REVIEWED BLD2023-0640+Structural_Calculations+5.23.2023_2.03.09_PM+3564420TSE PROJECT: JOB#:
A Engineering A BLD2023-0640 By.
Kfz-
12810 NE 178TH ST STE 218°
WOODINVILLE, WA98072 A (425) 481-6601 DATE: s t
RECEIVED
.............RE�;EwEp.............
BY
J I 12 2023
CITY OF EDMONDS
U
BUILDING DEPARTMENT:
.............................................. :
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
v 8.31.07 a
Job Name: Koh Residence
Site Address: 15604 75th PI. W
Edmonds, WA
Jurisdiction: City of Edmonds
Plans Bv: motionspace architure + design
Plan Number/Job ID: Koh
Design Specifications:
2018 IBC
Building Type:
Low -Rise, Simple Diaphragm
Importance Factor:
1.00
Basic Wind Velocity;
110
mph (ASCE 7-16 Fig 26-1A )
Wind Exposure:
C
(Strength Design Value)
Roof Snow Load:
25
psf Kzt=2.0
Occupancy Category:
II
R:
6.5
% of Snow Incl. w/ Seismic:
0
Soil Site Class:
D
Allowable Soil Bearing:
N/A
psf (Pile Foundation)
Analysis Procedure:
Wind:
ASCE 7-16 Envelope Procedure
Seismic:
ASCE 7-16 Equiv.Lateral Force Proced
Spectral Response Accelerations, Ss:
133
% g S1 47 %g
Load Combinations:
ASD Basic
Building Design Parameters:
Roof DL:
20
psf . (w/Solar Panels)
Floor DL:
24
psf (w/Gyperete)
Wall DL:
12
psf
Levels:
2
Floor Level Names:
Main
Bsmt
w
sky
40891 wW
��s ONAL E�G`�
05/17/23
ENGINEER'S SEAL IS FOR LATERAL LOAD
DESIGN DUE TO SEISMIC AND WIND FORCES
AND FOR GRAVITY LOAD DESIGN OF ALL
BEAMS, COLUMNS, AND FOOTINGS.
re
m m m ®fie
l�eeeee�,71
3� E� 1
OSHPD
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15604 75th PI W, Edmonds, WA 98026, USA
Latitude, Longitude: 47.856872,-122.333643
U
iSUZu i Violin Sbhool
x
Temporarily closed
Y T
CD
Y
Map data 02023
Date 4/25/2023, 11:27:54 AM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type
Value
Description
SS
1.33
NICER ground motion. (for 0.2 second period)
S,
0.473
MCER ground motion. (for 1.Os period)
SMS
1,596
Site -modified spectral acceleration value
SMI
null -See Section 11.4.8
Site -modified spectral acceleration value
SDS
1.064
Numeric seismic design value at 0.2 second SA
SDI
null -See Section 11,4.8
Numeric seismic design value at 1.0 second SA
Type Value
SDC
null -See Section 11.4.8
Fa
1.2
Fv
null -See Section 11.4.8
PGA
0.572
FPGA
1.2
PGAM
0.686
Tt
6
SsRT
1.33
SsUH
1.473
SSD
3.069
SIRT
0.473
S1UH
0.529
S1D
1.334
PGAd
1.092
PGAUH
0.572
CRS
0.903
CRI
0.894
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2 % probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2 % probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Uniform -hazard (2 % probability of exceedance in 50 years) Peak Ground Acceleration
Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 s
TSE Engineering
Wind Pressures (Wind per ASCE 7-16 Method 2)
Velocitv oressure
qh = 0.00256 Kz Kzt Kd Ke V2 = 49.92 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1. pg 268)
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266)
h = mean roof height
Job#:
By: Bth r
Page:
Plan Number/Job ID
Koh
0.95
= 0.86
26.00 ft
< 60 ft, [Satisfactory]
Desian pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )]
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311).
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271)
0.18 or -0.18
Roof Rise 1 to 12 Note: pressures shown
e 5 degrees are Strength Design and
later adjusted for ASD
Roof Type 2
Gable end
Net Design
Net Roof
Pressure, psf
Components
-Surface
+Gcpi
-Gcpi
Horiz. Vert.
1
-31.45
-13.48
2
-43.43
-25.46
-3.61 -43.28
3
-27.46
-9.48
2.28 -27.36
4
-31.45
-13.48
1E
-32.95
-14.98
2E
-62.40
-44.43
-5.18 -62.19
3E
-35.44
-17.47
2.94 -35.32
4E
-32.95
-14.98
5
10.98
28.95
6
-23.46
-5.49
5E
21.47
39.44
6E
-30.45
-12.48�
LONGITUDINAL DESIGN WIND PRESSURES
Roof Type
1
Sloped
Net Design
Net Roof Pressure
Pressure, psf
Components
Surface
+Gcpi
-Gcpi
Horiz. Vert.
1
12.91
30.88
2
-43.43
-25.46
-3.61 -43.28
3
-29.09
-11.12
2.42 -28.99
4
-25.54
-7.57
1E
24.29
42.26
2E
-62.40
44.43
-5.18 -62.19
3E
-37,82
-19.85
3.14 -37.69
4E
-33.57
-15.60
5
10.98
28.95
6
-23.46
-5.49
5E
21.47
39.44
6E
-30.45
-12.48
notes: - negative values considered as 0
-when roof type is Gable end, use '1+4' and
'tE+4E' for'2+3' and'2E+3E', respectively
Design
Pressure Combos
Results (Horiz Comp)
Pressures
1+4
0.00
0.00
1 E+4E
0.00
0.00
2+3
5.89
5.89
2E+3E
8.12
8.12
5+6
34.45
34.45
5E+6E
51.92
51.92
E 5 2
2E.
4 -� G
i
i
REFERF. NCE CORNERS tE
a v
0ND DIRECTION
Pressure Combos
1+4
1E+4E
2+3
2E+3E
5+6
5E+6E
Results (Horiz Comp)
38.46
57.86
6.13
8.32
34.45
51.92
Design
Pressures
38.46
57.86
6.13
8.32
34.45
51.92
ASD Design
Pressures
0.00
0.00
3.53
4.87
20.67
31.15
ASD Design
Pressures
23.07
34.71
3.68
4.99
20.67
31.15
TSE Engineering Job#:
By:
Page:
TRANSVERSE WIND FORCES
Plan Number/Job ID
Koh
Grid:
1 2
3
4
5
6
7 8
Wind Pressures per:
ASCE 7-16
Interior Zone;
Horiz.Wind Roof =
20.67
20.67
20.67
20.67
20.67
psf
Horiz.Wind Wall =
20.67
20.67
20.67
20.67
20.67
psf
End Zone;
Horiz.Wind Roof =
31.15
31.15
31.15
31.15
31.15
psf
Horiz.Wind Wall =
31.15
31.15
31.15
31.15
31.15
psf
2a = 7.0 ft.
Sum of Transverse Wind Shears:
A) ASCE 7-16 Wind Pressure on Projected Area of Building;
Main 18784lbs.
Bsmt 26255lbs.
Total 45038lbs. CONTROLS
(see following pages for distribution)
B) 10psf Wind Pressure at Wall and 5 psf at Roof on Projected Area of Building;
Main 7711 lbs.
Bsmt 11850lbs.
Total 19561 lbs.
LONGITUDINAL WIND FORCES
Grid:
A B
C D
Wind Pressures per:
ASCE 7-16
Interior Zone;
Horiz.Wind Roof=
3.68
3.68
Horiz.Wind Wall =
20.67
20.67
End Zone;
Horiz.Wind Roof =
4.99
4.99
Horiz.Wind Wall =
31.15
31.15
2a = 7.0 ft.
Sum of Longitudinal Wind Shears:
A) ASCE 7-16 Wind Pressure on Projected Area of Building;
Main 9861 lbs.
Bsmt 13729lbs.
E F
Total 23590lbs. CONTROLS
(see following pages for distribution)
B) 10psf Wind Pressure at Wall and 5 psf at Roof on Projected Area of Building;
Main 6083lbs.
Bsmt 5790lbs.
psf
psf
psf
psf
Total 11873 lbs.
TSE Engineering
Job#:
By:
Page:
TRANSVERSE WIND FORCE DISTRIBUTION
Plan Number/Job ID
FRONT ELEVATION
Koh
Grid:1
;2
3
;4
;5
6
;7 ;8
Roof End Zone'E
-E
Wall Ht. 13
13
13
13
1 13
ft.
Wall End Zone / No SWE
_
E
Wall HU 11
11
11
11
11
ft.
Wall End Zone / No SWE
_
E
ft.
Width: 48.25
; 48.25
45
45
35
ft.
X; 14
.Main
20
18.75
; 20
26
ft.
LEVEL:
Roof Type; 1
1
1
1
1
Ridge/Gable Ht 2
2
2
2
2
;ft.
OH left1.5
ft.
OH right;
Area left;
sq.ft.
Area right;
sq.ft.
V left 1947
11757
;1647
.1757
;2284
0
;0 lbs.
V right; 1230
1757 1647
1757
3001
0 0 lbs.
LEVEL: Bsmt
Roof Type;
Ridge/Gable Hti
OH left;
OH right;
Area left!
Area right.
Vleft 4563 :4237 E3973 0237 .5509
V right. 29661 4237; 39731 4237 7106
D=
sq.ft.
1sq.ft.
lbs.
0 lbs.
TSE Engineering
LONGITUDINAL WIND FORCE DISTRIBUTION
RIGHT ELEVATION
Wall En
Wall En
Job#:
By:
Page:
Plan Number/Job ID
Koh
Roof Type; 1 1
Ridge/Gable Ht 11.5 11.5
ft.
OH frontl.5
ft.
OH back. 1.5
ft.
Area front;
sq.ft.
Area back)
sq.ft.
V front 2921 '2010 0 0 0
Ibs.
V back; 2253 2678 0 0 0
Ibs.
LEVEL: Bsmt
RoofType
Ridge/Gable Ht.ft.
OH front;
ft.
OH back'
ft.
Area front;
€sq.ft.
Area back:
sq.ft.
V front6964 4831 0 0 '0
Ibs.
V back: 5415 6380 0 0 0
Ibs.
TSE Engineering
SEISMIC ANALYSIS - SEISMIC WEIGHTS
Gri
F
TRANSVERSE
Total per Level: 130419 lbs. at Roof
147833lbs. at Main
LONGITUDINAL
Total per Level: 134046 lbs. at Roof
154169 lbs. at Main
Job#:
By:
Page: I
Plan Number/Job ID
Koh
2
1106712
1324912
26240I2
1324912 168871
'lbs.
14196i
17472!
156381
17472 20748
;lbs.
B2
E
2 2
2
_................_._......_....,....._
walls2
105542
139202
__....,,...... ,..,........................,..
141032
......�.... ._._...................,................._..........__......
14778
I lbs.
126001
19584
16875
19584
:Ibs.
A
2 I
I
:..........................................
Grid:1
.._?....
i2
.2
........................a,_„ __.
i 3
................
14
......._.............
I5 I6 i7
8
Long Walls
TSE Engineering
SEISMIC ANALYSIS -VERTICAL DISTRIBUTION OF FORCES
ASCE 7-16
hn =
Ta =
k=
Seismic Factor, IE _
Soil Site Class =
Coefficient, Ct =
Coefficient, x =
Coefficient, R =
24 ft.
0.22 secs.
1
TRANSVERSE DIAPHRAGM FORCES
Diaphragm Wall
Name Ht. hx wx wxhxx
(ft.) (ft.) (Ibs.) (ft.-Ibs.)
Roof 24 130419 3130056
13
Main 11 147833 1626158
11
Bsmt 0 0 0
0
E = 278252 4756214
LONGITUDINAL DIAPHRAGM FORCES
Diaphragm Wall
Name
Ht.
hx
wx
wxhxx
(ft.)
(ft.)
(Ibs.)
(ft.-Ibs.)
Roof
24
134046
3217104
13
Main
11
154169
1695854
11
Bsmt
0
0
0
0
E =
288215
4912958
1.00
D
0.02
0.75
6.5
Ss =
1.33 g
Fa =
1.00
SMs=
1.33
SDs =
0.887 g
Cs =
0.1364
Base Shear = 37956 Ibs
LATERAL FORCE PER LEVEL
C"
Fx
Vx
(Ibs.)
(Ibs.)
0.658
24979
24979
0.342
12977
37956
0.000
0
Base Shear = 39315 Ibs
LATERAL FORCE PER LEVEL
Cvx
Fx
Vx
(Ibs.)
(Ibs.)
0.655
25745
25745
0.345
13571
39315
0.000
0
Job#:
By:
Page:
Plan Number/Job ID
Koh
S1 =
0.47 g
Fv =
1.53
SM1 =
0.72
SD1 =
0.48 g
DIAPHRAGM FORCE
ER EWi Fpxx
(Ibs.) (Ibs.) (Ibs.)
24979 130419 24979
37956 278252 26216
DIAPHRAGM FORCE
EFi EWi Fpx
(Ibs.) (Ibs.) (Ibs.)
25745 134046 25745
39315 288215 27339
Note: Base shear values and all seismic forces calculated
this page are at ultimate level with no ad'ustments
TSE Engineering
SEISMIC ANALYSIS - DISTRIBUTION OF DIAPHRAGM FORCES
Gri
TRANSVERSE
Total Force per Level: 24979 lbs. at Roof
37956 lbs. at Main
Job#:
By:
Page:
Plan Number/Job ID
Koh
lbs.
lbs.
lbs.
lbs.
L•
Base shear values are summed per block between grids
LONGITUDINAL
Total Force per Level: 25745 lbs. at Roof
39315 lbs. at Main
bs.
bs.
RIS
Long Walls
TSE Engineering Job#:
By. lie
Page: f
SEISMIC DESIGN FORCES AT SHEARWALLS
Plan Number/Job ID
Koh
p = 1.3
TRANSVERSE
GRID
LEVEL
Lsw
QE
O QE
E
0.7E
(ft.)
(lbs.)
(Ibs.)
(lbs.)
(lbs.)
1
Main
14
1940
2522
2522
1765
Bsmt
21
3037
3948
3948
2764
2
Main
15
4500
5851
5851
4095
Bsmt
18
7226
9394
9394
6576
3
Main
22
6323
8220
8220
5754
Bsmt
22
9086
11812
11812
8269
4
Main
22
6323
8220
8220
5754
Bsmt
8.5
9086
11812
11812
8269
5
Main
13
4226
5494
5494
3846
Bsmt
5
6854
8911
8911
6238
6
Main
12
1666
2165
2165
1516
Bsmt
17.5
2665
3465
3465
2425
SEISMIC DESIGN FORCES
LONGITUDINAL
GRID LEVEL
A Main
Bsmt
B Main
Bsmt
C Main
Bsmt
TSE Engineering Job#:
By:
ft
Page:
f
Plan Number/Job ID
Koh
p = 1.3
Lsw
QE
p QE
E
0.7E
(ft.)
(lbs.)
(lbs.)
(lbs.)
(Ibs.)
15
5124
6661
6661
4662
9
8321
10817
10817
7572
39.25
12872
16734
16734
11714
94
19658
25555
25555
17889
45.5
7749
10073
10073
7051
98
11337
14738
14738
10317
t i Mali
jVlAPO
W1q
A A
TRANSVERSE SHEARWALLS
Grid 1 Grid:EA
Level: Main
LB
TSE Engineering
Lsw
14
v wind:
139
v seismic:
126
USE::
SW1
R wind'
1508
R seismic'
1638
Roof Trib.
5
Roof DL'i
1400
Wall DL=
2184
Uplift wind:
433
Uplift seismic:
25
USE:;
HDU4
5/8" Dia. Ca
Level: Bsnnt
Lswi
7
14
v wind:
217
217
v seismic:
132
132
USE:;
SW2
Conc. Fnd
R wind:
2390
3596
R seismic:
1448
2540
Roof Trib.
Roof DL
0
0
Wall IDLI
924
1848
Floor Trib.
6
5
Floor DLE
1008
1680
Uplift wind:
1811
1462
Uplift seismic.578
0
USE::
HDU4
Anchor Bolts:
5/8" Dia. 432" ox.
48" ox.
M
E
Job#:
By:
Page:
Plan Number/Job ID
Koh
G iH
pif
pif
Ibs
Ibs
ft.
Ibs
Ibs
ft.
Ibs
Ibs
Ibs
TRANSVERSE SHEARWALLS
Grid 2
Level: Main
v:
R:
Ro
F
Upl
Uplift!
Level: Bsmt
Lsw
v wind:
v seismic:
USE:
TSE Engineering
C
15
199
273
SW2
2689
3549
2
600
2340
1707
2226
HDU4
5/8" Dia. @ 32" o.c.
18
400
365
Conc.Fnd
ro
Job#:
By:
Page:
Plan Number/Job ID
Koh
ft.
plf
plf
TRANSVERSE SHEARWALLS
Grid 3
Level: Main
v
R
Rc
F
1
Up
Uplift
Level: Bsmt
Lsw
v wind:
v seismic:
USE:;
TSE Engineering
22
155
262
SW2
2012
3400
5
2200
3432
322
866
HDU4
5/8" Dia. @
13
373
376
Conc. Fnd
32" o.c.
C
Job#:
By:
Page:
Plan Number/Job ID
Koh
G
N
pif
Ibs
Ibs
ft.
Ibs
Ibs
Ibs
Ibs
plf
TRANSVERSE SHEARWALLS
Grid 4 Grid:A
Level: Main
v wind
v seismic
USE:
R wind
R seismic
Roof Trib.
Roof DL
Wall DL
Uplift wind
Uplift seismic
Level: Bsmt
v winc
USE:
R wind
R seismic
Roof Trib.
Roof DL
Wall DL
Floor Trib.
Floor DL
Uplift wind
Uplift seismic
USE:
Anchor Bolts:
TSE Engineering
22
155
262
SW2
2012
3400
10
4400
3432
0
0
8.5
966
973
SW7
11672
14103
0
1122
3
612
8802
9798
HDU14
5/8" Dia. @
12" o.c.
0
E
F
Job#.
By:
Page: i
Plan Number/Job ID
Koh
G
ft.
plf
plf
Ibs
Ibs
ft.
Ibs
Ibs
ft.
Ibs
Ibs
Ibs
a
seer rw�
ei4mw,
P)Wft.0 A V�welw cl
lt
�,Ie r ,OAI re
44
1 ,5vWW-Cf,
t 0C,C5
TRANSVERSE SHEARWALLS
Grid 5 Grid:A
Level: Main
v
R
R<
I
OF
Uplift
Level: Bsmt
LswE
v wind:
v seismic.
USE:;
TSE Engineering
v
13
311
296
SW2
4041
3846
12
3120
2028
2497
1529
HDU6 or MSTC40
5
1949
1248
Conc. Fnd
M
E
Job#:
By:
Page:
Plan Number/Job ID
Koh
F G H
Eft.
plf
plf
Ibs
:Ibs
Eft.
:Ibs
Ibs
TRANSVERSE SHEARWALLS
Grid 6 Grid:€A
Level: Main
v
R
Re
Up
Uplift
Level: Bsmt
LswI
v wind;
v seismic:
USE::
R wind.
TSE Engineering
I:0
5
250
126
SW2
2500
1260
7
700
780
2056 _
594
HDU4 or MSTC40
5/8" Dia. @ 32" ox.
17.5
406
139
Conc. Fnd?
6696
M
Job#:
By:
Page:
Plan Number/Job ID
Koh
F G H
7 ift.
plf
plf
Ibs
:Ibs
ft.
:Ibs
Ibs
Ibs
=plf
plf
Ibs
LONGITUDINAL SHEARWALLS
Grid A Grid:1
Level: Main
v wino
v seismic
USE:
R wind
R seismic
Roof Trib.
Roof DL
Wall DL
Uplift wind
Uplift seismic
USE:
Level: Bsmt
4.5
195
311
SW3
2532
4041
3
270
702
2240
3603
TSE Engineering
10.5
195
311
SW3
2532
4041
3
630
1638
1851
3020
Post, 9 Post Support Edge of Floor
V(total)Wind = 6960 Ibs
V(total) E_ 7570 Ibs
USE:: Cantilever Diaphragm
I
M
Job#: ,
By:
Page: t
Plan Number/Job ID
Koh
Ibs
Ibs
Ibs
ft.
plf
plf
�C ? PROJECT:
e CLIENT:
9 JOB NO.: DATE:
Wood Diaphragm Desian Based on-NDS 2018
IINPUT DATA 8 DESIGN SUMMARY
PAGE:
DESIGN BY
REVIEW BY:
� o B 3 _ F
i � Case
8 Case 3
I B I k I B 13
1G OF Douglas -Fir -Larch OR Southern Pine ?
THE DIAPHRAGM DESIGN IS ADEQUATE.
1L FORCE ON CANTILEVER DIAPHRAGM:
WWIND=
315 ': ;plf, ASD
"/SEISMIC=
345 pif, ASD
iIONS: B= 98 :.:ft L
L: 22_.
It
GRADE (0 or 1) = 1 <= Sheathing and Single
-Floor
BLOCKED 19132 SHEATHING WITH 10d COMMON NAILS
M NOMINAL FRAMING WITH (2 or 3)
2
in
@ 6 in O.C. BOUNDARY76 in O.C. EDGES / 12"O.C. FIELD.
N NOMINAL PANEL THICKNESS
3/4
in
)N NAIL SIZE (0=6d, 1=8d, 2=10d )
:' 2
' 10d
THE CHORD FORCES: T = C = 2.56 kips, ASD
IC GRAVITY OF FRAMING MEMBERS
-0.41.:
THE MAXIMUM DIAPHRAGM DEFLECTION:
d = 0.43 in
YSIS
DIAPHRAGM RATIO (SDPWS-15 4.2.5 & 4.2.7)
LIB = 0.22 < 1.0 / 1.0 [Satisfactory]
L = 22.00 < 37.5 ft [Satisfactory]
DIAPHRAGM SHEAR STRESS
vM. = 77 plf, ( Boundary Spacing = 6 in, Edges RegD = 6 in)
THE SHEAR CAPACITIES PER IBC Tnhle "OR ?(1) / gnpWS-15 Tahla 4 9A with ASD reduction factnr 9 n
Panel Grade
Common
Min.
Penetration
Min.
Thickness
Member
Width
Blocked Nail Spacing
Boundary/Other Edges
Unblocked
Nail
(in)
(in)
(in)
1 6/6
1 4/6
2.5/4
2/3
Case
Others
Sheathing and Single -Floor
10d
1 1 5/8
1 19132
2
1 320
1 425
640
730
285
215
Note: I ne Inalcatea snear numbers nave reaucea by Specitic gravity ractor per 6UHVV6-1b I able 4.ZA note 2.
:RMINE CHORD/DRAG STRUT FORCE (SDPWS-15 4.2.5, ASCE 7-16 12.3,12.8 & Table 12.2-1):
T = C = Max (WWND. no vsElsmn) L2 / (213) = 2.56 kips, ASD
Where C20 = 3.0
.RMINE DIAPHRAGM DEFLECTION: (IBC 2305.2, /SDPWS-154.2.2)
A=AB-ditig+0.n,eo,+A,uoji,rv+Acnore.ruesslp= A8 +v4Gt)+0.188(2L)e„+I(2BcxJ = 0.433 in,ASD
Where: v = 77 pit 2 L = 44 ft E = 1.7E+06 psi
A= 21.75 in` B= 98 ft G= 9.0E+04 psi,(UBC97 Page3 421)
t = 0.356 in,(UBC97 Page3-420) a. = 0.041 in, SD E(DA = 45.00 in, SD CM = 1.0
Note: The deflection, A, above is based on completely blocked. For unblocked diaphragm, 2AA should be used.
LONGITUDINAL SHEARWALLS
Grid B Grid:1
Level: Main
Lswi
8.75
v wind:
109
v seismic;
298
USE:;
SW2
R wind:
1412
R seismic,
3880
Roof Trib.l
13.5
Roof DLI
2363
Wall DL
1365
d
Upliftwind
293
Uplift seismic;
2202
USEA
MSTC52
Level: Bsmt
Lsw
v wind:
v seismic;
USE:;
TSE Engineering
14
12.5
109
109
298
298
SW2
SW2
1412
1412
3880
3880
2
2
560
500
2184
1950
589
677
2645
2777
HDU5
HDU5
5/8" Dia. at
32" o.c.
46 44
173 161
270 270
Conc WallConc Wall
4
109
298
SW2
1412
3880
2
160
624
1177
3527
MSTC66
Job#:
By:
Page: fl
Plan Number/Job ID
Koh
17 ?8
plf
plf
Ibs
Ibs
Ibs
Ibs
Ibs
Ibs
TSE Engineering
LONGITUDINAL SHEARWALLS
Use Portal Frame at Garage Front
Grid C Grid:1
2
3
'4
5
Level: Main
Lswi
8.5
1.5
13.5
20
v wind:
59
59
59
59
v seismic:
155
155
155
155
USE::
SW2
PF
SW2
SW2
R wind;
765
765
765
765
R seismic;
2015
2015
2015
1
2015
Roof Trib.
3
3
3
3
Roof DL
510
90
810
1200
Wall DLE
1326
234
2106
3120
Upliftwind
214
668
0
0
Uplift seismic;
1188
1 1869
702
71
USE:;
HDU4
HDU4
HDU4
HDU4
5/8" Dia. at 32" ox.
Level: Bsmt
Lsw'
8.5
20
18.75
19.5
25
v wind;
65
65
65
65
65
v seismic;
105
i 105
105
105
105
USE::
Conc.
Conc.
Conc.
Conc.
Conc.
Job#:
By:
Page:
Plan Number/Job ID
Koh
7 18
ft.
plf
pif
c
ME
A Engineering A
12B10 NE 178TH ST STE 218
WOODINVILLE, VVA98072 v (425) 481-6601
ryaof Fermin Plan HIGH
PROJECT::JOB#: (�y�,t
69A V ti`J LOAD BY: U L kQ
4>vdLyl I DATE:
�� tr
NpTC O f NDt CA7t 7A'G'
/vuM'8cg- fvK SIAM
oK aLuMN CALL
RAFTER
INPUT:
Uniform Loading
w (DL)
w (LL)
Roof (psf)
20
25
Tributary (ft)
2
2
Wall (psf)
10
0
Tributary (ft)
0
0
Floor (psf)
17
40
Tributary (ft)
0
0
Other (plf)
3
0
43
50
plf
plf
;im.Y1ly0
TSE Engineering
Span Length
L
10
ft
w (TL)
93
pif
Job #:
By: .
Page:a9- `
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
215
215
250
250
465
465
538
625
1163
lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
CD
1.15
Timber
CH
1
Dimen. Lbr.
DFL#2
990
180
625
1.6
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
1.5
9.25
13.88
21.4
99
in.
in.
in.A2
in.A3
in.A4
fv =
43 psi
Brg.Lgth.=
0.041 ft.
CL =
1.000
fb =
650 psi
GL Cv =
N/A
R =
N/A
A (DL) =
0.06 in.
A (LL) =
0.07 in.
A (TU =
0.13 in.
RATIOS OF ACTUAL
TO ALLOWABLE
RATIOS OF
SPAN TO DEFLECTION
fv / Fv' =
0.21
L /
1688
for LL
fb / Fb' =
0.57
L /
908
for TL
USE
2x10 DFL#2
@ 24" o.c.
v 3.3.03
Rafter w/ Long Overhang
INPUT:
w (DL) pif
w (LL) pif
w (TL) pif
P (DL) Ibs
P (LL) Ibs
P (TL) ibs
RESULTS
ooa= 15NOW
Low+tT"-P
LogD
w
Re
2.333333 2.333333 2.333333 2.333333 2.333333 2.333333 6
L = 14 ft.
43 43 43 43 43 43 43
50 50 50 50 50 50 50
93 93 93 93 93 93 93
01 01 01 01 0
RA (TL) =
531 Ibs.
RB (TL) =
1329 Ibs.
VA (TL) =
531 Ibs.(max.)
VB (TL) =
771 Ibs.(max.)
MA (TU =
0 ft.lbs. MA-B (TL) =
1467 ft.lbs.(max.)
MB (TL) _
-1674 ft.lbs.
A (DL) =
A (DL) =
0.131 In.
A (DL) _
-0.009 In.
A (LL) =
A (LL) =
0.153 In.
A (LL) _
-0.011 in.
A (TL) =
A (TL) =
0.284 in.
A (TL) _
-0.020 in.
BEAM PROPERTIES:
MATERIAL Fb
Manuf l-br.
Timber
Dimen. Lbr. dfl#2 990
psi
b d A_
1.5 9.25 13.88
in. in. in.A2
STRESSES:
fv = 50 psi
Fv Fc er E x 10A6
180
625 1.6
psi
psi psi
S
1
21.4
98.9
in.A3
in.A4
fb = 823 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv / Fv' = 0.24
fb / Fb' = 0.63
RATIOS OF SPAN TO DEFLECTION:
L/ 1100 for LL
L / 592 for TL
USE 2x10 DFL#2 @ 24" o.c.
v 3.3.03
Big.Lgth.
0.08
ft.
fv =
fb =
fv/Fv'=
fb/Fb'=
CD 1.15
CH 1
Cr 1.15
Ci 1
76 psi
-939 psi
0.37
0.72
L / 6595 for LL
L / 3546 for TL
TSE Engineering
Flush Header
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
13.5
Tributary (ft)
8.5
8.5
ft
Wall (psf)
10
0
Tributary (ft)
0
0
Floor (psf)
25
40
Tributary (ft)
0
0
Other (plf)
10
0
w (TL)
180
212.5
392.5
plf
plf
plf
RESULTS
Job #:
By:
Page: o�
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
1215
1215
1434
1434
2649
2649
4101
4841
8942
lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
GL
2400
265
650
1.8
CD
1.15
Timber
CH
1
Dimen. Lbr.
