REVIEWED RESUB2 BLD2023-0562+Structural_Calculations+9.12.2023_4.03.55_PM+3778932Exceptional
%-Enqineerinf�
CS2018 Ver 2021.03.22
JOB TITLE Pernack Crystal Falls
JOB NO. 220072 SHEET NO.
CALCULATED BY Karen M. Stoner DATE 9/7/23
CHECKED BY
ADDITIONAL
STRUCTURAL CALCULATIONS
FOR
Pernack Crystal Falls
SINGLE FAMILY DWELLING ADDITION
'.3
Karen M Stoner wc�''°11,1.11.s
I17-11%9:1
I F O R T E W E R JOB SUMMARY REPORT
220072 Pernack Crystal Falls
Level
Member Name
Results
Current Solution
Comments
Typical Header
Passed
2 piece(s) 2 x 8 DF No.2
Ridge Beam
Passed
2 piece(s) 2 x 12 DF No.2
Beam at edge of (E) Structure
Passed
2 piece(s) 2 x 12 DF No.2
ForteWEB Software Operator
Job Notes
Karen Stoner
E2# 220072
Exceptional Engineering
Pernack - Crystal Falls
(425) 444-6901
karen@exceptionalengineering.com
9/8/2023 1:46:52 AM UTC
ForteWEB v3.6
Weyerhaeuser File Name: 220072 Pernack Crystal Falls
Page 1 / 4
-iAI
FQRTEW EB MEMBER REPORT PASSED
Level, Typical Header
2 piece(s) 2 x 8 DF No.2
Overall Length: 6' 9"
L 6' 6"
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)
586 @ 0
2813 (1.50")
Passed (21%)
1.0 D + 1.0 S (All Spans)
Shear(lbs)
459 @ 8 3/4"
3002
Passed (15%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
988 @ T 4 1/2"
2576
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl.(in)
0.023 @ T 4 1/2"
0.225
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl.(in)
0.053 @ T 4 1/2"
0.313
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (5/16").
• A 5.3% decrease in the moment capacity has been added to account for lateral stability.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
1.50"
1.50"
1.50"
332
253
586
None
2 - Trimmer - DF
1.50"
1.50"
1 1.50"
332
253
586
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
End Bearing Points
Bottom Edge (Lu)
End Bearing Points
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 9"
N/A
5.5
1 - Uniform (PSF)
0 to 6' 9"
3'
12.0
-
Typical Wall
2 - Uniform (PSF)
0 to 6' 9"
3'
19.0
25.0
Roof Load
Member Notes
Typical Header
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 Karen M. Stoner, P.E.
ForteWEB Software Operator
Job Notes
Karen Stoner
E2# 220072
Exceptional Engineering
Pernack - Crystal Falls
(425) 444-6901
karen@exceptionalengineering.com
9/8/2023 1:46:52 AM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Weyerhaeuser File Name: 220072 Pernack Crystal Falls
Paget/4
-iAI
FQRTEW EB MEMBER REPORT PASSED
Level, Ridge Beam
2 piece(s) 2 x 12 DF No.2
Overall Length: 8'
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)
1878 @ 7' 10"
4219 (2.25")
Passed (45%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1324 @ 1' 4 3/4"
4658
Passed (28%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
3463 @ 4' 1"
5458
Passed (63%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.034 @ 4' 1"
0.375
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.062 @ 4' 1"
0.500
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Stud wall - DF
5.50"
4.25"
1.50"
887
1123
2010
1 1/4" Rim Board
2 - Stud wall - DF
3.50"
2.25"
1 1.50"
851
1077
1928
1 1/4" Rim Board
• Kim Boara is assumes to carry all ioaas appl eo oirectiy above it, Dypassng the merroer Deng aesignea.
Lateral Bracing
Bracing Intervals
Comme
Top Edge (Lu)
7' 10" o/c
Bottom Edge (Lu)
7' 10" 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)
1 1/4" to 7' 10 3/4"
N/A
8.6
1 - Uniform (PSF)
0 to 8' (Front)
11'
19.0
25.0
Roof Load
Member Notes
Ridge Beam
0
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser Notes
Neyerhaeuser 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
elated 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
esponsible 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
Neyerhaeuser 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
qww.weyerhaeuser.com/woodproducts/document-library.
the product application, input design loads, dimensions and support information have been provided by Karen M. Stoner, P.E.
