REVIEWED BLD2022-0923+Structural_Calculations+7.13.2022_11.07.19_AM+2986700BUILT engineering
STRUCTURAL CALCULATIONS
THESE PLANS BLD2022-0921
COVER ALL BLD2022-0922
Project: THESE PERMITS BLD2022-0923
Park Pine 614 Building A
614-616 5th Avenue S RECEIVED
Edmonds, WA 98020
Architect:
Citizen Design
10 Dravus St
Seattle, WA 98109
Engineer:
Built Engineering
539 Broadway, #305
Tacoma, WA 98402
Jul 19 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
.,.,.,.,.,.,.,.,.,.,.,
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
BUILT engineering
CRITERIA
Gravity
roof dead
total
floor dead
bldgs A
TPO membrane
3/8" plywood
wood battens
1/2" plywood
1-3/4x7-1/4 LVL @ 12" oc
R38 Polyiso Spray Insulation
1/2" gyp. wallboard
miscellaneous
dead + snow
vinyl flooring
6" MPP panel
miscellaneous
total dead + live
0.5 live snow 25.0 psf
1.1
0.2
1.5
3.7
1.5
2.2
1.3 11%
12.0 psf
37.0 psf
1.0 live residential 40.0 psf
18.5
1.5 7%
21.0 psf
61.0 psf
%4use 10 psf for TJI floor
balcony dead 2x decking
4.3 live residential 60.0 psf
2x6 @ 16"oc
1.7
miscellaneous
1.0 14%
7.0 psf
total dead + live
67.0 psf
walls cement fiber siding
2.5
1/2" plywood
1.5
2x6 @ 16"oc
1.7
R21 insulation
0.8
1/2" gyp. wallboard
2.2
miscellaneous
1.3 13%
10.0 psf
539 Broadway, #305
Tacoma, WA 98402
tel - 253-985-5008
9/23/2021
Page of
BUILT engineering
Lateral
wind wind importance factor
basic wind speed
wind exposure
topographical factor (Kzt)
seismic seismic importance factor
latitude
longitude
mapped spectral response
accel. at short periods (Ss)
seismic design category
response modification factor (R)
1.0
98 mph
B
1.00
1.0
47.806 °
-122.378 °
1.284 g
(from USGS)
D
6.5 (plywood shearwalls)
539 Broadway, #305
Tacoma, WA 98402 9/23/2021
tel - 253-985-5008 Page of
¢�o
Park Pine 614
Latitude, Longitude: 47.80560076,-122.37778011
FT
Q Puget Sound Express
_j
Edmonds Shelleberger
Marsh Creek
Point Edwards
Condominiums
Go gle
Date
Design Code Reference Document
Risk Category
Site Class
Pine St
Edmonds
City Park
Alder St
eWalnut Street Coffee
Holly Dr
o�
.+ s
D m
DN Hemlock Way N
V)
Pine St
OSHPD
Alder St
Walnut St
Cedar St
=r Spruce St
Spruce St > �
Hemlock St <
U)
Laurel St
9/2/2021, 9:06:12 AM
ASCE7-16
11
D - Default (See Section 11.4.3)
Type
Value
Description
SS
1.284
MCER ground motion. (for 0.2 second period)
St
0.451
MCER ground motion. (for 1.0s period)
SMS
1.541
Site -modified spectral acceleration value
SMt
null -See Section 11.4.8
Site -modified spectral acceleration value
SIDS
1.027
Numeric seismic design value at 0.2 second SA
SID1
null -See Section 11.4.8
Numeric seismic design value at 1.0 second SA
Type
Value
Description
SDC
null -See Section 11.4.8
Seismic design category
Fa
1.2
Site amplification factor at 0.2 second
Fv
null -See Section 11.4.8
Site amplification factor at 1.0 second
PGA
0.545
MCEG peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.655
Site modified peak ground acceleration
TL
6
Long -period transition period in seconds
SsRT
1.284
Probabilistic risk -targeted ground motion. (0.2 second)
SsUH
1.409
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD
2.079
Factored deterministic acceleration value. (0.2 second)
S1 RT
0.451
Probabilistic risk -targeted ground motion. (1.0 second)
S1 UH
0.504
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1 D
0.837
Factored deterministic acceleration value. (1.0 second)
PGAd
0.734
Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS
0.911
Mapped value of the risk coefficient at short periods
CR1
0.896
Mapped value of the risk coefficient at a period of 1 s
CO
D
Pine St rt`
Map data 02021
BUILT engineering
SEISMIC DESIGN
BLDG A
ASCE 7-16
Equivalent Lateral Force Procedure
Occupancy Category
II
Table 1-1
Seismic Design Category
D
Table 11.6-1
Importance Factor
1.00
Table 11.5-1
Site Class
D
Table 20.3-1
Ss
128.40 %g
S1
45.10 %g
Fa
1.20
Table 11.4-1
Fv
1.85
Table 11.4-2
Ct
0.02
Table 12.8-2
x
0.75
Table 12.8-2
hn
30.00 feet
(height to highest level)
SMs = Fa*Ss
1.5408
Eq. 11.4-1
SMi = Fv*S1
0.8344
Eq. 11.4-2
Sys = (2/3)*SMs
1.0272 g
Eq. 11.4-3
SD1 _ (2/3)*SM1
0.5562 g
Eq. 11.4-4
Period Ta = Ct*hn"x
0.2564 s
Eq. 12.8-7
To
0.1083 s
per section 11.4.5
Ts
0.5415 s
per section 11.4.5
Sa
1.0272 g
per section 11.4.5
R
6.5
Table 12.2-1
Do
3
Table 12.2-1
Cd
4
Table 12.2-1
Section 9.5.5 ok?
