HomeMy WebLinkAboutStructural CalculationsStructural Calculations
Aster Place - Building B
Parachute, CO
NA L
DCI Job Number 24151-0216
February, 2025
ishington I Oregon I California I Texas I Alaska I Colorado I Montana I Delaware I Pennsylvania
0000= D C I
EnGinISER5
Washington
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Oregon
1B California
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Texas
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Alaska
Colorado
Montana
GENERAL
TABLE OF CONTENTS
GARFIELD COUNTY REQUIREMENTS G1
DESIGN CRITERIA G2 — G3
CODE SUMMARY G4 — G8
GRAVITY ANALYSIS
STUD WALL AND POST DESIGN V1 — V4
GRAVITY FRAMING KEY PLAN V5 — V7
FRAMING V8 — V36
FOUNDATION DESIGN V37 — V41
LATERAL ANALYSIS
KING STUD DESIGN L1— L2
LATERAL KEY PLAN L3 — L8
SHEAR WALL DESIGN L9 — L20
1060 Fowler Avenue, Suite 202 Bozeman, MT 59718
S e r v i c e I n n o v a t i o n V a I u e
� rr
GENERAL
FC-Garfield
County
BUILDING DEPARTMENT
108 Eighth Street, Suite 401, Glenwood Springs, CO 81601
Tel: (970) 945-8212
BUILDING
REQUIREMENTS,
RESIDENTIAL PROJECTS
Effective: October 15, 2018 (and as updated on June 12, 2023)
Reference Building Codes:
2015 IRC, IBC, IFC, IFGC, IMC, IPC
2018 IECC
Setbacks:
Check subdivision plat and/or Garfield Co. zone district
regulations for setback requirements
Snowload:
40 PSF Up to 7000 ft. elevation
(Measured at Roof, not Ground!)
50 PSF 7001— 8000 ft. elevation
75 PSF 8001— 9000 ft. elevation
100 PSF 9001-10000 ft. elevation
Roof Load (Wood):
Load Duration = 1.0
Seismic Design Category:
B or C —See IRC, Figure R301.2 (2)
Weathering Probability for Concrete:
Severe
Termite Infestation Probability:
None to slight
Wind Speed:
115 mph (Ultimate Design)
Wind Exposure:
B or C — See Section R301.2.1.4)
Frost Depth:
36 inches —Up to 8000 ft. elevation
42 inches —Over 8000 ft. elevation
Winter Design Temperature:
Minus 2 — Up to 7000 ft. elevation
Minus 16 — Over 7000 ft. elevation
Air Freezing Index:
2500' F Days —Up to 7000 ft. elevation
7000+ ft. elevation —As determined by Building Official
Ice Barrier Underlayment:
Required
Mean Annual Temp:
Variable
Insulation:
Minimum R-Values per 20181ECC Table 402.1.2*
• Ceilings/Roofs = R-49
- Exterior Walls = R-20 (or R-13 cavity+ R-5 sheathing)
• Floors = R-30 (or enough to fill joist cavity w/R-19 min.)
• Basement & Crawl Space Walls = R-15 cont./R-19 cavity
• Heated Slab Perimeter = R-10 from top of slab and R-5 min. under
entire slab.
- Unheated Slab Perimeter = R-10 from top of slab to 24" below grade.
*Insulation Notes:
1. R-Values shown above are for wood frame construction. See Table 402.2.6 for steel frame buildings.
2. Crawl Spaces — Floors over vented crawl spaces must be insulated with R-30 or enough to fill the entire
cavity. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. An alternative to
insulating floors, crawl space walls are allowed to be insulated if crawl space is not vented to outdoors
and meets the requirements of IRC, Sec. R408.3.