ForteWEB Software Operator
Job Notes
Karen Stoner
E2# 220072
Exceptional Engineering
Pernack - Crystal Falls
(425) 444-6901
karen@exceptionalengineering.com
9/8/2023 1:46:52 AM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Weyerhaeuser File Name: 220072 Pernack Crystal Falls
Page 3/4
-iAIFORTEWEB
MEMBER REPORT
Level, Beam at edge of (E) Structure
2 piece(s) 2 x 12 DF No.2
PASSED
Overall Length: 11' 1'
10 6' I
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)
1828 @ 2"
4463 (3.50")
Passed (41%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
1266 @ 1' 2 3/4"
4050
Passed (31%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
4240 @ 5' 6 1/2"
4746
Passed (89%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.061 @ 5' 6 1/2"
0.358
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
1 0.174 @ 5' 6 1/2"
1 0.538
1 Passed (L/741)
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - SPF
3.50"
3.50"
1.50"
1183
443
416
1828
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1 1.50"
1183
443
416
1828
Blocking
• tsiocKmg Naneis are assumeo to carry no ioaas appnea airecay anove tnem ano the run ioao is appnea to the memner Ding oesigneo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
77 o/c
Bottom Edge (Lu)
11' 1" 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 11' 1"
N/A
8.6
1 - Uniform (PSF)
0 to 11' 1" (Front)
2'
17.0
40.0
Floor Load
2 - Uniform (PSF)
0 to 11' 1" (Top)
10'
12.0
-
Typical Wall
3 - Uniform (PSF)
0 to 11' 1" (Top)
3'
17.0
25.0
Roof Load
Member Notes
Beam at edge of (E) Structure
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -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 Karen M. Stoner, P.E.
ForteWEB Software Operator
Job Notes
Karen Stoner
E2# 220072
Exceptional Engineering
Pernack - Crystal Falls
(425) 444-6901
karen@exceptionalengineering.com
9/8/2023 1:46:52 AM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Weyerhaeuser File Name: 220072 Pernack Crystal Falls
Page 4/4
Exceptional Engineering
1730 Labounty Drive, Ste 9-63
Ferndale, WA 98248
(425) 444-6901
Wind Loads:
Ultimate Wind Speed
Nominal Wind Speed
Risk Category
Exposure Category
Enclosure Classif.
Internal pressure
Directionality (Kd)
Kh case 1
Kh case 2
Type of roof
ASCE 7- 16
98 mph
75.9 mph
B
Enclosed Building
+/-0.18
0.85
0.701
0.665
Monoslope
Topographic Factor (Kzt)
Topography
Flat
Hill Height (H)
80.0 ft
Half Hill Length (Lh)
100.0 ft
Actual H/Lh =
0.80
Use H/Lh =
0.50
Modified Lh =
160.0 ft
From top of crest: x =
50.0 ft
Bldg up/down wind?
downwind
H/Lh= 0.50
K, = 0.000
x/Lh = 0.31
K2 = 0.792
z/Lh = 0.16
K3 = 1.000
At Mean Roof Ht:
Kzt = (1+KjK2K3)^2 = 1.00
JOB TITLE Pernack Crystal Falls
JOB NO. 220072 SHEET NO.
CALCULATED BY Karen M.Stoner DATE 3/9/22
CHECKED BY DATE
Resubmitted for clarity,
no revisions
ESCARPMENT
V(z)
Z -
Speed-up
V(z) X(UU*nd) x(dowmvind)
HI2 H
2D RIDGE or 3D AXISYMMETRICAL HILL
Gust Effect
Factor
Flexible structure if natural frequency < 1 Hz (T > 1 second).
h =
25.0 ft
If building h/B>4 then may be flexible and should be investigated.