Yes
Table 12.6-1
Equivalent Lateral Force Procedure (section 12.8)
Cs
0.1580
Eq.12.8-2
W, weight
69,741 lb
per table below
QE
11,021 lb
Eq.12.8-1
Vertical Force Distribution (section 12.8.3)
k = 1.00
Floor
Floor
Floor
Wall
Wall
Total
(LRFD)
(ASD)
Level
Hx
Area
Wt.
Wt.
Length
Wt.
Wt.
WxHx
Cvx
QE
0.7QE
(ft)
(ft2)
(psf)
(k)
(ft)
(k)
(k)
(k-ft)
(%)
(k)
(k)
roof
30.00
811
12
9.7
120
4.6
14.3
429.7
32.2
3.55
2.49
third
21.00
811
21
17.0
120
9.5
26.5
556.1
41.7
4.60
3.22
second
12.00
811
21
17.0
120
11.3
28.4
340.5
25.5
2.81
1.97
balcony
12.00
81
7
0.6
0
0.0
0.6
6.8
0.5
0.06
0.04
539 Broadway
Ste. 305
Tacoma, WA 98402
tel. 253-985-5008
69.7 1333.0 100.0 11.02 7.71
9/22/2021
Page of
WIND CRITERIA ASCE7-16Ch.27DirectionalProcedure
V =
98
mph
Kd =
0.85
Exposure =
B
G =
0.85
h =
30
ft
KZt =
1.00
Roof Slope =
FLAT
: 12
= 0
°
PRESSURE
COEFFICIENTS (Cp)
Windward Wall =
0.8
Windward Roof =
N/A
Leeward Wall =
-0.5
Leeward Roof =
N/A
1
PRESSURE (PSF) q = 0.00256KZKZtKdV2
Ht
Kz
qz
0•6xGz1
Gh
PWW
PLW
PWALL
PROOF
0-15
0.57
11.9
7.1
4.9
3.7
8.6
15-20
0.62
13.0
7.8
5.3
3.7
9.0
20-25
0.66
13.8
8.3
5.6
3.7
9.4
25-30
0.70
14.6
8.8
8.8
6.0
3.7
9.7
N/A
30-35
0.73
15.3
9.2
6.2
3.7
10.0
35-40
0.76
15.9
9.5
6.5
3.7
10.2
40-45
0.79
16.5
9.9
6.7
3.7
10.5
45-50
0.81
16.9
10.2
6.9
3.7
10.6
BLDG A ROOF LATERAL - SEISMIC IN ()
*Rho = 1.3
*Plate = 9'
*Wind = 4.75*9.7=46
sli
-P.- cn
Cb 6)
N
CD
N
C(n
1
O
/\
/� W - m c
1�ml �J
Y� C / \ C ) CSC CO
N*�CA�1
00
CA
N
C)
N
in
O
Rxn
Lwall
Vplf
SW
OT
HD
H:W
DL=(10* 12*20+9* 10*20)*.6=2.5K
.5(1.6) 1.0(3.2)
40 40
12(40) 24(80)
SW1 SW1
BLDC A THIRD FLOOR LATERAL - SEISMIC IN ()
*Rho = 1.3
*Plate = 9'
*Wind = 9x9=81
mOw�Gr- x
v x
m W N w N� p N
� cf) W
O — O O v
01) j
O
cn
�KN(nNN
�(nN���CJI
N W W W W
Ul n bo N
0 j
coco
N 10�1
cn
W
0
DL=(18'*10'20+10*21 "20+10'12
.5(1.6) L - 81(209) - L
Rxn 1.3(3.7) 2.6(7.4)
Lwall 40 40
Vplf 32(93) 65(185)
SW SW1 SW1
OT - -(1.6)
HD - -
H:W - -
BLDG A SECOND FLOOR LATERAL - SEISMIC IN ()
* Rho = 1.3
* Plate = 11'
" Wind = 8.6*10'=86
�p0wa * x
v D
N-:,-MmwC--lLn W
«N00
Ln
��C0000
�IW Uri
V
00 cn
CO *
1
lC:
VJ
m.
