REVIEWED RESUB 1-BLD2024-0578+Structural_Analysis_or_Calculations+7.2.2024_12.33.10_PM+4355479BLD2024-0578 RESUB
Jul 02 2024
INC
REVIEWED
BY
CITY OF EDMONDS
#24048
Structural Calculations For:
Residence Remodel
AT
6830 174th ST SW
Edmonds, WA 98026
04/30/2024
Client: Josh Anderson
180 Nickerson St.
Suite 302
Seattle, WA
98109
(206)285-4512(V)
(206)285-0618(F)
bmccann@ctengineering.com
AXE ASCE Hazards Report
WERIC N SOCIETY OF CML ENGINEERS
Address: Standard: ASCE/SE17-16 Latitude: 47.840597
No Address at This Location Risk Category: II Longitude:-122.325642
Soil Class: D - Default (see Elevation: 434.0920374440944 ft
Section 11.4.3) (NAVD 88)
Wind
Results:
Wind Speed
98 Vmph
10-year MRI
67 Vmph
25-year MRI
74 Vmph
50-year MRI
78 Vmph
100-year MRI
83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon Apr 29 2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://ascehazardtool.org/ Page 1 of 3 Mon Apr 29 2024
ASCE
AMER!CAN SOCIETY OF CML ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
SS
1.316
Sp,
N/A
S,
0.467
T L
6
Fa
1.2
PGA:
0.565
F
N/A
PGA M :
0.678
S MS
1.58
F PGA
1.2
SM,
N/A
le
1
SIDS
1.053
C
1.363
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Mon Apr 29 2024
Date Source:
USGS Seismic Design
Maps
hftps:Hascehazardtool.org/ Page 2 of 3 Mon Apr 29 2024
ASCE
AMERICAN SOCIETY OF CML ENGINEERS
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third -party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
https:Hascehazardtool.org/ Page 3 of 3 Mon Apr 29 2024
CHAPTER 28 WIND LOADS ON BUILDINGS—MWFRS (E4VELOPE PROCEDURE)
multiplied by the wall area of the building and 8 lb/ft2
28.6 WIND LOADS —MAIN WIND -FORCE
(0.38 kN/m'-) multiplied by the roof area of the N
RESISTING SYSTEM
building projected onto a vertical plane normal to the
assumed wind direction. 42
28.6.1 Scope
W
A building whose design wind loads are deter-
mined in accordance with this section shall meet all
PART 2: ENCLOSED SIMPLE DIAPHRAGM
the conditions of Section 28.6.2. if a building does
LOW-RISE BUILDINGS V �
not meet all of the conditions of Section 28.6.2, then
its MWFRS wind loads shall be determined by Part 1
28.5 GENERAL REQUIREMENTS
of this chapter, by the Directional Procedure of
Chapter 27, or by the Wind Tunnel Procedure of
The steps required for the determination of MWFRS 0
Chapter 31.
wind loads on enclosed simple diaphragm buildings
are shown in Table 28.5-1.
User Note: Part 2 of Chapter 28 is a simplified method
to determine the wind pressure on the MWFRS of
enclosed simple diaphragm low-rise buildings having a
flat, gable or hip roof. The wind pressures are obtained
directly from a table and applied on horizontal and
vertical projected surfaces of the building. This method
is a simplificationof the Envelope` Procedure contained
in Part 1 of Chapter 28.
28.5.1 Wind Load Parameters Specified in
Chapter 26
The following wind load parameters are specified
in Chapter 26:
— Basic Wind Speed V (Section 26.5)
— Exposure category (Section 26.7)
— Topographic factor K,, (Section 26.8)
— Enclosure classification (Section 26.10)
Table 28.5-1 Steps to Determine Wind Loads on
MWFRS Simple Diaphragm Low -Rise Buildings
Step l: Determine risk category of building or other
structure, see Table 1.5-1
Step 2: Determine the basic wind speed, V, for applicable
risk category, see Fig. 26.5-1A, B or C
Step 3: Determine wind load parameters:
➢ Exposure category B, C or D, see Section 26.7
➢ Topographic factor, Ku, see Section 26.8 and
Fig. 26.8-1
Step 4: Enter figure to determine wind pressures for
h = 30 ft (9.1 m)., ps3o, see Fig. 28.6-1
Step 5: Enter figure to determine adjustment for
building height and exposure, k, see Fig. 28.6-1
Step 6: Determine adjusted wind pressures, ps, see
Eq. 28.6-1
302
28.6.2 Conditions
For the design of MWFRS the building shall
o comply with all of the following conditions:
Nz�
v 2.
3.
4.
"'�5.
A
The building is a simple diaphragm building as
defined in Section 26.2.
The building is a low-rise building as defined in
Section 26.2.
The building is enclosed as defined in Section 26.2
and conforms to the wind-borne debris provisions
of Section 26.10.3.
The building is a regular -shaped building or
structure as defined in Section 26.2.
The building is not classified as a flexible building
as defined in Section 26.2.
The building does not have response
characteristics making it subject to across
wind loading, vortex shedding, instability due to
galloping or flutter; and it does not have a site
location for which channeling effects or buffeting
in the wake of upwind obstructions warrant special
consideration.
The building has an approximately symmetrical
cross-section in each direction with either a flat
roof or a gable or hip roof with 0 <_ 45°.
The building is exempted from torsional load cases
as indicated in Note 5 of Fig. 28.4-1, or the
torsional load cases defined in Note 5 do not
control the design of any of the MWFRS of the
building.
28.6.3 Design Wind Loads
Simplified design wind pressures, ps, for the
MWFRS of low-rise simple diaphragm buildings
represent the net pressures (sum of internal and
external) to be applied to the horizontal and vertical
projections of building surfaces as shown in Fig.
28.6-1.._For the horizontal pressures (Zones A, B, C,
D), ps is the combination of the windward and
MINIMUM DESIGN LOADS
Main Wind Force Resisting System — Method 2 h <_ 60 ft.
Figure 28.6-1. Design Wind Pressures wal�S & ROODS
---_ ____
Enclosed Buildings _ _ _ _ __.
Notes:
1. Pressures shown are applied to the horizontal and vertical projections, for exposure B, at h=30 ft (9.lm). Adjust to other exposures and
heights with adjustment factor X.
2. The load patterns shown shall be applied to each comer of the building in turn as the reference comer. (See Figure 28.4-1)
3. For Case B use B = 00.
4. Load cases I and 2 must be checked for 25' < B <_ 45°. Load case 2 at 25' is provided only for interpolation between 25' and 30°.
5. Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively.
6. For roof slopes other than those shown, linear interpolation is permitted. T T
8. Where zone E or G falls on a roof overhang on e windward side of the building, use Eox and Goa for the pressure on the horizontal
th
projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied.
9. Notation:
a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension
or 3 ft (0.9 m).
h: Mean roof height, infect (meters), except that cave height shall be used for roof angles <I0°.
0: Angle of plane of roof from horizontal, in degrees.
303
In 0
CHAPTER 28 WIND LOADS ON BUILDINGS—MWFRS (ENVELOPE PROCEDURE)
al py1I
P4 lV is
ZTM I M,
304
MINIMUM DESIGN LOADS !
Main Wind Force Resisting System - Method 2 h <- 60 ft.
Figure 28.6-1 (cont'd) Design Wind Pressures
Enclosed Buildings _-1 11 111 1-,__ _-- Wal15_& Roofs
Simplified Design Wind Pressure, p830 (pSO (Exposure Bath =30 ft.)
°'
Zones
Basic Wind
Roof
Horizontal Pressures
Vertical Pressures
Overhangs
Speed
Angle
�
A
B
C
D
E
F
G
H
Ern
GoH
(mph)
(degrees)
0 to 5°
1
40.6
-21.1
26.9
-12.5
-48.8
-27.7
-34.0
-21.5
-68.3
-53.5
10,
1
45.8
-19.0
30.4
-11.1
-48.8
-29.8
-34.0
-22.9
-68.3
-53.5
15'
1
51.0
-16.9
34.0
-9.6
-48.8
-31.9
-34.0
-24.3
-68.3
-53.5
20°
1
56.2
-14.8
37.5
-8.2
-48.8
-34.0
-34.0
-25.8
-68.3
-53.5
160
25°
1
50.9
8.2
36.9
8.4
-22.6
-30.8
-16.4
-24.8
-42.1
-35.9
2
----
-
-
----
-8.6
-16.8
-2.3
-10.7
----
- -
30 to 45
1
45.7
31.2
36.3
25.0
3.5
-27.7
1.2
-23.8
-16.0
-18.3
2
45.7
31.2
36.3
25.0
17.6
-13.7
15.2
-9.8
-16.0
-18.3
0 to Y
1
51.4
-26.7
34.1
-15.8
-61.7
-35.1
-43.0
-27.2
-86.4
-67.7
10°
1
58.0
-24.0
38.5
-14.0
-61.7
-37.7
-43.0
-29.0
-86.4
-67.7
15'
1
64.5
-21.4
43.0
-12.2
-61.7
-40.3
-43.0
-30.8
-86.4
-67.7
20°
1
71.1
-18.8
47.4
-10.4
-61.7
-43.0
-43.0
-32.6
-86.4
-67.7
180
25°
1
64.5
10.4
46.7
10.6
-28.6
39.0
-20.7
-31.4
-53.3
-45.4
2
--
---
- -
----
-10.9
-21.2
-3.0
-13.6
----
----
30 to 45
1
57.8
39.5
45.9
31.6
4.4
-35.1
1.5
30.1
-20.3
-23.2
2
57.8
39.5
45.9
31.6
22.2
-17.3
19.3
-12.3
-20.3
-23.2
0 to 5°
1
63.4
-32.9
42.1
-19.5
-76.2
-43.3
-53.1
-33.5
-106.7
-83.5
10°
1
71.5
-29.7
47.6
-17.3
-76.2
-46.5
-53.1
-35.8
-106.7
-83.5
15,
1
79.7
-26.4
53.1
-15.0
-76.2
-49.8
-53.1
-38.0
-106.7
-83.5
20°
1
87.8
-23.2
58.5
-12.8
-76.2
-53.1
-53.1
-40.2
-106.7
-83.5
200
25°
1
79.6
12.8
57.6
13.1
-35.4
-48.2
-25.6
-38.7
-65.9
-56.1
2
---
---
----
---
-13.4
-26.2
-3.7
-16.8
-------
-----
30 to 45
1 .
71.3
48.8
56.7
39.0
5.5
-43.3
1.8
37.2
-25.0
-28.7
2
71.3
48.8
56.7
39.0
27.4
-21.3
23.8
-15.2
-25.0
-28.7
Adjustment Factor
for Buildina Heiaht and Exnosure- I
Mean roof
hei ht ft
Exposure
B
C
D
15'
1.00
1.21
1.47
20
1.00
1.29
1.55
25
1.00
1.35
1.61
30
1.00
1.40
1.66
35
1.05
1.45
1.70
40
1.09
1.49
1.74
45
1.12
1.53
1.78
50
1.16
1.56
1.81
55
1.19
1.59
1.84
60
1.22
1.62
1.87
Unit Conversions -1.0 ft = 0.3048 m; 1.0 psf = 0.0479 kN/m2
OR
CHAPTER 28 WIND LOADS ON BUILDINGS—MWFRS (ENVELOPE PROCEDURE)
leeward net pressures. p, shall be determined by the
following equation:
Ps = �, Ku PS30 (28.6-1)
where
= adjustment factor for building height and
exposure from Fig. 28.6-1
K, = topographic factor as defined in Section 26.8
evaluated at mean roof height, h
306
PS30 = simplified design wind pressure for Exposure B,
at h = 30 ft (9.1 m) from Fig. 28.6-1
28.6.4 Minimum Design Wind Loads
The load effects of the design wind pressures
from Section 28.6.3 shall not be less than a minimum
load defined by assuming the pressures, p,, for zones
A and C equal to +16 psf, Zones B and D equal to +8
psf, while assuming p, for Zones E, F, G, and H are
equal to 0 psf.