3. Windows/Doors: U = .30,• Skylights: U = .55
G - 1
k - 1. ri.
r-A4i
AMERICAN SOCIETY OF CML EN61NM
Address:
Valley View Dr
Parachute, Colorado
81635
ASCE Hazards Report
Standard: ASCE/SEI7-22 Latitude: 39.441158
Risk Category: II Longitude:-108.033223
Soil Class: D - Stiff Soil Elevation: 5375.517769365644 ft
(NAVD 88)
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r trl
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3
S'APIeft or
F�9✓e S�pn In
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b�, q
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Wind
Results:
Wind Speed
104 Vmph
10-year MRI
76 Vmph
25-year MRI
82 Vmph
50-year MRI
86 Vmph
100-year MRI
91 Vmph
300-year MRI
98 Vmph
700-year MRI
104 Vmph
1,700-year MRI
110 Vmph
3,000-year MRI
114 Vmph
10,000-year MRI
123 Vmph
100,000-year MRI
140 Vmph
1,000,000-year MRI
155 Vmph
Data Source:
Date Accessed:
https:llascehazardtool.or�!
ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Fri Nov 22 2024
Page 1 of 5
Fri Nov 22 2024
G-2
ASCE
ANffHCM SOC ErYORM ENON®iS
Seismic
Site Soil Class: D - Stiff Soil
Results:
PGA M : 0.17
S MS 0.33
Smi 0.12
SDS 0.22
SD1 0.077
Seismic Design Category: B
M It Period MCE S antrum
TL
4
SS :
0.28
S,
0.052
VS30
260
OASu i- R p o-30 Multi -Period Design Spectrum
0.40 '
0.25
0.35
0-30 I • 0-20 +
•
0-25 • 0-15 i
0.20 +
0-15 + 0-10 •
0.10 • ■
• 0-05 ■
0.05 •
•
a 2 Sa (9) vs T(s) s s 10 02 Sa (9) vs Ts io
(s)
0-35 Two -Period MCE R Spectrum 025 Two -Period Design Spectrum
0.30 �•
0.20
0.25 • • + ;
•
•
020 + + 0.15
% • i
0.15 0.10 +
0.10
- 0.05
0-05
0 —
0 1 4 5 1 3 4 5
Sa (9) vs T(s) Sa (9) vs T(S)
MCER Vertical Response Spectrum Design Vertical Response Spectrum
Vertical ground motion data has not yet been made Vertical ground motion data has not yet been made
available by USGS. available by USGS.
htt s:llascehazardtool.or 1 Page 3 of 5 Fri Nov 22 2024
G-3
DCI, Inc JOB TITLE Aster Place - Building B
1060 Fowler Ave. Ste 202 _
Bozeman, MT JOB NO. 24151-0216 SHEET NO.
(406) 556-8600 CALCULATED BY RAW DATE
CHECKED BY DATE
www.struware.com
Code Search
Code: International Building Code 2021
Occupancy:
Occupancy Group = R Residential
Risk Category & Importance Factors:
Risk Category =
Wind Factor =
1.00
Importance Factor
1.00
Seismic Importance factor =
1.00
Type of Construction:
Fire Rating:
Roof =
0.0 hr
Floor =
0.0 hr
Building Geometry:
Roof angle (0) 3.00 / 12 14.0 deg
Building length 274.0 ft
Least width 80.0 ft
Mean Roof Ht (h) 32.7 ft
Parapet ht above grd
Minimum parapet ht
hb for Elevated bldg
Live Loads:
Roof 0 to 200 sf: 20 psf
200 to 600 sf: 24 - 0.02Area, but not less than 12 psf
over 600 sf: 12 psf
Floor:
Typical Floor 40 psf
Partitions N/A
Balconies (1.5 times live load) 60 psf
G-4
DCI, Inc JOB TITLE Aster Place - Building B
1060 Fowler Ave. Ste 202
Bozeman, MT JOB No. 24151-0216 SHEET NO.
(406) 556-8600 CALCULATED BY RAW DATE
CHECKED BY DATE
Wind Loads: ASCE 7- 16
Ultimate Wind Speed
115 mph
Nominal Wind Speed
89.1 mph
Risk Category
II
Exposure Category
C
Enclosure Classif.