C� N
O �
W
rh. ,
<Ncn
Ul
U) � 1
W N �
N �0 v
W
O
W
Cn
O
77,
DL=(10*30*15+20*21 *15+12*10*
15)*.6=7.5K
Rxn
2.1(5.0)
4.2(10.0)
Lwall
30
30
Vplf
70(167)
140(334)
SW
SW1
SW2
OT
-(1.8)
1.5(3.7)
HD
-
-
H:W
-
-
BLDG A. Column at garage entry, 50% vertical live+vehicle impact controling
Shape:
PIPE_5.OX
Material:
A53 Gr.B
Length:
12 ft
I Joint:
N1
J Joint:
N2
Envelope
Code Check:
0.935 (LC 2)
Report Based
On 97 Sections
A
20.204 at 0 ft
7.134atOft
23.181 at 2.75 ft
k
f(y) ksi
-23.181 at 2.75 ft
6.016 at 0 ft
Vy k
-1.484at3ft
M k-ft
-13.543 at 2.75 ft
D in
3.526 at 0 ft
fa ksi
1.245atOft
-.589 at 5.25 ft
AISC 14th(360-10): ASD Code Check
Direct Analysis Method
Max Bending Check 0.935 (LC 2) Max Shear Check 0.167 (LC 2)
Location 2.75 ft Location 0 ft
Equation H1-1a Max Defl Ratio L/244
Bending Compact Compression Non -Slender
Out Plane In Plane
Fy 35 ksi Lb 12 ft 12 ft
Pnc/om 87.916 k KL/r 78.059 78.059
Pnt/om 120.09 k
Mn/om 16.592 k-ft L Comp Flange 12 ft
Vn/om 36.027 k Tau—b 1
Cb 1.377
BUILDING A ROOF FRAMING KEY
R1
BUILDING A THIRD FLOOR FRAMING KEY
BUILDING A SECOND FLOOR FRAMING KEY
S3
aFORTE'CM
Roof, R1
1 piece(s) 4 x 10 DF No.1
PASSED
FBI
Overall Length: 12' 1'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
FBI
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1391 @ 1 1/2"
6563 (3.00")
Passed (21%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1156 @ 1' 1/4"
4468
Passed (26%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
4029 @ 6' 1/2"
5740
Passed (70%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.169 @ 6' 1/2"
0.394
Passed (L/842)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.259 @ 6' 1/2"
0.592
Passed (L/549)
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.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Snow
Total
1 - Trimmer - HF 3.00"
3.00"
F 1.50"
485
906
1391
None
2 - Trimmer - HF 3.00"
3.00" 1
1.50"
485
906
1391
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
12' 1" o/c
Bottom Edge (Lu)
12' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 12' 1"
N/A
8.2
--
1 - Uniform (PSF)
0 to 12' 1"
6'
12.0
25.0
roof
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
7/11/2022 10:37:07 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Paget/6
.IFORTE CM
II�B R
Second Floor, S11
1 piece(s) 14" T31@ 360 @ 16" OC
PASSED
1
0
Overall Length: 20' 3 1/2
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)
1040 @ 20' 1"
1202 (2.25")
Passed (87%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1028 @ 20'
1955
Passed (53%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
6413 @ 11' 6"
7335
Passed (87%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.526 @ 10' 4 13/16"
0.657
Passed (L/449)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.658 @ 10' 4 13/16"
0.985
Passed (L/359)
1.0 D + 1.0 L (All Spans)
TJ-ProT" Rating
45
40
Passed
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT" Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - HF
5.50"
4.25"
1.75"
194
778
972
1 1/4" Rim Board
2 - Stud wall - HF
3.50"
2.25"
1.75"
209
838
1047
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
F
Comments
Top Edge (Lu)
3' 10" o/c
Bottom Edge (Lu)
20' 1" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 20' 3 1/2"
16"
10.0
40.0
Default Load
2 - Point (PLF)
11' 6"
16"
100.0
400.0
third floor
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
7/11/2022 10:37:07 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 3/6
.IFORTE CM
FBI
EThird Floor, Tl
piece(s) 2 x 8 HF No
Overall Length: 3' 6'
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
FBI
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
885 @ 1 1/2"
3645 (3.00")
Passed (24%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
453 @ 10 1/4"
2175
Passed (21%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
667 @ 1' 9"
2234
Passed (30%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.008 @ 1' 9"
0.108
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
1 0.010 @ 1' 9"
0.162
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 NDS.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Total
1 - Trimmer - HF 3.00"
3.00"
F 1.50"
185
700
885
None
2 - Trimmer - HF 3.00"
3.00" 1
1.50"
185
700
885
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
3' 6" o/c
Bottom Edge (Lu)
3' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 3' 6"
N/A
5.5
--
1 - Uniform (PSF)
0 to 3' 6"
10'
10.0
40.0
floor
PASSED
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
7/11/2022 10:37:07 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 4 / 6
.IFORTE CM
1
E[FI��Pa
Third Floor, TJ1