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
5.5
9
49.50
74.3
334
in.
in.
in.A2
in.A3
in.A4
fv =
71 psi
Brg. Lgth.=
0.062 ft.
CL =
1.000
fb =
1450 psi
GL Cv =
1
R =
815 ft.
A (DL) =
0.22 in.
A (LL) =
0.26 in.
A (TL) =
0.49 in.
RATIOS OF ACTUAL
TO ALLOWABLE
RATIOS
OF
SPAN TO DEFLECTION
fv / Fv' =
0.23
L /
614
for LL
fb / Fb' =
0.53
L /
332
for TL
USE GLULAM
5-1/2x9"
v 3.3.03
goo7- DeAD
Header /SN"u Lh41J
i w
RA� IRB 3
INPUT:
w (DL) plf
270
270
270
270
270
270
230
w (LL) pif
325
325
325
325
325
325
275
w (TL) pif
595
595
595
595
595
595
505
P (DL) Ibs
P (LL) Ibs
P (TL) Ibs
0
0
0
0
0
RESULTS:
RA (TL) =
3381 Ibs.
RB (TL) =
5274 Ibs.
VA (TL) =
3381 Ibs.(max.)
VB (TL) =
3759 Ibs.(max.)
MA (TL) =
0 ft.lbs.
MA-B (TL) =
9574 ft.lbs.(max.)
Me (TL) _
-2273 ft.lbs.
A (DL) =
A (DL) =
0.183 in.
A (DL) _
-0.125 in.
A (LL) =
A (LL) =
0.220 in.
A (LL) _
-0.151 in.
A (TL) =
A (TL) =
0.403 In.
A (TL) _
-0.276 in.
BEAM PROPERTIES:
MATERIAL
Fb
Fv
Fc er E x 10A6
GL Cv =
R =
Manuf.Lbr.
GL 2400
265
650 1.8
1
788 ft.
Timber
Dimen. Lbr,
psi
psi
psi psi
b
d A
S
I
Brg.Lgth.
CD 1.15
5.5
9 49.50
74.3
334.1
0.1
CH 1
in.
in. in.A2
in.A3
in.A4
ft.
Cr 1.15
Ci 1
STRESSES:
fv =
89 psi
fv =
100 psi
fb =
1547 psi
fb =
-367 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv/Fv'=
0.29
fv/Fv'=
0.33,
fb / Fb' =
0.49
fb / Fb' =
0.23
RATIOS OF SPAN TO DEFLECTION:
L /
654 for LL
L /
238 for LL
L /
357 for TL
L /
130 for TL
USE GLULAM 5-1/2x9"
v 3.3.03
2FORTEWEB`
MEMBER REPORT
Level, Roof: Drop Beam ,7, cL.�g
1 piece(s) 5 1/2" x 18" 24F-V4 OF Glulam tl/J�
:xl :I tZooF LoAOS
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @Canadian
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
7409 @ 25' 2 3/4"
19663 (5.50")
Passed (38%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
5167 @ 23' b"
20114
Passed (260/")
1.15
1.0 D + 1.0 S (All Spans)
Pas Moment (Ft-Ibs)
35947 @ 12' 7 3/4"
64104
Passed (56%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-2133 @ 25' 2 3/4"
52656
Passed (4%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Deft. (in)
0.441 @ 12' 9"
1.245
Passed (1-/677)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.830 @ 12' 8 13/16"
1.660
Passed (L/360)
--
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (1-/180).
• Overhang deflection criteria: LL (2/240) and TL (2U380).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L = 24' 7 9/16".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 4 5/16".
• The effects of positive or negative camber have not been amounted for when calculating deflection.
• The specified giulam Is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on Nos.
Supports
eeadng Length
Loads to Supports Vbs)
ACCeSeadea
Total
Available
Required
Dead
Snow
Factored
I - Column Cap - steel
5.59,
5.50"
12823
3173
5996
Blocking
2-Column-steel
5.59,
5.50"
2.07"
3502
3907
7409
1 Blocking
mocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing intervals
comments
Top Edge (tu)
28' 3" o/c
Bottom Edge (tu)
28' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location(Side) f
TributaryWidth
Dead
(0.90)
Snow
(1.15).
Comments'
0- Self Weight(PLF)
0 to 28'23/4"
N/A
24.1.
—
1 - Uniform (PSF)
0 W 28' 2 3/4" (Front)
10,
20.0
25.0
Default Load
Member Notes:
Ridge Beam
System : Roof
Member Type: Drop Beam
Building Use: Residential
Building Code : IBC 2018
Design Methodology: Aso
Member Pitch : 0/12
aeuser warrants that the sizing of it products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
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
ible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Working Panels and Squash Blocks) are not designed by this software. Products manufactured at
aeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports ESR-1153 and ESR-1387
tested In accordance with applicable ASiM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer W
design loads, dimensions and support information
ForteWEB software Operator
4/19/20235:54:55 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.13.6
\Veyerhaeuser File Name: Koh
Pagel/1
Job Notes
Keith Ryan
TSE
(425)481-6601
keith@es aep.cum
1F RTE EB
Level, Roof Beam 6
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
'; Actual Location
Allowed
Result
LDF
Load: iCombination (Pattem)
Member Reaction (Ibs)
4768 @ 15' 2 3/4"
19663 (5.50")
Passed (24%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2892 @ 14'
13409
Passed (22%)
IAA
1.0 D + 1.0 S (All Spans)
Pas Moment (Ft-Ibs)
11582 @ 76 3/4"
30360
Passed (38%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-1996 @ 15' 2 3/4"
23403
Passed (9%)
1.15
1.0 D + 1.0 5 (All Spans)
Live Load Deft. (in)
0.176 @ T 8 3/4"
0.745
Passed (L/999+)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.320 @ 78 7/16"
0.993
Passed (L/558)
--
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (U240) and TL (L/180).
• Overhang defiri criteria: 11 (24240) and TL QU180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 5 7/16".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = T 7 1/4".
• The effects of positive or negative camber have not been accounted for when calculating detector.
• The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
:gearing Length;
.Loads to Supports(Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1- Column -HF
5.50"
5.50"
1,50"
1541
1812
3353
Blocking
2- Column -HF
5.50"
5.50"
1.50"
2215
2553
4768
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
` Bracing Intervals
Comments
Top Edge (LU)
18' 3" 0/c
Bottom Edge (Lu)
18' 3" oJc
*Maximum allowable bracing Intervals based on applied load.
Vertical Loads '.
Location (Side)
Tributary Width
Dead %
(0.90)
Snow t
(1.15) -'
Comments -:
0- Self Weight(PLF)
0to IV23/4"
N/A
16.0
—
I - Uniform (PSF)
0 to I8' 2 3/4" (Front)
9' 6"
20.0
25.0
Default Wad
Member Notes[
Ridge Beam
System : Roof
Member Type: Drop Beam
Building Use: Residential
Building Code : IBC 2018
Design Methodology: ASO
Member Pitch : 0/12
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantles
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party, certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested In accordance with applicable ASTM standards. for current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/documenMibrary.
The product application, Input design loads, dimensions and support Information have been provided by FodsWEB Software Operator
FurtewEg Software Operator
4/19/2023 5:59:31 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser File Name: Koh
Page 1 / 1
lob Notes
Keith Ryan
TSE
(425)481-6601
keith@ue-aepown
OFORTEWEB
73117191METWOM
Level, Roof Beam 7
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam tA7 — O.nr LoA DS
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
'- Actual @Location
Allowed
Result
LDF
Load: Combined' ion
Member Reaction (Ibs)
7333 @ 17' 6'
7796 (3.50")
Passed (941/6)
--
1.0 D + 1.0 S (Adj Spans)
Shear (Ibs)
3284 @ 164 1/4"
13409
Passed (21%)
1.15
1.0 D + 1.0 5 (Adj Spans)
Pos Moment (Ft-Ibs)
6329 @ 9' 13/8"
30360
Passed (22%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-9817 @ V- 6"
23403
Passed (42%)
1.15
1.0 D + 1.0 S (Adj Spans)
Live Load Deft. (in)
8
0.090 @ 9' 1/8"
0.725
Passed (U999+)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Deff. (in)
0.148 @ 9' 7 3/16"
0.967
Passed (L/999+)
--
1.0 D + 1.0 S (Alt Spans)
• uenecdon mtena: LL (l/140) and I L (L/iBU).
• Overhang deflection criteria: LL (2L/240) and Lt. (211180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L — 11' 13/16".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 9".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam Is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
:Bearing Length;
Lee to Su pp arts (Ibs)
Accessories
Total 1
Available
Required
Dead
Snow
Factored
1-Column-HF
5.50"
5.50"
1.50"
1866
2223
4089
Blacking
2 - Stud wall - HF
3.50"
3,50"
3.29"
3379
3954
7333
Blocking
3- Column -HF
5.50"
5.50"
1.50"
983
1 1269
1 2252
Blocking
mui king Panels are assumed to carry no loads appnea directly above None and the mil load is applied to the member being designed.
Lateral Bracing
+ Bracing Intervals
comments
Top Edge (Lu)
Bottom Edge (Lu)
,Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)I
Snow
(115)
comments '.
0- Self Weight(PL17
0to 30'23/4"
N/A
16.0
—
1- Uniform (PSF)
0 to 30' 2 3/4" (Front)
9' 6"
20.0
25,0
Default Load
Member Notes'
Ridge Beam
1_
t30
System : Roof
Member Type:
Drop Beam
Building Use :
Residential
Building Code
: IBC 2018
Design Methodology: Aso
Member Pitch
: 0/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its penduds will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsdaines any other warranties
related be 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 former is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeusecmm/woddproducts/document-library.
The product application, input design leads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB software operator
4/19/2023 6:03:02 PM
LITEKeith
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser File Name: Koh
Page 1 / 1
Job Notes
Ryan
TSE
(425)481-6601
keiU@tse-aep.mm
T6pr'lTEWER MEMBER REPORT --
Level, Roof Beam 8
1 piece(s) 5 112" x 12" 24F-V4 OF Glulam
61,illyt W 6* SAO
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Laadt'Combination (Pattern)
Member Reaction (Ibs)
4247 @ 8' 2 3/4"
19663 (5.50")
Passed (220/)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1726 @ 7'
13409
Passed (13%)
1.15
1.0 D + 1.0 S (All Spans)
Pas Moment (Ft-Ibs)
2402 @ 3' 6 1/2"
30360
Passed (8%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-3621 @ 8' 2 3/4"
23403
Passed (15%)
1.15
1.0 D + 1.0 S (AII Spans)
Live Load Defl. (in)
0.014 @ 11' 2 3/4"
0.300
Passed (2L/999+)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Dell. (in)
0.020 @ 11' 2 3/4"
0.400
Passed (2L/999+)
--
1.0 D + 1.0 S (Alt Spans)
• Dejection criteria: ILL (L/240) and TL (L/180).
• overhang deflection criteria: LL (21./240) and TL (21-1180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calmlated using length L = 6' 5 1/16°.
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 11518".
• The effects of positive or negative amber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer.
• Applicable calalations are based on Nos.
Supports
Searing
Length,
',Loads to Supports(lbs)
Accessories
Total ':
Available
Required
Dead
Snow
Factored
1- Column -HF
5.50"
5.50"
1.50"
697
955
1652
Blocking
2- Column -HF
5.50"
5.50"
1.50"
2029
2217
4247
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Tap Edge (Lu)
11' 3" o/c
Bottom FAge (W)
11' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side) '
Tributarywidth
Dead.
(0.90)
Snow
(1.15) 1
Comments '.
0 - Self Weight (PLF)
0 to 11' 2 3/411
N/A
16.0
--
L- uniform (PSF)
0to 11' 2 3/4" (Top)
10,
20.0
25.0
RMI'toad
2-Point(lb)
It -(Top)
N/A
300
250
Rim Beams
Member Notes
Ridge Beam
3'
System : Roof
Member Type: Drop Beam
Building Use : Residential
Belding Code : 18C 2018
Design Methodology: ASD
Member Pitch : 0/12
Weyerhaeuser Notes
Weyerhaeuser warrant that the sizing of its products will be In accordance whh 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 droumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at
Weyerhaeuser racllUles are third -party cardfled m sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ER-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to
www.weyerhaeuser.wmtwoodproducts/document-Iibmry.
The product application, Input design loads, dimensions and support information have been provided by Fo teWEB Software Operator
ForteWEB Software Operator
4/20/2023 5:20:18 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Wryerhmeuser File Name: Koh
Page 1 / 1
lob Notes
TSERyan
TSE
(425)481-6601
kefth@tee-aep.com
i-AIFORTEWEB
MEMBER REPORT
Level, Roof Beam 9
1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
Overall Length: 19' 2 3/4"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual Location
Allowed
Result
LOF
Load:: Combination (Pattern)
Member Reaction (Ibs)
6318 @ TV'
19663 (5.50")
Passed (32%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2891 @ 7' 2 3/4"
20114
Passed (14%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
8158 @ 13' 3/8"
68310
Passed (12%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-7170 @ 5' 6"
52656
Passed (14%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.030 @ 12' 5 1/16"
0.670
Passed (L/999+)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.050 @ 12' 6 3/4"
0.893
Passed (L/999+)
--
1.0 D + 1.0 S (Alt Spans)
• Degection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (21-1240) and TL (2L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 8 13/16'.
• CnUc, l negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 719 1/8".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
SBearing
Length.
Goads to Supports(lbs)
Accessories
Total >
Available
Required
Dead
now t
Fa ctored
1- column -NF
S.50"
5.5W
177
2986
3332
6318
Blocking
2-Column-IT
5.50"
5.59'
1.50"
1322
16ll
2939
Blocking
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
19' 3" o/c
Bottom Edge (Lu)
19' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead:
(DAB):
Snow
(1.15)
Comments
0 - Self Weight (PIF)
0 to 19' 2 3/4"
N/A
24A
1- Uniform (PSF)
0 to 19' 2 3/4" (Front)
10,
20.0
25.0
Default Load
Member Notes:
Ridge Beam
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology: ASO
Member Pitch : 0/12
Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disc ms ny 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 recorda, builder or former is
responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to
www.weyerhaeuser.cam/woodpmducts/document-library.
The product application, Input design loads, dimeosions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
4/19/20236:31:43 PM OTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
1Veycrhaeuser File Name: Koh
Page 1 / 1
Job Notes
Keith Ryan
TSE
(425)481-6601
keith@tse-aep.com
TSE Engineering Job #:
By:
Page: 33
Header
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
10
Tributary (ft)
6
6
ft
Wall (psf)
10
0
Tributary (ft)
0
0
Floor (psf)
25
40
Tributary (ft)
0
0
Other (plf)
10
0
w (TL)
130
150
280
plf
pif
plf
RESULTS:
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
650
650
750
750
1400
1400
1625
1875
3500
lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
CD
1.15
Timber
CH
1
Dimen, Lbr.
DFL#2
1080
180
625
1.6
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
3.5
9.25
32.38
49.9
231
in.
in.
in.A2
in.A3
in.A4
fv =
55 psi
Brg.Lgth.=
0.053 ft.
CL =
1.000
fb =
840 psi
GL Cv =
N/A
R =
N/A
A (DL) =
0.08 in.
A (LL) =
0.09 in.
A (TL) =
0.17 in.
RATIOS OF ACTUAL
TO ALLOWABLE RATIOS
OF SPAN TO DEFLECTION
fv I FV =
0.27
L /
1313
for LL
fb / Fb' =
0.68
L /
704
for TL
USE
4x10 DFL#2
v 3.3.03
Header
INPUT:
w (DL) plf
w (LL) pif
w (TL) plf
P (DL) lbs
P (LL) Ibs
P (TL) Ibs 0
RESULTS:
RA (TL) _
VA (TL) _
MA (TL) _
A (DL) _
A (LL) _
A (TL) _
M
?606
w
2.166667
1 2.166667
2.166667
2.166667
t2.166667
2,166667
RB
3
L = 13 ft.
130
130
130
130
130
130
130
150
150
150
150
150
150
150
280
280
280
280
280
280
280
380
380
0
0
0
0
0
760
1548 Ibs.
RB (TL) =
3692 Ibs.
1548 Ibs.(max.)
VB (TL) =
2092 Ibs.(max.)
0 ft.lbs.
MA-B (TL) =
4145 ft.lbs.(max.)
MB (TL) _
-3540 ft.lbs.
A (DL) =
0.133 in.
A (DL) _
-0.038 in.
A (LL) =
0.161 in.
A (LL) _
-0.056 in.
A (TL) =
0.294 in.
A (TL) _
-0.093 in.
FIES:
MATERIAL Fb Fv Fc er E x 10A6
Manuf.Lbr.
Timber
Dimen. Lbr. DFL#1 1200 180 625 1.7
b
3.5
in.
STRESSES:
fv =
psi psi psi psi
d A S I Brq.Lgth. CD 1.15
9.25 32.38 49.9 230.8 0.1 CH 1
in. in.A2 in.A3 in.A4 ft. Cr 1
62 psi
fb = 997 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv / Fv' = 0.30
fb/Fb'= 0.72
RATIOS OF SPAN TO DEFLECTION:
L / 968 for LL
L / 531 for TL
USE 4x10 DFL#1
Ci 1
fv = 87 psi
fb = -851 psi
fv / FV = 0.42
fb / Fb' = 0.62
L / 646 for LL
L / 386 for TL
v 3.3.03
TSE Engineering
Fascia
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
15
Tributary (ft)
1
1
ft
Wall (psf)
10
0
Tributary (ft)
0
0
Floor (psf)
25
40
Tributary (ft)
0
0
Other (plf)
5
0
w (TL)
25
25
50
plf
plf
plf
RESULTS:
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL) M (DL)
188
188
188
188
375
375 703
lbs.
lbs.
lbs.
lbs.
lbs.
lbs. ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
FC(perp)
E x 10A6
Manuf.Lbr.
Timber
Dimen. Lbr.
b
1.5
in.
fv =
fb =
A (DL) _
v 3.3.03
DFL#2 990 180
psi psi
d A S
9.25 13.88 21.4
in, in.A2 in.A3
36 psi Brg.Lgth.=
790 psi GL Cv =
0.18 in. A (LL) _
RATIOS OF ACTUAL TO ALLOWABLE
fv/Fv'= 0.18
fb / Fb' = 0.69
USE 2x10 DFL#2
626
psi
99
in.A4
0.033 ft.
N/A
0.18 in.
1.6
psi
Job #:
By:
Page: 3 br
M (LL) M (TL)
703 1406
ft.lbs. ft.lbs.
CD 1.15
CH 1
Cr 1
Ci 1
CL = 1.000
R = N/A
A (TL) = 0.36 in.
RATIOS OF SPAN TO DEFLECTION
L / 1001 for LL
L / 500 for TL
Fascia
19
Tkvwl
rA4�-,IA
w
Roc F
1.583333 t 1.583333 1.5833331 1.583333L 1.583333 1.583333
1 = Q F ff
w (DL) plf
25 25
25
w (LL) plf
25 25
25
w (TL) plf
50 50
50
P (DL) Ibs
190
P (LL) Ibs
190
P (TL) Ibs
380 0
0
RESULTS:
RA (TL) =
758 Ibs.
VA (TL) =
455 Ibs.(max.)
MA (TL) _
-626 ft.lbs.
MA-B (TL) _
A (DL) =
0.004 in.
A (DL) _
A (LL) =
0.004 in.
A (LL) _
A (TL) =
0.008 in.
A (TL) _
BEAM PROPERTIES
25
25
25
25
25
25
25
25
50
50
50
50
0 0
0
RB (TL) _
VB (TL) _
293 ft.lbs.(max.)
MB (TL) _
0.010 in.
A (DL) _
0.010 in.
A (LL) _
0.020 in.
A (TL) _
MATERIAL Fb Fv
Fc er E x 10A6
Manuf.Lbr.
Timber
Dimen.Lbr.
DFL#2 990 180
625 1.6
psi psi
psi psi
b
d A S
1
1.5
9.25 13.88 21.4
98.9
in.
in. in.A2 in.A3
in.A4
STRESSES:
fv =
45 psi
fb =
-351 psi fb =
164 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv / Fv' =
0.22
fb/Fb'=
0.31 fb/FU
0.14
RATIOS OF SPAN TO DEFLECTION:
L /
4371 for LL L /
11490 for LL
L /
2185 for TL L /
5745 for TL
USE 2x10 DFL#2
(14w)
v 3.3.03
Brg.Lgth.
0.04
ft.
fv =
NVA WM
172 Ibs.
172 Ibs.(max.)
0 ft.lbs.
CD 1.15
CH 1
Cr 1
Ci 1
14 psi
0.07
TSE Engineering Job #:
By:
Page: 3�
Rim Beam
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
10
Tributary (ft)
2
2
ft
Wall (psf)
10
0
Tributary (ft)
0
0
Floor (psf)
17
40
Tributary (ft)
0
0
Other (plf)
10
0
w (TL)
50
50
100
plf
plf
plf
RESULTS:
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
250
250
250
250
500
500
625
625
1250
lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
Co
1.15
Timber
CH
1
Dimen.Lbr.
DFL#2
1080
180
625
1.6
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
3.5
9.25
32.38
49.9
231
in.
in.
in.A2
in.A3
in.A4
fv =
20 psi
Brg.Lgth.=
0.019 ft.
CL =
1.000
fb =
300 psi
GL Cv =
N/A
R =
N/A
o (DL) =
0.03 in.
A (LL) =
0.03 in.
A (TL) =
0.06 in.
RATIOS OF ACTUAL
TO ALLOWABLE
RATIOS OF
SPAN TO DEFLECTION
fv / Fv' =
0.09
L /
3940
for LL
fb / Fb' =
0.24
L /
1970
for TL
USE 4x10 DFL#2
v 3.3.03
M
Cantilever Roof Beam
it I
"r
w
1.833333
1.833333
1.833333
1.833333
1.833333 1,1.833333
L 4
L= 11
ft.
INPUT:
w (DL) pif
30
30
30
30
30
30
30
w (LL) pif
25
25
25
25
25
25
25
w (TL) pif
0
55
55
55
55
55
55
55
P (DL) Ibs
250
P (LL) Ibs
250
P (TL) ibs 0
01
01
01
01
01
500
RESULTS:
RA (TL) =
81 Ibs.
RB (TL) =
1244 Ibs.
VA (TL) =
81 Ibs.(max.)
VB (TL) =
720 Ibs.(max.)
MA (TL) =
0 ft.Ibs.
MA-B (TL) =
55 ft.lbs.(max.)
MB (TL) _
-2440 ft.lbs.
A (DL) =
A (DL) _
-0.006 in.
A (DL) =
0.097 in.
A (LL) =
A (LL) _
-0.008 In.
A (LL) =
0.099 In.
A (TL) =
A (TL) _
-0.015 in.
A (TL) =
0.197 in.
9-1RIM0 c `.
MATERIAL
Manuf.Lbr.
Timber
Dimen. Lbr. DFL#2
b d
3 9.25
in. in.
STRESSES:
fv = 2 psi
Fb Fv Fc er E x 10A6
990
180
625 1.6
psi
psi
psi psi
A_
S
1
27.75
42.8
197.9
in.A2
in'A3
in.A4
fb = 16 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv/Fv'= 0.01
fb/Fb'= 0.01
RATIOS OF SPAN TO DEFLECTION:
L/ 16027 for LL
L / 9071 for TL
USE DBL 2x10 (or 4x10) DFL#2
v 3.3.03
Brg. Lgth.
0.03
ft.
fv =
fb =
fv / Fv' _
fb/Fb'=
CD 1.15
CH 1
Cr 1
Ci 1
37 psi
-684 psi
M
9-111
L / 484 for LL
L / 244 for TL
RIM BEAM
MEMBER REPORT
Level, Roof Beam 18
1 piece(s) 7" x 9 1/2" 2.0E Parallam® PSL
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
(Design Results
S Actual a Location
Allowed
Result 1'
LDF
Load:: Combination (Pattern)
Member Reaction (Ibs)
7370 @ 14' 6"
24063 (5.50")
Passed (31%)
--
1.0 D + 1.0 5 (Adj Spans)
Shear (Ibs)
3724 @ 13' 5 3/4"
14785
Passed (25%)
1.15
1.0 D + 1.0 S (Adj Spans)
Moment (Ft-Ibs)
44949 @ 14' 6"
30031
Passed (50%)
1.15
1.0 D + 1.0 S (AII Spans)
Live Load Defl. (in)
0.412 @ 21'
0.650
Passed (2L/378)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Deli. (In)
0.750 @ 21'
0.867
Passed (2L/208)
--
1.0 D + 1.0 S (Alt Spans)
• Deflection cruena: LL (L/240) and TL (L/180).
• Overhang deflection cnteda: LL (2L/240) and TL (2L/180).
• Allowed moment does net refl a the adjustment for the beam stability factor.
• Member should be side -loaded from both sides of the member or braced to prevent retailer.
Supports
Bearing Length
Loads to Supports(Ibs)
Accessories
Total:
Available
I Required
Dead
5ww
Factored
1-Column-NF
5.50"
5.50"
1.50"
1848
2253
4L01
BlxWng
2-Column-NF
5.50"
5.50" 1
1.68"
3609
3761
7370
Blocking
• Dmcmny ranee dre dssmeeu m carry nD IWUS apPne, Diacuy amn a mem aria me me man is appneu m me member oeing aesigneo.
Latera9
Bracing
Bredn Intervals
Comments
Tap FAl (Lu)
go
21' o/c
Bd[[om Edge (W)
21' o/c
-Maximum allowable bating intervals based on applied load.
Vertical Loads
Location (side)
Tributary Width
Dead
(0.90)
snow`:
(1.15)1
comments
0 - Self Weight (PLF)
0 to 21'
N/A
20.8
--
1- Uniform (PSF)
0 to 15' (Top)
10,
20.0
25.0
Roof Load
2 - Uniform (PSF)
15' to 19, crop)
4'
20.0
25.0
Roof Wad
3 - Uniform (PSF)
1T to 21' (Top)
10,
20.0
25.0
Roof Load
4 - Point (lb)
21' (Top) _
N/A
650
535
Rim Beam
5 - Point (lb)
0 (Top)
N/A
650
535
Rim Beam
'felnber Notes
Idge Beam
A /M.
System : Roof
Member Type: Drop Beam
Building Use: Residential
Building Code : IBC 2018
Design Methodology: ASO
Member Pitch : 0112
31
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this wiculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by iCC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product Iitealme and installation details refer to
www.weyerhaeuser.mm/woodproduc /document -library.
The product application, Input design leads, dimensions and support Information have been provided by ForteWEB Software Operator
ForteWEB software Operator.
5/2/2023 6:69:14 PM OTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser File Name: Koh
Page 1 / 1
Job Notes
Ryan
rsE
TSE
(425)481-6601
keRh@tse-aep.com
0
TSE Engineering Job #:
By:
Page:p
Rim Beam
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
19
Tributary (ft)
1.5
1.5
ft
Wall (psf)
10
0
Tributary (ft)
0
0
Floor (psf)
17
40
Tributary (ft)
0
0
Other (plf)
5
0
w (TL)
35
37.5
72.5
plf
plf
plf
2*.Y1L111111
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
333
333
356
356
689
689
1579
1692
3272
lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
CD
1.15
Timber
CH
1
Dimen. Lbr.
DFL#2
990
180
625
1.6
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
3
9.25
27.75
42.8
198
in.
in.
in.A2
in.A3
in.A4
fv =
34 psi
Brg.Lgth.=
0.031 ft.
CL =
1.000
fb =
920 psi
GL Cv =
N/A
R =
N/A
A (DL) =
0.32 in.
A (LL) =
0.35 in.
A (TL) =
0.67 in.
RATIOS OF ACTUAL
TO ALLOWABLE
RATIOS
OF SPAN TO DEFLECTION
fv / Fv' =
0.17
L /
656
for LL
fb / Fb' =
0.81
L /
340
for TL
v 3.3.03
USE (2)2x10 or 4x10 DFL#2
Beam
2
2.333333
2.333333
INPUT:
w (DL) pif
30
30
30
w (LL) pif
25
25
25
w (TL) pif
55
55
55
P (DL) Ibs 335
P (LL) Ibs 355
P (TL) Ibs 690
01
0
RESULTS:
RA(TL)=
1185lbs.
VA (TL) =
800 Ibs.(max.)
MA (TL) _
-1490 ft.lbs.
MA-B (TL) _
A (DL) =
0.024 in.
A (DL) _
A (LL) =
0.032 in.
A (LL) _
A (TL) =
0.056 in.
A (TL) _
BEAM PROPERTIES:
MATERIAL Fb
Fv
Manuf.Lbr.
Timber
Dimen. Lbr.
DFL#2 990
180
psi
psi
/0f r
w
2.333333 1. 2.333333 1 2.333333 1 2,333333
L =
14
ft.
30
30
30
30
25
25
25
25
55
55
55
55
0
01
0
011
30
25
55
335
355
690
Re (TL) =
1185 Ibs.
VB (TL) =
800 Ibs.(max.)
-142 ft.lbs.(max.)
MB (TL) _
-1490 ft.lbs.
-0.013 in.
A (DL) =
0.024 in.
-0.022 in.
A (LL) =
0.032 in.
-0.035 in.
A (TL) =
0.056 in.
Fc er E x 10^6
625 1.6
psi psi
b
d A_ S
I
Brg.Lgth.
CD
1.15
3
9.25 27.75 42.8
197.9
0.05
CH
1
in.
in. in.^2 in.^3
in.^4
ft.
