REVIEWED BLD2022-1104+Structural_Calculations+8.17.2022_2.16.35_PM+3057341BUILT engineering
STRUCTURAL CALCULATIONS
Project:
Park Pine 614 Building B
614-616 5th Avenue S
Edmonds, WA 98020
Architect:
Citizen Design
10 Dravus St
Seattle, WA 98109
Engineer:
Built Engineering
539 Broadway, #305
Tacoma, WA 98402
BLD2022-1104- B101
BLD2022-1103- B102
BLD2022-1102- B103
RECEIVED
9/1 /22
CITY OF EDMONDS
DEVELOPMENT
SERVICES DEPARTMENT
.,.,.,.,.,.,.,.,.,.,.,
REVIEWED
BY -
CITY OF EDMONDS
BUILDING DEPARTMENT
BUILT engineering
CRITERIA
Gravity
roof dead
total
floor dead
bldgs , 'B
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
walls cement fiber siding
1/2" plywood
2x6 @ 16"oc
R21 insulation
1/2" gyp. wallboard
miscellaneous
539 Broadway, #305
Tacoma, WA 98402
tel - 253-985-5008
0.5
1.1
0.2
1.5
3.7
1.5
2.2
1.3 11%
12.0 psf
37.0 psf
1.0
18.5
1.5 7%
21.0 psf
61.0 psf
live
live
USE 10 PSF FOR TJI
FLOOR
2.5
1.5
1.7
0.8
2.2
1.3 13%
10.0 psf
snow 25.0 psf
residential 40.0 psf
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 B
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
54,117 lb
per table below
QE
8,552lb
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
600
12
7.2
100
3.8
11.0
330.8
32.0
2.74
1.92
third
21.00
600
21
12.6
100
7.9
20.5
430.0
41.7
3.56
2.49
second
12.00
600
21�12.6
100
9.5
22.1
264.6
25.6
2.19
1.53
balcony
12.00
81
7
0.6
0
0.0
0.6
6.8
0.7
0.06
0.04
now 10 psf, overall
seismic reduced @ ea
539 Broadway Ste. 305 level, lateral okay
Tacoma, WA 98402
tel. 253-985-5008
54.1 1032.1 100.0 8.55 5.99
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 B ROOF LATERAL - SEISMIC IN ()
Rho = 1.3
Plate = 8'
Wind = 9.7x4.5'=44 plf
Zp�*-a * Xl
h
(-)—I (n Do 00 0
U)—*mow^
rn�—
rn iw
w
w
CON�(n-w0
�(741«��
� (f) CA)
U i v -p�
w
N
(J)C
w
O
Rxn
Lwal I
Vplf
SW
OT
HD
H:W
44(125)
0.4(1.3) 0.8(2.6)
30 30
13(43) 26(86)
SW1 SW1
DL= (12"10"15+8"10"15)".6=1.8K,
nK— l 04C — OC4O—A \AIAI 1 O
BLDG B THIRD FLOOR LATERAL - SEISMIC IN ()
*Rho = 1.3
*Plate = 9'
*Wind = 8.5'x9psf=77
�zpOw�G� .ZXJ
v �
W N(CnNOD00
N
o
CnwWW
cn
w +
N
W
A
v
W
�I
Q
�W N(nNoo�
co —6 , i9
� w W W N
—
cn — W m CD
O W
� II
U)
w
O
DL=0 8*10*15+12*10*15+21 *10*15)*.6=3.6
77 161
Rxn
1.1(2.9)
2.2(5.8)
Lwall
30
30
VPlf
36(97)
73(193)
SW
SW1
SW1
OT
-
-(1.7)
HD
-
_
H:W
-
-
BLDG B SECOND FLOOR LATERAL - SEISMIC IN ()
* Rho = 1.3
" Plate = 11'
" Wind = 8.6"10'=86
II �2�(CnCOW W
N N p O< Ui N
OCR�� W
V N
� N 1
U* 000
� 1
C U1
(n W
m
cn
0 N
-4=N(nN—W
N p � * W � N
�c:NGJNWC)
cyl N
W 2 �
4
v C w
Cf) 4�k o
w=�
0M
m�
DL=(10*12*15+10*21 *15X2+30'
1.1(2.9) 2.2(5.8)
86 125
ZO "
Rxn
2.0(4.1)
4.0(8.2)
Lwall
30
30
VPlf
67(137)
134(274)
D
SW
SW1
SW2
<
OT
-(1.6)
1.2(3.2+1.7=4.9)
0
HD
-
-
H:W
-
-
m
X
m
p
r
O
n
n
C
x
07
BUILDING B ROOF FRAMING KEY
BUILDING B SECOND FLOOR FRAMING KEY
2FORTEWEB"
Roof, RJ 1
1 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL @ 12" OC
PASSED
J
0 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)
388 @ 20' 1/2"
1595 (2.25")
Passed (24%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
357 @ 1' 3/4"
2772
Passed (13%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1886 @ 10' 2 1/2"
4255
Passed (44%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.768 @ 10' 2 1/2"
0.983
Passed (L/307)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
1.198 @ 10' 2 1/2"
1.311
Passed (L/197)
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
Factored
1 - Stud wall - HF 5.50"
4.25'
1.50"
143
255
398
1 1/4" Rim Board
2 - Stud wall - HF 3.50"
2.25"
1.50"
141
251
392
1 1/4" Rim Board
• Kim noara is assumea to carry an ioaas appnea airecay aoove it, Dypassing the memoer Deing aesigneo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