1 piece(s) 9 1/2" T]I® 230 @ 16" OC
Overall Length: 16' 7`
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
546 @ 2 1/2"
1183 (2.25")
Passed (46%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
533 @ 3 1/2"
1330
Passed (40%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2178 @ 8' 3 1/2"
3330
Passed (65%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.362 @ 8' 3 1/2"
0.404
Passed (L/536)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.452 @ 8' 3 1/2"
0.808
Passed (L/429)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
46
40
Passed
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProTm Rating include: 1/2" Gypsum ceiling, Perpendicular Partitions.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Stud wall - SPF
3.50"
2.25"
1.75"
111
442
553
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
1.75"
111
442
553
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' o/c
Bottom Edge (Lu)
16' 5" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 16' 7"
16"
10.0
40.0
floor
PASSED
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
7/11/2022 10:37:07 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 5/6
.IFORTE CM
Third Floor, T2
2 piece (s)s) 1 1/4" x 14" 1.3E TimberStrand® LSL
PASSED
Overall Length: 9' a
i 8' 10' I,
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1028 @ 1 1/2"
5325 (3.00")
Passed (19%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
716 @ 1' S"
9917
Passed (7%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2271 @ 4' 8"
11407
Passed (20%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.046 @ 4' 8"
0.303
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.057 @ 4' 8"
0.454
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Trimmer - HF
3.00"
3.00"
1.50"
188
840
1028
None
2 - Trimmer - H F
3.00"
3.00"
1.50"
188
840
1028
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
9' 4" o/c
Bottom Edge (Lu)
9' 4" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 9' 4"
N/A
10.2
1 - Uniform (PSF)
0 to 9' 4"
3'
10.0
60.0
deck
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
7/11/2022 10:37:07 AM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 6/6
aFORTE'CM
Roof, RJ 1
1 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL @ 12" OC
PASSED
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)
372 @ 2 1/2"
2603 (3.50")
Passed (14%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
338 @ 10 3/4"
2772
Passed (12%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1789 @ 10' 1/2"
4255
Passed (42%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.768 @ 10' 1/2"
0.983
Passed (L/307)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
1.137 @ 10' 1/2"
1.311
Passed (L/208)
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.
• A 4% increase in the moment capacity has been added to account for repetitive member usage.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Snow
Total
1 - Stud wall - SPF 3.50"
3.50"
1.50"
121
251
372
Blocking
2 - Stud wall - SPF 3.50"
3.50"
1.50"
121
251
372
Blocking
• rsiocKmg Panels are assumea to carry no ioaas appnea airectiy aoove mem ana me tuu ioaa is appnea to me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
16' 1" o/c
Bottom Edge (Lu)
20' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load '
Location (Side)
Spacing
Dead
(0.90)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 20' 1"
12"
12.0
25.0
roof
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0.12/12
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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 10:43:16 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 2 / 18
.I F O R T E CM MEMBER REPORT PASSED
Second Floor, S1
1 piece(s) 5 1/2" x 9" 24F-V4 OF Glulam
Overall Length: 16' 6'
"�00 I
is, 9"
Q ❑2
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)
7194 @ 3"
16088 (4.50")
Passed (45%)
1.0 D + 0.7 E (All Spans)
Shear (Ibs)
6978 @ 1' 1 1/2"
13992
Passed (50%)
1.60
1.0 D + 0.7 E (All Spans)
Pos Moment (Ft-Ibs)
18926 @ 13' 6"
23760
Passed (80%)
1.60
1.0 D - 0.7 E (All Spans)
Neg Moment (Ft-Ibs)
-13328 @ 13' 6"
18315
Passed (73%)
1.60
0.6 D + 0.7 E (All Spans)
Live Load Defl. (in)
0.327 @ 11' 10 3/8"
0.533
Passed (L/587)
-
1.0 D + 0.7 E (All Spans)
Total Load Defl. (in)
0.725 @ 10' 5 1/4"
0.800
Passed (L/265)
--
1.0 D - 0.7 E (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 factor of 1.00 that was calculated using length L = 10' 10 3/4".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 4 3/8".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Bearing Length
Loads to Supports (Ibs)
Supports .