Cr
1
Ci
1
STRESSES:
fv =
41 psi
fv =
41
psi
fb =
-418 psi fb =
-40 psi
fb =
-418
psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv / FV =
0.20
fv / Fv' =
0.20
fb / FU =
0.37 fb / Fb' =
0.04
fb / FU
0.37
RATIOS OF SPAN TO DEFLECTION:
L /
743 for LL L /
7667 for LL
L /
743
for LL
L /
430 for TL L /
4843 for TL
L /
430
for TL
USE DBL 2x10 (or 4x10) DFL#2
v 3.3.03
igIFORTEWEB MEMBER REPORT
Level, Roof Beam 21
1 plece(s) 3 1/2" x 9" 24F-V4 DF Glulam
1011
All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results "
I Actual D location
Allowed
Result
LOF
Load: Combination (Pattern)
Member Reaction (Ibs)
3388 @ 6 2 3/4"
12513 (5.50")
Passed (27%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1662 @ 7' 2 1/2"
6400
Passed (26%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
227 @ 1' 5 5/16"
10868
Passed (2%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-3643 @ 6' 2 3/4"
8377
Passed (43%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Dell. (in)
0.046 @ 8' 8 3/4"
0.250
Passed (2L/999+)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.093 @ 8' 8 3/4"
0.333
Passed (2L/644)
--
1.0 D + 1.0 S (Alt Spans)
• Deflactlon criteria: LL (1-/240) and TL (L/180).
• overhang deflection criteria: LL (21-1240) and TL (2U180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calwlated using length L = 2' 3 3/8'.
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 11 11/16°.
• The effects of positive of negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing
_.
Length
Loads to supports
(Ibs)
._
Aaxssodea
Total.
Available
:Required
Dead
Snow:
Factored
I - Column -HF
9.50"
5.50"
1.50"
135
396/-22
531
Blocking
2- Column -HF
5.50"
5.5U"
1 1.50"
1702
1685
1 3388
Blocking
Blocking Panels are assumed to carry no loads applied directly above them and the full two Is applied to the member being designed.
Lateral Bracing
Bra no Intervals
Comments
TOP Edge (Lu)
8' 9. o/c
Bottom Edge (W)
8' 9. a/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
snow`
(1.15)
Comments
0- Self Weight(PLF)
0to883/4'....
N/A
7.7
1- Uniform (PSF)
0 to 2' (Top)
8'
20.0
25.0
Roof Wad
2 - Uniform (PSF)
2' to 6' (Top)
5'
20.0
25.0
Roof load
3 - Uniform (PSF)
6'to 8' 6" (Top)
8'
20.0
25.0
Roof Load
4 - Point (Ib)
8' 6" (Top)
N/A
650
535
Rim
Member Notes
Ridge Beam
System :Roof
Member Type: Drop Beam
Bullding Use: Residential
Building Code : IBC 2018
Design Methodology: Aso
Member Pitch: 0/12
ForteWEB software Operator
4/20/20236:3S:08 PM UTC
ForteWEB v3.S, Engine: V8.2.S.1, Data: V8.1.3.6
Wrycrhaeuscr File Name: Koh
Page 1 / 2
Sob Notes
Keith Ryan
TSE
(425)481-6601
keith@tse-aep.wm
COLUMN
Overall
End Conditi
Length
Kexx P
14.5
1
ft.
Column Size
b
d
5.125
6
in.
in.
MATERIAL Type/Specie Grade
Manuf.Lbr.
GL 24F-V4
Timber
Dimen.Lbr
fc
206 psi
SRx (le/d)
29
SRyy (le/b)
33.95
Fc'
1898 psi
KcE
0.418
FcE
580 psi
c
0.9
ki
0.725443
k2
0.339776
Cp
0.293596
Fc'
557 psi
Mu
0 ft.lbs
Sx
30.75 in^3
0
0 psi
895 psi
Fb>
2760 psi
+
0
Myy
0 ft.lbs
Syy
26.27 in^3
fbyy
0 psi
FcE yy
580 psi
KbE
0.438
RB
6.305
FbE
19835 psi
k4
0
TSE Engineering
Job#
By:;F
Page: Ltj
ntermediate Supports
Co
1.15
Fbxx
Fbyy
2400
1500
COLUMN
CSI
fc(perp) / Fc(p
ALLOWABLE
Wxx
b
lQooF $�Nl
Loading
(//
P axial w xx w yy
6320 0 0
lbs. plf plf
Plate Properties
Specie Fc(perp) Cb? Cb
HF 405 YES 1.073
psi
Fc Exx (10)^6 Eyy (10)^6
1650 1.8 1.6
psi psi psi
ULTS
= 0.37 <1 o.k.
AXIAL LOAD = N/A
P oxiol
USE: 5-1/8x6 GLULAM POST
t
WYY
v 3.3.03
1FOKI Ew B
MEMBER REPORT
Level, Roof: Drop Beam 44
1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulaln
z5/
is,
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
-Actual ® Location
Allowed
Result
LDF .
Load: Combination (Pattern)
Member Reaction (IDS)
5124 @ 14' 9 1/4"
12856 (5.50")
Passed (40%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2774 @ 13' 1/2"
20114
Passed (14%)
1.15
1.0 D + 1.0 S (All Spans)
Pas Moment (Ft-Ibs)
11459 @ 7' 3 7/16"
67875
Passed (17%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-2472 @ 14' 9 1/4"
52656
Passed (5%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Let. (in)
0.048 @ 7' 5 7/8"
0.722
Passed (L/999+)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.088 @ 7' 5 7/16"
0.962
Passed (U999+)
--
1.0 D + LO S (Alt Spans)
Deflection criteria: LL (L/240) and TL (L/180).
Overhang deflection criteria: LL (2L/240) and it (2L/180).
Allowed moment does not reflect the adjustment for the beam stability factor.
Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L = 13' 10 7/8".
Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 11 7/16".
The effects of positive or negative camber have not been accounted for when calculating reflected.
The specified glulam Is assumed to have Its strong laminations at the bottom of the beam. install with proper side up as indicated by the manufacturer.
Applicable calculations are based on NDS.
Bea
ring Length},
—loads to Supports(ibs)
Supports
Total
Available
Required
Dead
snow:
Factored
Accessories
1 Stud wall - SPF
5.50"
5.50"
1.50"
1611
1843
3454
Blocking
2 - Stud wall - SPF
5.50"
5.50"
2.19"
2422
2702
5124
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
18, o/c
Bottom Edge (to)
18' o/c
,Maximum allowable bracing intervals based on applied load.
Vertical Loads
Dead
Snow<
Location (Side)
Tributary Width
(0.90)
(1.15)
Comments
0-Self Weight (PLF)
Oto 18'
N/A
24.1
1 - Uniform (PSF)
0 to 18' (Front)
10'
20.0
25.0
Default Load
System : Roof
Member Type:
Drop Beam
Building Use :
Residential
Building Code
: IBC 2018
Design Methodology : ASD
Member Pitch
: 0/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party counted to sustainable forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproduds/document-library.
The product appliration, Input design loads, dimensions and support Information have been provided by FoneWEB Software Operator
ForteWEB Software Operator
]ob Notes
elisee iluoga
Tse Engineering
(425)481-6601
ELISEEILUNGA@GMAIL.COM
Weyerhaeuser
5/18/2023 5:08:40 PM ll
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
TSE Engineering
COLUMN
Overall End Conditions Intermediate Supports
Length Kexx Keyy xx axis yy axis
13.5 1 1 1
ft.
Column Size
b d
5.5 5.5
in. in.
MATERIAL Type/Specie Grade
Manuf.Lbr.
Timber DFL #2
Dimen.Lbr
fc
244 psi
SRxx (le/d)
14.73
SRyy (le/b)
29.45
Fc*
546 psi
KcE
0.3
FcE
450 psi
c
0.8
ki
1.139497
k2
1.028993
Cp
0.620402
Fc'
339 psi
Mxx
0 ft.lbs
Sxx
27.73 inA3
0
0 psi
1797 psi
Fbxx
805 psi
+
0
Myy
0 ft.lbs
Syy
27.73 inA3
fbyy
0 psi
FcEyy
450 psi
KbE
0.438
RB
3.838
FbE
38663 psi
k4
0
Duration
CD
1.15
Fbxx Fbyy
700 700
psi psi
Job#
By: c/
Page: q f
Root/ 7 EAKI
Loading
P axial W xx w yy
7370 0 0
lbs. plf plf
Plate Properties
Specie Fc(perp) Cb? Cb
HF 405 YES 1.068
psi
Fc Exx (10)A6 Eyy (10)A6
475 1.3 1.3
psi psi psi
RESULTS
COLUMN CSI = 0.72 <1 o.k.
fc(perp) / Fc(perp)' = 0.563 <1 o.k.
ALLOWABLE AXIAL LOAD = N/A
P oxial
x� y
y x
Wxx
b
WYy
USE: 6x6 DFL#2 POST
v 3.3.03
TSE Engineering
Interior Column
Overall
End Conditions Intermediate Supports
Length
Kem Keyy
xx axis yy axis
14.5
1 1
0 0
ft.
Column Size
Duration
b
d
CD
5.125
6
1.15
in.
in.
MATERIAL Type/Specie Grade
Fbm Fbyy
Manuf.Lbr.
GL 24F-V4
2400 1500
Timber
Dimen.Lbr
fc
115 psi
SRxx (le/d)
29
SRyy (le/b)
33.95
Fc*
1898 psi
KcE
0.418
FcE
580 psi
c
0.9
ki
0.725443
k2
0.339776
Cp
0.293596
Fc'
557 psi
MM
0 ft.lbs
Sx
30.75 inA3
fbm
0 psi
FcEp
895 psi
Fbxx'
2760 psi
k3
0
Myy
0 ft.lbs
Syy
26.27 inA3
fbyy
0 psi
FcEyy
580 psi
KbE
0.438
RB
6.305
RE
19835 psi
k4
0
Wxx
f
Loading
P axial W xx
3550
lbs. plf
Plate Properties
Specie Fc(perp) Cb?
HF 405 YES
psi
Fc Em (10)A6 Eyy (10)A6
1650 1.8 1.6
psi psi psi psi psi
b
RESULTS
COLUMN CSI = 0.206 <1 o.k.
fc(perp) / Fc(perp)' = 0.266 <1 o.k.
ALLOWABLE AXIAL LOAD = N/A
WYy
USE: 5-1/8xV Glulam
Job#
By: Vt
Page: 46
W yy
0
plf
Cb
1.073
v 3.3.03
PROJECT: PAGE
CLIENT: DESIGN BY
JOB NO. - DATF - RFVIFW BY
DATA & DESIGN SUMMARY
1N SECTION (Tube or Pipe)
YIELD STRESS,
LOAD,ASD
JG AXIS BENDING ? (1=Yes, O=No)
RM LATERAL LOAD, ASD
NTRATED LATERAL LOAD, ASD
THE DESIGN IS ADEQUATE.
�HSS3X0.216 Pipe P
gas^
Fy = 36 'ksi, (241 MPa)`
H = 14.6. '. ft, (4.42 m)
P = 6 ` kips, (27 kN) t
_ > A `'. no, weak axis, y-y, bending. F
iv =: -0 kl((0 kN/m)
F - '0 ` kips at 0 <ft from bottom
(0.0 kN) (0. 00 m)
PSIS
K COMBINED COMPRESSION AND BENDING CAPACITY (AISC 360 1-41)
rpr"++
8 M,r+hl y for, L>-0.2
cePc 0.69 <
rlfor P' <0.2
hfcn Mn' J Pc
1.0 [Satisfactory]
Where KLx = 14.5
ft, for x-x axial load. KLy = 14.5 ft, for y-y axial load.
(KL / r)max = 175
<
200
[Satisfactory]
Pr = 6
kips
M,x = 0.00
Mry = 0.00
Po = Pa / d2c '
14
/ 1.67 =
8.6384 kips, (AISC 360 Chapter E)
> Pr [Satisfactory]
Mcx = Ma / d2p =
4.6083
/ 1.67 =
2.7595 ft-kips, (AISC 360 Chapter F)
> M,x [Satisfactory]
Mcy = Mr, / d2p =
4.6083
/ 1.67 =
2.7595 ft-kips, (AISC 360 Chapter F)
> M,y [Satisfactory]
LATERAL DEFLECTION
Amax = 0.00 in, at 14.50 ft from bottom
< L / 240
Where ES = 29000 ksi
Ix = 1.74 in"
Iy= 1.74 in
= 0.73 in [Satisfactory]
I ORTEWE
U15(
to e Pile �
Level, Roof Beam 15 8 �� � 19
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam °7d 1
MEMBER REPORT Z
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual 0 Location
Allowed
Result
LDF'
Load: Combination (Pattern)
Member Reaction (Ibs)
4347 @ 8' 2 3/4"
19663 (5.50")
Passed (22%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1876 @ 9' 5 1/2"
13409
Passed (14%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
1182 @ 2' 11 1/16"
30360
Passed (4%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-5054 @ 8' 2 3/4"
23403
Passed (22%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.025 @ 11' 2 3/4"
0.300
Passed (2L/999+)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.045 @ 11' 2 3/4"
0.400
Passed (2L/999+)
--
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (V240) and TL (L/180).
• overhang deflection criteria: LL (21-/240) and TL (2L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 21116".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 7 7/16".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified giulam Is assumed W have It strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based an NDS.
Supports
Bearm9 Length
Loads to Supports
(Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1- Column -HF
5.50"
5.50"
1.50"
388
644
1032
Blocking
2- Column -HF
5.50"
1 5.50"
1 1.50"
2126
2220
4347
Blocking
Blocking Panels are assumed to carry no loads applied directly above them and me full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Tpp Edge (Lu)
IVY o/c
Bottom Edge (W)
11'3"o/c
-Maximum allowable bracing Intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow'
(1-15) i
Comments`
0 - Self Weight (PtF)
0 to 11' 2 3/4"
N/A
16.0
—
1- Uniform (PSF)
0 to 11' 2 3/4" (Top)
7' 6•
20.0
25.0
Roof Load
2 - Point (to)
11' (Front)
N/A
650
600
Rim Beam
Member Notes
Ridge Beam
PW PF-A b9
System : Roof
Member Type: Drop Beam
Building Use: Residential
Building Cade: IBC 2018
Design Methodology; ASO
Member Pitch : 0/12
Weyerhaeuser Notes
Weyerhaeuser warrant that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blacking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ER-1153 and ER-1387
and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyethaeuser.wm/woodproducts/domment-libor/.
The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software operator
ForteWEB Software Operator
4/20/2023 5:16:54 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeascr File Name: Koh
Page 1 / 1
Notes
Keith Ryan
TSE -
(425) 481-6601
I
keith@tse-aep.cam
TSE Engineering
Column
Overall End Conditions Intermediate Supports
Length Kea Keyy xx axis yy axis
13.5 1 1 0 0
ft.
Column Size
b d
5.125 6
in. in.
MATERIAL Type/Specie Grade
Manuf.Lbr. GL 24F-V4
Timber
Dimen.Lbr
fc
244 psi
SRm (le/d)
27
SRyy (le/b)
31.61
Fc*
1898 psi
KcE
0.418
FcE
669 psi
c
0.9
ki
0.751527
k2
0.391943
Cp
0.335775
Fc'
637 psi
Mac
0 ft.lbs
SM
30.75 inA3
fb�
0 psi
FcE xx
1032 psi
Fbra
2760 psi
k3
0
Myy
0 ft.lbs
Syy
26.27 inA3
fbyy
0 psi
FeEyy
669 psi
KbE
0.438
RB
6.083
RE
21304 psi
k4
0
Duration
CID
1.15
Fbm Fbyy
2400 1500
Wxx
Job#
By:
Page: 17
8E-A"
�P,coF
Loading
P axial
w M
w yy
7500
0
lbs.
plf
plf
Plate Properties
Specie Fc(perp)
Cb?
Cb
HF 405
YES
1.073
psi
Fc Ex (10)A6
Eyy (10)A6
1650 1.8
1.6
psi psi psi psi
RESULTS
COLUMN CSI = 0.383 <1 o.k.
b
fc(perp) / Fc(perp)' = 0.561 <1 o.k.
ALLOWABLE AXIAL LOAD = N/A
WYy
USE: 5-1/8x6" Glulam
v 3.3.03
TSE Engineering
Interior Column
Overall
End Conditions Intermediate Supports
Length
Kex Keyy
xx axis yy axis
13.5
1 1
0 0
ft.
Column Size
Duration
b
d
Co
5.125
7.5
1.15
in.
in.
MATERIAL Type/Specie Grade
Fbm Fbyy
Manuf.Lbr.
GL 24F-V4
2400 1500
Timber
Dimen.Lbr
fc
233 psi
SRm (le/d)
21.6
SRyy (le/b)
31.61
Fc*
1898 psi
KcE
0.418
FcE
669 psi
c
0.9
ki
0.751527
k2
0.391943
Cp
0.335775
Fc'
637 psi
M�
0 ft.lbs
Spa
48.05 inA3
fbm
0 psi
FcE>
1613 psi
Fbp
2760 psi
k3
0
Myy
0 ft.lbs
Syy
32.83 inA3
fbyy
0 psi
FcE yy
669 psi
KbE
0.438
RB
6.801
FbE
17043 psi
k4
0
Job#
By: E�
Page: Sp
00%
�A 14
Loading
P axial
w roc
w yy
8950
0
lbs.
plf
plf
Plate Properties
Specie Fc(perp)
Cb?
Cb
HF 405
YES 1.073
psi
Fc E> (10)A6
Eyy (10)A6
1650 1.8
1.6
psi psi psi psi
RESULTS
COLUMN CSI = 0.366 <1 o.k.
fc(perp) / Fc(perp)' = 0.536 <1 o.k.
ALLOWABLE AXIAL LOAD = N/A
P axial
a
Wyy
psi
USE: 5-1/8x7-1/2" Glulam
v 3.3.03
TSE
A Engineering A
12810 NE 178TH ST STE 218
WOODINVILLE, WA98072 A (425) 481-6601
PROJECT:
OKAyeTV &AD
AivAlysJ
JOB#:
BY:
DATE:
Nbi E:O IND!CA'TE TAGF-
NUMB; K -rot- SEAn1
0R CWMrJ CAC
Header
INPUT:
Roof (psf)
Tributary (ft)
Wall (psf)
Tributary (ft)
Floor (psf)
Tributary (ft)
Other (plf)
Uniform Loading
w (DL) w (LL)
20 25
7 7
10 0
0 0
25 40
0 0
10 0
150 175
pif plf
RESULTS:
VI (DL) Vr (DL)
488 488
lbs. lbs.
DESIGN:
MATERIAL
Manuf.Lbr.
Timber
Dimen. Lbr.
b
3
in.
fv =
fb =
A (DL) _
v 3.3.03
VI (LL)
569
lbs.
Fb
TSE Engineering
Span Length
L
6.5
ft
w (TL)
325
plf
Vr(LL)
VI(TL)
Vr(TL)
569
1056
1056
lbs.
lbs.
lbs.
Fv
Fc(perp)
E x 10A6
DFL#2 990 180
psi psi
d A S
9.25 27.75 42.8
in. in.A2 in.A3
44 psi Brg.Lgth.=
480 psi GL Cv =
0.02 in. A (LL) _
RATIOS OF ACTUAL TO ALLOWABLE
fv/Fv'= 0.21
fb/Fb'= 0.42
USE 4x10 DFL#2
625
psi
1
198
in.A4
0.047 ft.
N/A
0.02 in.
Job #: ,
By: fP
Page:
M (DL) M (LL) M (TL)
792 924 1716
ft.lbs. ft.lbs. ft.lbs.
CD 1.15
CH 1
1.6 Cr 1
psi Ci 1
CL= 1.000
R = N/A
o (TL) = 0.04 in.
RATIOS OF SPAN TO DEFLECTION
L / 3513 for LL
L / 1892 for TL
TSE Engineering Job
By El vic
Page 53
Roof Beam
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
13.5
Tributary (ft)
5.5
5.5
ft
Wall (psf)
12
0
Tributary (ft)
0
Floor (psf)
24
40
Tributary (ft)
0
Other (plf)
10
0
w (TL)
120
137.5
257.5
plf
pIf
plf
RESULTS
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
810
810
928
928
1738
1738
2734
3132
5866
lbs.
lbs.
Ibs.
lbs.
lbs.
lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
GL
2400
165
650
1.8
CD
1.15
Timber
CH
1
Dimen. Lbr.
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
5.5
9
49.50
74.3
334
in.
in.
in.A2
in.A3
in.A4
fv =
47 psi
Brg.Lgth.=
0.041
ft.
CL =
1.000
fb =
950 psi
GL Cv =
1
R =
1222 ft.
A (DL) =
0.15 in.
A (LL) =
0.17
in.
A (TL) =
0.32 in.
RATIOS OF ACTUAL
TO ALLOWABLE
RATIOS OF SPAN TO DEFLECTION
fv / Fv' =
0.25
L /
948
for LL
fb / Fb' =
0.34
L /
506
for TL
USE GLULAM
5-1/2x9
24F-V4
v 3.3.03
Garage Roof Beam
INPUT:
Uniform Loading
w (DL)
w (LL)
Roof (psf)
20
25
Tributary (ft)
11.5
11.5
Wall (psf)
10
0
Tributary (ft)
0
0
Floor (psf)
25
40
Tributary (ft)
0
0
Other (plf)
20
0
250
287.5
plf
plf
RESULTS
TSE Engineering
Span Length
L
20
ft
w (TL)
537.5
plf
Job #:
By:
Page: 5
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (ILL)
M (TL)
2500
.2500
2875
2875
5375
5375
12500
14375
26875
lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fib
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
GL
2400
265
650
1.8
CD
1.15
Timber
CH
1
Dimen. Lbr.
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
5.5
15
82.50
206.3
1547
in.
in.
in.A2
in.A3
in.A4
fv =
86 psi
Brg.Lgth.=
0.125 ft.
CL =
1.000
fb =
1560 psi
GL Cv =
0.976
R =
1238 ft.
A (DL) =
0.32 in.
A (UL) =
0.37 in.
A (TL) =
0.69 in.
RATIOS OF ACTUAL TO ALLOWABLE
RATIOS
OF SPAN TO DEFLECTION
fv / Fv' =
0.28
L /
646
for LL
fb / Fb' =
0.58
L /
345
for TL
USE GLULAM 5-112x15"
v 3.3.03
Garage Header
INPUT:
Uniform Loading
w (DL)
w (LL)
Roof (psf)
20
25
Tributary (ft)
6
6
Wall (psf)
10
0
Tributary (ft)
0
0
Floor (psf)
25
40
Tributary (ft)
0
0
Other (plf)
10
0
130
150
plf
plf
1=111111111K
VI (DL)
Vr (DL)
VI(LL)
1073
1073
1238
lbs.
lbs.
lbs.
DESIGN:
MATERIAL
Fb
Manuf.Lbr.
GL
2400
Timber
Dimen. Lbr.
TSE Engineering
Span Length
L
16.5
ft
w (TL)
280
pif
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
1238
2310
2310
4424
lbs.
lbs.
lbs.
ft.lbs.
Fv
Fc(perp)
E x 10A6
265
650
1.8
psi
psi
b
d
A
S
5.5
12
66.00
132.0
in.
in.
in.A2
in.A3
fv=
46 psi
Brg.Lgth.=
fb =
870 psi
GL Cv =
A (DL) =
0.15 in.
A (LL) _
RATIOS OF ACTUAL
TO ALLOWABLE
fv/Fv'=
0.15
fb/Fb'=
0.32
USE GLULAM 5-1/2x12"
v 3.3.03
M (LL)
5105
ft.lbs.
CD
CH
Cr
Job #:
By:
Page: 5 S
M (TL)
9529
ft.lbs.
1.15
1
1
1
psi
psi
Ci
1
792
in.A4
0.054 ft.
CL =
1.000
1
R =
1790 ft.
0.18 in.
A (TL) =
0.33 in.
RATIOS
OF SPAN TO DEFLECTION
L/ 1128
for LL
L / 604
for TL
TSE Engineering Job
By q
Page 6^
Rafter
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
15
25
10.5
Tributary (ft)
1.33
1.33
ft
Wall (psf)
12
0
Tributary (ft)
0
Floor (psf)
24
40
Tributary (ft)
0
Other (plf)
0
w (TL)
19.95
33.25
53.2
plf
plf
plf
RESULTS
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
105
105
175
175
279
279
275
458
733
lbs.
lbs.
lbs.
Ibs.
lbs.
lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp) E X 10A6
Manuf.Lbr.
CD
1.15
Timber
CH
1
Dimen. Lbr.
DFL#2
1080
180
625
1.6
Cr
1.15
psi
psi
psi
psi
Ci
1
b
d
A
S
1
1.5
7.25
10.88
13.1
48
in,
in.
in.A2
in.A3
in.A4
fv =
34 psi
Brg.Lgth.=
0.025 ft.
CL =
1.000
fb =
670 psi
GL Cv =
N/A
R =
N/A
A (DL) =
0.07 in.
A (W =
0.12 in.
A (TL) =
0.19 in.
RATIOS OF ACTUAL
TO ALLOWABLE RATIOS OF
SPAN TO DEFLECTION
fv / Fv' =
0.16
L /
1056
for LL
fb / FU =
0.47
L /
660
for TL
USE 2x8 DFL#2 AT 16"o.c
v 3.3.03
HEADER
INPUT:
Uniform Loading
w (DL)
w (LL)
Roof (psf)
20
25
Tributary (ft)
7
7
Wall (psf)
12
0
Tributary (ft)
5
5
Attic (psf)
10
30
Tributary (ft)
4
4
Other (plf)
10
0
250
295
plf
plf
RESULTS
TSE Engineering
Span Length
L
6.5
ft
w (TL)
545
plf
Job
Bye/
Page 5��-
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
813
813
959
959
1771
1771
1320
1558
2878
lbs.
Ibs.
lbs.
Ibs.
Ibs.
Ibs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
FC(perp) E x 10A6
Manuf.Lbr.
GL
2400
165
650
1.8
CD
1.15
Timber
CH
1
Dimen. Lbr.
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
3.5
9
31.50
47.3
213
in.
in.
in.A2
in.A3
in.A4
fv =
65 psi
Brg.Lgth.=
0.065 ft.
CL =
1.000
fb =
730 psi
GL Cv =
1
R =
1610 ft.
A (DL) =
0.03 in.
A (LL) =
0.03 in.
A (TL) =
0.06 in.
RATIOS OF ACTUAL
TO ALLOWABLE
RATIOS OF
SPAN TO DEFLECTION
fv / Fv' =
0.34
L /
2520
for LL
fb / Fb' =
0.26
L /
1364
for TL
USE GLULAM 3-1/2x9
v 3.3.03
Il_UKTh U
[3RS—Mrtrue ,
Level, Roof: Drop Beam 58
1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
lAy_ Q_.K Roor-
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results':
'Actual @ Location
Allowed
Result :
LDF
Load:. Combination (Pattern)
Member Reaction (Ibs)
7489 @ 21' 9 1/4"
12856 (5.50")
Passed (58%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
4347 @ 20' 1/2"
20114
Passed (22%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
23715 @ 10' 7"
65292
Passed (36%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-6174 @ 21' 9 1/4"
52656
Passed (12%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.218 @ 10' 11 1/4"
1.072
Passed (L/999+)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Deft (in)
0.399 @ 10' 10 9/16"
1.429
Passed (L/644)
--
1.0 D + 1.0 S (Alt Spans)
• Deflection omens: LL (L/240) and TL (U180).
• Overhang deflection criteria: LL (21.1240) and TL (2L/180)..
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L = 20' 6".
• Critical negabve moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 6 1116".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable wlculatlons are based on NDS.
Supports
Bearing Length
(Loads to Supports
(Ibs)
Accessories
Total
Available
Required
Dead
Snow j
Factored
i - Stud wall - SPF
5.50"
5.50"
2.04"
2229
2519
4778
Blocking
2-Stud wall -SPF
S.50"
5.50"
3.20"
3550
3939
7489
Blocking
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing t
Bracing Intervals
comments
Top Edge (Lu)
27' 0/c
Bottom Edge (Lu)
27' o/c
•Mardmum allowable bmcing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead)
(0.90)
Snow
(1.15) :.
Comments'.
0 - Self Weight (PLF)
0 W 27'
N/A
24.1
-
1- Uniform (PSF)
0 to 27' (Front)
9' 6"
20.0
25.0
1 Default Load
Member Notes
Valley Beam
System : Roof
Member Type
: Drop Beam
Building Use:
Residential
Building Code
: IBC 2018
Design Methodology : ASD
Member Pitch
: 0/12
aeuser 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
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 mcord, builder or framer is
ible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
aeuser facilities are third -party cerdfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
rested in accordance with applicable ASfM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
product application, Input design loads, dimensions and support Information have been provided by ForteWEB
ForteWEB Software Operator ]ob Notes
Keith Ryan
TSE
(425)481-6601
Keith@tse-aep.com Weyerhaeuser
4/24/2023 8:15:48 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh
panp 1 / 1
TSE Engineering
:F0-,T97:1--0
Job
By t/
Page Sq
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
6
Tributary (ft)
3
3
ft
Wall (psf)
12
0
E,EAM*f
Tributary (ft)
4
4
Attic (psf)
10
30
Tributary (ft)
0
Concentrated Loading
Other (plf)
10
0
Load Xc
P (DL)
P (LL)
P (TL)
w (TL)
1 2
2230
2550
4780
118
75
193
2
0
plf
plf
plf
ft
lbs
lbs
lbs
RESULTS:
VI (DL)
Vr (DL)
VI (LL)
Vr (LL) VI (TL) Vr (TL)
M (DL)
M (LL)
M (TL)
1841
1097
1925
1075
3766 2172
3504
3738
7242
lbs.
lbs.
lbs.
lbs.