152" 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' 3"
12"
14.0
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
8/15/2022 8:20:45 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
Weyerhaeuser File Name: Pine Park Bldg B
Page 2/8
2FORTEWEB"
Roof, R1
1 piece(s) 4 x 8 DF No.1
PASSED
Overall Length: tU
FF
FBI
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)
1202 @ 1 1/2"
6563 (3.00")
Passed (18%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
997 @ 10 1/4"
3502
Passed (28%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2857 @ 5'
3820
Passed (75%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.161 @ 5'
0.325
Passed (L/725)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.259 @ 5'
0.313
Passed (L/452)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (5/16").
• 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
Factored
1 - Trimmer - HF 3.00"
3.00"
F 1.50"
452
750
1202
None
2 - Trimmer - HF 3.00"
3.00" 1
1.50"
452
750
1202
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
10' o/c
Bottom Edge (Lu)
10' 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 10,
N/A
6.4
--
1 - Uniform (PSF)
0 to 10,
6'
14.0
25.0
roof
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes 911111111111111111
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
8/15/2022 8:20:45 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
Weyerhaeuser File Name: Pine Park Bldg B
Page 3/8
2FORTEWEB"
Second Floor, SJ1
1 piece(s) 14" TIM 210 @ 16" 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)
663 @ 2 1/2"
1134 (2.25")
Passed (58%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
650 @ 3 1/2"
1945
Passed (33%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
3223 @ 10' 1/2"
4490
Passed (72%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.359 @ 10' 1/2"
0.492
Passed (L/658)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.448 @ 10' 1/2"
0.983
Passed (L/526)
1.0 D + 1.0 L (All Spans)
TJ-ProT"' Rating
49
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" Weyerhaeuser Edger" 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
Factored
1 - Stud wall - SPF
3.50"
2.25"
1.75"
134
536
669
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
1.75"
134
536
669
1 1/4" Rim Board
• Kim uoam is assumea m carry an icaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 5" o/c
Bottom Edge (Lu)
19' 11" 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 20' 1"
16"
10.0
40.0
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
8/15/2022 8:20:45 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
Weyerhaeuser File Name: Pine Park Bldg B
Page 4 / 8
W FO R T E W E B MEMBER REPORT PASSED
Second Floor, S1
1 piece(s) 5 1/2" x 9" 24F-V4 OF Glulam
Overall Length: 11' 10
W
(. 11' 4" b
1
o a
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)
3104 @ 11' 8 1/2"
10725 (3.00")
Passed (29%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2787 @ 10' 10"
10057
Passed (28%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
6520 @ 5' 10"
17078
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.086 @ 5' 10 1/2"
0.386
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.271 @ 5' 10 3/4"
0.579
Passed (L/513)
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 factor of 1.00 that was calculated using length L = 11' 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 NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
3.00"
3.00"
1.50"
1874
1178
3052
None
2 - Trimmer - HF
3.00"
3.00"
1.50"
1894
1210
3104
None
Lateral Bracing sm
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.