Accessories
Total
Available
Required
Dead
Seismic
Total
1 -Trimmer - HF
4.50"
4.50"
2.01"
1584
8014/-8014
9598/
None
8014
8014
2 - Trimmer - HF
4.50"
4.50"
2.01"
1584
8014/-8014
9598/
one
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
16' 6" o/c
Bottom Edge (Lu)
16' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Seismic
Vertical Loads
Location
Tributary Width
(0.90)
(1.60)
Comments
0 - Self Weight (PLF)
0 to 16' 6"
N/A
12.0
1 - Point (lb)
2' 6"
N/A
11657
seismic with
overstrength
2 - Uniform (PSF)
0 to 16' 6"
18'
10.0
-
wall abv
3 - Point (lb)
13' 6"
N/A
-
-11657
seismic with
overstrength
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 10:43:16 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 3 / 18
aFORTE'CM
Second Floor, S2
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
PASSED
IL
19' 6"
I
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)
7683 @ 19' 9 1/2"
7683 (2.15")
Passed (100%)
1.0 D - 0.525 E + 0.75 L + 0.75 S (All
Spans)
Shear (Ibs)
7460 @ 18' 8"
20988
Passed (36%)
1.60
1.0 D - 0.525 E + 0.75 L + 0.75 S (All
Span
Pos Moment (Ft-Ibs)
37062 @ 13' 10"
52852
Passed (70%)
1.60
1.0 D 0.525E + 0.75 L + 0.75 S (All
Spans)
Neg Moment (Ft-Ibs)
-17479 @ 13' 10"
41209
Passed (42%)
1.60
0.6 D + 0.7 E (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 factor of 0.99 that was calculated using length L = 19' 6".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 5 3/4".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Bearing Length
I Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Snow
Seismic
Total
Supports
Accessories
1 - Hanger on 13 1/2" PSL beam
3.50"
Hanger'
2.14"
2264
2405
1002
5509/-5509
11180/-
See note'
5509
2 - Hanger on 13 1/2" PSL beam
3.50"
Hanger'
2.15"
2266
2425
1011
5509/-5509
11211/-
See note'
5509
• 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)
19' 6" o/c
Bottom Edge (Lu)
19' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
MGU5.50-SDS H=13.5
4.50"
N/A
24-SDS25212
16-SDS25212
2 - Face Mount Hanger
MGU5.50-SDS H=13.5
4.50"
N/A
24-SDS25212
16-SDS25212
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 10:43:16 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 4 / 18
Dead
Floor Live
Snow
Seismic
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
(1.60)
Comments
0 - Self Weight (PLF)
3 1/2" to 19' 9 1/2"
N/A
18.0
--
--
--
1 - Uniform (PSF)
0 to 20' 1" (Front)
18'
10.0
-
-
wall
2 - Uniform (PSF)
3' 4" to 16' 10" (Front)
3'
7.0
60.0
25.0
-
balcony at floor
above
3 - Point (lb)
3' 10" (Front)
N/A
-
-
-
10742
seismic with
overstrength
4 - Point (lb)
13' 10" (Front)
N/A
-
-
-
-10742
seismic with
overstrength
vertical reaction
5 -Point (lb)
3' 4" (Front)
N/A
140
1200
500
from bracesupporting balcony
of floor above
vertical reaction
6 -Point (lb)
16' 10" (Front)
N/A
140
1200
500
from bracesupporting balcony
at floor above
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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 10:43:16 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 5 / 18
.I F O R T E CM MEMBER REPORT PASSED
Second Floor, S3
1 piece(s) 3 1/2" x 19 1/2" 24F-V8 DF Glulam
L
Overall Length: 21' 1 112
r r �
4' 3' 4' 6" (.