Enclosed Building
Internal pressure
+/-0.18
Bldg Directionality (Kd)
0.85
Kh MWFRS< 60
1.000
Kh all other
1.000
Type of roof
Gable
T000araohic 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 = 0.20
K3 = 1.000
At Mean Roof Ht:
Kzt = (1+KjK2K3)^2
= 1.00
Gust Effect Factor
h = 32.7 ft
B = 80.0 ft
/z (0.6h) = 19.6 ft
Rigid Structure
e =
0.20
f =
500 ft
Zmin =
15 ft
c =
0.20
90, 9V =
3.4
LZ =
450.5 ft
Q =
0.89
lZ =
0.22
G=
0.87 use G = 0.85
Z 'eed up
Y(.!) x(upwind)154dopwnw d]
H
H)2
ESCARPMENT
V(I
z
Speed-up
VW x(u*nd)x(downyand)
H
2D RIDGE or 3D AXISYMMETRICAL HILL
Flexible structure if natural frequency < 1 Hz (T > 1 second).
If building h/B>4 then may be flexible and should be investigated.
h/B = 0.41
Rigid structure (low rise bldg)
G = 0.85 Using rigid structure
default
Flexible or Dynamically Sensitive Structure
Natural Frequency (r)j) =
0.7 Hz
Damping ratio ((3) =
0.01
/b =
0.650
/a =
0 154
Vz =
101.2
Nj =
3.12
Kn =
0.068
Rh =
0.557 r) = 1.040 h =
RB =
0.316 q = 2.546
RL =
0.034 rl = 29.189
9R =
4.104
R =
0.810
Gf =
1.091
32.7 ft
G - 5
DCI, Inc
1060 Fowler Ave. Ste 202
Bozeman, MT
(406) 556-8600
JOB TITLE Aster Place - Building B
JOB No. 24151-0216 SHEET NO.
CALCULATED BY RAW DATE
CHECKED BY
Wind Loads - MWFRS hg6o' (Low-rise Buildings) except for open buildings
Kz = Kh = 1.000
Base pressure (qh) = 28.8 psf
GCpi = +/-0.18
Wind Pressure Coefficients
DATE
Edge Strip (a) = 8.0 ft
End Zone (2a) = 16.0 ft
Zone 2 length = 40.0 ft
CASE A
CASE B
6=14deg
Surface
GCpf
w/-GCpi
w/+GCpi
GCpf
w/-GCpi
w/+GCpi
1
0.48
0.66
0.30
-0.45
-0.27
-0.63
2
-0.69
-0.51
-0.87
-0.69
-0.51
-0.87
3
-0.44
-0.26
-0.62
-0.37
-0.19
-0.55
4
-0.37
-0.19
-0.55
-0.45
-0.27
-0.63
5
0.40
0.58
0.22
6
-0.29
-0.11
-0.47
1 E
0.72
0.90
0.54
-0.48
-0.30
-0.66
2E
-1.07
-0.89
-1.25
-1.07
-0.89
-1.25
3E
-0.63
-0.45
-0.81
-0.53
-0.35
-0.71
4E
-0.56
-0.38
-0.74
-0.48
-0.30
-0.66
5E
0.61
0.79
0.43
6E
-0.43
-0.25
-0.61
Ultimate Wind Surface Pressures (psf)
1
18.9 8.6
-7.8 -18.1
2
-14.7 -25.0
-14.7 -25.0
3
-7.4 -17.7
-5.5 -15.8
4
-5.6 -16.0
-7.8 -1 8.1
5
16.7 6.3
6
-3.2 -13.5
1 E
26.0 15.7
-8.6 -19.0
2E
-25.6 -36.0
-25.6 -36.0
3E
-12.8 -23.2
-10.1 -20.4
4E
-10.8 -21.2
-8.6 -19.0
5E
22.7 12.4
6E
1 -7.2 -17.6
Parapet
Windward parapet = 0 0 psf (GCpn = +1.5)
Leeward parapet = 0.0 psf (GCpn = -1.0)
Horizontal MWFRS Simple diaphragm Pressures (Ps
Transverse direction (normal to L)
Interior Zone: Wall
24.5 psf
Roof
-7.3 psf **
End Zone: Wall
36.9 psf
Roof
-12.8 psf "
Longitudinal direction (parallel to L)
Interior Zone: Wall 19.9 psf
End Zone: Wall 29 9 psf
*' NOTE: Total horiz force shall not be less than that determined
by neglecting roof forces (except for MWFRS moment frames).