Ibs. lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv Fc(perp) E x 10A6
Manuf.Lbr.
GL
2400
165
650 1.8
CD
1.15
Timber
CH
1
Dimen. Lbr.
Cr
1
psi
psi
psi psi
Ci
1
b
d
A
S
1
5.5
9
49.50
74.3
334
in.
in.
in.A2
in.A3
in.A4
fv =
110 psi
Brg.Lgth.=
0.069 ft.
CL =
1.000
fb =
1170 psi
GL Cv =
1
R =
953 ft.
A (DL) =
0.03 in.
A (LL) =
0.03 in.
A (TL) =
0.06 in.
RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION
fv / Fv' =
0.58
L /
2250
for LL
fb / Fb' =
0.42
L /
1152
for TL
USE GLULAM
5-1/2x9
t�EEL
�� �rSB
6W(-4M ro
MA Tr-*
APTAcEm T
v 3.3.03
TSE Engineering
COLUMN
Overall End Conditions Intermediate Supports
Length Ke. Keyy xx axis yy axis
20 1 1 1 1
ft.
Column Size
b d
5.125 6
in. in.
MATERIAL Type/Specie Grade
Manuf.Lbr. GL 24F-V4
Timber
Dimen.Lbr
fc
244 psi
SRx (le/d)
20
SRyy (le/b)
23.41
Fc*
1898 psi
KGE
0.418
FcE
1220 psi
c
0.9
ki
0.912861
k2
0.71461
Cp
0.568326
Fc'
1078 psi
Mx
0 ft.lbs
Sx
30.75 inA3
0
0 psi
1881 psi
Fb
2760 psi
+
0
Myy
0 ft.lbs
Syy
26.27 inA3
fbyy
0 psi
FcEyy
1220 psi
KbE
0.438
Re
5.236
FbE
28761 psi
k4
0
Duration
CI
1.15
Fb� Fbyy
2400 1500
Job#
Page: 60
Loading
P axial
w xx
w yy
7490
0
0
lbs.
plf
plf
Plate Properties
Specie Fc(perp)
Cb?
Cb
HF 405
YES
1.073
psi
Fc Em (10)A6
Eyy (10)A6
1650 1.8
1.6
psi psi psi psi
RESULTS
COLUMN CSI = 0.226 <1 o.k.
i
fc(perp)/ Fc(perp)' = 0.561 <1 o.k.
ALLOWABLE AXIAL LOAD = N/A
b
WYy
psi
USE: 5-118x6 GLULAM POST
3.3.03
TSE Engineering
HEADER
Job
ByEf
Vt
Page 61
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
12.5
Tributary (ft)
5.5
5.5
ft
Wall (psf)
12
0
Tributary (ft)
0
Attic (psf)
10
30
Tributary (ft)
0
Other (plf)
10
0
w (TL)
120
137.5
257.5
plf
plf
plf
RESULTS:
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
750
750
859
859
1609
1609
2344
2686
5029
lbs.
lbs.
lbs.
lbs.
Ibs,
lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
GL
2400
165
650
1.8
CD
1.15
Timber
CH
1
Dimen, Lbr.
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
5.5
9
49.50
74.3
334
in.
in.
in.A2
in.A3
in.A4
fv =
43 psi
Brg.Lgth.=
0.038 ft.
CL =
1.000
fb =
810 psi
GL Cv =
1
R =
1426 ft.
A (DL) =
0.11 in.
A (LL) =
0.13 in.
A (TL) =
0.24 in.
RATIOS OF ACTUAL
TO ALLOWABLE
RATIOS
OF
SPAN TO DEFLECTION
fv / Fv' =
0.23
L l
1194
for LL
fb / Fb' =
0.29
L /
638
for TL
USE GLULAM
5-1/2x9
v 3.3.03
'�91FORTEWEB
Level, Roof: Drop Beam 62
1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
\Al. 9f r�GO�
25' 3"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
'Design Results
'r Actual® to}a11on
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibis)
7616 @ 25' 1/4"
12856 (5.50")
Passed (59%)
--
1.0 D + 1.0 S (AII Spans)
Shear (Ibs)
5562 @ 23' 3 1/2"
20114
Passed (28%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
39072 @ 12' 71/4"
64127
Passed (61%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-lbs)
-1290 @ 25' 1/4"
52656
Passed (2%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.473 @ 12' 7 15/16"
1.234
Passed (L/626)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.889 @ 12' 713/16"
1.646
Passed (L/333)
--
1.0 D + 1.0 S (Alt Spans)
• Demotion criteria: LL (LR40) and TL (1-/180).
• overhang deflection criteria: LL (21./240) and TL (21-/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L = 24.6 1/2•.
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 2' 5 3/16°.
• The effects of positive or negative amber have net been accounted for when calculating deflection.
• The spedfted giulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
` Bearing
Length:
Loadsba Suppmb (Ibs)
11 Accessories
Total ':
Available
;Required
Dead
Snaw
Factored
1- Stud wall - SPF
5.50"
5.50"
2.80°
3069
3472
6542
Blocking
2-Stud wall-SPF
5.50"
5.50"
3.26"
3581
4035
1616
Blocking
• umciong Panels are assumed w carry no loads applied directly above mein and the full lead is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Cu)...
2] 3 Nc
Bottom Edge (W)
27' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads:
Location (Side) ';
hibutarywdth
Dead
(0.90)
Snow
(1.15)
Comments
0-Self Weight(11
0to 2713"
N/A
24.1
—..,,,
1- uniform (PSF)
0 to 27' 3" (Front)
1f'
20.0
25.0
Default Load
Member Notes
Valley Beam
to the software. U. of this software Is not Intended W circumvent the need for a design j
ible to assure that this calculation is compatible with the overall project. Accessories (Rim
causer facilities are third -party certified to sustainable forestry standards. Weyerhaeuser E
rested in accordance with applicable ASTM standards. For current ads evaluation reports,
and support information have been
System : Roof
Member Type: Drop Beam
Buiitling Use: Resldentlal
Building Code : IBC 2018
Design Methodology: ASD
Member Pitch : 0112
criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
determined by the authority having jurisdiction. The designer of record, builder or Kamer is
1g Panels and Squash Blocks) are not designed by this software. Products manufactured at
sober Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-13B7
:r product lileralure and installation details refer to
ForteWEB Software Operator
4/24/20238:17:43 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
\Veyerbaeuser File Name: Koh
Page 1 / 1
Job Notes
Keith Ryan
TSE
(425)481-6601
kelth@tse-aep.com
4y r WAU
% i 'ROp r
MEMBER REPORT
Level, Roof: Drop Beam 63
1 pjece(s) 5 1/2" x 18" 24F-V4 DF Glulam
Overall Length: 27'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
i/t/= $•�Rcb�
Design Results f
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
7684 @ 21' 9 1/4"
12856 (5.50")
Passed (60%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
5010 @ V 11 1/2"
20114
Passed (25%)
1.15
1.0 D + 1.0 S (Alt Spans)
Pos Moment (Ft-Ibs)
30054 @ 10' 4 11/16"
65238
Passed (46%)
1.15
1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-Ibs)
-5559 @ 21' 9 1/4"
52656
Passed (11%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Deft. (In)
0.262 @ 10' SO 112"
1.072
Passed (1-/982)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (In)
0.503 @ 10' 9 15/16"
1.429
Passed (1-/511)
--
1.0 D + 1.0 S (Alt Spans)
• Defection criteria: LL (II240) and TL (t/180).
• Overhang deflection criteria: U. (21-/240) and TL (2L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 0.96 that wascalculated using length L = 20' 8".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 3 1/4".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bea ring Length
Loads to Supports(lbs)
ASceasorles
Total
Available
Required
Dead
Snow
Factored
1- Stud wall - SPF
5.50"
5.50"
2.64"
3019
1 3154
6174
1131ocking
2 - Stud wall - SPF
5.50"
5.50"
3.29"
3720
1 3963
1 7689
JBIlocking
• Blocking Panels are assumed W carry no loads applied directly above them and the full load Is applied to the member being designed.
Lateral Bracing;
Bracing lnterals
Comments
Top Edge (Lu)
27' o/c
Bottom Edge (Lu)
27' o/c
-Maximum allowable badng Intervals based on applied load.
Vertical Loads
Location (Side)
Tributary width
Dead.
(0.90)
Snow'-
(1.15).:
Comments'
0- Self Weight(PLF)
0to 27'
N/A
24.1
f - Uniform (PSF)
0 to 15' (Front)
12'
20.0
25.0
Roof
2 - Uniform (PLF)
0 to 15' (Front)
N/A
30.0
-
Wall
3 - Uniform (PSF)
15' te 27' (Front)
8' 6"
20.0
25.0
Roof
Member Notes
valley Beam
N, 3
System : Roof
Member Type
: Drop Beam
Building Use :
Residential
Building Code
: IBC 2018
Design Methodology : ASD
Member Pitch
: 0/12
Weyerhaeuser warrants that the slang of IN products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to
www.weyerhaeuser.com/woodproduct5/document-ilbrary.
The product application, input design loads, dimensions and support informabon have been provided by ForteWEB Software Operator
ForteWEB Software Operator Job Notes 4/24/20238:20:28 PM UTC
Keith Ryan
TSE ForteWEB v3.5, Engine: V8.2.5.1, Data: V81.3.6
(425) 481-6601 File Name: Koh
Keith@tse-aep.com Weyerhaeuser
pang 1 / 1
TSE Engineering
Job#
By:
Page:�yf Q
z�
COLUMN P
Overall End Conditions Intermediate Supports Loading
Length Kexx Keyy xx axis yy axis P axial W xx w yy
9 1 1 4390 0 0
ft.
Column Size
b d
4.5 5.5
in. in.
MATERIAL Type/Specie Grade
Manuf. Lbr.
Timber
Dimen.Lbr HF STUD
fc
177 psi
SRxx (le/d)
19.64
SRyy (le/b)
24
Fc'
920 psi
KcE
0.3
FcE
625 psi
c
0.8
ki
1.049592
k2
0.849185
Cp
0.547139
Fc'
503 psi
Mxx
0 ft.lbs
Sxx
22,69 inA3
0
0 psi
933 psi
Fbxx
893 psi
+
0
Myy
0 ft.lbs
Syy
18.56 inA3
fbyy
0 psi
FCEyy
625 psi
KbE
0.438
Ra
5.416
FbE
17918 psi
k4
0
lbs.
plf
plf
Duration
Plate Properties
CD
Specie
Fc(perp)
Cb?
Cb
1.15
HF
405
YES
1.083
psi
Fbx
Fbyy Fc
Exx (10)A6
Eyy (10)A6
776
776 800
1.2
1.2
psi
psi psi
psi
psi
RESULTS
COLUMN CSI =
0.352
<1 o.k.
fc(perp) / Fc(perp)' =
0.404
<1 o.k.
ALLOWABLE AXIAL
LOAD =
N/A
y
Wxx
b
P axial
t
WYy
USE: (3)2x6 HF STUDS
v 3.3.03
PROJECT: JOB#:
TSE
o Engineering n G, %L AV rTy L° A D BY:
12810 NE 178TH ST STE 218
WOODINVILLE, WA98072 0 (425) 481-6601 A AjA L�fsr,P DATE: ..i
hlaln Level fmmino Plan
Ji 85
-w
73
6� a �3' 9z
y._ io
� � � \
® 9s
�. hu $ ilea So ! I ?}
,10
I3 V
i®I jol �}
NbTEI O (N Dt CATE FADE
NUMBER j6r $E�N
p P, 6�Lu A4 N CA L�
BEAM
INPUT:
w (DL) plf
w (LL) plf
w (TL) pif
P (DL) Ibs
P (LL) Ibs
P (TL) Ibs
RESULTS:
TSE Engineering
W = 7'FtooR
4-tvAtt
w .I,
0.5 L 2.5 I. 2.5
520 290 290
575 280 280
1095 570 570
815
960
1775 0
2 I. 2
290 520
280 575
570 1095
815
960
1775 0
RA (TL) =
6215 Ibs.
RB (TL) _
VA (TL) =
6215 Ibs.(max.)
VB (TL) _
MA (TL) =
0 ft.lbs.
MA-B (TL) =
16251 ft.lbs.(max.)
MB (TL) _
A (DL) =
A (DL) =
0.128 in.
A (DL) _
A (LL) =
A (LL) =
0.136 In.
A (LL) _
A (TL) =
A (TL) =
0.264 In.
A (TL) _
BEAM PROPERTIES:
MATERIAL
Fb
Fv
Fc er E x 10A6
GL Cv =
Manuf.Lbr.
GL
2400
165
650 1.8
1
Timber
Dimen. Lbr.
psi
psi
psi psi
b
d
A
S
I
Brg.Lgth.
5.5
12
66.00
132.0
792.0
0.15
in.
in.
in.A2
in.A3
in.A4
ft.
STRESSES:
fv =
76 psi
fv =
fb = 1477 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv / Fv' = 0.40
fb/Fb'= 0.54
RATIOS OF SPAN TO DEFLECTION:
L / 1017 for LL
L / 523 for TL
USE GLULAM 5-1/2x12 24F-V4
Job
Bye(
Page g6
hY�RT7ic t[ooR
—p
P:
520
575
1095
6253 Ibs.
6253 Ibs.(max.)
0 Nibs.
R=
1033 ft.
CD 1.15
CH 1
Cr 1
Ci 1
117 psi
fv / Fv' = 0.62
v 3.3.03
SPUR IE 3E
MEMBER REPORT
Level, Floor: Flush Beam 67
1 piece(s) 5 1/4" x 14" 2.2E Parallam® PSL
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
:Actual @ Location
Allowed
Result
LOF
Load: Combination (Pattern)
Member Reaction (Ibs)
39SO @ 14' 8"
9483 (4.25")
Passed (42%)
--
1.0 D + 0.7 E (All Spans)
Shear (Ibs)
3605 @ 13' 4 1/2"
22736
Passed (16%)
1.60
1.0 D + 0.7 E (All Spans)
Moment (Ft-Ibs)
20942 @ 8'
65i88
Passed (32%)
1.60
1.0 D + 0.7 E (All Spans)
Live Load Dell. (in)
-0.190 @ 8'
0.358
Passed (L/904)
--
0.6 D - 0.7 E (All Spans)
Total Load Dell. (in)
0,280 @ 8'
0.717
Passed (L/615)
--
1.0 D + 0.7 E (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
•-9551bs uplift at support located at 4". Strapping or other restraint may be required.
System : Floor
Member Type: Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology: Aso
Bearing Length;
Loads to Supports(lbs)
Supports
Total
Available
Required
Dead
Floor Live
Snaw
Seismic
I Factored
Accessories
1 - Stud wall - SPF
5.50"
4.25"
1.64"
1700
1 300
1 375
2821/-2821
36W/-955
11/4" Rim Board
2 - Stud wall - SPF
5.50"
4.25"
1J7"
1700
300
375
3245/-3245
3971/ 251
l i/4" Rim Board
Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing intervals
Comments
Top Edge (Lu)
14 10 rue
Bottom Edge (Lu)
14' 10" o/c
-Maximum allowable bracing intervals based on applied load.
Dead:.
Floor Live
Snow--
Seismic.
Vertical Loads
Laeation(Side)
TributaryWidth
(0.90)
(1.00),.
(1.15)::
(1.60)i.
Comments'.
0- Self Weight(PLF)
11/4"to 14'103/4"
N/A
23.0
--
1 - Uniform (PSF)
0 to 15' (Front)
2'
20.0
-
25.0
-
ROOF
2 - Uniform (PLF)
0 to 15' (Front)
N/A
140.0
-
-
-
WALL
3 - Uniform (PSF)
0 to 15' (Front)
1'
24.0
40.0
-
-
FLOOR
4- Point(Ib)
8' (Front)
N/A
-
-
-
6066
Qe=2202 Los
Omega=3
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
]ob Notes
elisee ilunga
Tse Engineering
(425)481-6601
ELISEEILUNGA@GMAIL.COM
IXkperhaeuser
5/2/2023 5:24:47 PM UTC
ForteWEB v3.5, Engine: V8.2.5. 1, Data: V8.1.3.6
File Name: Koh Residence
Pann 1 / i
FLOOR BE
INPUT:
w (DL) plf
w (LL) plf
w (TL) pif
P (DL) Ibs
P (LL) Ibs
P (TL) Ibs
RESULTS:
170 170 170 170 170 170
390 390 390 390 390 390
560 560 560 560 560 560
0 0 01 0
RA (TL) =
2488 Ibs.
Rs (TL) _
VA (TL) =
2488 Ibs.(max.)
VB (TL) _
MA (TL) =
0 ft.lbs.
MB (TL) _
A (DL) =
A (DL) =
0.018 in.
A (LL) =
A (LL) =
0.041 in.
A (TL) =
A (TL) =
0.058 in.
E as
2c
6562 Ibs.
Rc (TL) =
1030 Ibs.
-3672 Ibs.(max.)
VC (TL) =
1030 Ibs.(max.)
-6510 ft.lbs.
Mc (TL) =
0 ft.lbs.
A (DL) =
0.000
A (DL) _
A (LL) _
-0.001
A (LL) _
A (TL) _
4001
A (TL) _
MATERIAL
Fb
Fv
Fc er
E x 1 OA6 GL Cv =
Manuf.Lbr.
GL
2400
165
650
1.8 1
Timber
Dimen. Lbr.
psi
psi
psi
psi
b
d
A_
S
I
Brg.Lgth.
5.5
12
66.00
132.0
792.0
0.04
in.
in.
in.A2
in.A3
in.A4
ft.
STRESSES:
fv = 44 psi fv = 71
fb = -592 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv/Fv' = 0.27 fv/FV= 0.43
fb / FU 0.49
RATIOS OF SPAN TO DEFLECTION:
L / 3254 for LL
L / 2266 for TL
USE GLULAM 5-1/2x12 24F-V4
fv =
CD 1
CH 1
Cr 1
Ci 1
11 psi
fv / Fv' = 0.06
8
v 3.3.03
TSE Engineering
COLUMN
Overall End Conditions Intermediate Supports
Length Kexx Keyy xx axis yy axis
10 1 1
ft.
Column Size
b d
5.5 5.5
in. in.
MATERIAL Type/Specie Grade
Manuf.Lbr.
Timber HF #2
Dimen.Lbr
fc
217 psi
SRxx (le/d)
21.82
SRyy (le/b)
21.82
Fc`
431 psi
KcE
0.3
FcE
693 psi
c
0.8
ki
1.629513
k2
2.009025
Cp
0.825593
Fc'
356 psi
Mxx
0 ft.lbs
Sxx
27.73 inA3
0
0 psi
693 psi
Fbx
604 psi
+
0
Myy
0 ft.lbs
Syy
27.73 inA3
fbyy
0 psi
FcE yy
693 psi
KbE
0.438
Re
4.671
FbE
22083 psi
k4
0
v 3.3.03
Duration
CD
1.15
Fbxx
525
psi
Fbyy
525
psi
Job#
By: E1 tt
Page: C7
`P 13CAM -06g
Loading
P axial
' w xx
w yy
6565
0
0
lbs.
pif
plf
Plate Properties
Specie
Fc(perp)
Cb ?
Cb
HF
405
YES
1.068
psi
Fc
En (10)A6
Eyy(10)A6
375
1.1
1.1
psi
psi
psi
RESULTS
COLUMN CSI = 0.609 <1 o.k.
fc(perp) / Fc(perp)' = 0.502 <1 o.k.
ALLOWABLE AXIAL LOAD = N/A
Wxx
la
WYy
USE: 6x6 HF#2 POST(/Krd)
TSE Engineering Job
BYE'
Page 7o
Deck Joist
INPUT: Uniform Loading Span Length
w (DL) w (LL) L
Roof (psf) 20 25 13
Tributary (ft) 0 ft
Wall (psf) 12 0
Tributary (ft) 0
Deck (psf) 24 60
Tributary (ft) 1 1
Other (plf) 0
w (TL)
24 60 84
plf plf plf
RESULTS
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
156
156
390
390
546
546
507
1268
1775
lbs.
lbs.
lbs.
lbs.
lbs.
Ibs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp) E x 10A6
Manuf.Lbr.
CD
1
Timber
CH
1
Dimen. Lbr.
DFL#2
900
180
625
1.6
Cr
1.15
psi
psi
psi
psi
Ci
1
b
d
A
S
1
1.5
11.25
16.88
31.6
178
in.
in.
in.A2
in.A3
in.A4
fv =
42 psi
Brg.Lgth.=
0.049 ft.
CL =
1.000
fb =
670 psi
GL Cv =
N/A
R =
N/A
o (DL) =
0.05 in.
A (LL) =
0.14 in.
A (TL) =
0.19 in.
RATIOS OF ACTUAL
TO ALLOWABLE RATIOS OF
SPAN TO DEFLECTION
fv / FV =
0.23
L /
1152
for LL
fb / FU =
0.65
L /
823
for TL
USE
2x12 DFL#2
AT 12"o.c
v 3.3.03
ROOF BEAM
TSE Engineering
WALL t
6..& )ZooF
.�I-c j /uOoR
+1 s DeCK
3
/ 1.SrD�CK
3 1 3 I. 3 1 3 I. 3
Job
By C(
Page W
INPUT:
w (DL) pif
390
390
280
280
280
280
w (LL) pif
390
390
250
250
250
250
w (TL) pif
780
780
530
530
530
530
P (DL) Ibs
750
P (LL) Ibs
860
P (TL) Ibs 0
1610
0 0
0
RESULTS:
RA (TL) = 7093 Ibs.
RB (TL) =
5557 Ibs.
VA (TL) = 7093 Ibs.(max.)
VB (TL) =
5557 Ibs.(max.)
MA (TL) = 0 ft.lbs.
MA-B (TL) =
28545 ft.lbs.(max.)
MB (TL) =
0 ft.lbs.
A (DL) =
A (DL) =
0.358 in.
A (DL) _
A (LL) =
A (LL) =
0.344 in.
A (LL) _
A (TL) =
A (TL) =
0.702 in.
A (TL) _
BEAM PROPERTIES:
MATERIAL Fb
Fv
Fc er Ex 10A6
R =
Manuf.Lbr. PL 2851
290
650 2
905 ft.
Timber
Dimen. Lbr.
psi
psi
psi psi
b d A_
S
I
Brq.Lgth.
CD 1.15
5.25 14 73.50
171.5
1200.5
0.15
CH 1
in. in. in.A2
in.A3
in.A4
ft.
Cr 1
Ci 1
STRESSES:
fv = 126 psi
fv =
101 psi
fb =
1997 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv / Fv' = 0.38
fv / Fv' =
0.30
fb/Fb'=
0.61
RATIOS OF SPAN TO DEFLECTION:
L /
628 for LL
L /
308 for TL
USE PARALLAM PSL
5-1/4x14
2.OE
v 3.3.03
TSE Engineering
Floor Beam
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
11
Tributary (ft)
0
ft
Wall (psf)
12
0
Tributary (ft)
0
le- 13EAM *7f
Floor(psf)
24
60
Tributary (ft)
2.5
2.5
Concentrated Loading
Other (plf)
10
0
Load Xc
P (DL)
P (LL)
w (TL)
1
3
2225
3335
70
150
220
2
plf
pIf
plf
ft
Ibs
Ibs
RESULTS:
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
2003
992
3250
1735
5254
2726
5913
9545
Ibs.
Ibs.
lbs.
Ibs.
Ibs.
Ibs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
GL
2400
165
650
1.8
CD
Timber
CH
Dimen. Lbr.
Cr
psi
psi
psi
psi
Ci
b
d
A
S
1
5.5
12
66.00
132.0
792
in.
in.
in.A2
in.A3
in.A4
fv =
114 psi
Brg.Lgth.=
0.093
ft.
CL =
1.000
fb =
1410 psi
GL Cv =
1
R =
1339 ft.
A (DL) =
0.07 in.
A (LL) =
0.12
in.
A (TL) =
0.19 in.
RATIOS OF ACTUAL
TO ALLOWABLE
RATIOS OF SPAN TO DEFLECTION
fv / Fv' =
0.69
L /
1114
for LL
fb / Fb' =
0.59
L /
693
for TL
USE GLULAM 5-1/2x12
Op— 5- xIIfY PAOLu4M
v 3.3.03
Job
Byq ,
Page qp
P (TL)
5560
0
Ibs
M (TL)
15458
ft.lbs.
1
1
1
1
Q V U g hvvhK MEMBER REPORT
Level, Floor: Flush Beam 73
1 piece(s) 5 1/2" x 12" 24F-V4 OF Glularn
S�ISMtG
:P elt-xl'D�� E�... yorrvT
AbT�e+T J. LethD
�l:ANL Overall Length: 11'
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Lu=.J1 qu-
f Flociiv-
Design Results
Actual @ Location
Allowed
Result
LDF
Load•, Combination (Pattern)
Member Reaction (Ibs)
6835 @ 4"
9934 (4.25")
Passed (69%)
--
1.0 D + 0.7 E (All Spans)
Shear (Ibs)
6520 @ 1' 5 1/2"
18656
Passed (35%)
1.60
1.0 D + 0.7 E (All Spans)
Pos Moment (Ft-Ibs)
22361 @ 4'
42240
Passed (53%)
1.60
1.0 D + 0.7 E (All Spans)
Neg Moment (Ft-Ibs)
-15222 @ 4'
32560
Passed (47%)
1.60
0.6 D - 0.7 E (All Spans)
Live Load Defl. (in)
-0.188 @ T 1 11/16"
0.258
Passed (1-/659)
--
0.6 D - 0.7 E (All Spans)
Total Load Dell. (in)
0.249 @ T 2 3/16"
0.517
Passed (L/499)
--
1.0 D + 0.7 E (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 4".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 4".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
a KL
ty73
0
System : Floor
Member Type; Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : Aso
`Bearing
Length:
Loads to Supports';(Ibs)
Supports
Total
Available
Required
Dead
Floor Live
Snow
Seismic
I Factored
Accessories
i Stud wall - SPF
5 50"
4.25"
2 92"
1976
686
913
6974/-6974
GHS]/-
1 1/4" Rim Board
3696
2 - Stud wall - SPF
5.50"
4.25"
1.80"
1518
454
497
3835/-3835
4245/
1 1/4" Rim Board
1774
Kim more is assumes to carry an mans appnso mrecrry ooeve iq oypt"'.9 me memuer uemg uesgneu.
Lateral Bracing;
f Bracing Intervals
Comments
Top Edge (Lu)
Bottom Edge (Lu)
to, 10" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow i
Seismic
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)'..
(1.50)1
comments'.
0 - Self Weight (PLF)
1 1/4" to 10' 10 3/4"
N/A
16,0
--
--
1 - Uniform (PSF)
0 to 11' (Front)
2'
20.0
-
25.0
-
roof
2- Uniform (PLF)
0to I1'(Front)
N/A
140.0
-
-
-
wall
3 - Uniform (PSF)
0 to 11' (Front)
1' 6"
24.0
40.0
-
-
Floor
4- Point (lb)
3'(Front)
N/A
945
480
860
-
Header 61 +
Adjacent beam
5 - Point (lb)
4' (Front)
N/A
-
-
-
10809
Qe=3603 Has
Omega=3
ForteWEB Software Operator Job Notes
elisee, ilunga
Tse Engineering
(425)481-6601
ELISEEILUNGA@GMAILCOM Weyerhacuscr
Jp 1
d$mIt,
0()
5/2/2023 5:48:22 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
Dvne I / �
TSE Engineering
Z/ReoF"
{-toALL
+(.33AFC0a9
FLOOR BEAM
w
BEAM #%(
W-=1.33�i2 ,P,
Re
1.5 1.5 2 1 2 2 2
L= 11 ft.
INPUT
Job
By Zf
Page
w (DL) pif
225
225
40
40
40
40
w (LL) pif
105
105
55
55
55
55
w (TL) pif
330
330
95
95
95
95
P (DL) Ibs
2840
P (LL) Ibs
4255
P (TL) Ibs
0
7095
0
0
0
RESULTS:
RA (TL) =
6291
Ibs.
RB (TL) =
2554 Ibs.
VA (TL) =
6291
Ibs.(max.)
VB (TL) =
2554 Ibs.(max.)
MA (TL) =
0
ft.lbs.
MA-B (TL) =
17389 ft.lbs.(max.)
MB (TL) =
0 ft.lbs.
A (DL) =
A (DL) =
0.070 in.
A (DL) _
A (LL) =
A (LL) =
0.096 in.
A (LL)
A (TL) =
A (TL) =
0.166 in.
A (TL) _
BEAM PROPERTIES:
MATERIAL
Fb
Fv
Fc er
E x 10A6
Manuf.Lbr.
TS
2218
285
650
1.5
Timber
Dimen. Lbr.
psi
psi
psi
psi
b
d
A
S
I
Brg.Lgth.
CD 1.15
5.25
14
73.50
171.5
1200.5
0.11
CH 1
in.
in.
in.A2
in.A3
in.A4
ft.
Cr 1
Ci 1
STRESSES:
fv =
121
psi
fv =
50 psi
fb = 1217 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv/Fv'= 0.37 fv/Fv'= 0.15
fb/Fb'= 0.48
RATIOS OF SPAN TO DEFLECTION:
L / 1373 for LL
L / 796 for TL
USE TIMBERSTRAND LSL 5-1/4x14 1.5E
v 3.3.03
�113IIII7:i I°aWFIR
P- $'EAM 047
.IL $CAM & --LF
Ifl
MEMBER REPORT
Level, Floor: Drop Beam 75
1 piece(s) 8 3/4" x 18" 24F-V4 OF Glulam
i' W = 7-5 McY
Overall Length: 25' 6"
22' L 3' 6"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual d Location'
Allowed
Result .
LDF
I Load:' Combination (Pattern) .