Client
4:5 4 Q
F G f a
180 Nickerson St.
Suite 302
Seattle, WA
98109
Date: i6
1206) 285-4512
FAX:
Page Number
(206) 285-0619
0
ev,c) M&^Jost z-V.+ 9<2n2� /r ',32 t 9 I a M
�0,
11-A
4 RIO rgXff4 Co,l7j2-C L& F- f tilsr cn o�
I6o mpi4 t 6/Cp $
ALLOWABLE SHEAR VALUES
sw_type b_7/1fi_.131_2_1/2_160C or_Iong_h
mark tnariac F ocrl T.hlc A 4A 1A1 —A T.I-dc a ItA
P6TN
DF
sw type_b_p6tn_df e
150
NDS 4.1.7
sw type_b_p6tn_df w
150
NDS 4.1.7
HF
sw_type_b p6tn_hf a
150
sw_type_b_p6tn_hf w
150
P6
DF
sw type_b_p6_df a
260
520
sw type_b_p6_df w
365
730
HF
sw type_b_p6_hf e
242
sw type_bP6_hf w
339
P4
DF
sw type b_p4_df e
380
760
sw type bj4 df w
53$
1065
HF
sw_type _b_p4_hf e
; 353.1
sw type_b j4_hf_w
495
P3
DF
sw_type_b_p3_df a
490
980
sw type_b—P3 df w
685
1370
HF
sw type_b_p3_hf e
456
sw type b—P_hf w
637
P2
DF
sw type_b_p2_df a
640
1280
sw type_b—P2 df w
895
1790
HF
sw_type _b_p2_hf a
595
sw type b p2 hf w
832
2P4
OF
sw_type_b_44_df e
760
1520
swtype_b_2p4_df w
1065
2130
HF
sw type_b_2p4_hf e
707
sw_type b_2p4_hf w
990
2P3
DF
sw_type_b_20_df a
980
1960
sw_type_b_2p3 df w
1370
2740
HF
sw_type_b_2p3_hf a
911
sw type b 2p3_hf w
1274
2P2
DF
sw type b_2p2_df a
1280
2560
sw_type b_2p2_df w
1790
3580
HF
sw_type_b_2p2_hf e
1190
sw type_b_2p2 hf w
1665
4
Structural Engineers
C T c
INC
IN Nickemon St.
Suirc 3W
Sennll WA
J
99109
J
(2M)2854512(V)
CJ
(2(M)285- 18(P)
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ROOF2'-2
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IN THE ROOF FRAMING PLAN
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180 Nickerson St.
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FLAT 2X4
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8/S9.1
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DECK IN THE ROOF FRAMING PLAN
180 Nickerson St.
INC
Suite 302
Seattle, WA 98109
(206)285-4512(V)
(206)285-0618(F)
d
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-----SEF?ROOM-----
REVIEWER-BEAMSWERE
(E)2X1 F#2ASSUMED@12"O.C.-OK
FAMILY
odAF X16-2"
REMOVED FROM THE DESIGN AND
EDROOM
N D, 24'-5" X 12'-
V
EXTERIOR POST AND FOOTING
g < BEDROOM a
ADDED TO SUPPORT RIDGE
V-6" X 14'-11"
m LL 10'-4" X 9'-6"
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NOTE:
PLANS PREPARED USING
ARCHITECTURAL
BACKGROUNDS RECEIVED
03/05/2024.
1/510.1
BEAM MAP
iI FO R T E W E B 1013 SUMMARY REPORT
24048 Anderson Residence
Roof Framing
Member Name
Results (Max UTIL
070)
Current Solution
Comments
BM1 - Roof: Drop Beam
Passed (97% AT)
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
BM2 - Roof: Drop Beam
Passed (21% R)
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
BM3 - Roof: Drop Beam
Passed (55% M+)
1 piece(s) 8 3/4" x 12" 24F-V4 DF Glulam
BM4 - Roof: Hip/Valley Beam
Passed (43% M)
2 piece(s) 2 x 12 HF No.2
BM4a - Roof: Flush Beam
Passed (86% M)
2 piece(s) 2 x 12 HF No.2
BM5 - Roof: Drop Beam
Passed (81% AT)
1 piece(s) 5 112" x 13 112" 24F-V4 DF Glulam
BM6 - Roof: Drop Beam
Passed (96% R)
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
BM7 - Roof: Drop Beam
Passed (88% AT)
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
BM8 - Wall: Header
Passed (88% M+)
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
BM9 - Wall: Header
Passed (42% M)
1 piece(s) 4 x 8 HF No.2
BM10 - Wall: Header
Passed (9% M)
2 piece(s) 2 x 6 DF No.2
BM11 - Wall: Header
Passed (20% M)
2 piece(s) 2 x 6 DF No.2
BM12 - Roof: Drop Beam
Passed (58% M)
1 piece(s) 6 x 6 HF No.2
BM13 - Roof: Drop Beam
Passed (88% M)
1 piece(s) 6 x 6 HF No.2
Main Floor Framing
Member Name
Results (Max UTIL
070�
Current Solution
Comments
BM20 - Floor: Joist
Passed (45% M)
1 piece(s) 2 x 10 HF No.2 @ 12" OC
BM21 - Floor: Drop Beam
Passed (76% M)
1 piece(s) 4 x 12 HF No.2
BM22 - Floor: Joist
Passed (75% AL)
1 piece(s) 2 x 10 HF No.2 @ 12" OC
BM23 - Floor: Flush Beam
Passed (52% R)
1 piece(s) 4 x 10 HF No.2
BM24 - Floor: Flush Beam 2xs
Failed (270% AT)
4 piece(s) 2 x 10 HF No.2
This product failed at
cantilever support 1
due to Lateral
Stability.
BM24 - Floor: Flush Beam GLB
Failed (197% AT)
piece(s) 5 1/2" x 9 1/2" 24F-V4 DF Glulam
BM25 - Floor: Joist - CHECK
Passed (96% AL)
1 iece(s) 2 x 10 DF No.2 @ 12" OC
BM26 - Floor: Drop Beam
Passed (46% M)
pi ce(s) 4 x 10 DF No.2
BM27 - Floor: Joist
Passed (58% M)
1 'e (s) 2 x 10 HF No.2 @ 12" OC
BM28 - Floor: Drop Beam
Passed (25% R)
2 pie e s) 2 x 8 DF No.2
BM29 - Floor: Drop Beam
Passed (90% M)
1 piec s 4 x 8 DF No.2
REVIEWER - THESE BEAMS ARE NOT USED IN THE
PROJECT. RIDGE POINT LOAD IS NOW
SUPPORTED BY A COLUMN AND FOOTING
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206)285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7
Weyerhaeuser File Name: 24048 Anderson Residence
Page 1 / 31
aFORTEWEB
Roof Framing, BM1 - Roof: Drop Beam
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
PASSED
, ,II I_ . I
Iii
22.4„
o a
Drawing is Conceptual. 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)
4308 @ 22' 11"
9831 (2.75")
Passed (44%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3796 @ 1' 7"
15085
Passed (25%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
24101 @ 11' 7 1/2"
37434
Passed (64%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.577 @ 11' 7 1/2"
0.753
Passed (L/470)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
1.090 @ 11' 7 1/2"
1.129
Passed (L/249)
1.0 D + 1.0 S (All 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/size factor of 0.97 that was calculated using length L = 22' 7".