Dead
Snow
Vertical Loads
Location
Tributary Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 11' 10"
N/A
12.0
1 - Uniform (PSF)
0 to 11' 10"
20'
10.0
-
wall
2 - Uniform (PSF)
0 to 11' 10"
3'
10.0
25.0
canopy
3 - Point (lb)
l' 3"
N/A
452
750
Linked from: Rl,
Support 1
4 - Point (lb)
10' 10"
N/A
452
750
Linked from: Rl,
Support 2
Notes
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
8/15/2022 8:20:45 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
Weyerhaeuser File Name: Pine Park Bldg B
Page 5/8
2FORTEWEB"
Second Floor, S2
2 piece(s) 2 x 8 HF No.2
PASSED
PF
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)
1065 @ 1 1/2"
3645 (3.00")
Passed (29%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
758 @ 10 1/4"
2175
Passed (35%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1545 @ 3' 3"
2234
Passed (69%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.053 @ 3' 3"
0.208
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.091 @ 3' 3"
0.313
Passed (L/825)
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.
• Applicable calculations are based on NDS.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF 3.00"
3.00"
F 1.50"
444
585
244
1065
None
2 - Trimmer - HF 3.00"
3.00" 1
1.50"
444
585
244
1065
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.
Vertical Loads
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 6"
N/A
5.5
1 - Uniform (PSF)
0 to 6' 6"
11'
10.0
-
-
wall
2 - Uniform (PSF)
0 to 6' 6"
3'
7.0
60.0
25.0
balcony
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
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 Built Engineering, PLLC
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
8/15/2022 8:20:45 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
Weyerhaeuser File Name: Pine Park Bldg B
Page 6 / 8
2FORTEWEB"
Second Floor, S3
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
PASSED
FM I
6' 6"
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)
4319 @ 4"
6024 (4.25")
Passed (72%)
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Shear(lbs)
3867 @ 1'2 1/2"
8904
Passed (43%)
1.60
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Span
Pos Moment (Ft-Ibs)
10583 @ T 3"
15120
Passed (70%)
1.60
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Neg Moment (Ft-Ibs)
-7871 @ T 3"
11655
Passed (68%)
1.60
0.6 D - 0.7 E (All Spans)
Live Load Defl. (in)
0.157 @ T 7 1/4"
0.225
Passed (L/516)
__
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Total Load Defl. (in)
0.187 @ 3' 7 3/8"
0.338
Passed (L/433)
1.0 D + 0.525 E + 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 1.00 that was calculated using length L = 6' 9".
• Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 9".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
System : Floor
Member Type : Flush 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
Factored
Supports
Accessories
1 - Stud wall- HF
5.50"
4.25"
3.05"
887
1153
480
4282/-4282
4360/-
1 1/4" Rim Board
2465
2 - Stud wall - HF
5.50"
4.25"
2.23"
800
632
263
3258/-3258
3182/
1 1/4" Rim Board
1800
• 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)
73" o/c
Bottom Edge (Lu)
T 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Seismic
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
(1.60)
Comments
0 - Self Weight (PLF)
1 1/4" to 7' 3 3/4"
N/A
7.7
1 - Uniform (PSF)
0 to 7' 5" (Top)
18'
10.0
-
wall
2 - Point (Ib)
T 3" (Top)
N/A
-
-
-
7540
seismic with
overstrength
3 - Point (Ib)
3' 3" (Top)
N/A
200
1200
500
-
deck post reaction
(20 sf trib)
4 - Uniform (PSF)
0 to 3' 3" (Front)
3'
10.0
60.0
25.0
-
deck
ForteWEB Software Operator
Job Notes
Brice Parrish
Built Engineering
(253) 985-5008
briceparrish@gmaii.com
8/15/2022 8:20:45 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
Weyerhaeuser File Name: Pine Park Bldg B
Page 7 / 8
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, 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 B BALCONY POST/CONNECTION
t-
BLDG B 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
.633 at 0 ft
A k
)I
f(y)
fa
-1.898 at 6 ft
1.393 at 6 ft
ksi
-1.393 at 6 ft
017at0ft
ksi
-.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
Vy
M
PROVIDE (2) STEEL ANGLES W/
(4) 1/43-1/2 SDS SCREWS EACH
SIDE OF POST, AND (4) EACH
ANGLE TO FLOOR, CAP=2.4K
1.867 at 6 ft
-.622 at 0 ft
3.734 at 6 ft
-.213 at 4.5 ft
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