B =
35.0 ft
h/B = 0.71 Rigid structure (low rise bldg)
/z (0.6h) =
30.0 ft
G = 0.85 Using rigid structure default
Rigid Structure
Flexible or Dynamically Sensitive Structure
e =
0.33
34icy (n,) = 0.0 Hz
f =
320 ft
Damping ratio ((3) = 0
Zmin =
30 ft
/b = 0.45
c =
0.30
/a = 0.25
go, 9v =
3.4
Vz = 63.2
Lz =
310.0 ft
Nj = 0.00
Q =
0.90
Rn = 0.000
lz =
0.30
Rh = 28.282 n = 0.000 h = 25.0 ft
G =
0.87 use G = 0.85
RB = 28.282 q = 0.000
RL = 28.282 q = 0.000
9R = 0.000
R = 0.000
Gf = 0.000
Exceptional Engineering JOB TITLE Pernack Crystal Falls
1730 Labounty Drive, Ste 9-63
Ferndale, WA 98248 JOB NO. 220072 SHEET NO.
(425) 444-6901 CALCULATED BY Karen M. Stoner DATE 3/9/22
CHECKED BY DATE
Resubmitted for clarity,
Enclosure Classification no revisions
Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller
Test for Open Building: All walls are at least 80% open.
Ao >_ 0.8Ag
Test for Partially Enclosed Building: Predominately open on one side only
Input
Test
Ao
500.0
sf
Ao >_ 1.1Aoi NO
Ag
600.0
sf
Ao > 4' or 0.01Ag YES
Aoi
1000.0
sf
Aoi / Agi <_ 0.20 YES Building is NOT
Agi
10000.0
sf
Partially Enclosed
Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following:
Ao >_ 1.1Aoi
Ao > smaller of 4' or 0.01 Ag
Aoi / Agi <_ 0.20
Where:
Ao = the total area of openings in a wall that receives positive external pressure.
Ag = the gross area of that wall in which Ao is identified.
Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao.
Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.
Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed.
(This type building will have same wind pressures as an enclosed building.
Reduction Factor for large volume partially enclosed buildings (Ri)
If the partially enclosed building contains a single room that is unpartitioned , the internal
pressure coefficient may be multiplied by the reduction factor Ri.
Total area of all wall & roof openings (Aog):
Unpartitioned internal volume (Vi) :
Ground Elevation Factor Me)
0 sf
0 cf
Ri = 1.00
Grd level above sea level = 0.0 ft Ke = 1.0000
Constant = 0.00256 Adj Constant = 0.00256
Exceptional Engineering
1730 Labounty Drive, Ste 9-63
Ferndale, WA 98248
(425) 444-6901
Seismic Loads: IBC 2018
Risk Category : II
Importance Factor (1) : 1.00
Site Class : D - code default
JOB TITLE Pernack Crystal Falls
JOB No. 220072 SHEET NO.
CALCULATED BY Karen M.Stoner DATE 3/9/22
CHECKED BY DATE
Strength Level Forces
Resubmitted for clarity,
no revisions
Ss (0.2 sec) = 129.60 %g
S1 (1.0 sec) = 45.80 %g
A site specific ground motion analysis is required for seismically isolated structures or with damping systems, see ASCE7 11.4.8
Fa = 1.200 Sms = 1.555 SDS = 1.037 Design Category = D
Fv = 1.842 Sm1 = 0.844 Sol = 0.562 Design Category = D
Seismic Design Category = D
Redundancy Coefficient p = 1.30
Number of Stories: 2
Structure Type All other building system:
Horizontal Struct Irregularities:No plan Irregularity
Vertical Structural Irregularities:No vertical Irregularity
Flexible Diaphragms: Yes
Building System: Bearing Wall Systems
Seismic resisting system: Light frame (wood) walls with structural wood shear panels
System Structural Height Limit: 65 ft
Actual Structural Height (hn) =30.0 ft
See ASCE7 Section 12.2.5 for exceptions and other system limitations
DESIGN COEFFICIENTS AND FACTOR