Member Reaction (Ibs)
18084 @ 21' 9 1/4"
31281 (5.50")
a
Passed (58 /o)
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Shear (Ibs)
11355 @ 1' 11 1/2"
27825
Passed (41%)
1.00
1.0 D + 1.0 L (Alt Spans)
Pos Moment (Ft-Ibs)
50897 @ 8' 4 11/16"
86267
Passed (59%)
1.00
1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-Ibs)
-29377 @ 21' 91/4"
112872
Passed (26%)
1.60
1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt
S ans
Live Load DeFl. (in)
0.135 @ 25' 6"
0.249
Passed (2L/660)
__
1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt
Spans)
Total Load Defl. (in)
0.539 @ 10' 5 3/8"
1 1.072
1 Passed (L/477)
--
1.0 D + 1.0 L (Alt Spans)
• Defection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L = 20' 4 13/16'.
• Critical negative moment adjusted by a volume factor of 0.97 that was calculated using length L = 11' 3 5/8".
• The effects of positive or negative camber have not been accounted for when calmloung deflection.
• The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based an Nos. -
gCAM Aa 73
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology: ASD
Bearing
Lengtb„
Loadsto Supports(lbs)
Supports
'Total
Available
Required
Dead
Floorgve
Snow
'Seismic
Factored,
Accessories
1 Column Cap steel
5 50"
5.50'
2.38"
5790
7081/-265
1439
2614/-2614
13553
Blocking
2 - Column Cap - steel
5.50"
5.50"
3.18"
6408
7954
1441
8818/-8818
18084/ 2328
Blocking
Blocking Panels are assumed to carry no loads applied directly above them and me full load is applied to the member Being designer.
Lateral Bracing
Bracing Intervals .
comments
Top Edge (to)
Bottom Edge (Lu)
25' 6" o/c
,Maximum allowable bracing intervals based on applied load.
Dead.
Floor Live
Snow
Seismic- '
Vertical Loads .
Loratidq(Side) -
TributaryWidth
(0.90)
(1.110).
(1.15)
(1.60) ;
Comments'.
0 - Self Weight (PLF)
0 to 25' 6"
N/A
38.3
--
--
--
I - Uniform (PSF)
0 to 4' 6" (Front)
11' 6"
24.0
40.0
-
-
Default Lead
2 - Uniform (PSF)
4' 6" to 25' 6" (Front)
7' 6"
24.0
60.0
-
-
3 - Point (Ib)
4' 6" (Front)
N/A
4220
2565
1885
3245
BEAM67+ BEAM 74
4 - Point (Ib)
25' 6" (Front)
N/A
1980
685
915
6974
BEAM 73
ForteWEB Software Operator
Job Notes
elisee ilunga
Tse Engineering
(425)481-6601
ELISEEILUNGA@GMAILCOM
Weyerhaeuser
5/18/2023 5:16:04 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
D>n. i / 7
TSE Engineering
Deck Beam
Job
By�
Page
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
7
Tributary (ft)
0
ft
Wall (psf)
12
0
Tributary (ft)
0
pdv Live
�aA�
Floor(psf)
24
60
Tributary (ft)
1.5
1.5
Other (plf)
10
0
w (TL)
46
90
136
plf
plf
plf
RESULTS:
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL) M (TL)
161
161
315
315
476
476
282
551 833
lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
ft.lbs.
ft.lbs. ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
GL
2400
165
650
1.8
CD 1
Timber
CH 1
Dimen. Lbr.
Cr 1
psi
psi
psi
psi
Ci 1
b
d
A
S
1
3.5
12
42.00
84.0
504
in.
in.
in.A2
in.A3
in.A4
fv =
12 psi
Brg.Lgth.=
0.017 ft.
CL =
1.000
fb =
120 psi
GL Cv =
1
R =
17888 ft.
A (DL) =
0.00 in.
A (LL) =
0.01 in.
A (TL) =
0.01 in.
RATIOS OF ACTUAL
TO ALLOWABLE RATIOS OF
SPAN TO DEFLECTION
fv / FV =
0.07
L /
15673
for LL
fb / Fb' =
0.05
L /
10372
for TL
USE GLULAM
3-1/2x12
v 3.3.03
TSE Engineering Job
By F-1
Page 7-7-
BEAM
DECK BEAM
w
RA
1.5
1.5
2
2
2
2
—11
INPUT:
w (DL) pif
45
45
45
45
45
45
40
w (LL) pif
0
0
0
0
0
0
80
w (TL) pif
45
45
45
45
45
45
120
P (DL) Ibs
165
P (LL) Ibs
315
P (TL) ibs
0
0
0
0
0
480
RESULTS:
RA (TL) =
68 Ibs.
RB (TL) =
1268 Ibs.
VA (TL) =
68 Ibs.(max.)
VB (TL) =
840 Ibs.(max.)
MA (TL) =
0 ft.lbs.
MA-B (TL) =
51 ft.lbs.(max.)
MB (TL) _
-1980 ft.lbs.
A (DL) =
A (DL) =
0.004 in.
A (DL) =
0.002 In.
A (LL) =
A (LL) =
-0.004 in.
A (LL) =
0.022 in.
A (TL) =
A (TL) _
-0.002 In.
A (TL) =
0.024 In.
BEAM PROPERTIES:
MATERIAL
Fb
Fv
Fc er E x 10A6
GL Cv =
R =
Manuf.Lbr.
GL 2400
165
650 1.8
1
27848 ft.
Timber
Dimen. Lbr.
psi
psi
psi psi
b
d A
S
I
Brp.Lpth.
CD 1
5.5
12 66.00
132.0
792.0
0.02
CH 1
in.
in. in.A2
in.A3
in.A4
ft.
Cr 1
Ci 1
STRESSES:
fv =
1 psi
fv =
16 psi
fb =
5 psi
fb =
-180 psi
RATIOS OF ACTUAL
TO ALLOWABLE STRESSES:
fv/Fv'=
0.00
fv/FV=
0.10
fb/FU
0.00
fb/Fb'=
0.15
RATIOS OF SPAN TO DEFLECTION:
L /
30920 for LL
L /
1650 for LL
L /
62947 for TL
L /
1498 for TL
USE GLULAM
5-1/2x12
24F-V4
v 3.3.03
WIFORTEWEB
W=it
MEMBER REPORT
Level, Floor: Drop Beam 78
1 piece(s) 8 3/4" x 18" 24F-V4 DF Glulam
lf' Mly -W:ZYS7L.aR
Overall Length: 25'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
`Ei PECK
LOAD
Design Resift -
' Actual @ Lcoetlon
Allowed .
Rasuft -.
' LDF
I Load- combination; (Pattern)
1.0 D + 0.525 E + 0.75 L + 0.75 5 (All
Member Reaction (Ibs)
2437D BE 21' 9 1/4"
31281 (5.50")
Passed (78%)
-
Scans)
SAD + 0.525E + 0,75 L + 0.75 S (All
Shear (Ibs)
15367 @ 23' 6"
44520
Passed (35%)
1.60
S ans
Pos Moment (Ft-lbs)
35392 @ 8' 11 1/4"
86853
Passed (41%)
1.00
1.0 D + 1.0 L (Alt Spans)
1.0 D + 0,525 E + 0.75 L + 0,75 S (Alt
Neg Moment (Ft-Ibs)
-49683 @ 21' 9 1/4"
108064
Passed (46%)
1.60
Spans)
1.0 D + 0,525 E + 0.75 L + 0.75 S (Alt
Live Load Deft. (in)
0.191 @ 25'
0.215
Passed (2L/406)
--
Spans)
Total Load De. (In)
0.206 @ 25'
0.323
Passed (2L/376)
--
1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt
Spans)
• Deflection criteria: LL (L/360) and TEL (L/240).
• Overhang deflection cr leda: LL (2L/360) and TL (21-/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 0.92 that was calculated using length L = 19' 13116".
• Critical negative moment adjusted by a volume factor of 0.93 that was calculated using length L = 17' 5 9116".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified gludam Is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer.
• Applicable calculations are based on NDS.
F-/
07-s
BEAM N 67
T" BEAM 4-71
--BEAM # 4-7-
•I-St1SMl G
F,otNj CaAD
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code: IBC 2018
Design Methodology: ASD
$Uppgrr5
'Beadnp
Lanptll
i
Loadsto Suppmts(Ibs)
9�rKaaaorf@s
tra,61
Avalh
Requiretl
Dead
Floor Live
Snout
SeiGmle
Fadpra0
I -Stud Wall -SPF
5.50"
1 5.50"
1 2.36"
308q
5678/•233
-608
t628/-1628
8762
elocking
2 •Column Cap -steel
5.50"
5.50"
428"
9582
6369
4693
12937/•
2437
24370/
2957
Blocking
Blocking Panels are assumed to carry no loads applied directly above mein and me Cull load Is applied to the member oemg desgr ea.
Lltera( 6raClD,j3' .
Bracing IntatVals
Comments
Top Edge (Lu)
Bottom Edge (Lu)
25' o/c
,Maximum allowable bracing Intervals based on applied load.
Vertical LOdd3
Location (Side)
Dead
Floor Llva
(140)j
Snow +
(1.15)
Selsmic f
(1,00)
Comments ('
0- Self Weight(PLF)
0to 25'
N/A
39.3
--
---
•-
I- Uniform (P5F)
0to 4'6"(Front)
it,
24.0
40.0
-
FLOOR
2 - Uniform (PSF)
4' 6" to 22' (Front)
9' 6"
24.0
40.0
-
-
FLOOR
3- Uniform (PSF)
221to 25'(Front)
1'315/16"
24.0
60.0
-
-
DECK
4 - Point (Ib)
4' 6" (Front)
N/A
1025
1530
-
-
BEAM 74
5 - Point (Ib)
25' (Front)
N/A
5410
1415
4035
BEAM 73+BEAM
77-tbearn 62
6 - Point (to)
25' (Front)
N/A
-
-
10809
Qe 3 a03Los
a9
ForteWES Software Operator
lab Notes
elisee Range
Tse Engineering
(425)481.660L
EUSEEIWNGA@GMAIL.COM
\{eycrhauser
} AmPil{ lr
5/17/2023 4:15:39 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
Page 1 / 2
FLOOR BEAM
INPUT:
w (DL) pif
w (LL) pif
w (TL) pif
P (DL) Ibs
P (LL) ibs
P (TL) Ibs
RESULTS:
F SEA M i* 6
w=t.�1oO-K
70 50 50 50 50 50
150 90 90 90 90 90
220 140 140 140 140 140
165
315
4801 0 0 0
RA (TL) =
939 Ibs.
VA (TL) =
939 Ibs.(max.)
MA (TL) =
0 ft.lbs.
A (DL) =
A (DI-) _
A (LL) =
A (LL) _
A (TL) =
A (TL) _
BEAM PROPERTIES
MATERIAL
Manufliar. GL
Timber
Dimen. Lbr.
b d
3.5 12
in. in.
STRESSES:
RB (TL) = 1905 Ibs
VB (TL) _
-1041 Ibs.(max.)
MB (TL) _
-1895 ft.lbs.
0.007 in.
A (DL) _
0.013 in.
A (LL) _
0.019 in.
A (TL) _
Re (TL) =
466 Ibs.
VC (TL) =
466 Ibs.(max.)
Mc (TL) =
0 ft.lbs.
0.003
A (DL) _
0.005
A (LL) _
0.009
A (TL) _
Fb
Fv
Fc er
E x 10A6 GL Cv =
2400
165
650
1.8 1
psi
psi
psi
psi
A
S
I
Brg.Lgth,
42.00
84.0
504.0
0.03
in.A2
in.A3
in.A4
ft.
fv = 26 psi fv =
32
fb =
-271
psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv/Fv'= 0.16 fv/Fv'=
0.19
fb / Fb' =
0.23
RATIOS OF SPAN TO DEFLECTION:
L/
8396
for LL
L/
5561
for TL
USE GLULAM 3-1/2x12
24F-V4
fv =
fv/FV=
CD 1
CH 1
Cr 1
Ci 1
12 psi
0.07
v 3.3.03
MEMBER REPORT
srlsmLG
Pot r)T
( oAL)
Level, Floor: Flush Beam 80
1 piece(s) 5 1/4" x 14" 2.2E Parallam@ PSL
b11s RoaF+ WALL
-FLOOR
Overall Length: 9'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual Q Location
. Allowed ,
Result
LDF
Load:: Combination (Pattern)
Member Reaction (Ibs)
7406 @ 4"
13945 (4.2S')
Passed (53%)
--
1.0 D + 0.7 E (All Spans)
Shear (Ibs)
1191 @ 1' 7 1/2"
14210
Passed (8%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
3595 @ 4' 6"
40743
Passed (9%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load DeFl. (in)
0.011 @ t 4 1/4"
0.208
Passed (L/999+)
_.
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Total Load Deli. (in)
0.025 @ 4' 5 5/16"
0.417
Passed (L/999+)
--
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Deflection criteria: LL (1-/480) and TL (L/240).
Allowed moment does not reflect the adjustment for the beam stability factor.
System: Floor
Member Type : Flush Beam
Building Use : Residential
Building Code: IBC 2018
Design Methodology: ASD
Bea
ring Length_j
Loads to Supports'(ibs)
Supports
Total
Available
Required
Dead
Floor Live
Snow
iSetsmlc
Factored
Accessories
1- Column Cap - steel
5.50"
4.25"
2.26"
1217
644
225
8879/-8879
7432/
5485
1 1/4" Rim Board
2-Column Cap - steel
5.50"
4.25"
1.50"
1217
644
225
1811-181
1964
11/4"Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
: Bracing Intervals
comments
Top Edge (ILL)
8' 10" c/o
Bottom Edge (Lu)
8' 10" o/c
,Maximum allowable bracing Intervals based an applied load.
Dead
Floor Live
Snow':
Seismic),
Vertical Loads
Location (Side) ^,
Tributary Width
'(0.90)
'(1.06)
(1.15)
(L:60) ;
comments
0- Self Welght(PLF)
11/4"to 8'103/4"
N/A
23.0
1 - Uniform (PSF)
0 to 9' (Front)
2'
20.0
-
25.0
-
roof
2 - Uniform (PLF)
0 to 9' (Front)
N/A
140.0
-
-
wall
3 - Uniform (PSF)
0 to 9' (Front)
1' 3 15116"
24.0
40.0
-
-
Floor
4 - Uniform (PSF)
0 to 9' (front)
1' 6"
24.0
60.0
-
-
deck
5 - Point (Ib)
6" (Front)
N/A
-
-
-
9060
Qe=3020 Lbs
Omega=3
meuser 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
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
41ble to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
meuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC -ES under evaluation reports ESR-1153 and ESR-1387
tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
product application, input design loads, dimensions and support Information have been provided by Forte WEB Software Operator
ForteWEB Software Operator lob Notes
elicee ilunga
Tse Engineering
(425)481-6601
ELISEEIWNGA@GMAILCOM Weyerhaeuser
5/18/2023 5:18:14 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
MEMBER REPORT
Level, Floor: Drop Beam 81
1 piece(s) 8 3/4" x 18" 24F-V4 DF Glulam
All locations are measured from the outside face of left support (or left cantilever end), All dimensions are horizontal.
W=t.31'Feooe
Design Results ;.
Actual @ Location
Allowed
Result
LOF
Load: Combination (Pattern)
Member Reaction (Ibs)
7530 @ 1419 1/4"
20453 (5.50")
Passed (37%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
3941 @ 13' 1/2"
27825
Passed (14%)
1.00
1.0 D + 1.0 L (All Spans)
Pas Moment (Ft-Ibs)
15032 @ 7' 2 7/8"
89698
Passed (17%)
1.00
1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-Ibs)
-6946 @ 14' 9 1/4"
72844
Passed (10%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.047 @ 7' 6 5/8"
0.481
Passed (L/999+)
--
1.0 D + 1.0 L (Alt Spans)
Total Load Dell. (in)
0.072 @ T 5 1/4"
0.722
Passed (L/999+)
--
1.0 D + 1.0 L (Alt Spans)
Defection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (2L/360) and TL (2L/240).
Allowed moment does not refed the adjustment for the beam stability factor.
Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 13' 9 3/4".
Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 9 1/I6".
The effects of positive or negative camber have not been accounted for when calculating deflection.
The specified glulam is assumed be have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
Applicable calculations are based on NDS.
Bea ring Length:
Loads to Supports(ibs)
supports
Total,
Available
Required
Dead '
Floor Live
Factored
Accessories
1- Stud wall - SPF
5.501,
5.50"
1 1.50"
1769
2794/-284
4563
Blacking
2 - Stud wall - SPF
5.50"
5.50"
2.OT'
3111
9419
"m
Blacking
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing?
: Brecing Intervals
Comments
Top Edge (Lug
18' o/c
Bottom Edge (Lu)
I& o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Dead
Floor Live
Location (Side),
Tributary Width
(0.90).
(1.00):
Comments b
0 - Self Weight (PLF)
o to 18'
N/A
38.3
--
1 - Uniform (PSF)
0 to 15' (Front)
9' 3"
24.0
40.0
FLOOR
2 - Uniform (PSF)
15' M 18' (Front)
1' 3 15/16"
24.0
60.0
DECK
3 - Point (lb)
18' (Front)
N/A
765
1140
BEAM 79
ct tq 8
Id
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IOC 2018
Design Methodology: Aso
Weyerhaeuser warrants that the sizing of Its practices will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accesserles (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
product application, input design loads, dimensions and support information have been provided by ForteWEB Software
ForteWEB Software Operator lob Notes
eltsee Hance
Tee Engineering
(425)481-6601 11
ELISEEILUNGA IGMAILCOM \C'iy,,n mser
5/18/2023 5:19:04 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
D.no t / t
'91FORTEVVELS
MEMBER REPORT
W =IO"FLooR
Level, Floor: Drop Beam 82
1 piece(s) 8 3/4" x 18" 24F-V4 DF Glulam
P BEAM 419L)
Overall Length:
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
F, AM 't#- �q z!
'Ws7wcYiR /a
VY'=DEcK LOAD //V'
I' B6FAA'I 4177
Design Results,,,
Actual @ Location',
Allowed
Result '".
LDF
I Loack Combination (Pattern)
Member Reaction (Ibs)
12885 @ 21' 9 1/4"
20453 (5.50")
0
Passed (63 /o)
1.0 D+ 0.525 E + 0.75 L + 0.75 S (All
Spans)
Shear (Ibs)
7688 @ 20' 1/2"
27825
Passed (28%)
1.00
1.0 D + 1.0 L (All Spans)
Pas Moment (Ft-Ibs)
43458 @ 11' 7 13/16"
85978
Passed (51%)
1.00
1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-Ibs)
-18450 @ 15'
104396
Passed (18%)
1.60
0.6 D - 0.7 E (All Spans)
Live Load Deft. (in)
0.126 @ 25'
0.215
Passed (21-/614)
--
0.6 D - 0.7 E (All Spans)
Total Load Defl. (in)
0.585 @ 11' 5 1/4"
1.072
Passed (L/439)
--
1.0 D + 0,525 E + 0.75 L + 0.75 S (Alt
Spans)
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (21-/360) and TL (2U240).
Allowed moment does not reflect the adjustment for the beam stability factor.
Critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L = 21' 1 3116".
Critical negative moment adjusted by a volume factor of 0.90 that was calculated using length L = 24' 8".
The effects of positive or negative camber have not been accounted for when calculating deflection.
The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
Applicable calculations are based an NDS.
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology; ASO
Bearing
Length-:
Loads to Supports(lbs)
Supports
Totals
Available
Required
Dead
Floor Live
Snow
:Seismic
Factored
Accessories
1 - Stud wall - SPF
5.50"
5.50"
2.23"
3309
45961-196
71
2804/-2804
8281
Blocking
2 - Shed wall - SPF
5.50"
5.50"
3.16"
4869
6281
154
6075/-6075
128133t65/
Blocking
ulocKmg Panels are assumed to carry no loads applied energy above mom and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
comments
Top Edge (W)
25' o/c
Bottom Edge (Lu)
25' o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow '.
Seismic -
Vertical Loads
Location (Side)
Tributary Width
(0.90).
'(1.00)
(1.15) !
. - (1.60)
Comments
0 - Self Weight (PLF)
0 to 25'
N/A
38.3
--
--
--
1 - Uniform (PSF)
0 to 15' (Front)
10,
24.0
40.0
-
-
FLOOR
2-Uniform(PSF)
15' to 22'(Front)
7'
24.0
40.0
-
-
FLOOR
3 - Uniform (PSF)
22' to 25' (Front)
116..
24.0
60.0
-
-
DECK
4 - Point (to)
15' (Front)
N/A
1185
645
225
8879
BEAM 80
5 - Point (to)
IS' (front)
N/A
375
565
-
-
BEAM 79
6 - Point (to)
25' (Root)
N/A
705
1060
-
-
BEAM 77
ForteWEB Software Operator Job Notes
elisse Bunco
Tse Engineering
(425)481-6601
ELISEEILUNGA@GMAIL.COM Nvcycrhacuser
5/18/2023 5:19:41 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
''91FORTEVVEF
MEMBER REPORT
Level, Floor: Joist 83
1 piece(s) 1 3/4" x 14" 2,0E Microllam® LVL @ 16" OC
ill
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results :
IActual @ Location
Allowed
Result
LOF,
Load Combination (Pattern)
Member Reaction (Ibs)
1324 @ 4 1/2"
3161 (4.25')
Passed (42%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1233 @ 1' 7 1/2"
4655
Passed (26%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
5913 @ 5' 6"
12611
Passed (47%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.113 @ 5' 6"
0.256
Passed (L/999+)
--
1.0 D + 1.0 L(All Spans)
Total Load Defl. (in)
0.134 @ 5' 6"
0.512
Passed (L/920)
--
1.0 D + 1.0 L(All Spans)
TJ-Pro'" Rating
69
40
Passed
--
--
Deflection criteria: LL (L/480) and TL (L/240).
Allowed moment does not reflect the adjustment for the beam stability factor.
A 4% increase in the moment capacity has been added to account for repetitive member usage.
A structural analysis of the deck has not been performed.
Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"" Panel (24" Span Rating) that Is glued and nailed down.
Additional considerations for the TJ-Pro."' Rating Include: None.
Bearing
Length
Loads to Supports(lbs)
Supports
Total
Available
Required
Dead
Floor Live
Factored
Accessories
1- Stud wall - SPF
5.50"
4.25"
1.78"
330
1000
1330
11/4" Rim Board
2 - Stud wall - SPF
5.50"
4.25"
1.78"
330
1000
1330
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing'.:
Bracing Intervals
comments
Top Edge (Lu)
8' 2" o/c
Bottom Edge (Lu)
10' 10" o/c
,Maximum allowable bracing intervals based on applied load.
Vertical Loads
Dead
Floor Live
Location (Side)
Spacing
(0.90)
(1.00).
Comments
1 - Uniform (PSF)
0 to 111
16"
45.0
-
Default Load
2 - Point (Ib)
T 6"
N/A
-
2000
Car fire point load
System : Floor
Member Type : Joist
Building Use: Residential
Building Code: IBC 2018
Design Methodology : ASD
iaeuser warrants that line sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any otherwarranties
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
note to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
iaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
product application, input design loads, dimensions and support information have been provided by ForteWEB Software
ForteWEB Software Operator lob Notes
elisee Lunge
Tse Engineering
(425) 481-6601
ELISEEILUNGA@GMAILCOM CUcyerhactecr
5/2/2023 8:04:44 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
-TURIEVVEB
MEMBER REPORT
Level, Floor: Joist 83A
1 piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL @ 16" OC
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
:Actual @Location
Allowed
Result
LDF
Load:: Combination (Pattern)
Member Reaction (Ibs)
683 @ 4 1/2"
3161 (4.25")
Passed (22%")
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
491 @ 1' 7 1/2"
4655
Passed (11%)
1.00
1.0 D + 1.0 L(All Spans)
Moment (Ft-Ibs)
1663 @ 5' 6"
12614
Passed (13%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Den. (in)
0.023 @ 5' 6'
0.256
Passed (L/999+)
--
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.044 @ 5' 6"
0.512
Passed (L/999+)
--
1.0 D + 1.0 L (All Spans)
TJ-Pro`" Rating
69
40
Passed
--
--
• Deflection criteria: ILL (L/480) and TL (t/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 4% Increase in the moment capacity has been added to account for repedftve member usage.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge-' Panel (24" Span Rating) that Is glued and nailed down.
• Additional considerations for the TJ-Pro" Rating include: None.
'Bearing Length';
Leads to Supports(lbs)
Supports
Total
Available
Required
Dead
Floor Live
Factored
Accessories
1 - Stud wall SPF
5.50"
4.25"
1.50"
330
367
697
1 1/4" Rim Board
2 - Stud wall - SPF
5.50"
4.25"
1.50"
330
367
697
1 1/4" Rim Board
Rim Board is assumed to carry all leads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
10' to' o/c
Bottom Edge (to)
10' IO" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Dead
Dead
FloorLive
Location (Side)
spacing
(1.DB):
Comments
1 Uniform (PSf)
0 to 11'
16"
45.0
50.0
1 Default Load
System : Fluor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASO
aeuser 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
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
obie to assure that this calculation is compatible win the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufacnred at
iaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
loads, dimensions and support Information have been
FofteWEB software Operator
Job Notes
elisee ilunga
Tse Engineering
(425) 481-6601
ELISEEIWNGA@GMAILCOM
Wq,,zhaeuser
5/2/2023 8:05:59 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
pvno i / t
Q-UHThvvhu
MEMBER REPORT
CI
u
Level, Floor: Drop Beam 84A
1 niece(s) 5 112" x 12" 24F-V4 DF Glulam
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
'Actual @ Location
Allowed
Result
DOE
Load: Combination (Pattern)
Member Reaction (IDS)
8842 @ 7'
12856 (5.50")
Passed (69%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
3117 @ 8' 2 3/4"
11660
Passed (27%)
1.00
1.0 D + 1.0 L (All Spans)
Pas Moment (Ft-Ibs)
3913 @ 10' 11 7/16"
26400
Passed (15%)
1.00
1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-Ibs)
-5895 @ 7'
20350
Passed (29%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Deft. (in)
0.012 @ 10' 6 5/16"
0.222
Passed (L/999+)
--
1.0 D + 1.0 L(Alt Spans)
Total Load Del (in)
0.019 @ 10' 7 7/8"
0.333
Passed (L/999+)
--
1.0 D + 1.0 L (Alt Spans)
• Deflection cdtena: ILL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 5 3116".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 4".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Bea
ring Length;.
`Loads to Supports(Ibs)
Supports
Total
Available
Required
Dead
Floor Live
Factored
Accessories
i - Stud wall SEE
5.50"
5.50"
1.50"
1448
1788/-229
3235
Blocking
2 - Stud wall - SEE
5.50"
5.50"
3J8"
4259
4583
8842
Blocking
3 -Stud wall - SHE
5.50"
5.50"
1.50"
1498
1788/-229
3235
Blocking
• Blacking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed.
Lateral Bracing;
Bracing Intervals
comments
Top Edge (to)
14' o/c
Bottom Edge (to)
14' o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Dead
Floor Live
Location (Side)
Tributary Width
(0.90)
(1.00)
Comments
0 - Self Weight (PIT)
0 to 14'
N/A
16.0
--
1 - Uniform (PSF)
0 to 14' (Front)
Ill
45.0
50.0
Default Load
UVEF
System : Floor
Member Type: Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology: Aso
seuser 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
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
:ible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
iaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
input design loads, dimensions and support information have been provided by ForteWEB Software
ForteWEB Software Operator Job Notes
elisee lungs
Tse Engineering
(425)181-6601
ELISEEILUNGA@GMAIL.COM IXzeyerhacuscr
5/2/2023 8:14:29 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
Dino 1 11
vC(CU
MEMBER REPORT
Level, Floor: Drop Beam
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
W�IExFT '7% 1 1
7'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results:
"Actual @ Location
Allowed
Result 'I
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
7207 @ 7'
12856 (5.50")
Passed (56%)
--
1.0 D + 1.0 L (All Spans)
Shear(lbs)
3126 @ 8' 2 3/4"
11660
Passed (27%)
1.00
1.0 D + 1.0 L (All Spans)
Pas Moment (Ft-Ibs)
4226 @ 3' 6"
26400
Passed (16%)
1.00
1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-Ibs)
-5335 @ 7'
20350
Passed (26%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.011 @ 3' 5 5/8"
0.222
Passed (L/999+)
--
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.017 @ T 4 1/16"
0.333
Passed (L/999+)
--
1.0 D + 1.0 L (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 3 3/16".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 41/2".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam Is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDs.
Bearing
Length
11 Loads to Supports
(Ibs)
Supports
Total
Available
'Required
Dead
Floor Live
Factored
Accessories
1- Stud wall - SEE
S.50"
5.50"
1.50"
1418
866/-190
2314
Blocking
2 - Stud wall - SPF
5.50"
5.50"
3.08"
4259
2949
7207
Blocking
3 - Stud wall - SPF
5.50"
5.50"
1.50"
1448
560/-184
2008
Blocking
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing is
Bracing Intervals
Comments
Top Edge (Lu)
1 r o/c
Bottom Edge(Lu)
14'o/c
,Maximum allowable bracing intervals based on applied load.
Vertical Loads
Dead
Floor Live
Location (Side)
Tributary Width
(0.90)
(1.00)-
comments
0 - Self Weight (PLE)
0 to 14'
N/A
16.0
--
1 - Uniform (PSF)
0 to 14' (Front)
11'
45.0
-
Default Load
2 - Point (Ib)
T 6" (Front)
N/A
-
2000
Vehicule point load
3 - Point (lb)
9' 6" (Front)
N/A
-
2000
Vehicule point load
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blacking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to
wvnv.weyerhaeuser.mm/woodproducts/document-library.