a a a a
bearing okay without
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. overStrength
Design Results
Actual @ Location
Allowed
Result
Load: Combination (Pattern) [Group]
Member Reaction (Ibs)
31299 @ 4' 9"
27300 (12.00")
Failed (115%)
1.0 D + 0.525E + 0.75 L + 0.75 S (Adj
S ans) r1
Shear (Ibs)
9687 @ 6' 10 1/2"
12058
Passed (80%)
1.00
1.0 D + 1.0 L (Adj Spans) [1]
Pos Moment (Ft-Ibs)
8119 @ 10' 11 3/16"
44363
Passed (18%)
1.00
1.0 D + 1.0 L (Adj Spans) [1]
Neg Moment (Ft-Ibs)
-39512 @ 4' 9"
44363
Passed (89%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Live Load Defl.(in)
0.221 @ 0
0.317
Passed (2L/516)
1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt
Svans) 1
Total Load Defl. (in)
0.333 @ 0
0.475
Passed (2L/342)
1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt
Spans) 1
• 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.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 2 7/16".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 10 11/16".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• Applicable calculations are based on NDS.
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Bearing Length
Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Snow
Seismic
Total
Supports
Accessories
1 - Column Cap - steel
12.00"
12.00"
13.76"
11890
13030
4573
11822/-
41315/
Blocking
11822
11822
2 - Column - SPF
5.50"
5.50"
2.05"
-1425
5113/4164
390/-1239
7883/-7883
13386/-
Blocking
14711
3 - Column - SPF
5.50"
5.50"
5.87"
5782
6657
2104
1893/-1893
16436/-
Blocking
1893
4 - Column - SPF
5.50"
5.50"
1.66"
1578
2192/-476
603
323/-323
4696/
Blocking
• blocking Panels are assumed to carry no loads applied directly above them and the Tull load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu) 21' 2" o/c
Bottom Edge (Lu) 9' 8" o/c
-Maximum allowable bracing intervals based on applied load.
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 10:43:16 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 6 / 18
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Seismic
(1.60)
Comments
0 - Self Weight (PLF)
0 to 21' 1 1/2"
N/A
16.6
--
--
--
1 - Uniform (PSF)
0 to 21' 1 1/2" (Front)
18'
10.0
-
wall
2 - Uniform (PSF)
0 to 21' 1 1/2" (Front)
10'
21.0
40.0
second floor
3 - Uniform (PSF)
0 to 21' 1 1/2" (Front)
10'
21.0
40.0
third Floor
4 - Uniform (PSF)
0 to 21' 1 1/2" (Front)
10'
12.0
-
25.0
-
roof
5 - Point (lb)
0 (Front)
N/A
2264
2405
1002
5509/-5509
Linked from: S2,
Support 1
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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 10:43:16 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 7 / 18
aFORTE'CM
Second Floor, S2 Deflection Check
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
PASSED
1
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)
4791 @ 19' 9 1/2"
5363 (1.50")
Passed (89%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
4416 @ 18' 8"
13118
Passed (34%)
1.00
1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-Ibs)
22083 @ 10' 3/8"
33033
Passed (67%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.422 @ 10' 1/2"
0.650
Passed (L/554)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.786 @ 10' 1/2"
0.975
Passed (L/298)
1.0 D + 0.75 L + 0.75 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 factor of 0.99 that was calculated using length L = 19' 6".
• 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
Total
1 - Hanger on 13 1/2" PSL beam
3.50"
Hangers
1.50"
2264
2405
1002
5671
See note '
2 - Hanger on 13 1/2" PSL beam
3.50"
Hanger'
1.50"
2266
2425
1011
5702
See note '
• 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)
19' 6" o/c
Bottom Edge (Lu)
19' 6" o/c
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1-Face Mount Hanger
OHU612-SDS3
4.00"
N/A
16-SDS25300
8-SDS25300
2-Face Mount Hanger
OHU612-SDS3
4.00"
N/A 4
16-SDS25300
8-SDS25300
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
3 1/2" to 19' 9 1/2"
N/A
18.0
1 - Uniform (PSF)
0 to 20' 1" (Front)
18'
10.0
-
-
wall
2 - Uniform (PSF)
3' 4" to 16' 10" (Front)
3'
7.0
60.0
25.0
balcony at floor
above
vertical reaction
3 -Point (lb)
3' 4" (Front)
N/A
140
1200
500
from bracesupporting balcony
of floor above
vertical reaction
4 -Point (lb)
16' 10" (Front)
N/A
140
1200
500
from bracesupporting balcony
at floor above
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 10:43:16 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 8 / 18
aFORTE'CM
Second Floor, S3 Deflection Check
1 piece(s) 3 1/2" x 21" 24F-V8 DF Glulam
PASSED
r ,
4' 6" 5'
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)
23689 @ 4' 9"
27300 (12.00")
Passed (87%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
8514 @ 2' 6"
12985
Passed (66%)
1.00
1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-Ibs)
6075 @ 17' 11 3/4"
51450
Passed (12%)
1.00
1.0 D + 1.0 L (Adj Spans)
Neg Moment (Ft-Ibs)
-39527 @ 4' 9"
51450
Passed (77%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.138 @ 0
0.317
Passed (2L/828)
--
1.0 D + 0.75 L + 0.75 S (Adj Spans)
Total Load Defl.(in)
0.239 @ 0
0.475
Passed (2L/476)
1.0 D + 0.75 L + 0.75 S (Adj 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.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 3 1/4".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 11 1/4".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• Applicable calculations are based on NDS.