• 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.
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Stud wall - HF
5.50"
5.50"
1.97"
2070
2325
4395
Blocking
2 - Column Cap - steel
2.75"
2.75"
1.50"
2029
2279
4308
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)
23' o/c
Bottom Edge (Lu)
23' o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 23' 1/4"
N/A
18.0
1 - Uniform (PSF)
0 to 23' 1/4" (Front)
8'
20.0
25.0
Roof Load
Member Length : 23' 1/4"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
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 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 BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0
Veyerh- File Name: 24048 Anderson Residence
Page t/31
aFORTEWEB
Roof Framing, BM2 - Roof: Drop Beam
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
PASSED
Iii
12' 2"
a o
Drawing is Conceptual. 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)
1141 @ 12' 4 3/4"
5363 (1.50")
Passed (21%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1511 @ 1' 4 1/4"
15085
Passed (10%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
5217 @ 5' 5 3/8"
38424
Passed (14%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.035 @ 6' 9/16"
0.410
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.068 @ 6' 3/4"
0.615
Passed (L/999+)
1.0 D + 1.0 S (All 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/size factor of 1.00 that was calculated using length L = 12' 3 1/2".
• 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 Nos.
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Column Cap - steel
2.75"
2.75"
1.50"
962
1061
2023
Blocking
2 - Hanger on SPF stud Wall
3.50"
Hanger'
1.50"
569
572
1141
See note'
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Top Edge (Lu)
12' 5" o/c
Bottom Edge (Lu)
12' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 12' 4 3/4"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2- Top Mount Hanger
BA5.50X H=13.5
3.00"
6-10d
8-10d
2-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.15)Width
Comments
0 - Self Weight (PLF)
0 to 12' 4 3/4"
N/A
18.0
1 - Uniform (PSF)
0 to 4' 2" (Front)
8'
20.0
25.0
Roof Load
2 - Tapered (PSF)
4' 2" to 12' 2" (Front)
8' to 0
20.0
25.0
Roof Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0
Vkycrh — File Name: 24048 Anderson Residence
Page 3/31
aFORTEWEB
Roof Framing, BM3 - Roof: Drop Beam
1 piece(s) 8 3/4" x 12" 24F-V4 DF Glulam
PASSED
0 1
15' T
a
o
Drawing is Conceptual. 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)
3510 @ 4"
19491 (5.50")
Passed (18%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3473 @ 1' 5 1/2"
21333
Passed (16%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
26095 @ 8'
47046
Passed (55%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.217 @ 8' 2 15/16"
0.533
Passed (L/886)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.427 @ 8' 3"
0.800
Passed (L/449)
1.0 D + 1.0 S (All 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/size factor of 0.97 that was calculated using length L = 16'.
• 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.
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Stud wall - HF
5.50"
5.50"
1.50"
1770
1740
3510
Blocking
2 - Stud wall - HF
5.50"
5.50"
1.50"
1646
1600
3246
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)
16' 8" o/c
Bottom Edge (Lu)
16' 8" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 16' 8"
N/A
25.5
Linked from: BMI
1 - Point (lb)
8' (Front)
N/A
2029
2279
- Roof: Drop
Beam, Support 2
Linked from: BM2
2 - Point (lb)
8' (Front)
N/A
962
1061
- Roof: Drop
Beam, Support 1
Member Length : 16' 8"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
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 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 BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0
Weverhaeuser File Name: 24048 Anderson Residence
Page 4 / 31
aFORTEWEB
Roof Framing, BM4 - Roof: Hip/Valley Beam
2 piece(s) 2 x 12 HF No.2
PASSED
0
12
3 54 F_
F
11' 3 3,4"
0 n
Drawing is Conceptual. 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)
533 @ 11' 3 3/4"
1823 (1.50")
Passed (29%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
753 @ 1' 2 5/16"
3881
Passed (19%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2209 @ 4' 11 1/8"
5155
Passed (43%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.057 @ 5' 6 1/2"
0.387
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.114 @ 5' 6 5/8"
0.581
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports MW
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Beveled Plate - SPF
3.50"
3.50"
1.50"
520
541
1061
Blocking
2 - Hanger on 11 1/4" SPF beam
3.50"
Hanger'
1.50"
274
259
533
See note'
• blOCKIng Panels are assumea to carry no loans appllea alrectly aoove tnem ana me Tull loaa Is appllea to the memoer Deing aeslgnea.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
11' 10" o/c
Bottom Edge (Lu)
11' 10" o/c
-Maximum allowable bracing intervals based on applied load.
0
Member Length : 12' 7/8"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 3.54/12
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
LSSR210-2Z
1.88"
N/A
22-16dx2.5
18-16dx2.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Snow
Vertical Loads
Location (Side)
Tributary
Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 11' 3 3/4"
N/A
8.6
1 - Tapered (PLF)
0 to 11' 3 3/4"
N/A
117.6 to 0.0
141.4 to 0.0
Generated from
Roof Geometry
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0
Werrh- File Name: 24048 Anderson Residence
Page 5/31
aFORTEWEB
Roof Framing, BM4a - Roof: Flush Beam
2 piece(s) 2 x 12 HF No.2
PASSED
12
61
Sloped Length: 13' 11 11116"
T
0 0
Drawing is Conceptual. 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)
1378 @ 2"
4253 (3.50")
Passed (32%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1261 @ 1' 1 9/16"
3881
Passed (32%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
4451 @ 4'
5155
Passed (86%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.145 @ 5' 11 3/8"
0.453
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.292 @ 5' 11 1/2"
0.680
Passed (L/559)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Birdsmouth cut has not been analyzed.
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Birdsmouth - HF
3.50"
3.50"
1.50"
695
683
1378
Blocking
2 - Beam - HF
3.50"
3.50"
1.50"
503
483
986
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)
6' 6" o/c
Bottom Edge (Lu)
14' o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
MTributa
(0.90)
(1.15)
Comments
Width01
0 - Self Weight (PLF)
0 to 12' 6"
N/A
8.6
1 - Uniform (PSF)
0 to 12' 6"
2'
20.0
25.0
Roof Load
Linked from: BM4
2 - Point (lb)
4'
N/A
520
541
- Roof: Hip/Valley
Beam, Support 1
Member Length : 14' 5 5/16"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 6/12
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 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 BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0
Werrh- File Name: 24048 Anderson Residence
Page 6/31
aFORTEWEB
Roof Framing, BM5 - Roof: Drop Beam
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
PASSED
Overall Length 18' 9'
18' 2" L
0 0
Drawing is Conceptual. 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)
5788 @ 2"
12513 (3.50")
Passed (46%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
4998 @ 1' 5"
15085
Passed (33%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
25970 @ 10' 3"
38205
Passed (68%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.382 @ 9' 4 9/16"
0.614
Passed (L/578)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.742 @ 9' 4 9/16"
0.921
Passed (L/298)
1.0 D + 1.0 S (All 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/size factor of 0.99 that was calculated using length L = 18' 5".