The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator
ForteWEB Software Operator Jab Notes
elisee Image
Tse Engineering
(425)481-6601
ELISEEIWNGA@6MAIL.COM Weyerhaeuser
5/2/2023 8:13:01 PM UTC
ForteWEB v3.5, Engine: V8.2.5. 1, Data: V8.1.3.6
File Name: Koh Residence
Pan. i / t
"AIFORTEVVEB MEMBER REPORT
Level, Floor: Flush Beam 85
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 OF Glulam
w-rb�� U
p '5 CAM fiwau
Sg6mle Overall Length: 2' 6" *31
Tor JUT
W=wain LoAp
) 2' 6"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results l:
Actual Location
Allowed
Result' :'
'LDF
Load:: Combination (Pattern)
Member Reaction (His)
4004 @ 12' 2"
9934 (4.25")
Passed (40%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3057 @ 10' 11"
15085
Passed (20%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
11386 @ 7'
38424
Passed (30%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load DeO. (in)
0.053 @ 6' 5"
0,296
Passed (L/999+)
--
1.0 D + 0,525 E + 0.75 L + 0.75 S (All
Spans)
Total Load DeO. (in)
0.131 @ 6' 5"
0.592
Passed (L/999+)
--
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
• Dejection criteria: LL (1-/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• CnUcal positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 10".
• The effects of positive or negative camber have not been accounted for when calculating deRection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Cede: IBC 2018
Design Methodology : ASO
Bearing
Length
Loads to Supports.(lbs)
Supports
Total
Available
Required
Dead
Floor Live
Snow
Seismic
Factored
Accessories
1 - Stud wall - SPF
5.50"
4.25"
1.50"
1704
111
611
414/-414
269S
11/4" Rim Board
2 - Stud wall - SPF
5.50"
4.25"
1.71"
2437
333
1631
186/-186
4068
1 1/4" Rim Board
Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals-
Comments
Top Edge (W)
12' 4" o/c
Bottom Edge (Lu)
12' 4" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Seismic::
Vertical Loads
Location (Side)
Tributary Width
(0.90).
(1.00)
(1.15)
(1.60)'
Comments I
0- self Weight(PLF)
I1/4"to 12'43/4"
N/A
18.0
--
--
--
1 - Uniform (PSF)
0 to 12' 6" (Front)
1' 3 15/16"
24.0
40.0
-
-
floor
2 - Uniform (PLF)
0 to IT 6" (Front)
N/A
140.0
-
-
-
wall
3 - Uniform (PSF)
T to 12' 6" (Front)
to-
20.0
-
25.0
-
snow
4 - Paint (lb)
7' (Front)
N/A
670
-
955
-
beam 31
5 - Point (lb)
4' (Front)
N/A
-
-
-
600
Qe=2001_bs
Omega=3
weuser 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
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
Bible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
iaeuser facilities are third -party, certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports ESR-1153 and ESR-1387
tested in accordance with applicable ASFM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
product application, input design loads, dimensions and support information have been provided by ForteWEe Software
ForteWEB Software Operator Job Notes
elisee iluma
Tse Engineering
(425)481-6601
5/18/2023 5:21:03 PM UTC
ForteWEB v3.5, Engine: V8.2.5. 1, Data: V8.1.3.6
File Name: Koh Residence
ELISEEILUNGA@GMAIL.COM I I Weyerhaeuser
TSE Engineering
Floor Beam
Job
By V/
Page g6
INPUT:
Uniform Loading
Span Length
w (DL)
w (LI-)
L
Roof (psf)
20
25
12.5
Tributary (ft)
0
ft
Wall (psf)
12
0
Tributary (ft)
0
Floor(psf)
24
40
Tributary (ft)
5.5
5.5
Other (plf)
10
0
w (TL)
142
220
362
plf
plf
plf
RESULTS:
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
888
888
1375
1375
2263
2263
2773
4297
7070
lbs.
lb&
lbs.
lbs.
lbs.
lbs.
ft.lbs.
ft.lbs,
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp) E x 10A6
Manuf.Lbr.
TS
2218
285
650
1.5
CD
1
Timber
CH
1
Dinner. Lbr.
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
3.5
14
49.00
114.3
800
in.
in.
in.A2
in.A3
in.A4
fv =
56 psi
Brg.Lgth.=
0.083 ft.
CL =
1.000
fb =
740 psi
GL Cv =
N/A
R =
N/A
A (DL) =
0.06 in.
A (LL) =
0.10 in.
A (TL) =
0.17 in.
RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION
fv / FV = 0.20 L / 1490 for LL
fb / FU = 0.33 L / 906 for TL
USE TIMBERSTRAND LSL 3-1/2x14
v 3.3.03
Floor Beam
INPUT:
Roof (psf)
Tributary (ft)
Wall (psf)
Tributary (ft)
Floor(psf)
Tributary (ft)
Other (plf)
Uniform Loading
w (DL) w (LL)
20 25
0
12 0
0
24 40
1.33 1.33
10 0
41.92 53.2
plf plf
RESULTS:
VI (DL)
Vr (DL)
771
559
Ibs.
Ibs.
DESIGN:
MATERIAL
Manuf.Lbr.
PL
Timber
Dimen. Lbr.
b
5.25
in.
fv =
fb =
A (DL) =
v 3.3.03
VI (LL)
1130
lbs.
Fib
2851
TSE Engineering
Span Length
L
10.5
ft
w (TL)
95.12
plf
Vr (LL)
803
Ibs.
Fv
290
psi psi
d
A S
14
73.50 171.5
in.
in.A2 in.A3
37 psi
Brg.Lgth.=
480 psi
GL Cv =
0.02 in.
A (LL) =
p-_$F-aM#86
Concentrated Loading
Load Xc P (DL) P (LL)
1 4 890 1375
2
ft Ibs Ibs
Job
By GI vt
Page $1T
P (TL)
2265
0
Ibs
VI (TL)
Vr(TL)
M (DL)
M (LL)
M (TL)
1902
1362
2782
4138
6919
Ibs.
Ibs.
ft.lbs.
ft.lbs.
ft.lbs.
Fc(perp) E x 10A6
650
2
CD
1
CH
1
Cr
1
psi
psi
Ci
1
I
1201
in.A4
0.040 ft.
CL =
1.000
N/A
R =
N/A
0.03 in.
A (TL) =
0.05 in.
RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION
fv / Fv' = 0.13 L / 4470 for LL
fb / Fb' = 0.17 L / 2665 for TL
USE PARALLAM PSL 5-1/4x14
ROOF
`FtuALt
4(.337'i-lml;
MEMBER REPORT
Level, Floor: Flush Beam 88
1 piece(s) 5 1/2" If 13 1/2" 24F-V4 OF Glulam
i �I
Overall Lenqih: 13' 91") F
13'
Q Q
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results ! �
Actual @ Location
IAllowed
Result -..
LOT
Load:: Combination (Pattern)
Member Reaction (Ibs)
6136 @ 12' 8"
9934 (4.25")
Passed (62%)
__
1.0 D+ 0.525 E + 0.75 L + 0.75 S (All
Spans)
Shear (Ibs)
5109 @ 11' 5"
20988
Passed (24%)
1.60
1.0 D + 0.525 E + 0.75 L + 0.75 S (AII
S ans
Pos Moment (Ft-Ibs)
13880 @ 6' 6"
38424
Passed (36%)
1.15
1.0 D + 1.0 S (All Spans)
Neg Moment (Ft-Ibs)
-4174 @ 9'
41209
Passed (10%)
1.60
0.6 D - 0.7 E (All Spans)
Live Load Defl. (in)
0.131 @ 6'9 7/16"
0.308
Passed (L/999+)
__
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Total Load Defl. (in)
0.241 @ 67 13/16"
0.617
Passed (1-/613)
__
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
• Deflection criteria: LL (1-/480) and TL (1-/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = IT 4".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = To 13/16".
• -581 Its; uplift at support located at 12' 8". Strapping or other restraint may be required.
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The speciRed glulam Is assumed to have its strong laminations at the bottom of the beam. install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
o .:
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : A5D
.Bearing
Length
Loads to Supports(lbs)
Supports
Total ,.
Available
Required
Dead
Floor Live
Snow
(Seismic
Factored
Accessories
1 - Stud wall - SPF
5.50"
4.2S"
2.21"
2793
346
1 1950
1364/-1364
5231
1 1/4" Rim Board
2 - Stud wall - SPF
5.50"
4.25"
2.63"
2793
1 346
1 1950
3223/-3223
62071-581
11/4" Rim Board
Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
comments
Top Edge (to)
12' 10" o/c
Bottom Edge (Lu)
12' 10" o/c
•Maximum allowable bracing intervals based on applied load.
Dead-
Floor Live
Snow
Seismici.
Vertical Loads
'Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
(1.60)
comments
0 Self Weight (PLF)
11/4" to 12' 10 3/4"
N/A
18.0
--
--
--
L - Uniform oSF)
0 to 13' (Front)
1' 3 15/16"
24.0
40.0
-
-
floor
2 - Uniform (PLF)
0 to IT (Front)
N/A
140.0
-
-
-
wall
3 - Uniform (PSF)
0 to 13' (Front)
12'
20.0
-
25.0
-
snow
4 - Point (lb)
9' (Front)
N/A
-
-
-
4587
Qe=1529 Lbs
Omega=3
ForteWEB Software Operator Job Notes
elisee ilunga
Tse Engineering
(425)481-6601
ELISEEIWNGA@6MAILCOM Wgwhawsa
5/18/2023 5:23:18 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
TSE Engineering
41V = tkAt-c
FLOOR BEAM hl'83aafZ
w
4 4 2 3 L 2
L = 17 ft.
INPUT
Job
By E/ t
BlEAn1 #26 Page Sy
d-B'EAN * 53
&) --I ovF
-1-w Atx
�/. 33"Floap-
w (DL) pif
160
160
160
160
485
485
w (LL) pif
55
55
55
55
430
430
w (TL) pif
215
215
215
215
915
915
P (DL) Ibs
2025
P (LL) Ibs
2365
P (TL) Ibs
0
0
0
4390
0
RESULTS:
RA (TL) =
3190 Ibs.
RB (TL) =
7655 Ibs.
VA (TL) =
3190 Ibs.(max.)
VB (TL) =
7655 Ibs.(max.)
MA (TL) =
0 ft.lbs.
MA-B (TL) =
23301 ft.lbs.(max.)
MB (TL) =
0 ft.lbs.
A (DL) =
A (DL) =
0.126 In.
A (DL) _
A (LL) =
A (LL) =
0.097 In.
A (LL) _
A (TL) =
A (TL) =
0.224 In.
A (TL) _
BEAM PROPERTIES:
MATERIAL
Fb
Fv
Fc er E x 10A6
GL Cv =
R =
Manuf.Lbr.
GL 2400
165
650 1.8
0.97387
2292 ft.
Timber
Dimen. Lbr.
psi
psi
psi psi
b
d A
S
I
Brq.Lgth.
CD 1.15
5.5
18 99.00
297.0
2673.0
0.13
CH 1
in.
in. in.A2
in.A3
in.A4
ft.
Cr 1
Ci 1
STRESSES:
fv =
43 psi
fv =
95 psi
fb =
941 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv / Fv' =
0.23
fv / Fv' =
0.50
fb / Fb' =
0.35
RATIOS OF SPAN TO DEFLECTION:
L/
2094 for LL
L /
913 for TL
USE GLULAM
5-1/2x18
24F-V4
v 3.3.03
I TR'
MEMBER REPORT
Level, Floor: Joist 90
1 piece(s) 14" TJI@ 230 @ 16" OC
IVA
IAA �aoOQ
❑2
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results',
Actual O Location
Allowed �'
Rssult
LDF
Lead: Combination (Pattern) '
Member Reaction Ibs
716 @ 4 1/2"
1485 (3.50")
Passed (48%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
686 @ 5 112"
1945
Passed 35%)
1.00
1,0 D + 1,0 L (All Spans)
Moment (Ft-Ibs)
2817 @ 8' 6"
4990
Passed (56%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Dell. (in)
0,164 @ WE"
0.406
Passed (L/999+)
--
1.0 D + 1.0 L (All Spans)
Total Load DeB. (In)
0,262 @ WE"
0.813
Passed (L/745)
--
1.0 D + 1.0 L (All Spans)
TJ-Pro"- Rating
52
40
Passed
--
• Defection criteria: LL (1/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Defection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"' Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the T]-Pro'" Rating Include: None.
Supports
r. seadn9
LensFO
:bade to supports (Ibs)
Accessodss '
Tokal`
Avzllabfe
Required
Dqad
Noor L(vd
Factored
1 - Stud wall - SPf
4.25
tJ5"
272
453
725
i 1/4" Run Board
2-Stud wall -SPF
5,50"
4.25"
1.75"
272
453
725
1111"Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
aradn9 intervals
Comments
Top Edge (Lu)
5' 7" o/c
Bottom Edge (Lu)
16' 10" o/c
•T]f joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
VertlCal LOad_
Location
spacing
' Dead
(0.90)
14foorluve
(1.00);
Comments.
1 - Uniform (PSF)
0 to 17'
16"
24,0
40.0
Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and publish,
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the
responsible to assure that this wkulation Is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squa:
Weyerhaeuser facilities are third -party ceMfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products haw
and/or tested in accordance with applkable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature
Software
ForteWEB software Operator
7o6 Notes
elisee ilunga
Toe Engineering
(425)481-6601
ELISEEILUNGA@GMAIL.COM
\Kkyerhaeuser
refer to
4
070
System: Floor
Member Type : Joist
Building Use: Residential
Building Code : IBC 2018
Design Methodology : Aso
5/17/2023 4:29:38 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1,3,6
File Name: Koh Residence
Page 1 / 1
TSE Engineering Job
By G'
Page
Floor Beam
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
7
Tributary (ft)
7
7
ft
Wall (psf)
12
0
Tributary (ft)
10
10
6t
({FADER
Floor(psf)
24
40
Tributary (ft)
1.33
1.33
Concentrated Loading
Other (plf)
10
0
Load Xc
P (DL)
P (LL)
P (TL)
w (TL)
1
0.5
490
570
1060
301.92
228.2
530.12
2
0
plf
plf
plf
ft
Ibs
Ibs
Ibs
RESULTS:
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL)
M (DL)
M (LL)
M (TL)
1512
1092
1328
839
2840
1931
2077
1662
3739
Ibs.
lbs.
Ibs.
Ibs.
lbs.
lbs.
ft.lbs.
ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 10A6
Manuf.Lbr.
TS
2218
285
650
1.5
CD 1.15
Timber
CH
1
Dimen. Lbr.
Cr
1
psi
psi
psi
psi
Ci
1
b
d
A
S
1
3.5
14
49.00
114.3
800
in.
in.
in.A2
in.A3
in.A4
fv =
40 psi
Brg.Lgth.=
0.087
ft.
CL =
1.000
fb =
390 psi
GL Cv =
N/A
R =
N/A
A (DL) =
0.01 in.
A (LL) =
0.01
in.
A (TL) =
0.03 in.
RATIOS OF ACTUAL
TO ALLOWABLE
RATIOS OF SPAN TO DEFLECTION
fv / FV =
0.12
L /
7274
for LL
fb / Fb' =
0.15
L /
3202
for TL
USE
TIMBERSTRAND
LSL
3-1/2x14
v 3.3.03
TSE Engineering
Floor Beam
Job
Bye(
Page �t
INPUT:
Uniform Loading
Span Length
w (DL)
w (LL)
L
Roof (psf)
20
25
17
Tributary (11)
0
ft
Wall (psf)
12
0
Tributary (ft)
0
Floor(psf)
24
60
d
Tributary (ft)
3
3
Other (plf)
10
0
w (TL)
82
180
262
plf
plf
plf
RESULTS:
VI (DL)
Vr (DL)
VI (LL)
Vr (LL)
VI (TL)
Vr (TL) M (DL) M (LL)
M (TL)
697
697
1530
1530
2227
2227 2962 6503
9465
lbs.
lbs.
lbs.
lbs.
lbs.
lbs. ft.lbs, ft.lbs.
ft.lbs.
DESIGN:
MATERIAL
Fb
Fv
Fc(perp)
E x 1046
Manuf.Lbr.
GL
2400
165
650
1.8 CD
1
Timber
CH
1
Dimen. Lbr.
Cr
1
psi
psi
psi
psi Ci
1
b
d
A
S
1
5.5
12
66.00
132.0
792
in.
in.
in.A2
in.A3
in.A4
fv =
45 psi
Brg.Lgth.=
0.052 ft.
CL = 1.000
fb =
860 psi
GL Cv =
1
R = 2674 ft.
A (DL) =
0.11 in.
A (LL) =
0.24 in.
A (TL) = 0.35 in.
RATIOS OF ACTUAL TO ALLOWABLE
RATIOS
OF SPAN TO DEFLECTION
fv / Fv' =
0.27
L / 860 for LL
fb / Fb' =
0.36
L / 591 for TL
USE GLULAM
5-1/2x12
aR SZ x /3Z G?,u(Am (V& ,4701 kUp -54 464f
v 3.3.03
FLOOR BEAM
INPUT:
w (DL) pif
w (LL) pif
w (TL) pif
P (DL) Ibs
P (LL) Ibs
P (TL) Ibs
RESULTS:
TSE Engineering
F-5 AM9z
i? BEAM f+`{(
0.75 0.75 . 0.875 L 0.875 . 0.875 , 0.875 �Rs
410
0
410
410
0
410
700
0
700
410 410
0 0
410 410
0 0
Job
Byc'(
Page 93
410 410 410
0 0 590
410 410 1000
1095
840
0 1935
RA (TL) =
710 Ibs.
RB (TL) =
5476 Ibs.
VA (TL) =
710 Ibs.(max.)
VB (TL) =
3435 Ibs.(max.)
MA (TL) =
0 ft.lbs. MA-B (TL) =
603 ft.lbs.(max.)
MB (TL) _
-4028 ft.lbs.
A (DL) =
A (DL) =
0.002 in.
A (DL) =
0.003 in.
A (LL) =
A (LL) _
-0.002 in.
A (LL) =
0.009 in.
A (TL) =
A (TL) =
0.000 in.
A (TL) =
0.012 in.
BEAM PROPERTIES
MATERIAL
Fb
Fv
Fc er
E x 10A6
Manuf l-br. TS
2218
285
650
1.5
Timber
Dimen. Lbr.
psi
psi
psi
psi
b d
A
S
I
Brg.Lgth.
CD 1.15
3.5 14
49.00
114.3
800.3
0.11
CH 1
in. in.
in.A2
in.A3
in.A4
ft.
Cr 1
Ci 1
STRESSES:
fv = 7 psi
fv =
69 psi
fb =
63
psi
fb =
-423 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv / FV 0.02
fv / FV =
0.21
fb/Fb'=
0.02
fb/Fb'=
0.17
RATIOS OF SPAN TO DEFLECTION:
L/
35467
for LL
L/
2041 for LL
L/
232652
for TL
L/
1475 for TL
USE TIMBERSTRAND
LSL 3-1/2x14
1.5E
V 3.3.03
FLOOR BEAM
TSE Engineering
Job
By c(
Page'71
�W=(.57D�K
-�, w I P
0.75 L 0.75 I. 2 L 2 I. 2
2
INPUT:
w (DL) plf
45
45
45
45
45
45
40
w (LL) plf
0
0
0
0
0
0
80
w (TL) pif
45
45
45
45
45
45
120
P (DL) Ibs
700
P (LL) Ibs
1530
P (TL) Ibs
0
0
0
0
0
2230
RESULTS:
ATmcf ED
RA (TL) _
-1422 Ibs. A----
W CM HA"f&E2.
RB (TL) =
4800 Ibs.
VA (TL) =
0 Ibs.(max.)
Vs (TL) =
2950 Ibs.(max.)
MA (TL) =
0 ft.lbs. MA-B (TL) _
-1079 ft.lbs.(max.)
M8 (TL) _
-15540 ft.lbs.
A (DL) =
A (DL) _
-0.004 in.
A (DL) =
0.120 in.
A (LL) =
A (LL) _
-0.011 in.
A (LL) =
0.277 in.
A (TL) =
A (TL) _
-0.015 in.
A (TL) =
0.396 In.
_-11 '. F I
MATERIAL
Fb Fv
Fc er
E x 10A6
GL Cv =
R =
Manuf.Lbr.
GL 2400 165
650
1.8
1
-22972 ft.
Timber
Dimen. Lbr.
psi psi
psi
psi
b
d A S
I
Brg.Lgth.
CD 1.15
5.5
13.5 74.25 167.1
1127.7
0.04
CH 1
in.
in. in.A2 in.A3
in.A4
ft.
Cr 1
Ci 1
STRESSES:
fv =
0 psi
fv =
57 psi
fb =
-78
psi
fb =
-1116 psi
RATIOS OF ACTUAL
TO ALLOWABLE STRESSES:
fv / Fv' =
0.00
fv / Fv' =
0.30
fb/Fb'=
0.06
fb/Fb'=
0.81
RATIOS OF SPAN TO DEFLECTION:
L/
10685
for LL
L/
260 for LL
L/
7809
for TL
L/
182 for TL
USE GLULAM 5-112x13-1/2
24F-V4
v 3.3.03
191 FUH 1 MEMBER REPORT
Level, Floor: Drop Beam 95
1 piece(s) 8 3/4" x 18" 24F-V4 OF Glulam
=8FAM #23 VV- /{'DECK
3'DECK Overall Length 17
3/f-cmlz f 3lDFCKtwa/eN kt9S�
4-13
14'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
3'
Design Results
actual @ Location
Allowed
Result . :
LDF
Loadd'.Combination (Pattern)
Member Reaction (Ibs)
14020 @ 13' 9 114"
31281 (5.50")
Passed (45%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
5920 @ 12' 1/2"
27825
Passed (21%)
1.00
1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-Ibs)
17218 @ 6' 3 3/16"
90824
Passed (19%)
1.00
LO D + 1.0 L (Alt Spans)
Neg Moment (Ft-Ibs)
-18900 @ 13' 9 1/4"
71842
Passed (26%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.046 @ IT
0.215
Passed (2L/999+)
--
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.042 @ 17'
0.323
Passed (2L/999+)
--
1.0 D + 1.0 L (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang defection criteria: LL (21/360) and TL (21/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L = 12' 2 5116'.
• Critical negative moment adjusted by a volume factor of 0.99 that was calculated using length L = 9' 5".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified giulam Is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Hearing Length
Loads to supports
fibs)
Supports
Total
Available
Required
Dead
Floor Live
snow
Factored
Accessories
1-Column Cap - steel
5.50"
5.50"
1,50"
4019
3244/-847
2347
8212
Blocking
2 - Column Cap - steel
5.50"
5.50"
2.47"
6122
7898
193
14020
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing 'I
Bracing Intrumais
Comments
Tap Edge (Lu)
17' o/c
Bottom Edge (Lu)
17' o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Dead :
Floor Live
Snow'.
Location (Side)
TributaryWidth
(0.90)
(1.00)'.
(1.15)
Comments
0 - Self Weight (PLF)
0 to 17,
N/A
38.3
--
--
1- Uniform (PIT)
0 to P 6" (Front)
N/A
650.0
460.0
340.0
ROOF+WALL+FLO
OR
2 - Uniform (PLF)
1' 6" to 14' (Front)
N/A
380.0
460.0
-
WALL+FLOOR
3 - Uniform (PLF)
14' to 17' (Front)
N/A
105.0
240.0
-
DECK
4 - Point (lb)
P 6" (Front)
N/A
1355
-
2030
BEAM 27
5 - Point (in)
17' (front)
N/A
2095
3135
-
BEAM 94
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology: Aso
Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this saftware. Products manufactured at
Weyerhaeuser facilities are third -party certifted to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and E5R-1397
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
w .weyerhaeuser.com/woodprodud /document -library.
The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator Soh Notes
elisee ilunga
Tse Engineering
(425)481-6601
ELISEEILUNGA@GMAR.COM NVeycrhacuser
5/18/2023 5:25:00 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
Pan. 1 / t
Floor Beam
INPUT:
Roof (psf)
Tributary (ft)
Wall (psf)
Tributary (ft)
Floor(psf)
Tributary (ft)
Other (plf)
Uniform Loading
w (DL) w (LL)
20 25
0
12 0
0
24 60
3 3
10 0
82 180
plf plf
RESULTS:
VI (DL)
Vr (DL)
536
464
Ibs.
Ibs.
DESIGN:
MATERIAL
Manuf.Lbr.
GL
Timber
Dimen.Lbr.
b
3.5
in.
fv =
fb =
A (DL) _
v 3.3.03
VI (LL)
1194
Ibs.
Fb
2400
TSE Engineering Job
By E1 It
Page R 6
Span Length
L
10
ft
w (TL)
262
plf
Vr (LL)
1026
Ibs.
Fv
165
psi psi
d
A S
12
42.00 84.0
in.
in.A2 in.A3
52 psi
Brg.Lgth.=
650 psi
GL Cv =
0.03 in.
A (LL) _
p K1 M BSAM
Concentrated
Loading
Load Xc P (DL)
P (LL)
P (TL)
1 3 180
420
600
2
0
ft Ibs
Ibs
Ibs
VI (TL)
Vr (TL)
1730
1490
Ibs.
lbs.
Fc(perp)
E x 10A6
650
1.8
psi psi
1
504
in.A4
M (DL) M (LL)
M (TL)
1403 3132
4535
ft.lbs. ft.lbs.
ft.lbs.
CD
1
CH
1
Cr
1
Ci
1
0.059 ft. CL = 1.000
1 R = 3592 ft.
0.06 in. A (TL) = 0.08 in.
RATIOS OF ACTUAL TO ALLOWABLE RATIOS OF SPAN TO DEFLECTION
fv / Fv' = 0.32 L / 2069 for LL
fb / FU = 0.27 L / 1427 for TL
USE GLULAM 3-1/2x12
QVUHTEVVELS
MEMBER REPORT
'PaINT
to6ro
Level, Floor: Flush Beam 97
1 piece(s) 5 1/4" x 14" 2.2E Parallam® PSL
BEAM it 3'T 4 VIZAM 76
Overall Lenath: 14'
14'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
W P'W F
-/GvAU-
�:--FZ- S /DECK
Design Results
Actual @ Location
Allowed
Result .
LDF
I Loads Combination (Pattern)
Member Reaction (Ibs)
5893 @ 4"
9483 (4.25")
Passed (62%)
__
1.0 D + 0,525 E + 0.75 L + 0.75 S (AII
Spans)
Shear (Ibs)
8092 @ V 7 1/2"
22736
Passed (36%)
1.60
1.0 D - 0.525 E + 0.75 L + 0.75 S (All
Spans)
Moment (Ft-Ibs)
25692 @ 4'
65188
Passed (39%)
1.60
1.0 D - 0.525 E + 0.75 L + 0.75 S (All
Spans)
Live Load Der. (in)
0.221 @ 6' 5 5/8"
0.333
Passed (L/725)
__
1.0 D - 0.525 E + 0.75 L + 0.75 S (All
Spans)
Total Load Deft. (in)
0.320 @ 6' 7 1/16"
0.667
Passed (1-/499)
__
1.0 D - 0.525 E + 0.75 L + 0.75 S (All
Spans)
• Deflection criteria: LL T/480) and TL (U240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• -258 he uplift at support located at 4". Strapping or other restraint may be required.
• -470 has uplift at support located at 13' 8". Strapping or other restraint may be required.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : Aso
'fearing
Lengthj.
Loads to Supports
(Has)
Supports
Total
Available
Required
Deatl
FloorWe
Snow
Seismic
factored
Accessones
1- Stud wall - SPF
5.50"
4.25"
2.64"
2408
1610
1398
2432/-2432
5940/-256
1 1/4" Rim Board
2 - Smd wall - SPF
5.50"
4.25"
2.26"
2054
1610
747
2432/-2432
5099/-970
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (W)
13' 10" o/c
Bottom Edge(W)
IN 10"c/c
-Maximum allowable bracing intervals based on applied load.
Deatl.
Floor Live
Snow':
Sersmm
Vertical Loads
Location (Side) j
Tributary Width
(0,90)
(1.00)'!
(115) !
(1.60)'.
comments
0 - Self Weight (PLF)
1 1/4" to IT 10 3/4"
N/A
23.0
--
--
I - Uniform (PSF)
0 to 14' (Front)
2'
20.0
40.0
25.0
-
roof
2 - Uniform (PLF)
0 to PV (Front)
N/A
140.0
-
-
-
wall
3 - Uniform (ESE)
0 to 1T (Front)
2' 6"
24o
60.0
-
-
deck1floor
4 - Point (lb)
4' (Front)
N/A
785
-
1445
-
beam 37+beam 46
5- Point(Ib)
6" (Front)
N/A
-
-
-
10809
Qe=3603 Ras
Omega=3
6- Print(Ib)
3'6"(Front)
N/A
-
-
-
-10809
Qe=3603 Had
Omega-3
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party, ceniBed to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support informaion have been provided by FbrteWEB Software Operator
ForteWEll Software Operator
]ala Notes
elisee Hangs
Tse Engineering
(425)481-6601
ELISEEILUNGA@GMAIL.COM
Weyerhaeuser
5/18/2023 5:26:31 PM UTC
ForteWEB v3.5, Engine: V8.2.5. 1, Data: V8.1.3.6
File Name: Koh Residence
Da 1 / 1
97-
FLOOR BEAM
TSE Engineering
�1.5 (6w<
w
2 L 2 I 1.75 I. 1.75 I 1.75
F= SEAM +t 4s
1.75 I. Rs
4
INPUT:
w (DL) pif 45 45 45 45 45 45
w (LL) pif 0 0 0 0 0 0
w (TL) pif 45 45 45 45 45 45
P (DL) Ibs
P (LL) Ibs
P (TL) Ibs 0 0 0 0 0
RESULTS:
4—rrA-CA� Ta
RA (TL) _
-382 Ibs. 012.6 W Trt a�
Re (TL) _
VA (TL) =
0 Ibs.(max.)
VB (TL) _
MA (TL) =
0 ft.lbs. WB (TL) _ -853 ft.lbs.(max.)