Response Modification Coefficient (R) =
6.5
Over -Strength Factor (no) =
2.5
Deflection Amplification Factor (Cd) :
4
SDs =
1.037
Sol =
0.562
Seismic Load Effect (E) =
Eh +/-Ev = p GE +/- 0.2SDs D
Special Seismic Load Effect (Em) :
Emh +/- Ev = DO CE +/- 0.2SDs D
PERMITTED ANALYTICAL PROCEDURE
Simplified Analysis - Use Equivalent Lateral Force Analysis
Equivalent Lateral -Force Analysis Permittec
Building period coef. ((T) = 0.020
Approx fundamental period (Ta) CThn,. = 0.256 sec x= 0.75
User calculated fundamental period (T) = sec
Long Period Transition Period (TL) = ASCE7 map = 8
= 1.3Qe +/ 0.207D QE = horizontal seismic force
= 2.5Qe +/ 0.207D D = dead loac
Cu = 1.40
Tmax = CuTa = 0.359
Use T = 0.256
Seismic response coef. (Cs) = Sdsl/R = 0.160 ASCE7 11.4.8 exception 2 equations used
but not less than Cs = 0.044Sdsl = 0.046
USE Cs = 0.160
Design Base Shear V = 0.160W
Model & Seismic Response Analysis - Permitted (see code for procedure)
ALLOWABLE STORY DRIFT
Structure Type: All other structures
Allowable story drift Da = 0.020hsx where hsx is the story height below level x
Resubmitted for clarity,
no revisions
E2 #: 220072 PROJECT: Pernack Crystal Falls
Cs: 0.160
k = 1.00 (ASCE E . 12.8-12
VtKI I(:AL JtIJMI(: I-UK(:t UI51 KIt3U I IUN
(ASCE 12.8.3)
Level
Height
DL
PL
Floor Area
Weight
whk
Cv
Story Shear
% Total
ft)
(psf)
(psf)
(sq.ft.)
(Ibs)
(k-ft
(12.8-12)
(Ibs)
psf
Roof
30.0
30.0
5.0
3538
123830
3714.9
0.772
26598
7.5
77.2%
(E) 2nd/lwI
12.0
17.0
10.0
3068
82836
994.0
0.206
7117
2.3
20.6%
(N) Iwr roo-
12.0
30.0
5.0
250
8750
105.0
0.022
752
3.0
2.2%
215416 4813.9 1.0 34467 12.8
E2 #: 220072 PROJECT: Pernack Crystal Falls
2015 SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC
Upper Floor Shear Walls Letter p = 1.3
Number p =
shearwall
total wall
wall
perf. wall
sum of
wall
max.
opening
shear
factor
.6Fx
wind
.7Fx
seismic
p
p max
*.7Fx
seismic
Effective*
unit
wall
Critical Wall Segment
Wall L = total L at force transfer/perforated walls
segment
uniform
overtrng.
holdown
label
length
height
length
segments
height
Co
force
force
factor'
force
shear
type
length
DL
force
type
(ft)
(ft)
(ft)
(ft)
(ft)
(lb)
(lb)
(lb)
(plf)
(ft)
(plf)
(lb)
2
(E) to remain
1.00
3
(E) to remain
1.00
A
(E) to remain
1.00
B
(E) to remain
1.00
Main Floor Shear Walls
Number p - Letter p -
shearwall
total wall
wall
perf. wall
sum of
wall
max.
opening
shear
factor
.6Fx
wind
.7Fx
seismic
p
p max
*.7Fx
seismic
Effective*
unit
wall
Critical Wall Segment
Wall L = total L at force transfer/ erforated walls
segment
uniform
overtrng.
holdown
label
length
height
length
segments
height
Co
force
force
factor'
force
shear
type
length
DL
force
type
ft
ft
ft
ft
ft(lb)
(lb)
(lb)
If
ft
If(lb)
1
4 9
1.00
720
752
1.30
977
252
P4
141 2075 A (HDU5)
2
(E)
1.00
0
16857
1.30
21915
2
(E) w/ increase
0
17233
1.30
22403
2%
increase, OK per IEBC 502.5
3
(E) to remain
1.00
A
(E) to remain
1.00
1680
16857
1.30
21915
A
(E) w/ increase
1680�
17233
1.30
22403
2%
increase, OK per IEBC 502.5
B
(E) to remain
1.00
497
16857
1.30
21915
B
(E) w/ increase
1666
17233
1.30
22403
2%
increase, OK per IEBC 502.5
102%
OK per IEBC 502.5
* Note: Effective unit shear includes magnification of force to account for reduction in wall capacity due to perforated wall or Aspect Ratio Factor < 1.0 ( example: .7*capacity = force/.7)