• 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.
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Column - HF
3.50"
3.50"
1.62"
2786
3003
5788
Blocking
2 - Column - HF
3.50"
3.50"
1.50"
2333
2520
4853
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' 9" o/c
Bottom Edge (Lu)
18' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 18' 9"
N/A
18.0
1 - Uniform (PSF)
0 to 18' 9" (Front)
6'
20.0
25.0
Roof Load
2 - Uniform (PSF)
0 to 2' 2" (Front)
6'
20.0
25.0
3 - Tapered (PSF)
2' 2" to 10' 4" (Front)
4' to 0
20.0
25.0
4 - Tapered (PSF)
10' 4" to 18' 5" (Front)
0 to 4'
20.0
25.0
Linked from: BM2
5 - Point (lb)
10' 3" (Front)
N/A
569
572
- Roof: Drop
Beam, Support 2
Linked from: BM4
6 - Point (lb)
10' 4" (Front)
N/A
274
259
- Roof: Hip/Valley
Beam, Support 2
Linked from: BM4
7 - Point (lb)
10' 4" (Front)
N/A
274
259
- Roof: Hip/Valley
Beam, Support 2
Linked from: BM4a
8 - Point (lb)
2' 2" (Front)
N/A
503
483
- Roof: Flush
Beam, Support 2
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
Member Length : 18' 9"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
4/30/2024 3:03:00 PM UTC
ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0
Weyerhaeuser File Name: 24048 Anderson Residence
Page 7/31
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 calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BIM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB 0.7, Engine: V8.4.O.4O, Data: V8.1.5.O
Werrh- File Name: 24048 Anderson Residence
Page 8/31
aFORTEWEB
Roof Framing, BM6 - Roof: Drop Beam
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
PASSED
EA
1
3'
2" `
a o
Drawing is Conceptual. 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)
3285 @ 0
3413 (1.50")
Passed (96%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2845 @ 10 1/2"
6400
Passed (44%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
4879 @ 1' 8 1/2"
10868
Passed (45%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.012 @ 1' 8 1/2"
0.114
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.022 @ 1' 8 1/2"
0.171
Passed (L/999+)
1.0 D + 1.0 S (All 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/size factor of 1.00 that was calculated using length L = 3' 5".
• 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.
Supports_
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
1555
1730
3285
None
2 - Trimmer - HF
1.50"
1.50"
1.50"
1555
1730
3285
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 5" o/c
Bottom Edge (Lu)
T Y o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.15)Width
Comments
0 - Self Weight (PLF)
0 to 3' 5"
N/A
7.7
1 - Uniform (PSF)
0 to 3' S" (Front)
11'
20.0
25.0
(E) over framed
roof area
Linked from: BM5
2 - Point (lb)
1' 8 1/2" (Front)
N/A
2333
2520
- Roof: Drop
Beam, Support 2
Notes
Member Length : 3' 5"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0
Werrh- File Name: 24048 Anderson Residence
Page 9/31
aFORTEWEB
Roof Framing, BM7 - Roof: Drop Beam
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
PASSED
Overall Length' 10' 5'
EA
9' 11" L
a a
Drawing is Conceptual. 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)
3862 @ 1 1/2"
6825 (3.00")
Passed (57%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3179 @ 1'
6400
Passed (50%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
9513 @ 4' 1 11/16"
10868
Passed (88%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.242 @ 5' 1 3/16"
0.339
Passed (L/504)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.448 @ 5' 1 1/8"
0.508
Passed (L/272)
1.0 D + 1.0 S (All 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/size factor of 1.00 that was calculated using length L = 10' 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 Nos.
Supports_
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
3.00"
3.00"
1.70"
1768
2093
3862
None
2 - Trimmer - HF
3.00"
3.00"
1.50"
1443
1712
3155
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
10' 5" o/c
Bottom Edge (Lu)
10' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 10' 5"
N/A
7.7
1 - Uniform (PSF)
0 to 10' S" (Front)
11'
20.0
25.0
(E) roof load -
worst case
2 - Uniform (PSF)
0 to 4' (Front)
4'
20.0
25.0
Addition Roof load
Linked from: BM4
3 - Point (lb)
4' (Front)
N/A
520
541
- Roof: Hip/Valley
Beam, Support 1
Member Length : 10' 5"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
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 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 BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
VWeye h-user File Name: 24048 Anderson Residence
Page 10 / 31
aFORTEWEB
Roof Framing, BM8 - Wall: Header
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
PASSED
EA
d
a o
Drawing is Conceptual. 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)
3517 @ 1 1/2"
6825 (3.00")
Passed (52%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3396 @ 1'
6400
Passed (53%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
9570 @ 3'
10868
Passed (88%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.074 @ 3' 2 7/16"
0.156
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.143 @ 3' 2 7/16"
0.313
Passed (L/526)
1.0 D + 1.0 S (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/size factor of 1.00 that was calculated using length L = 6' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on Nos.