MB (TL) _
A (DL) =
A (DL) _ -0.006 In.
A (DL) _
A (LL) =
A (LL) _ -0.032 in.
A (LL) _
A TL =
A (TL) _ -0.033 In.
A (TL) _
_-k 61 :
MATERIAL Fb
Manuf.Lbr. GL 2400
Timber
Dimen. Lbr.
Job
By
Page 9%
40
80
120
465
1025
1490
2847 Ibs.
1970 Ibs.(max.)
-6920 ft.lbs.
0.063 in.
0.179 in.
0.242 in.
Fv Fc er E x 10A6 GL Cv = R =
165 650 1.8 1 -20911 ft.
psi
psi psi
b
d
A
S 1
3.5
12
42.00
84.0 504.0
in,
in.
in.A2
in.A3 in.A4
STRESSES:
fv =
0 psi
fb = -122 psi
RATIOS OF ACTUAL TO ALLOWABLE STRESSES:
fv / Fv' = 0.00
fb/Fb'= 0.10
RATIOS OF SPAN TO DEFLECTION:
L / 4124 for LL
L / 3492 for TL
USE GLULAM 3-1/2x12 24F-V4
psi
Brg.Lgth.
CD 1
0.05
CH 1
ft.
Cr 1
Ci 1
fv =
66 psi
fb =
-989 psi
fv / Fv' =
0.40
fb/FU=
0.82
L /
268 for LL
L /
198 for TL
v 3.3.03
iIF�KI�
MEMBER REPORT
Level, Floor: Drop Beam 99
W:l 1e27ROOF 1 piece(s) 8 3/4" x 18" 24F-V4 OF Glulam
'f WAt� f� 'BtdNl �f9�
"-(Z-�d� Overall Lenott 25.
22'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results _
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
17458 @ 21' 9 1/4"
31281 (5.50")
Passed 56%
( )
__
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Shear (Ibs)
11652 @ 20' 1/2"
27825
Passed (42%)
1.00
1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-Ibs)
75126 @ 11' 6 1/16"
85994
Passed (87%)
1.00
1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-Ibs)
-11627 @ 21' 9 1/4"
72844
Passed (16%)
1.00
1.0 D + 1.0 L (Ali Spans)
Live Load Der. (in)
0.451 @ 11' 2"
0.715
Passed (L/570)
__
1.0 D + 0.525 E + 0.75 L + 0.75 5 (Alt
Spans)
Total Load Dell. (in)
0.907 @ 11' 7/8"
1.072
Passed (L/284)
__
1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt
Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Upward deflection on right cantilever exceeds overhang de0ectlon criteria,
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L = 21' 3/4".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 1 7/8".
• Upward deflection on right cantilever exceeds 0.4".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer.
• Applicable calculations are based on Nos.
ci
K`►�
'p S`. s'2rtocP-..}tag dL(_
System : Floor
Member Type: Drop Beam
Building Use : Residential
Building Code: IBC 2018
Design Methodology : ASO
Bearing Length
-
Loads to Supports
(Ibs)
Supports
Total '-.
Available
Required
Dead
Floor Live
Snow
':Seismic
Factored
Accessories
1- Column Cap - steel
5.50"
550"
2.71"
8156
56911-324
3401
882/-882
15438
Blocking
2-Column Cap - steel
5.50"
5.50"
3.07"
8966
8037
2199
11550/-15501
1745E
Blocking
Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
25' o/c
Bottom Edge(Lu)
25'o/c
-Maximum allowable bracing Intervals based on applied load.
Dead:
Floor Live
Snow
seismic'
Vertical Loads '
Location (Side) ".,
Tributary Width
(0i90)
(1.00),
(1.15)'.,
(1.60)
comments!
0 - Self Weight (PLF)
0 to 25'
N/A
38.3
--
1 - Uniform (PIT)
0 to 14' (Front)
N/A
685.0
480.0
300.0
-
Default Load
2 - Uniform (PLF)
14' to 22' (Front)
N/A
335.0
340.0
-
3- Uniform (PLF)
22' to 25' (Front)
N/A
70.0
150.0
-
-
4 - Paint (Ib)
14' (Front)
N/A
2410
1610
1400
2432
BEAM 97
5 - Point db)
25' (Front)
N/A
1275
1905
-
-
BEAM 98
ForceWEH Software Operator Job Notes
eUses Ilunga
Tse Engineering
(425)481-6601
5/18/2023 5:27:55 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
ELISEEILUNGA@GMAILCOM I Weyerhaeuser
D.no 1 1 �
MEMBER REPORT
Level, Floor: Drop Beam 100
1 piece(s) 8 3/4" x 18" 24F-V4 OF Glulam
W S•s� f7-1FhM S7mWolo,S
�tD�q Ove ail Length: 28' / 9Q
25'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
W�Z(�e et (I
Design ReSOlts I
Actual @ Location
Allowed ,
Result: '
LDF
Lodd:ICombirlatlon (Pattern) ,
Member Reaction (Ibs)
13670 @ 24' 9 1/4"
31281 (5.50")
Passed (44%)
--
1.0 D + 1.0 L (Ail Spans)
Shear (Ibs)
9886 @ 23' 1/2"
27825
Passed (36%)
1.00
1.0 D + 1.0 L (All Spans)
Pas Moment (Ft-Ibs)
69255 @ 12' 6"
84782
Passed (82%)
1.00
1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-Ibs)
-5612 @ 24' 9 1/4"
72844
Passed (8%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Den. (in)
0.580 @ 12' 7 1/2"
0.815
Passed (L/506)
--
1.0 D + 1.0 L(Alt Spans)
Total Load Der. (in)
0.947 @ 12' 7 1/8"
1.222
Passed (L/310)
--
1.0 D + 1.0 L (Alt Spans)
Deflection criteria: LL (L/360) and TL (L/240).
Overhang deflection criteria: LL (2L/360) and TL (2L/240).
Upward deflecron on right cantilever exceeds overhang deflection criteria.
Allowed moment does not reflect the adjustment for the beam stability factor.
Critical positive moment adjusted by a volume factor of 0.90 that was calculated using length L = 24' 3 1/4".
Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 8 314".
The effects of positive or negative camber have not been accounted for when calcula0ng deflection.
The specified glulam Is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
Applicable calculations are based on NOS.
gearing
Length)
'toads to Supports
(1451 ,
Supports
"Total
Available
Required
Dead
FloorLive
Factored
Accessories
1- Column Cap - steel
5.50"
5.50"
1.86"
4165
6425/-153
10590
Blocking
2-Column Cap -steel
5.50"
5,50"
2.10"
5317
8353
13670
Blocking
Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed.
Latel'al Bracing '
" Bracing Intervals
Comments
Top Edge (Lu)
28' o/c
Bottom Edge (to)
28' o/c
,Maximum allowable bracing intervals based on applied load.
Vertical Loads
Dead,
Floor Live
Location (Side)
Tributary Width
(0,90)
- (1.00)I
Comments
0 - Self Weight (PLF)
0 to 28'
N/A
38.3
--
1- Uniform (PLF)
0 to 12' 6" (Front)
N/A
265.0
460.0
Default Load
2 - Uniform PIT)
12' 6" to 25' (Front)
N/A
315.0
540.0
3 - Uniform (PIT)
25'to 28' (Front)
N/A
60.0
120.0
4 - Point (Ib)
12' 6' (Front)
N/A
560
805
BEAM 87
5 - Point (Ib)
2V (Front)
N/A
420
960
12X RIM
p= (2)lz(MSet57$
System : Floor
Member type: Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes.'
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.cam/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by FarteWEB software Operator
Forte WEB Software Operator Job Notes
cried ilunga
Tse Engineering
(425)481-6601
ELISEEIWNGA@GMAIL.COM eeyerhaeuser
4/25/2023 9:27:54 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
File Name: Koh Residence
Pang 1 1 1
TSE Engineering
COLUMN
Overall End Conditions Intermediate Supports
Length Kexx Keyy xx axis yy axis
12 1 1
ft.
Column Size
b d
7.5 7.5
in. in.
MATERIAL Type/Specie Grade
Manuf.Lbr.
Timber HF #1
Dimen.Lbr
fc
433 psi
SRxx (le/d)
19.2
SRyy (le/b)
19.2
Fc`
831 psi
KcE
0.3
FcE
1005 psi
c
0.8
ki
1.381014
k2
1.512029
Cp
0.752387
Fc'
625 psi
MM
0 ft.lbs
Sxx
70.31 inA3
0
0 psi
1005 psi
Fbxx'
929 psi
+
0
Myy
0 ft.lbs
Syy
70.31 inA3
fbyy
0 psi
FcE yy
1005 psi
KbE
0.438
RB
4.382
FbE
28173 psi
k4
0
Duration Incisinq
CD Ci
1.15 YES
Fbxx
950
psi
Fbyy
950
psi
Job#
By:��
Page:/o%
P BEAM �138
Loading
f
P axial
w xx
w yy
24370
0
0
lbs.
plf
plf
Plate
Properties
Specie
Fc(perp)
Cb?
Cb
DF
N/A
YES
1
psi
Fc
Er (10)A6
Eyy(10)A6
850
1.3
1.3
psi
psi
psi
RESULTS
COLUMN CSI = 0.693 <1 o.k.
fc(perp) / Fc(perp)' = N/A
ALLOWABLE AXIAL LOAD = N/A
Wxx
b
WYy
USE: P.T. 8x8 HF#1 POST
v 3.3.03
PROJECT: JOB##:
0TSE
A Engineering o S1(S V' Fl CAN'T- _ of M'r BY: E/
12810 NE 178TH ST STE 218
WOODINVILLE, bVA98072 A(125)481-6601 L"'A DATE:
t e4C,
D'-Ab L-AD ---
g3 j
DOE L.AD
4qS
Scow L-IM
186
SeisM,C L-An
- 3380 I>EAJ>
338a waft
Px 3?,7o DEAD-
q6'rS- sNcoa
t 1
P I(oo
LEAD LcA9 :{-`'-_..
la?S SNOW !'
Loan ,
—
DEAD bAD
36ot->
LtU2 LaAn
.�14s
SNDW LOAD
H
JJazc : L.=Acs' st+ownl ArzE Pocmr
ZpADS f2=nn ?0-TTS oK B'EdWS
.IMUS ANO AtLE SeARtNC)
ON QRAIaE. 13EAA-tS
i' $1L{o DeAD LOAD
589a Live LoA D \
3y0o SNOW LOAD
8g,Z SFjStAIC LOAD
4201 IL
4(S85 L vE 3066 15
F 330D DfAD toAb
13Yb Lin LwwVI�
\ X" qo SN°w Lo1'rA
9H -3-0 Ia
935" .L
ua9ns
ggo D
t 3�S L
Ce3r DEAD L.
946o Liu€ L--
3 �'ao SNow L•
p= I G%6 DL-
63-ft LL
46Kr sL
1.2 Yap t=
v TJ,30
DEAD
j.ADI
i= y36-0
GAD
3So
LIUE
toAD
-1-630
LIVE
14s1
$IvoW
LOAD
LEAD
LEAD
3�<Q3 SEIsMIc
LOAD
�61Y
$EISMIc
��ot7
DEAD
i-AD
tO kD
SEgo
LIVE
t.AD
3+f}j
SNota
LOAD
16Zt
SElsMjr I -AD
'! I
s,
P- 9/ss DL-
Ssso LL
a2aoo sL
( S'So t
1= 6`I $ 5 DEAD L-AD
6y6c, LIVE t-A-D
3130 spow LOAD
TSE
a
a
A Engineering o
12810 NE 178TH ST STE 218
WOODINVILLE,VVA98072 ;(425)481-6601
PROJECT: Cdl•L- JOB#:
C/NF 60AAS BY: 9
ltgo-
614 I DATE:
W= gJ-o AF (DL)
36a PLF CLL)
130oPLP CDL)
C°NCRL'TE WALL
(Ro PLFCSL)
� ' G P124 C-iE 'FLao R
4-1. $3 "NOA.MAL RooR
4- WooP WAIJL
.1-� SLR°oF
.%-CyuCX.Ez'E uJAMA
ray=
-W-
[oocRdCe
SLAD
IN = SoSP LF(DL)
6-80 'PLF (LLJ
(yoo PLFCAL)
(cfac. wArt-L
ly.s-,FLoop,
d'WooD WAS='
.+- CpNCRETL
� W
w= 3Ps PLFCDL)
°2s o PLF CLL)
I3oo PLP (DL)
CoNGZET@ WALL
E+"WT'0'%
ooDWALA
6 WAu.
�W=2?6?LF(DL,
3 to YLF cLL )
cc- wtk
�)
S �FGO °R
-F �'oNCKETc
�yuuUATfoa
wA�
eZo25PLFC1>0 ,L�JLooF
f- 66- PLf C LL> w000 wl+�
SO PLF CsL> (, 33� Loon NDAT[o�J
ja�09 PLF CDL> Go NC
Coe1CR6T6 t✓bK
43m PLF CDL
360 PLF (LL)
Sb 17LF (SL)
ifoo PLF'' 6L-)
(C lucRZ jE
�PcoF
1- Woof WALL
+- y/ FLoo2
J 4ICoNCRETe WALL
l�W= 3,96PLF(pL
lrpo, 9LF Q,Li
I' 00 PC
CCoNcAc-TE WMA)
FLooq
fi �uooD wtfw
1- CDW%RI:tE
�ouNDATwW
104i L
U SE
e Engineering e
12810 NE 178TH ST STE 218
WOODINVILLE, VVA 98072 A (425) 481.6601
PROJECT:
GR.dDg $GAM Se
SGAsCz
TE lND(CA7-6 P4GC-
Nun'i8t7L f6r- GIZADe
JOB#:
BY:
DATE: she loq
HA
I
I-) ! - 7'✓1
CArt O
STRucTaRbL'
SLAB Of)
GRADE
IoADS ,SNow.0 ARC-
Z9FD FOR Tyc- DCSIGa J
oF- T+IE 612AVE 8E1+M
pNWy
f61NT
LOADS
'82aM PosrS
ABouc
-124481b-124481b
-46041b-46041b
2 3
7247 7 7477.2
27838.1
4S fib is 7/
CRAPE BEAM
JoAP CASE
Loads: LC 3, 1.2D+1.6L
Results for LC 3, 1.2D+1.6L
Reaction and Moment Units are lb and lb-ft
TO State Engineering, Inc. SK - 1
Elisee I. Grade Beam 1 May 4, 2023 at 1:34 PM
Koh Grade Beam t.r2d
/0 7—
Company Tri State Engineering, Inc.
May 4, 2023
Designer Elisee I.
1:34 PM
Job Number
Checked By:
a n�eurcn�a comannl. Model Name Grade Beam 1
Concrete Properties
Label - E $
i G si Nu Therm \1 E... Densit Ib/f... Pc si Lambda Flex steel ... Shear Stee...
1 COnC25(OONW 3.156ei+6 1.372e+6 .15 .6 1 145 160000 60000
Concrete Section Sets
Label Sha e T e Desi n List Material De si n Rules A in2 190 270 i... I 0 180 in4
1 CONC1A CRECT15X28 Beam Rectan ular conc25ooNW T ical 420 274401 7875
Concrete Beam Design Parameters
Joint Coordinates and Temperatures
Label X ft Y ft TernF
1
N1
0
0
0
2
N2
10
b
0
3
1 N3
20
0
0
Joint Boundary Conditions
.]Hint I ahol x rwinl V W/W R t td nrL_fflrad
1
N1
Reaction
Reaction
2
1Ea
Reaction'
3
1 N3 IReaction
Member Point Loads (BLC I: DEAD)
Mamhor I ahal niranfinn Nlannih. e.nh Ih_fn I—fi—rff 0/1
1
M1
Y
4260
6.5
2
M2
Y
4260
3.5
3
M1
Y
-1450
1.5
4
M2
Y
-1450
9
Member Point Loads (BLC 2: LIVE)
Momhor I ahol nircrfinn hfi nifM.rlh Ih_ffl I—finnrff 0%1
1
M1
Y
-4585
6.5
2
M2
Y
-4585
3.5
3
M1
Y
-1790
1.5
4
M2
Y
--1790
9
Basic Load Cases
RISA-2D Version 18.0.0 [I:\Koh Risa\Koh Grade Beam 1.12d] Page 1
)og
Company Tri State Engineering, Inc. -
May 4, 2023
Designer Elisee I.
111RISAJob
1:34 PM
Number -
Checked By:_
ar.cca:F ;,r Model Name Grade Beam 1
Load Combinations
Envelope Concrete Beam Deslon Results
28
Ln
Start
:.014
Span 1
IAA (,f)06- TOP
AND BOTTONA
K ✓ —
AT
Rues
-4 C-
RISA-2D Version 18.0.0 p:\Koh Risa\Koh Grade Beam 1.12dj Page 2
11
CONC2ET'E
6P-ADE
BEAM
AueERCAsz' Pit
f}T EACH $EARW G PvrNT
GoAr CASC
Loads: LC 2, D+,75(LL+SL+E)
Results for LC 2, D+75(LL+SL+E)
Reaction and Moment Units are lb and lb-ft
Tri State Engineering, Inc.
Elisee I. 1 Grade Beam 2
101
665.4
iib
SK-3
May 4, 2023 at 11:40 AM
Koh Grade Beam 2.r2d
Ito
Lo,Aas suow>J A110
R'FA 1`b¢ 7HE pEs(&Q
of ORADE PEAK/
oN�y
vy:�ROOF rqT
$CISMI C
¢WA4t (.AD
�oiN7
'hFtoo(z ABouE
r5E1Sln1 t-
-1342lb/R L��
-1342lb/ft
-
8
I
155lbfft
1 -968.8
2 -1860
3 -891.3
8175.2
7937
a
�8"%«J
32088.8
2701b
C. m cReTE
GRA1e
$EANI
LV4b CASE
Loads: LC 4, 1.20+1.OE+L+25
-
Results for LC 4, 1.213+1.0E+L+2S
Reaction and Moment Units are lb and lb-ft
Tri State Engineering, Inc.
SK - 1
Elisee I.
Grade Beam 2
May 4, 2023 at 11:39 AM
Koh Grade Beam 2.r2d
L Ix
LaADS sew ARE
a.Ff> 'bR 7}4E y M610
OT. CaNC F—rE GRADE
BEAM oNL`
wry QOOF4- W,du tr'ctuT LOAD
{-r1zn2.4 WIND ABovS
-1357lb/ft-1357lb/ft
- 1
'M, ,xIx"xIx"xllxllxllxllxllx,xIx"xllxlixx xxx
441b/
AXxxxxxxx x x"
1 -275 2 -528 3 -253
8102.5 ` 309
CbNCRETE 32983.9 112.51b
G>zA�
ge�Nl
LoA4 Cast
Loads: LC 3, 1.2D+1.OW+L+0.5S
Results for LC 3, 1.2D+1.OW+L+0.5S
Reaction and Moment Units are lb and lb-ft
Tri State Engineering, Inc. SK - 2
Elisee I. Grade Beam 2 May 4, 2023 at 11:39 AM
Koh Grade Beam 2.r2d
Company Tri State Engineering, Inc. May 4, 2023
Designer Elisee I. 11:42 AM
Job Number Checked By:
,,NEMI,SCHEKC,;,,,:,,,,1 Model Name Grade Beam 2
Concrete Properties
Label E si G si Nu Therm \1 E...Densit Ib/f... rc si Lambda Flex Steel ... Shear Stee...
1 COnc2500NW 3.156e+6 1.372e+6 .15 .6 145 2500 1 60000 60000
Concrete Section Sets
Label Sha e T e Desi n List Material - Desi n Rules A in2 190 270 i... 0 180 in4
1 CONCIA CRECT15X28 Beam Rectan ular Conc290oNw T ical 420 27440 7875
Concrete Beam Design Parameters
Joint Coordinates and Temperatures
Label Xfti Y ft Tem F
1
N1
0
1 0
0
2
N2
12.5
1 0
0
3
N3
24
1 0
0
Joint Boundary Conditions
.Inint I ahel X rklint V rklint Rnfafinnrk-f t ..11
1
N1
Reaction
Reaction
2
N2
Reaction
Reaction'
3
N3
Reaction
Reaction
Member Distributed Loads (BLC 1 : DEAD)
Member Distributed Loads (BLC 2: LIVE)
Member Distributed Loads (BLC 3: SNOW)
Member Distributed Loads (BLC 4 : SEISMIC)
Member Distributed Loads (BLC 5 : FND WALL)
Member Label Direction Start Ma nitude Ib/ft ... End Ma nitude Ib/ft F... Start Loca ion ft % End Location ft %a
1 M1 Y 400 400 01 0
RISA-2D Version 18.0.0 [I:\Koh Risa\Koh Grade Beam 2.12d] Page 1
10
Company TH State Engineering, Inc. May 4, 2023
Designer Elisee I. 11:42 AM
111RISAJob Number Checked By:t-
Model Name Grade Beam 2
Member Distributed Loads (BLC 5: FNQ WALL) (Continued)
Member Label 1a,,11'o el�llftl;'.�( IL Location n L
L ration
— 0! ;0
Y _400 4�
2 -1 :' V 0
Member Distributed Loads (BLC 6: WIND)
Member Point Loads (BLC 1 : DEAD)
Member Label
Direction
Mean ku e ilwb-ftil
LocationrftAl
M2 1
-3 00
2.5
Member Point Loads (BLC 2: LIVE)
Member Label
Diretion —e
Maonitudellb.lb-ftl
Location[Lt %]
FT-1- M2
Y
1 -1340
2.5
Member Point Loads (BLC 3: SNOW)
Member Label Direction Magnituderlb.lb-ffl Location [ft,Yol
Fa-T-- M2 1Y 2940 2.5
Member Point Loads (BLC 4 ; SEISMIC)
Member Label Direction Magni ude [l.lb-ffl Location[ft.%l
I i I mi I Y T5 6.5
Basic Load Cases
RI (, nAmosintinn ('afPcinni X Gravitv Y Gravity Joint Point Distributed
I
DEAD
None
1
1 2
LIVE , I-
I " "
j
r.
3
NOW
SNOW
None
1
1
2
4 -
7—,—
None
7-
5
FNID WALL
None
2
-6.
WIND
�None
-77777
2'
Load Combinations
r).sP.Anflnn R P R R Fa R Fa. R FA R Fa R Fa R Fa R Fa R Fa_. R Fa_. R Fa
esj
Y
I
I Y
1 -1
1 1
1-.212
11.613
1 .5
15,11.21
1 2
1�,, ��Q
'al
Y�j
� ly]
11
I'l 12
�
1 %75
13
1.7514
75
5'
es
Y
1
JYJ
-1
11
11.2
1
.5
15
11.216
w1fi
i 4
20+1.01E+L+.2S
r es
l Y
I
I Y
1 -1
11
1
12
1
13 1
Envelope Concrete Beam DesLqn Results
(it) ji 5 SAKS �
-r*FAND 50T7OM
28
-A3 S-nXX"1?S-
k-(
:IX fj J(Y
d9,Z,46 �°lPAS
Pb rn>7 Lo AD
ABOVE
W} %ZooP
6846.251-19328.751-6922.251 ,f.WACt
-23401b/-23401blft
8 I-18451b/ -126081 18
-7186.2511 2 I
Txxxxxxxxxx
Ni A 2 A V4 5 6
16298
31357 26874.2
36718.E 42284.7
9 / 16
" 59676.3
CoN CKETE
Cam' KADE
y,Eatj
USE 16 `Y Au6EPCA9T �1r�
A'T EACH 5 ARfuC-)
pof NT
10,40, CASE
Loads: LC 2, D+,75(LL+SL+E)
Reaction and Moment Units are lb and lb-ft
Tri State Engineering, Inc. SK-2
Elisee I. Grade Beam 3 May 16, 2023 at 5:14 PM
Koh Grade Beam 3.r2d
°x
!(S
LeADS SN06uN ARC
(-FD YbR 7441C pESt6N
of 7770E GRADE SCAM
Qo/uT L�
Ago Po I AT
L>a D
RBeur
yY-RooF
+way
-54471
-206771 .991
-28661b1-28661b/ft
- 2 1-22461b/
'
-54351
4 It
2 I
1 2
3 4 5
6
11 6320
40755,1
36346.2
32494.8
47438.9
67329.1
36��xt6"'
C'bNCKET�
C3RAPE
PJEAM
LOAD CASE
Loads: LC 4, 1.213+1.012+1+2S
Reaction and Moment Units are lb and lb-R
Tri State Engineering, Inc.
Grade Beam 3
SK - 1
Elisee I.
May 16, 2023 at 5:12 PM
Koh Grade Beam 3.r2d
1V
Company Tri State Engineering, Inc. May 16, 2023
Designer Elisee I. 5:15 PM
Job Number Checked By:
c;:,co,•,=,,<r Model Name Grade Beam 3
Concrete Properties
Label E rDSil G si Nu ThermAl E...Densit Ib/f... Fc si Lambda Flex Steel ... Shear Stee...
1 Conc2500NW 3.156e+6 1.372e+6 .15 .6 145 2500 1 60000 1 60000
Concrete Section Sets
Label Sha e T e Desi n List Material Design Rules A in2 190 270 i... 1 0 180 in4
1 CONCIA CRECTI6X36 Beam Rectan ular ConczSooNw T ical 576 62208 12288
Concrete Beam Design Parameters
Label Shane Lenothrftl B-eff Leffrinl R-eff Rinhtrinl Slah Thi Slnh Thi Icr Factnr Flevural Rhaar I m,nnf
1
I M1
I CONC1A
1 8.5
1
1
1
lBeam La..
Use Desi n Rule
2
M2
CONC1A
10
1
Beam La.,
Use Design Rule
3
M3
I CONC1A
10
Beam La..
Use Design Rule
4
14
CONC1A
' 11
Beam La..
Use Design Rule>
5
M5
CONC1A
14
Beam La..
Use Design Rule
6
M6
I CONC1A
0
1
Beam La .
Use Desi n'Rule'
Joint Coordinates and Temperatures
I nhel X rfn V rfe T.— rrt
I
N1
0
0
0
2
N2
8.5
0
0
3
N3
18.5
0
0
4
N4
28.5
0
0
5
N5
39.5
0
0
6
N6
53.5
0
0
Joint Boundary Conditions
Joint Label X fk/inl Y rk/inl Rntntinnfk-ff/mril
I
N1
Reaction
Reaction
2
N2
Reaction'
3
N3
Reaction
4
N4
Reaction
5
N5
Reaction
6
N6
Reaction'
Member Distributed Loads (BLC 1 : DEAD)
Member Lnhel Direcfinn 3tnrt Mannifiidoll Fnd Man M.,derih Start I nncfinnrff 0/1 Fnd I nnorinMfr al.l
I
M1
Y
-505
-505
0
0
2
M2
Y-'
-505
-505
0
0
3
M3
Y
-205
-205
0
.0
4
M4
Y
-205
-205 ''
0
0
5
M5
Y
-395
-395
0
0
Member Distributed Loads (BLC 2: LIVE)
Member Label Direction Start MannihiripjI.. Fnd Mannifudoflh Start I ncalinnrff 01.1 Fnd I ncafinnrft o/1
RISA-2D Version 18.0.0 [C:\Users\Erik\Desktop\Koh Risa\Koh Grade Beam 3.r2d] Page I
Pi
Company Tri State Engineering, Inc. May 16, 2023
Designer Elisee I. 5:15PM
Job Number Checked By:_
n nee;.Tscrrx cox;car,T. Model Name Grade Beam 3
Member Distributed Loads (BLC 5: FND WALL)
Memher I.nhel Dirertinn Rtnrt Mannifudofl Fnd Mannitudaflh RtaA 1 nca}innfft 0/1 Pnri I nnafinnrft o/1
1
M1
Y
-1400
-1400
0
0
2
M2
Y
-1400
-1400
0
0
3
M3
Y
-1400
-1400
0.
0
4
M4
Y
-1400
-1400
0
0
5
M5
Y
-1400
-1400
0
0
Joint Loads and Enforced Displacements (BLC 1 : DEAD)
Aninf I nhel I D AA Dirocfinn MannihirWt h Ih-fn fin rarn /Ih•M9
1
N1
L
Y
-3770
2
N3
L
Y
-1640
3
N4
L
Y
-9470
4
N5
L
Y
-8140
5
N6
L
Y
-6985
Joint Loads and Enforced Displacements (BLC 2: LIVE)
Joint Label LD.M Directinn MnarnhAP.Mh.Ih-ffl (in mr11 (Ih*c^9
1
N3
L
Y
-335
2
N4
L
Y
8355
3
N5
L
Y
5690
4
N6
L
Y
-6460
Joint Loads and Enforced Displacements (BLC 3: SNOW)
Joint Label L D M Direction Ma nitude Ib lb-ft in red Ib's42
1
N1
L
Y
-4555
2
N3
L
Y
-645
3
N4
L
Y
-4790
4
N5
L
Y
-3730
Joint Loads and Enforced Displacements (BLC 4: SEISMIC)
Member Point Loads (BLC I: DEAD)
Member Label Direction Manniturleflh Ih-ffl I nnnfinnrff OM
1
M2
Y
-3880
1
2
M3
Y
_890
4
3
M4
Y
-2780
10
Member Point Loads (BLC 2: LIVE)
Member Point Loads (BLC 3: SNOW)
Member Point Loads (BLC 4: SEISMIC)
Member Label Direction Magnitude[Ib,lb-ft] Location[ft,%]
RISA-21D Version 18.0.0 [C:\Users\Erik\Desktop\Koh Risa\Koh Grade Beam 3.r2d] Page 2
M
Company Tri State Engineering, Inc. May 16, 2023
Designer Elisee I. 5:15 PM
111RISAJob Number Checked By:
Model Name Grade Beam 3
Member Point Loads (BLC 4: SEISMIC) (Continued)
Member Label Direction Maqnl'u e I" lb-ft! LocationfiftAl
M4 I Y 1 --3 2T 1 10 77:1
Basic Load Cases
RI C'. nA.qr.rinHnn r.AfPnOM X Cmvitv Y gravity Anint Pnint NAtrihitAd
1
DEAD
None
5
3
5
2:
LIVE
None
4
2
3
SNOW
None
4
2
'SEISMIC
None
:'2
1
5
FNQ WALL
None
6
WIND � �!, � '
-777777None7
Load Combinations
Descriotion 8... P... S... B... Fa... 8... Fa... B... Fa... B... Fa... 8... Fa... 8... Fa... B... Fa... B... Fa... B... Fa... B... Fa...
