yield Strength:
Fy = 40000 psi
Concrete Reinforcement Cover:
c =
3 in
FOOTING SIZE
Width:
W =
3 ft
Length:
L =
3 ft
Depth:
Depth
= 10 in
Effective Depth to Top Layer of Steel:
d =
6.25 in
COLUMN AND EPLATE SIZE
Column Type:
Wood
Column Width:
in = 5.5
in
Column Depth:
n = 5.5
in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1384 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1875 psf
Required Footing Area:
Areq =
6.64 sf
Area Provided:
A =
9.00 sf
Baseplate Bearing:
Bearing Required:
Bear=
182421b
Allowable Bearing:
Bear -A =
83566 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
5954 lb
Allowable Beam Shear:
Vc1 =
16875 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
47 in
Punching Shear:
Vu2 =
16299 Ito
Allowable Punching Shear (ACI 11-35):
vc2-a =
66094 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
80625 lb
Allowable Punching Shear (ACI 11-37):
vc2-c=
44063 lb
Controlling Allowable Punching Shear:
vc2 =
44063 lb
Bending Calculations:
Factored Moment:
Mu =
82089 in -lb
Nominal Moment Strength:
Mn =
170825 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.41 in
Steel Required Based on Moment:
As(1) =
0.37 in2
Min. Code Req'd Reint. Flex. Members (ACI-150.1): As(2) =
0.72 in2
Controlling Reinforcing Steel:
As-reqd =
0.72 in2
Selected Reinforcement: #4's @ 9.0
in. o.c. e/w (4) Min.
Reinforcement Area Provided:
As =
0.79 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
15 in
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pile
StruCalc Version 10.2.1.0 4l12/2021 3:50:33 PM m
1
Live Load:
Dead Load:
Total Load:
Ultimate Factored Load:
Footing plus soil above
[-6.6 in-
PL = 8228 lb
PD = 4231 lb
PT = 12459 lb
Pu = 18242 lb
Wt = 725 lb
1
36
Project: Grey Sea
Location: Footings at garage grid 4
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 2.0 FT x 2.0 FT x 10.00 IN
Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs =
2000 psf
Concrete Compressive Strength:
Pc =
2500 psi
Reinforcing Steel Yield Strength:
Fy = 40000 psi
Concrete Reinforcement Cover:
c =
3 in
FOOTING SIZE
Width:
W =
2 ft
Length:
L =
2 ft
Depth:
Depth
= 10 in
Effective Depth to Top Layer of Steel:
d =
6.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
in = 5.5
in
Column Depth:
n = 5.5
in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1221 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1875 psf
Required Footing Area:
Areq =
2.61 sf
Area Provided:
A =
4.00 sf
Baseplate Bearing:
Bearing Required:
Bear =
7091 lb
Allowable Bearing:
Bear -A =
83566 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vut =
1699 lb
Allowable Beam Shear:
Vc1 =
11250 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
47 in
Punching Shear:
Vu2=
5391 lb
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
StruCalc Version 10.2.1.0 4/12/2091 3:50:35 PM or
F-5.5 in---- -1
Allowable Punching Shear (ACI 11-35):
vc2-a =
66094 Ib
FOOTING LOADING
Allowable Punching Shear (ACI 11-36):
vc2-b =
80625 Ib
Live Load:
PL = 3073 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
44063 lb
Dead Load:
PD = 1812 Ib
Controlling Allowable Punching Shear:
vc2 =
44063 lb
Total Load:
PT = 4885 lb
Bending Calculations:
Ultimate Factored Load:
Pu = 7091 lb
Factored Moment:
Mu =
21274 in -lb
Footing plus soil above footing weight:
Wt = 322 lb
Nominal Moment Strength:
Mn =
127575 in -lb
Reinforcement Calculations
Concrete Compressive Block Depth:
a =
0.46 in
Steel Required Based on Moment:
As(1) =
0.10 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.48 in2
Controlling Reinforcing Steel:
As-reqd =
0.48 in2
Selected Reinforcement: #4's @ 8.0
in. o.c. e/w (3) Min.
Reinforcement Area Provided:
As =
0.59 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
9 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
Project: Grey Sea
Location: Footings at grid E
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 3.0 FT x 3.0 FT x 10.00 IN
Reinforcement: #4 Bars @ 9.00 IN. O.C. ENV / (4) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs = 2000 psf
Concrete Compressive Strength:
Pc = 2500 psi
Reinforcing Steel Yield Strength:
Fy = 40000 psi
Concrete Reinforcement Cover:
C = 3 in
FOOTING SIZE
Width:
W = - 3 ft
Length:
L = 3 ft
Depth:
Depth = 10 in
Effective Depth to Top Layer of Steel:
d = 6.25 in
COLUMN AND IB EPLATE SIZE
Column Type:
Wood
Column Width:
m = 4 in
Column Depth:
n = 4 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1099 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1875 psf
Required Footing Area:
Areq =
5.28 sf
Area Provided:
A =
9.00 sf
Baseplate Bearing:
Bearing Required:
Bear=
14019 lb
Allowable Bearing:
Bear -A =
44200 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vul =
4576 lb
Allowable Beam Shear:
Vol =
16875 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
So =
41 in
Punching Shear:
Vu2 =
12882 lb
page
Lori Brown, P.E., S.E.
Evergreen Design Company, pllc
SfruCalc Version 10.2.1.0 4/12/2021 3:50:40 PM or
Allowable Punching Shear (ACI 11-35):
vc2-a =
57656 Ib
FOOTING LOADING
Allowable Punching Shear (ACI 11-36):
vc2-b =
77813 Ib
Live Load:
PL = 5362 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
38438 lb
Dead Load:
PD = 4533 lb
Controlling Allowable Punching Shear:
vc2 =
38438 lb
Total Load:
PT = 9895 lb
Bending Calculations:
Ultimate Factored Load:
Pu = 14019 lb
Factored Moment:
Mu =
63085 in -lb
Footing plus soil above footing weight:
Wt = 725 lb
Nominal Moment Strength:
Mn =
170825 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.41 in
Steel Required Based on Moment:
As(1) =
0.28 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1): As(2) =
0.72 in2
Controlling Reinforcing Steel:
As-reqd =
0.72 in2
Selected Reinforcement:
#4's @ 9.0 in. o.c. e/w
(4) Min.
Reinforcement Area Provided:
As =
0.79 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
15 in
,