Supports_
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
3.00"
3.00"
1.55"
1692
1825
3517
None
2 - Trimmer - HF
3.00"
3.00"
1.50"
1469
1585
3053
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 6" o/c
Bottom Edge (Lu)
6' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 6' 6"
N/A
7.7
1 - Uniform (PSF)
0 to 6' 6"
2' 6"
20.0
25.0
Roof
Linked from: BM5
2 - Point (lb)
3'
N/A
2786
3003
- Roof: Drop
Beam, Support 1
Member Length : 6' 6"
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
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.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
VWeyerh—user File Name: 24048 Anderson Residence
Page 11 / 31
aFORTEWEB
Roof Framing, BM9 - Wall: Header
1 piece(s) 4 x 8 HF No.2
PASSED
1
6
a o
Drawing is Conceptual. 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)
864 @ 0
2126 (1.50")
Passed (41%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
662 @ 8 3/4"
2918
Passed (23%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1350 @ 3' 1 1/2"
3247
Passed (42%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.036 @ 3' 1 1/2"
0.156
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.066 @ 3' 1 1/2"
0.313
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
395
469
864
None
2 - Trimmer - HF
1.50"
1.50"
1.50"
395
469
864
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
6' 3" o/c
Bottom Edge (Lu)
6' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)Width
Comments
0 - Self Weight (PLF)
0 to 6' 3"
N/A
6.4
1 - Uniform (PSF)
0 to 6' 3"
6'
20.0
25.0
Roof Load
Member Length : 6' 3"
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
%cvcrharuscr File Name: 24048 Anderson Residence
Page 12 / 31
aFORTEWEB
Roof Framing, BM10 - Wall: Header
2 piece(s) 2 x 6 DF No.2
PASSED
1
3' L
a o
Drawing is Conceptual. 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)
190 @ 0
2813 (1.50")
Passed (7%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
122 @ 7"
2277
Passed (5%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
154 @ 1' 7 1/2"
1696
Passed (9%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.002 @ 1' 7 1/2"
0.081
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.004 @ 1' 7 1/2"
0.162
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
88
102
190
None
2 - Trimmer - HF
1.50"
1.50"
1.50"
88
102
190
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
3' 3" o/c
Bottom Edge (Lu)
3' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)Width
Comments
0 - Self Weight (PLF)
0 to 3' 3"
N/A
4.2
1 - Uniform (PSF)
0 to 3' 3"
2' 6"
20.0
25.0
Roof Load
Member Length : 3' 3"
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
%cvcrharuscr File Name: 24048 Anderson Residence
Page 13 / 31
aFORTEWEB
Roof Framing, BM11 - Wall: Header
2 piece(s) 2 x 6 DF No.2
PASSED
1
3' 2"
a o
Drawing is Conceptual. 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)
392 @ 0
2813 (1.50")
Passed (14%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
258 @ 7"
2277
Passed (11%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
334 @ 1' 8 1/2"
1696
Passed (20%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.006 @ 1' 8 1/2"
0.085
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.011 @ 1' 8 1/2"
0.171
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
178
214
392
None
2 - Trimmer - HF
1.50"
1.50"
1.50"
178
214
392
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
3' 5" o/c
Bottom Edge (Lu)
3' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)Width
Comments
0 - Self Weight (PLF)
0 to 3' 5"
N/A
4.2
1 - Uniform (PSF)
0 to 3' 5"
5'
20.0
25.0
Roof Load
Member Length : 3' S"
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
%cvcrharuscr File Name: 24048 Anderson Residence
Page 14 / 31
%9 FORTE W EB MEMBER REPORT
Roof Framing, BM12 - Roof: Drop Beam
1 piece(s) 6 x 6 HF No.2
PASSED
1 __ .1 1
0 0
o a
Drawing is Conceptual. 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)
696 @ 5' 7"
6126 (2.75")
Passed (11%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
521 @ 11"
3247
Passed (16%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
879 @ 2' 11 1/2"
1528
Passed (58%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.028 @ 2' 11 1/2"
0.175
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.052 @ 2' 11 1/2"
0.262
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
• This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Stud wall - HF
5.50"
5.50"
1.50"
348
407
755
Blocking
2 - Column - HF
2.75"
2.75"
1.50"
321
375
696
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)
5' 8" o/c
Bottom Edge (Lu)
5' 8" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
BE
Tributary
Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 5' 8 1/4"
N/A
7.7
1 - Uniform (PSF)
0 to 5' 8 1/4" (Front)
5' 6"
20.0
25.0
Roof Loading
Notes
Member Length : 5' 8 1/4"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
VWeyerh—user File Name: 24048 Anderson Residence
Page 15 / 31
aFORTEWEB
Roof Framing, BM13 - Roof: Drop Beam
1 piece(s) 6 x 6 HF No.2
PASSED
Overall Length 7' 7"
0 1 0
7' L
� >1
0 0
Drawing is Conceptual. 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)
418 @ 2"
7796 (3.50")
Passed (5%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
412 @ 9"
3247
Passed (13%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1347 @ 3' 6"
1528
Passed (88%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.065 @ 3' 8 13/16"
0.363
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.122 @ T 8 13/16"
0.483
Passed (L/711)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
• This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Beam - HF
3.50"
3.50"
1.50"
202
216
418
Blocking
2 - Beam - HF
3.50"
3.50"
1.50"
176
184
360
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)
7' 7" o/c
Bottom Edge (Lu)
7' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 7' 7"
N/A
7.7
1 - Point (lb)
3' 6" (Front)
N/A
320
400
Roof Point load
Notes
Member Length : 7' 7"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
%cvcrharuscr File Name: 24048 Anderson Residence
Page 16 / 31
a FORTEWEB MEMBER REPORT PASSED
Main Floor Framing, BM20 - Floor: Joist
1 piece(s) 2 x 10 HF No.2 @ 12" OC
Cr�:�rall ! ena'Y 11' 1 '
FA9
1
9161,
o a
Drawing is Conceptual. 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)
361 @ 10' 9 1/2"
911 (1.50")
Passed (40%)
1.0 D + 1.0 L (Alt Spans)
Shear (Ibs)
303 @ 10' 1/4"
1388
Passed (22%)
1.00
1.0 D + 1.0 L (Alt Spans)
Moment (Ft-Ibs)
867 @ 5' 11 13/16"
1917
Passed (45%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.091 @ 5' 11 5/8"
0.241
Passed (L/999+)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.113 @ 5' 11 11/16"
0.482
Passed (L/999+)
1.0 D + 1.0 L (Alt Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on Nos.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Beam - HF
3.50"
3.50"
1.50"
91
362
453
Blocking
2 - Hanger on 9 1/4" HF beam
3.50"
Hangers
1.50"
76
307
383
See note '
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• s See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
10' 10" o/c
Bottom Edge (Lu)
10' 10" o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 10' 9 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
LU28
1.50"
N/A
8-10dx1.5
6-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 11' 1"
12"
15.0
60.0
Deck
Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