Bearing Length
Loads to Supports (Ibs)
Total
Available
Required
Dead
Floor Live
Snow
Total
Supports
Accessories
1 - Column Cap - steel
12.00"
12.00"
10.41"
11902
12229
4220
28351
Blocking
2 -Column -SPF
5.50"
5.50"
1.62"
-1422
5113
390/-54
5503/
Blocking
1476
1476
3 - Column - SPF
5.50"
5.50"
4.20"
5790
4995
1671
12456
Blocking
4 - Column - SPF
5.50"
5.50"
2.13"
1933
2903/-156
853
5656/
Blocking
• 01ocKing Faneis are assumea to carry no ioaas appnea aireary aoove mem ana the ruu ioaa is appnea to me memoer Deing aesignea.
• Uplift constraint has been released at support location 9' 11 3/4".
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
21' 2" o/c
Bottom Edge (Lu)
12' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 21' 1 1/2"
N/A
17.9
--
--
1 - Uniform (PSF)
0 to 21' 1 1/2" (Front)
18'
10.0
-
wall
2 - Uniform (PSF)
0 to 21' 1 1/2" (Front)
10'
21.0
40.0
second floor
3 - Uniform (PSF)
0 to 21' 1 1/2" (Front)
10'
21.0
40.0
third floor
4 - Uniform (PSF)
0 to 21' 1 1/2" (Front)
10'
12.0
-
25.0
roof
5 - Point (lb)
0 (Front)
N/A
2264
2405
1002
Linked from: S2
Deflection Check,
Support 1
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
11/29/2021 10:43:16 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 10 / 18
aFORTE'CM
Second Floor, rim beam at entry canopy
1 piece(s) 5 1/2" x 7 1/2" 24F-V4 DF Glulam
PASSED
I
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1011 @ 2"
8181 (3.50")
Passed (12%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
906 @ 11"
8381
Passed (11%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
4278 @ 8' 9 1/2"
11859
Passed (36%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.429 @ 8' 9 1/2"
0.863
Passed (L/482)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.658 @ 8' 9 1/2"
1.150
Passed (L/314)
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.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 17' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Stu�wall-
3.50"
3.50"
1.50"
352
659
1011
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1.50"
352
659
1011
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)
17' 7" o/c
Bottom Edge (Lu)
17' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 17' 7"
N/A
10.0
1 - Uniform (PSF)
0 to 17' 7" (Front)
3'
10.0
25.0
canopy
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party 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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 10:43:16 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 16 / 18
aFORTE'CM
Third Floor, T1
2 piece(s) 2 x 8 HF No.2
PASSED
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
757 @ 1 1/2"
3645 (3.00")
Passed (21%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
387 @ 10 1/4"
2175
Passed (18%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
571 @ 1' 9"
2234
Passed (26%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.006 @ 1' 9"
0.108
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
1 0.009 @ 1' 9"
0.162
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 NDS.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Total
1 - Trimmer - HF 3.00"
3.00"
F 1.50"
267
490
757
None
2 - Trimmer - HF 3.00"
3.00" 1
1.50"
267
490
757
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
3' 6" o/c
Bottom Edge (Lu)
3' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 3' 6"
N/A
5.5
--
1 - Uniform (PSF)
0 to 3' 6"
7'
21.0
40.0
floor
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 10:43:16 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 17 / 18
aFORTE'CM
Third Floor, deck rim beam
1 piece(s) 6 x 10 DF No.2
PASSED
f
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)
1451 @ 3 1/2"
5156 (1.50")
Passed (28%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1274 @ 1' 1"
5922
Passed (22%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
4716 @ 6' 9 1/2"
6032
Passed (78%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.226 @ 6' 9 1/2"
0.433
Passed (L/689)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.281 @ 6' 9 1/2"
0.650
Passed (L/556)
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.
• Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5.
• Applicable calculations are based on NDS.
Supports or
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Hanger on 9 1/2" DF beam
3.50"
Hanger-
1.50"
290
1223
1513
See note
2 - Hanger on 9 1/2" DF beam
3.50"
Hanger-
1.50"
290
1223
1513
See note '
• 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)
13' o/c
Bottom Edge (Lu)
13' o/c
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
HU68
2.50"
N/A
10-16d
4-16d
2 - Face Mount Hanger
HU68
2.50"
N/A
10-16d
4-16d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
3 1/2" to 13' 3 1/2"
N/A
13.2
1 - Uniform (PSF)
0 to 13' 7" (Front)
3'
10.0
60.0
deck
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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
11/29/2021 10:43:16 PM UTC
ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Pine Park Bldg A
Page 18 / 18
MPP ASD Reference Design Values
Major Strength Direction I Minor Strength Direction
F16-2
2 37
6.2
1,110
16
0.82
2,190
210
2.8
0.17
695
F16-3
3 37
9.3
1,870
51
1.23
2,190
355
9
0.26
695
F16-4
4 37
12.3
3,325
122
1.64
2,925
630
21
0.34
930
F16-5
5 37
15.4
5,200
238
2.05
3,650
985
42
0.43
1,160
F16-6
6 37
18.5
7,500
410
2.46
4,375
1,420
72
0.69
1,390
F16 F16-7
7 37
21.6
10,200
652
2.66
5,100
1,930
114
0.81
1,630
F16-8
8 37
24.7
13,325
973
3.04
5,825
2,525
170
0.91
1,860
F16-9
9 37
27.
16,850
1,385
3.42
6,575
3,200
242
1.04
2,090
F16-10
10 37
30.8
20,825
1,900
3.8
7,300
3,950
333
1.15
2,320
F16-11
MMJLM� 37
33.9
25,175
2,529
4.18
8,025
4,775
443 J==JJ6m
2,550
F16-12
12 37
37.0
29,975
3,283
4.56
8,750
5,675
575
1.38
2,775
SIMPLE SPAN DESIGN - 6"MPP PANEL
L (ft) 19.5
W (plf) 61
W (live, plf) 40
El 4.10E+08
V 0.59475
M 2.89941
Vr
4.3 k
Mr
7.5 k-ft
defl (total)
0.48
L/
483 690.6386
defl (live)
0.32
L/
737
USE 6" F16 MPP PANEL
BLDG A BALCONY POST/CONNECTION
r-
L
LA 6, hlI
BLDG A POST IN WALL AT BALCONY
Shape:
5.25X7FS
Material:
PSL
Length:
8 ft
I Joint:
N2
J Joint:
N4
Envelope
Code Check:
0.587 (LC 3)
Report Based
On 97 Sections
A
f(y)
fa
633 at 0 ft
-1.898 at 6 ft
1.393 at 6 ft
-1.393 at 6 ft
017at0ft
-.052 at 6 ft
AWC NDS-18: ASD Code Check
Max Bending Check 0.587 (LC 3)
Location 6 ft
Equation 3.9-1
CD 1 RB 4.938
Cr 1 Cfu 1
Fc'
Ft'
Fb'
Fv'
E'
(ksi) Cm Ct
PROVIDE (2) STEEL ANGLES W/
(4) 1/4x3-1/2 SIDS SCREWS EACH
SIDE OF POST, AND (4) EACH
ANGLE TO FLOOR, CAP=2.4K
Max Shear Check 0.331 (LC 3)
Location 6 ft
Max Defl Ratio L/3831
CL .997 CV 1
CP .734
CF In Out
1.834
1
1
1
1.75
1
1
1
2.5
1
1
1
.23
1
1
1800
1
1
Lb 8 ft 8 ft
le/d 18.28613.714
Sway No No
Le -Bending Top 8 ft
Le -Bending Bot 8 ft
-1 k-ft
BEARING AND SHEAR CHECK OF 6" PILE CAP
SHEAR AREA=140 inA2, W=
1620 dead,1600 live, 500 snow.
Wu=4.7 k/ft. Vu = 11.8k each
side of pile cap. phiVc= 11.9k.
OK.
Considering a 10" wide
rectangular beam with d=15" and
(2) #4 bars, phiMn=38.2 k-ft.
Considering simply supported
span @ 5'-0" Mu=14.7 k-ft.
moment is okay.
Bearing area = 36 in12.
4.7*5=23.5k/36=652 psi <.85fc ok