I
1.21D +1.6
1 L+0,5S
as
Y
Y
-1
2
l�.613
.5
1.21
',D+ 75(LL+SL+E)
tyesi
Y
1� �
I
I I Y
I A
1
11
11
11,2
1
12
1.751311.7614'1.7515
1
15
1 tj
1
1
I 1
I 1
1
D 1.OW+L+.5S
es
Y
I
I Y
1 -1 1 1
11.212
1 1
13
1 .5
15
11.216
1 1
1
1
1
1
1
'3
4
:1.2D+1.OE4.-L+.2S
Leal
Y
[
I Y
1 -1 L1 '11212:1:1,
13
1,214
1 1
15]
1,21
Envelope Concrete Beam Design Results
Mp.mhp.r Shane tJ(' Max._Lnr.fftl LIC I(' tJ(Mny I nr.rftl W' H' Shear._ Inr.rffl IJ(' I C Phi-Mn T Phi-Mn R PWVn1lhI
1
1 M1
jCRECT1..j
.434
1 8.51
1
1 .266
13.1221
1
1.44617,3721
1
181583.398170966.837135896,6
2,,,
['-''M:
R �R
!Z5121i ]
4 �4
L4QQ
� 0 �ed
1
'j, ''
1 232,
14�LQ8
I � :11
1 '.,A
ja
1
1��j ':�'3
2:::-.13713181
.1
M3
0
1
.2 4
5
422
13
1:12
T81
7� �l3j
5896.5
M4'
1CRECTI-1
177
1 A 1
1
1 J09
1 4�49
1 ' A
1 A62/19.8781
A
181583.398170966.837135896.5
M5 jCRECT1..j
.777
1 0
1 1
1 .761
18.2861
1
1 .475
13.286
1 1
181583.398170968s371
35896r)
I I , 9
C Lf) 0-:5 -ro? 9�
36
' --4
r--------
Start
3 ST(ax"Fj
A gllo.r
RISA-2D Version 18.0.0 [C:\Users\Erik\Desktop\Koh Risa\Koh Grade Beam 3.r2d] Page 3
X
a
LOAD CASt
Loads: LC 2, D+,75(LL+SL+E)
Results for LC 2, D+.75(LL+SL+E)
Reaction and Moment Units are lb and lb-ft
Tri State Engineering, Inc.
Elisee I.
r.,
CoNcreCre
GRADE
$=AMI
-310.4
7.2
Cuss CO rb"X Aa(SECASr Pac-
kT C-ACA 5EAwNG ForNr
Grade Beam 4
SK-4
May 16, 2023 at 5:21 PM
Koh Grade Beam 4.2d
X
r�
LADS SgOWN
AR15
LRFD Fbf- T't+€
pj�StFriJ
OF QRAOE
BEAM "AILy
forNl LcAp
YR rm POST
ASo�
W ;. FecoF
4f R
-9 04.51 -1 274--2749151
-2749 /-27491b/
-136971
-19101bRt
2 1
- 1
-1857.51 - 4
1
8
1
2 -384.7
It,-481.2
5 -657 6 -112.5
15836.3
17050.5
36765.4
52323.E 48401.7
43945.4
36"xi 6"
CON CR.ErE
Q 2A DE
LvAP CASE
Loads: LC 3, 1.2D+1.OW+L+0.5$
Results for LC 3, 1.2D+1.OW+L+0.5S
Reaction and Moment Units are lb and lb-ft
Tri State Engineering, Inc.
Grade Beam 4
SK - 5
Elisee I.
May 16, 2023 at 5:21 PM
Koh Grade Beam 4.r2d
dZJ_,X l0t'
&ADS 64rown1 ARE
LRM ig- T-Me VE61610
IF G2AVE BEAM aPJ4,V
17b nrb LoAJ
C/O�NCRETE
IRKADE
$EaM
ZPAD CASE
Loads: LC 4, 1.2D+1.OE+L+,2S
Results for LC 4, 1.2D+1.OE+L+,2S
Reaction and Moment Units are Ib and lb-f!
Td State Engineering, Inc.
Elisee I.
Grade Beam 4
413.9
3.6
SK-6
May 16, 2023 at 5:21 PM
Koh Grade Beam 4.r2d
Company : Tri State Engineering, Inc. May 16, 2023 la't
Designer Elisee I. 5.20 PM
Job Number Checked By:
A ne,;erscaen cen•-.rarvv Model Name Grade Beam 4
Concrete Properties
Label E si G si Nu Therm \1 E...Densit Ib/f... f'c si Lambda Flex Steel ... Shear Stee...
1 Conc2500NW 3.156e+6 1.372e+6 .15 .6 145 2500 1 60000 60000
Concrete Section Sets
Label She e T e Desi n List Material Design Rules A in2 190 270 i... I 0 180 in4
1 CONC1A CRECT16X36 Beam Rectan ular conc25o0Nw T ical 576 62208 12288
Concrete Beam Design Parameters
Label Shane Lenothrftl B-eff Leftfinl B-eff Riahtfinl Slah Thi._ Slnh Thi.. Icr Factor Flaxural Shear I nvnut
1
I M1
I CONC1A
1 8
Beam La..
Use Desi n Rule
2
M2
CONCIA
9.5
Beam La-
Use Design Rule
3
M3
CONC1A
11.5
Beam La..
Use Design Rule
4
M4
CONCIA
9
Beam La..
Use 'Design Rule`
5
M5
I CONC1A
9
Beam La..
Use Design Rule
6
M6
I CONCIA
0
Beam La..
Use Design Rule -
Joint Coordinates and Temperatures
I ahel X rffl V rffl Tcmn rm
1
N1
0
0
0
2
N2
8
0
0
3
N3
17.5
0
0
4
N4
28
0"
0
5
N5
37
0
0
6
N6
46
0
0
Joint Boundary Conditions
Joint Label X lklinI Y lk/inl Rotation k-ftfrad
1
N1
Reaction
Reaction
2
N2
Reaction
Reaction'
3
N3
Reaction
Reaction
4
N4
Reaction
Reaction'
5
N5
Reaction
Reaction
6
N6
Reaction
Reaction
Member Distributed Loads (BLC 1 : DEAD)
Member Label Directinn Start Mnnnituderl Fnd Mannihiderlh Start I nnafinnrft ^/1 Fnd I ncafinnrff OM
T-F
M 1
Y
-225
-225
0
0
2
M2
Y-'
-620
-620
0
0
3
M3
Y
-620
-620
0
0
4
M4
Y'
=325
-325
0
0
5
M5
Y
-325
-325
0
0
Member Distributed Loads (BLC 2: LIVE)
Member Label Direction Start Maonitudefl_. End Manniturlerlh.. Start I nnafinnrft %I Fnd I ncatinnrff 0/1
1
M1
Y
-55
1 -55
0
0
2
M2
Y:
-350
-350
0
0
3
M3
Y
-350
-350
0
0
4
M4
Y
-280
-280
0
0
5
M5
Y
-280
1 -280
0
0
RISA-2D Version 18.0.0 [C:\Users\Erik\Desktop\Koh Risa\Koh Grade Beam 4.r2d] Page 1
U
Company Tri State Engineering, Inc. May 16, 2023
Designer Elisee I. 5:20 PM
Job Number Checked By:
P iNIMFLSGHEK Ccn=PANY Model Name Grade Beam 4
Member Distributed Loads (BLC 3: SNOW)
MPmhor I nhal niranfinn Rfart Mannifi Wcn Fnd nAannif,.A.n6 Cfnrt i nrnfinnrff -/ 1 Fnd I —4i-ro 0%t
1
M1
Y
-50
-50
0
0
2
M2
Y
190
190 <
0
0
3
1 M3
Y
190
190
0
0
Member Distributed Loads (BLC 4: SEISMIC)
Memher I ahP.l nirecfinn Start Mannit,,,wi Fnd Man nifudurih Rfart I nrnfinnlR Mi Fnd I me finnra om
1
M2
X
298
298
0
0
2
M3
X
298
298 `
0
5.5
3
1 M4
1 298
1 298
0
0
4 1
M5
X
1 298
1 298
0
5
Member Distributed Loads (BLC 5: FND WALL)
Memher I ahP.l nirartinn Rfart Mannifudcrl Fnd RAnnnif edcnh Cfnrt I nrafinnrff 0/1 Fnd I nrnfinnrff 041
1
M1
Y
-1300
-1300
0 1
0
2
M2
Y
1300
-1300'
0
0
3
M3
Y
-1300
-1300
0
0
4
M4
Y
-1300
-1300
0
0
5
M5
Y
1 -1300
-1300
10
0
Member Distributed Loads (BLC 6 : WIND)
Member Label Direction Start Mannitudefl___ End Maonihlderlh.. Start I ncatinnfft %I Fnd I nratinn[ t %1
0
Joint Loads and Enforced Displacements (BLC 1 : DEAD)
Joint Label LD.M - Dirertinn Mnnnifudarnh Ih-ff1 fin radl flh-sA9 -
1
N 1
L
Y
..._ ...__ ......
-1100
2
N2
L
Y
-3650
3
N3
L
Y
-6600
4
N4
L
Y
-6235
5
N5
L
Y
-4200
6
N6
L
Y
-2445
Joint Loads and Enforced Displacements (BLC 2: LIVE)
Joint Label LD_M niracfinn Mannihidernh Ih-ftl fin radl flh*sA9
1
N3
L
Y
5680
2
N4
L
Y
-4600
3
N5
L
Y
-2795
4
N6
L
Y
-3925
Joint Loads and Enforced Displacements (BLC 3: SNOW
Jnint I_nhel I F) M niranfinn Mannitllderflh Ih-ffl fin radl flh*cA9
1
N 1
L
Y
-1075
2
N2
L
Y
-4180
3
N3
L
Y
-3475
4
N4
L
Y
-3230
5
N5
L
Y
3085
Joint Loads and Enforced Displacements (BLC 4: SEISMIC)
Joint Label L,D,M Direction Magnitude[(Ib,lb-ft), (in,rad), (lb`sA2...
RISA-2D Version 18.0.0 [C:\Users\Erik\Desktop\Koh Risa\Koh Grade Beam 4.r2d] Page 2
102tt
Company Tri State Engineering, Inc. May 16, 2023
Designer Elisee I. 5:20 PM
Job Number Checked By:
<xersrsc*irec,rnrm Model Name Grade Beam 4
Joint Loads and Enforced Displacements (BLC 4: SEISMIC) (Continued)
WM i ahal I n Nl niracfinn t,dannih,dofrlh Ih_ftl fin radl /Ih*e�9
1
N2
L
Y
-5160
2 "
N4
L
Y
-8331
Member Point Loads (BLC I: DEAD)
Member Point Loads (BLC 2: LIVE)
Member Point Loads (BLC 3 : SNO►M
Member Point Loads (BLC 4: SEISMIC)
Basic Load Cases
Rl (: nacrrinfinn - (:afannm X V rlravifv .Ininf PniM niafrih, fad
1
DEAD
None
I
1
1 6
1 2
1 5
2
LIVE
None
4
2
5
3
SNOW
None
5
2
3
4
SEISMIC
None
"2
2
4
5
FIND
WALL
None
5
6
WIND
=None
4
Load Combinations
rlmnnniinn C D C R C� R Go R Ro R Fa R Fa R P� R Pa R Rn R Fa R Ga
1
1.2D +1.6 L+0.5S
es
Y
Y
-1
1
1.2
2
1.6
3
.5
5
1.2
.75
3'
.75
4
.75
3
1.2D+1.OW+L+0.5S
esl
Y
I
I Y
1 -1
11
1
11.216
1 1
=4 -
" 12D+ .OE+L+.25 `
`es
Y
Y
-1
I 1
1 1.21
2
1 r
3"
.2
1411
15
1.2
Enveloge Concrete Beam Design Results
rulamhar Chance I IC Mav I nrfffl I Ir. 1 r. I Ir, Mav I nrfffl 11(. 1 r. Rhaar I nefffl 1 IC 1 C Phi fin T Phi-Mn R Phi*Vnflhl
1
M1
CRECT1..
.438
1 8
1 1
1 .44
12.5311
1
1 .365
1 8
1 1
81683.39870966.83794632.011
2
M2
CRECTt..
' ,438 `
0
1
138 °
5.1381
"4
-
:383
L066'
1'
81583.39870968.837
358 65
3
M3
CRECTI..
56
0
1
.293
5.357
1
.417
1.071
1
81583.39870966.837
35896.5
4"
" M4 -
CRECT1..
.331 "..
0
1,1
.131
14376
4
1293
1; 102,1
1
81583.39870966.837
35896 5
5
M5
CRECTI..
.2861
0
1 1
1 .276
15.3271
1
1 .354
11.1021
1
81583.39870966.837
3589 .5
„OK
36
Star.
(4) As' -ro? 1
P bvmoM
en
m 1
6
Middle
A 3 s714u5
A-T 8rro. c.
En
End
X
�IaS
C� 5
SLAB
-1925lb/fl
-1025lb/fi
2
3
10574.7
-
10574.7
35200.5
�RADt?
ieA�1
USE Ct) I���� AuG�R,CAST P([S
�T EA -CO
SEARrNC-, p°rNT
LOAD CAse
Loads: LC 2, D+LL
Results for LC 2, D+LL
Reaction and Moment Units are lb and heft
Tri State Engineering, Inc.
SK - 2
Elisee I.
Grade Beam 5
May 4, 2023 at 12:52 PM
Koh Grade Beam 5.r2d
X 1�2s
LOADS SHOWN AR✓=
LPFO 77bg THE Dc-'916V
CIF THE G2AIDE 5EA44
bNL J
S1-A5
-2574lb/ft-2574lb/ft
Al 1 2 V3
13497.7 13497.7
o28r�X1�'s
�uh1 (X:ETC- 44930.5
[3eAos
E*AM
IOAP CAPE
Loads: LC 3, 1.2D+1.BL
Results for LC 3, L2D+1.6L
Reaction and Moment Units are lb and lb-ft
Tri State Engineering, Inc. SK - 1
Elisee I. Grade Beam 5 May 4, 2023 at 12:52 PM
Koh Grade Beam 5.r2d
Company Tri State Engineering, Inc. May 4, 2023 !-2T
Designer Elisee I. 12:53 PM
Job Number Checked By:
ANE,4t]TSC„L,,CO;111 Model Name Grade Beam 5
Concrete Properties
Label E si G si Nu Therm \1 E...Densit Ib/f.., f'c [psi]Lambda Flex Steel ...Shear Stee...
1 Conc2500NW 3.156e+6 1.372e+6 .15 6 145 25)0 1 60000 60000
Concrete Section Sets
Label Sha e T e Desi n List Material Desi n Rules A in2 190270 i... 10180 in4
1 CONC1A CRECT15X28 Beam Rectan ular Conc2500Nw T ical 420 27440 7875
Concrete Beam Design Parameters
I nhel Shan. I .nnfhfBl R_eff I .nrinl R_eff RinhffW Sleh Thi Slnh Thi In. Reef— 1=1— ] ch..n. I .,.....a
1
M1
CONC1A
12
Beam La..
Use Desi n Rule
2 '
M2
CONCIA
12
Beam La..
Use Design Rule'
3
M6
CONCIA
0
1
1
1
1 jBeam
La..
Use Design Rule
Joint Coordinates and Temperatures
Label X ft Y Iffil Te IFI
1
N1
I 0
0
0
2
N2
1 12
0
= 0
3
N3
24
0
0
Joint Boundary Conditions
.Inint I ah.l X fkhi l V fk/Inl RotaVonfk_ft'r di
1
N1
Reaction
Reaction
2
N2
Reaction
3
N3
IReaction
Member Distributed Loads (BLC 1 : DEAD)
Member Distributed Loads (BLC 2 : LIVE)
Basic Load Cases
Load Combinations
RISA-2D Version 18.0.0 [I:\Koh Risa\Koh Grade Beam 5.12d] Page 1
1z9
Company Tri State Engineering, Inc. May 4, 2023
Designer Elisee I. - 12:53 PM
Job Number Checked By:
n.eemerso:-ie�<cc.+frq:ry Model Name Grade Beam 5
Envelope Concrete Beam Deslnn Results
S1/ BoTToN�
28
N � rn b
m�
Start
�fRRee1',S
RISA-2D Version 18.0.0 [I:\Koh Risa\Koh Grade Beam 5.r2d] Page 2
M
BASEMENT WALL
Top of Wall Supported ?
YES
Height of Earth =
7.5 ft.
Length of Wall, L =
20 ft.
Soil Equivalent Active Pressure =
70 psf
Heitt of Wall H=
10 ft.
ANALYSIS:
Mx=
(ft.lbs)
-23E
-79i
-32E
My= 0
(ft.lbs)
-1152
:.e
-1624
Note.: Moments and shears are
based on coefficients from
"Rectangular Concrete Tanks"
by Portland Cement Association
0
0
0
0
768
1034
768
-236
1299
1683
1299
-797
1211
1506
1211
-325
0.25L 0.25L 0.25L 0.25L
L
V (tot) = 4237 lbs.
0
0
0
0
325
295
325
-1152
502
473
502
-1860
413
384
413
-1624
v (max) = 2310 plf
V (tot) = 14317 lbs.
DESIGN: Wall thickness =
Concrete Strength =
Reinforcement Yield Strength =
Vert, Reinforcement at Center of wall =
Load Factor for US =
VERTICAL REINFORCEMENT:
Maximum Moment =
Mu=
As (req'd) =
As (min.) =
USE: #4 @
HORIZONTAL REINFORCEMENT:
Maximum Moment =
Mu=
As (req'd) _
As (min.) _
USE: #4 @
CHECK TOTAL EDGE SHEAR:
Vu =
�1.11.00a Vn =
v (max) =
V (tot) =
0.25H
H
0.25H
0.25H
1614 plf
10411 lbs.
40
8 in. � � �,C,
2.5 ksi ff�
E40 ksi 9� 41
1.7 AA� 0
1683
ft.lbs.
2862
ft.lbs.
0.167
sq.in./ft.
0.160
sq.in./ft.
12.0
in. o.c.
(AT CENTER)
502
ft.lbs.
853
ft.lbs.
0.048
sq.in./ft.
0.064
sq.in./ft.
12.0
in. o.c.
3927 lbs.
4080 lbs.
(AT CORNER)
1860
ft.lbs.
3163
ft.lbs.
0.186
sq.in./ft.
0.160
sq.in./ft.
12.0
in. o.c.
> Vu, o.k.
I
TSE Engineering
Job:
By:
Page:
yaMAOre
4' Foundation Wall ell'i r a's,
H Hs Hp y active y passive y soil F brg C of F
4 0 1.5 70 150 110 1000 0.3
ft. ft. ft. pcf pcf pcf psf
Grade Beam:
Top Sup. Bot.Sup. P DL P LL T B W Y Key
Yes No 410 425 15 2.25 8 10 0
plf plf in. ft. in. in. in.
ft fy wall vert # wall hor # ftg.toe # ftg.heel # ftg. long # shr.- frict.#
2.5 60 4 4 3 3 4 4
ksl ksl at ctr.of wall?
Yes
FOR "STRIP RATIOS OF ALLOWABLE TO ACTUAL
P active 965 lbs. RM 11.5 x OTM = N/A
P passive 169 lbs. R sliding / P active = 1 >1.0 o.k.
TS 121 lbs. F brg / f brg (OT) = N/A
BS 0 lbs. F brg / f brg (TL) = N/A
OTM 0 ft.lbs. F brg / f brg (VL) = 1.12 >1.0 o.k.
DL wall 400 lbs.
DL ftg 422 lbs. WALL REINFORCING STEEL
DL soil 330 lbs. Wall Vert. # @ 18 inches oc
DL toe 23 lbs. Wall Hor. # @ J21V,� inches oc
S DL 1585 lbs. Chr Frirt & f ^� ches ee
RM 0 ft.lbs. Ftg. Toe # @99. inches oc
RM/OTM N/A Ftg@ . Heel # 1 inches oc
R sliding 645 lbs. Ftg. Long. 4 #
M heel 0 ft.lbs. js,q
e (DL) 0 ft. orik E s
f brg (DL) 0 psf
e (TL) 0 ft. SHEAR RATIOS OF ALLOW. TO ACTUAL
f brg (TL) 0 psf (DVn / Vu (wall) = 6.44 >1.0 o.k.
(DVn / Vu (toe) = 9.52 >1.0 ok
f brg (VL) 893 psf (DVn / Vu (heel) = 43.87 >1.0 o.k.
w1 0 plf
w2 280 plf
Ra 187lbs.
Rb 373lbs.
x 2.311 ft.
Mx 287 ft. lbs.
Mb 0 ft. lbs. M(toe)(VL) 310 ft. lbs. M(hl.)(VL) -75 ft. lbs.
Mu (wall) 488 ft. lbs. Mu (toe) 527 ft. lbs. Mu (heel) 128 ft. lbs.
of (wall) 4 in. d (toe) 11.8125 in. d (heel) 12 in.
k1 1.18 k3 0.75 ft. k5 1020
As (wall) 0.027 inA2 As (toe) 0.01 inA2 As (heel) 0.002 inA2
min. As 0.036 inA2 min. As 0.013 inA2 min. As 0.003 inA2
k2 1 k4 1 k6 176.4844
Vu (wall) 634 lbs. Vu (toe) 1265 lbs. Vu (heel) -279 lbs.
k7 1.875 ft.
TSE PROJECT: JOB#:
e Engineering e SLAB -btS76 ('j BY: E�
12810.NE 178TH ST STE 218
WOODINVILLE, WA98072 e (425) 481-6601 DATE:
SLAB
� 5inle�s
T
IL
DL = 8cA13 7 = C&
P�
T-oTAL = .s �s` r- t o pstf �5
(;L-la
LL -= qo psi
Wu - L-9- Di-+ 1. 6 LL
wu :: C(.?-)(7r
�vu : 15K p
x
8 �
�Ry 4f q AT. S"o.c IZcBA>; cpMn ��.�6 -K.A y 2Si
on Act 318-19
fc
=
2.5 'ksi
t =
-..5.:'
in
fY
=
-
60 'ksi
cc =
.., 2.5
in
REBAR
As, In2lft
d, In
a, in
T, k/ft
�Mn, ff•klft
,
�Vn, klft
#
4
@
24 O.C.
0.100
2.25
0.235
6.00
0.96
2.03
#
4
@
22 O.C.
0.109
2.25
0.257
6.55
1.04
2.03
#
4
@
20 " O.C.
0.120
2.25
0.262
7.20
1.14
2.03
#
4
@
18 O.C.
0.133
2.25
0.314
8.00
1.26
2.03
#
4
@
16 " O.C.
0.150
2.25
0.353
9.00
1.40
2.03
#
4
@
14 "O.C.
0.171
2.25
0.403
10.29
1.58
2.03
#
4
@
12 " O.C.
0.200
2.25
0.471
12.00
1.81
2.03
#
4
4
@
@
10 " O.C.
8 " O.C.
0.240
0.300
2 25
Z25
0.706
18.00
2.56
2.03
#
4
@
4 "O.C.
0.600
2.25
1.412
36.00
4,17
2.03
2.03
#
4
@
2 " O.C.
1.200
2,25
2.824
72.00
4.53
2.03
11
PROJECT PAGE: /
CLIENT DESIGN BY: It'
JOB NO.: DATE: REVIEW BY :
J CRITERIA € i lelrt 1 "1014 A6C A
ASSUME FIX HEAD CONDITION IF L, & Lhk COMPLY WITH THE TENSION DEVELOPMENT. OTHERWISE PINNED AT TOP.
FROM PILE CAP BALANCED LOADS & REACTIONS, DETERMINE MAX SECTION FORCES OF SINGLE PILE, Pc, MR, & Vu.
❑ �i❑��1 M� P.
V.
PILE PATTERN RIEWOR CRAnE eaw
1kk
i � I
JT DATA & DESIGN SUMMARY
CRETE STRENGTH
fc
4
'. ksi
I. REBAR YIELD STRESS
fy =
60
; ksi
DIAMETER
D =
:- 16 =:;
in
LENGTH
L =
'., 40
S:ft
PORED AXIAL LOAD
Pu =
75
- k
PORED MOMENT LOAD
Ma -'50
,ft-k
'CRIED SHEAR LOAD
Vu =
10
k
VERT. REINS
6 #
'6
MIC DESIGN (ACI 18.13.4) 7
Yes'
:RAL REINF. OPTION (O=Spirals,
1=Ties)
-7
Ties
:RAL REINFORCEMENT
# 4 @
'6
in o.c.
(spacing 3.0 in o.c. at top end of 6.7 ft.)
(2018 IBC 1810.3.9
& ACI 18.13.4)
( Ldp = 10 in &
THE PILE DESIGN IS ADEQUATE.
YSIS
K PILE LIMITATIONS
fc = 4 ksi >
D= 16 in >
FLEXURAL & AXIAL CAPACITY
Lnk = 14 in )
4 ksi [Satisfactory]
MAX( L / 30 , 12 in) [Satisfactory]
Pe fi
T-1
• V ep c
Ev
0
parab tic
STRAIN DIAGRAM FORCE DIAGRAM
Pmax =F ifi [ 0.85 fc (Ag - A.0 * fy Ad =
where F = 0.8 , ACI 318-19 22.4.2
0 = 0.65 (ACI 318-19 21.2)
Ag = 201 W.
SPIRAL OR TIES
B s
ELEVATION SECTION OA
(20181BC Table 1808.8.1)
(20181BC 1810.3.5.2)
R2fCl2l ECJ-�ECJZ� , for 0<EC<Ep ESEg , Jot ES En
fPeff= Ro EO
fs- fy f°t, es>ety
C , forEc�s°
2(nef'c) fy sty , for compression controlled
60 Ec sry ES st {sry+0.003 for- tension con#•oiled
Ec=57 fr. , Es=29000ksi , &=0.85 , scn=0.003
433.18 kips., (at max axial load, ACI 318-19 22.4.2)
Aat = 2.64 In-.
> Pu
[Satisfactory]
M
� Pn (k)
600
500
®
400®®®
a
300 ®®®
200
100 .
(cont'd)
Note:
1. Between compression & tension controlled is
Transition, which the P should be by linear
interpolation. (AC1318-19 Tab. 21.2.2 & Fig. R10. 4.2.1)
2. ACI 318-19 changed 0 (Fig.R21.2.2b) and keeps
11e (22.2.2.4. 1) and red (Fig. R21.2.2a) the same.
But AISC 3601341-16 has different 0 (0.9 only) and
Pe (1.0 or 0.7).
-10 10 20 30 60 70 80
100
-200
¢ Mn (ft-k)
Solid Black Line - Tension Controlled
Solid Red Line - Transition
Dash Line - Compression Controlled
Mn = 69 ft-kips Q Pu = 75 kips > Mu [Satisfactory]
Pmax = 0.06 (ACI 318-1918.7.4.1) Pprovd = 0.013
Pmin = 0.01 (ACI 318-19 18.7.4.1& 10.6.1.1) [Satisfactory]
SHEAR CAPACITY
�Vn(Vs +Vc)= 47 kips, (ACI 318-1922.5)
> Vu [Satisfactory]
where Q = 0.75 (ACI 318-1921.2)
Ao = 115 ins. Av = 0.40 in2. fy = 60 ksi
V. = 2 (fi)o 5A. = 14.6 kips, (ACI 318-19 22.5)
Ve = MIN (d fy Av / s , 8 (fo)oaAo) = 48.5 kips, (ACI 318-19 22.5.1)
smax = 8 (2018 IBC 1810.3.9.4.2) Sprovd = 6 in
smin = 1 [Satisfactory]
ps = 0.12 fe /fyl= 0.008 'd Ps,provd = 0.010 [Satisfactory] (ACI 318-1918.13.4.3 & 18.7.5.1)
IIINE FIX HEAD CONDITION
fide for /3 to /8
P,"' weddt,. 8dn for #9 to #11
Lnr,=�Y 7 , Sda 6 in = 13 db = 10 in
Pv o,.xria 55Rr (ACI 318-19 25.4.3)
Lbk = 14 in, (ACI 318-19 25.4)
where dy = 0.75 in
P required I P provided = 1 (A e,regd I A e,provd , ACI 318-19 25.4.10.2)
yre = 1.0 (1.2 for epoxy -coaled, ACI 318-19 25.4.2.4)
A = 1.0 (normal weight)
n = 0.7 (#11 or smaller, cover> 2.5" & side >2.0".
ACI 318-19 25.4.3.2)
ACI 318-19 Table 25.3.1