WC"ffi— File Name: 24048 Anderson Residence
Page 17 / 31
.I FORTE W E B MEMBER REPORT PASSED
Main Floor Framing, BM21 - Floor: Drop Beam
1 piece(s) 4 x 12 HF No.2
Overall Length 11' 1
r
1' 8' 6"
a o
Drawing is Conceptual. 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)
2576 @ 1' 1 3/4"
4961 (3.50")
Passed (52%)
1.0 D + 1.0 L (Adj Spans)
Shear (Ibs)
1551 @ 2' 2 3/4"
3938
Passed (39%)
1.00
1.0 D + 1.0 L (Adj Spans)
Moment (Ft-Ibs)
4378 @ 5' 6 1/2"
5752
Passed (76%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.090 @ 5' 6 1/2"
0.293
Passed (L/999+)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.112 @ 5' 6 1/2"
0.440
Passed (L/938)
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).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Column - HF
3.50"
3.50"
1.82"
554
2022
2576
Blocking
2 - Column - HF
3.50"
3.50"
1.82"
554
2022
2576
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)
11' 1" o/c
Bottom Edge (Lu)
11' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Vertical Loads
Location (Side)
Tributa (0.90)
(1.00)
Comments
Width
0 - Self Weight (PLF)
0 to 11' 1"
N/A 10.0
1 - Uniform (PSF)
0 to 11' 1" (Front)
6' 15.0
60.0
Deck
Notes
Member Length : 11' 1"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
VWeyerh—user File Name: 24048 Anderson Residence
Page 18 / 31
aFORTEWEB
Main Floor Framing, BM22 - Floor: Joist
1 piece(s) 2 x 10 HF No.2 @ 12" OC
PASSED
2' 4" 12
n n
Drawing is Conceptual. 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)
1064 @ 2' 5 3/4"
2126 (3.50")
Passed (50%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
527 @ 1' 6 3/4"
1388
Passed (38%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
-1258 @ 2' 5 3/4"
1917
Passed (66%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.149 @ 0
0.200
Passed (2L/398)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.154 @ 0
0.248
Passed (2L/386)
1.0 D + 1.0 L (Alt Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (0.2") and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on Nos.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Plate on concrete - HF
3.50"
3.50"
1.75"
333
731
75
1064
Blocking
2 - Hanger on 9 1/4" HF beam
3.50"
Hangers
1.50"
105
268/-57
-12
373
See note s
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• s See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
9' 10" o/c
Bottom Edge (Lu)
7' 8" o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 15' 3 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
LU28
1.50"
N/A
8-10dx1.5
6-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Spacing
(0.90)
(1.00)
(1.15)
Comments
1 - Uniform (PSF)
0 to 15' 7"
12"
20.0
40.0
FLOOR
Linked from: BM20
2 - Point (lb)
0
N/A
76
307
- Floor: Joist,
Support 2
3 - Point (lb)
0
N/A
50
63
HIGH ROOF
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
VWeyerh—user File Name: 24048 Anderson Residence
Page 19 / 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 calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BIM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
WWeye h-user File Name: 24048 Anderson Residence
Page 20 / 31
aFORTEWEB
Main Floor Framing, BM23 - Floor: Flush Beam
1 piece(s) 4 x 10 HF No.2
PASSED
C
Drawing is Conceptual. 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)
1465 @ 6' V
2835 (2.00")
Passed (52%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1007 @ 1' 3/4"
3238
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2136 @ 3' 1 1/2"
4242
Passed (50%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.029 @ 3' 1 1/2"
0.148
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.045 @ 3' 1 1/2"
0.296
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Stud wall - HF
3.50"
3.50"
1.50"
526
1000
1526
Blocking
2 - Stud wall - HF
3.50"
2.00"
1.50"
525
1000
1525
1 1/2" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• 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)
62" o/c
Bottom Edge (Lu)
6' 2" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Vertical Loads
Location (Side)
Tributa
(0.90)
(1.00)
Comments
Width
0 - Self Weight (PLF)
0 to 6' 1 1/2"
N/A
8.2
1 - Uniform (PSF)
0 to 6' 3" (Front)
8'
20.0
40.0
Floor
Notes
Member Length : 6' 1 1/2"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
%cvcrharuscr File Name: 24048 Anderson Residence
Page 21/31
.1 F0 RTE W E B MEMBER REPORT
Main Floor Framing, BM24 - Floor: Flush Beam 2xs
4 piece(s) 2 x 10 HF No.2
FAILED
This product failed at cantilever support 1 due to Lateral Stability.
Overall Length 18' 10"
Drawing is Conceptual. 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)
7011 @ 2' 4 3/4"
8505 (3.50")
Passed (82%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
5839 @ 1' 5 3/4"
6383
Passed (91%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
-13967 @ 2' 4 3/4"
5750
Failed (243%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.358 @ 0
0.200
Failed (2L/160)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.646 @ 0
0.240
Failed (2L/88)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (0.2") and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Moment capacity over cantilever support 1 has been reduced by 25% to lessen the effects of buckling.
• -584 Ibs uplift at support located at 18' 6 1/2". Strapping or other restraint may be required.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - HF
3.50"
3.50"
2.89"
3562
426
3449
7011
Blocking
2 - Hanger on 9 1/4" HF beam
3.50"
Hanger'
1.50"
-139
335
-446
196/-584
See note '
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
18' 7" o/c
Bottom Edge (Lu)
6" o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 18' 6 1/2"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
U61OR
2.00"
N/A
14-10dx1.5
6-16d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.00)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 18' 6 1/2"
N/A
14.1
1 - Uniform (PSF)
0 to 18' 10" (Front)
1'
20.0
40.0
-
Floor
Linked from: BM5
2 - Point (lb)
0 (Front)
N/A
2786
-
3003
- Roof: Drop
Beam, Support 1
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
VWeyerh—user File Name: 24048 Anderson Residence
Page 22 / 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 calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BIM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.O
WWeye h-user File Name: 24048 Anderson Residence
Page 23 / 31
aFORTEWEB
Main Floor Framing, BM24 - Floor: Flush Beam GLE
1 piece(s) 5 1/2" x 9 1/2" 24F-V4 DF Glulam
FAILED
A
0 1 0
r
r
73
a a
Drawing is Conceptual. 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)
6996 @ 2' 4 3/4"
7796 (3.50")
Passed (90%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
5837 @ 1' 5 1/2"
10615
Passed (55%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
193 @ 16' 2 13/16"
16546
Passed (1%)
1.00
1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-Ibs)
-13963 @ 2' 4 3/4"
14667
Passed (95%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.260 @ 0
0.200
Failed (2L/220)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.471 @ 0
0.240
Failed (2L/122)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (0.2") and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 4' 7 3/8".
• Critical negative moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 18' 6 1/2".
• -595 Ibs uplift at support located at 18' 6 1/2". Strapping or other restraint may be required.
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - HF
3.50"
3.50"
3.14"
3548
426
3449
6996
Blocking
2 - Hanger on 9 1/2" HF beam
3.50"
Hangers
1.50"
-149
335
-446
185/-595
See note s
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• s See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
18' 7" o/c
Bottom Edge (Lu)
18' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 18' 6 1/2"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
HU68
2.50"
N/A
14-10dx1.5
6-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.00)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 18' 6 1/2"
N/A
12.7
1 - Uniform (PSF)
0 to 18' 10" (Front)
1'
20.0
40.0
-
Floor
Linked from: BM5
2 - Point (lb)
0 (Front)
N/A
2786
-
3003
- Roof: Drop
Beam, Support 1
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
vkycd- File Name: 24048 Anderson Residence
Page 24 / 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 calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BIM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.O
WWeye h-user File Name: 24048 Anderson Residence
Page 25 / 31
aFORTEWEB
Main Floor Framing, BM25 - Floor: Joist - CHECK
1 piece(s) 2 x 10 DF No.2 @ 12" OC
PASSED
Drawing is Conceptual. 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)
473 @ 18' 6 1/2"
1406 (1.50")
Passed (34%)
--
1.0 D + 1.0 L (Alt Spans)
Shear (Ibs)
447 @ 3' 3 3/4"
1665
Passed (27%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1868 @ 10' 7 13/16"
2029
Passed (92%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.386 @ 10' 5 5/8"
0.404
Passed (L/501)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.548 @ 10' 6 3/8"
0.807
Passed (L/353)
1.0 D + 1.0 L (Alt Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Upward deflection on left cantilever exceeds overhang deflection criteria.
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on Nos.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - HF
3.50"
3.50"
1.50"
270
426
72
696
Blocking
2 - Hanger on 9 1/4" HF beam
3.50"
Hangers
1.50"
156
335
-9
491
See note 1
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 2" o/c
Bottom Edge (Lu)
18' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 18' 6 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
LU28
1.50"
N/A
8-10dx1.5
6-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Loads
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 18' 10"
12"
20.0
40.0
-
Floor
2 - Point (lb)
0
N/A
50
-
63
Roof
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
Weyerhaeuser File Name: 24048 Anderson Residence
Page 26 / 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 calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BIM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.O
WWeye h-user File Name: 24048 Anderson Residence
Page 27 / 31
aFORTEWEB
Main Floor Framing, BM26 - Floor: Drop Beam
1 piece(s) 4 x 10 DF No.2
PASSED
9' 1" _L
_ d
a o
Drawing is Conceptual. 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)
902 @ 1 1/2"
4253 (3.00")
Passed (21%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
710 @ 1' 1/4"
3885
Passed (18%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2049 @ 4' 9 1/2"
4492
Passed (46%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.055 @ 4' 9 1/2"
0.233
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.087 @ 4' 9 1/2"
0.467
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Stud wall - HF
3.00"
3.00"
1.50"
327
575
902
Blocking
2 - Stud wall - HF
3.00"
3.00"
1.50"
327
575
902
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)
9' 7" o/c
Bottom Edge (Lu)
9' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Vertical Loads '
Location (Side)
Tributary
(0.90)
(1.00)
Comments
Width
0 - Self Weight (PLF)
0 to 9' 7"
N/A
8.2
1 - Uniform (PSF)
0 to 9' 7" (Front)
3'
20.0
40.0
FLOOR
Member Length : 9' 7"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
%cvcrharuscr File Name: 24048 Anderson Residence
Page 28 / 31
aFORTEWEB
Main Floor Framing, BM27 - Floor: Joist
1 piece(s) 2 x 10 HF No.2 @ 12" OC
PASSED
[ A
12'
0
Drawing is Conceptual. 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)
370 @ 2 1/2"
1215 (2.00")
Passed (30%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
314 @ 1' 3/4"
1388
Passed (23%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1110 @ 6' 3 1/2"
1917
Passed (58%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.153 @ 6' 3 1/2"
0.304
Passed (L/952)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.230 @ 6' 3 1/2"
0.608
Passed (L/635)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on Nos.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Stud wall - HF
3.50"
2.00"
1.50"
126
252
378
1 1/2" Rim Board
2 - Stud wall - HF
3.50"
3.50"
1.50"
126
252
378
Blocking
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• 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)
9' 1" o/c
Bottom Edge (Lu)
12' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 12' 7"
12"
20.0
40.0
Floor Load
Member Length : 12' 5 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
WWey-h-user File Name: 24048 Anderson Residence
Page 29 / 31
aFORTEWEB
Main Floor Framing, BM28 - Floor: Drop Beam
2 piece(s) 2 x 8 DF No.2
PASSED
1
2' 8,,
a o
Drawing is Conceptual. 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)
708 @ 0
2813 (1.50")
Passed (25%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
354 @ 8 3/4"
2610
Passed (14%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
516 @ 1' 5 1/2"
2365
Passed (22%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.003 @ 1' 5 1/2"
0.097
Passed (L/999+)
--
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.005 @ 1' 5 1/2"
0.146
Passed (L/999+)
--
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
241
467
708
None
2 - Trimmer - HF
1.50"
1.50"
1.50"
241
467
708
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
2' 11" o/c
Bottom Edge (Lu)
2' 11" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.00)
Comments
Width
0 - Self Weight (PLF)
0 to 2' 11"
N/A
5.5
--
1 - Uniform (PSF)
0 to 2' 11" (Front)
8'
20.0
40.0
Floor
Member Length : 2' 11"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
Weyerhaeuser File Name: 24048 Anderson Residence
Page 30 / 31
aFORTEWEB
Main Floor Framing, BM29 - Floor: Drop Beam
1 piece(s) 4 x 8 DF No.2
PASSED
1
6' 5"
a o
Drawing is Conceptual. 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)
1621 @ 0
3281 (1.50")
Passed (49%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1267 @ 8 3/4"
3045
Passed (42%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2702 @ 3' 4"
2989
Passed (90%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.080 @ 3' 4"
0.222
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.122 @ 3' 4"
0.333
Passed (L/658)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
555
1067
1621
None
2 - Trimmer - HF
1.50"
1.50"
1.50"
555
1067
1621
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
6' 8" o/c
Bottom Edge (Lu)
6' 8" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.00)
Comments
Width
0 - Self Weight (PLF)
0 to 6' 8"
N/A
6.4
1 - Uniform (PSF)
0 to 6' 8" (Front)
8'
20.0
40.0
Floor
Member Length : 6' 8"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by BJM
ForteWEB Software Operator
Job Notes
Benjamin J. McCann
CT Engineering Inc.
(206) 285-4512
bmccann@ctengineering.com
4/30/2024 3:03:00 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
%cvcrharuscr File Name: 24048 Anderson Residence
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