The code requires the MWFRS be designed for a min ultimate
force of 16 psf multiplied by the wall area plus an 8 psf force
applied to the vertical projection of the roof.
Windward roof
overhangs = 20.1 psf (upward) add to
windward roof pressure
VnNDWARD
OVERHANG WINDWAROROOF
r rcwARD ROOF
VERTICAL
2--
TRANSVERSE ELEVATION
G - 6
DCI, Inc
JOB TITLE Aster Place - Building B
1060 Fowler Ave. Ste 202
Bozeman, MT
JOB No. 24151-0216 SHEET NO.
(406) 556-8600
CALCULATED BY RAW DATE
CHECKED BY DATE
Snow Loads: ASCE 7- 16
Nominal Snow Forces
Roof slope =
14.0 deg
Horiz. eave to ridge dist (W) =
40.0 ft
Roof length parallel to ridge (L) =
274.0 ft
Type of Roof
Hip and gable w/ trussed systems
Ground Snow Load Pg =
30 0 psf
Risk Category =
II
Importance Factor I =
1.0
Roof R value Rroof =
30
Thermal Factor Ct =
1.100
Exposure Factor Ce =
1.0
Pf = 0.7"Ce"Ct`I" Pg =
22.5 psf
Unobstructed Slippery Surface
no
Sloped -roof Factor Cs =
1.00
Balanced Snow Load
22.5 psf
Near ground level surface balanced snow load = 30.0 psf
Rain on Snow Surcharge Angle
0.80 deg
Code Maximum Rain Surcharge
5 0 psf
Rain on Snow Surcharge =
0.0 psf
Ps plus rain surcharge =
22.5 psf
Minimum Snow Load Pm =
20.0 psf
NOTE: Alternate spans of continuous beams shall be loaded
with half the design roof snow load so as to produce the greatest
Uniform Roof Design Snow Load =
22.5 psf use 40.0
possible effect - see code for loading diagrams and exceptions
for gable roofs
Unbalanced Snow Loads - for Hip & Gable roofs On[ 935
Required if slope is between 7 on 12 = 30.26 deg
and 2.38 deg = 2.38 deg Unbalanced snow loads must be applied
Windward snow load = 6.8 psf = 0.3Ps
Leeward snow load from ridge to 11.72' = 42.2 psf = hdy / JS + Ps
Leeward snow load from 11.72' to the eave = 22 5 psf = Ps
Snow Drift 1 - Against roof prolections, parapets_ etc
Up or downwind fetch
lu =
9.3 ft
Projection height
h =
4.0 ft
Projection width/length
Ip =
20.0 ft
Snow density
y =
17.9 pcf
Balanced snow height
hb =
1.26 ft
hd =
1 08 ft
he =
2.74 ft
he/hb >0.2 = 2.2
Therefore, design for drift
Drift height (hd)
=
1 08 ft
Drift width
w =
4.31 ft
Surcharge load:
pd = y*hd =
19.3 psf
Balanced Snow load:
= 22.5 psf
41.8 psf
Snow Drift 2- Aq ainst roof p ro'ections. p araoets etc
Up or downwind fetch
lu =
Projection height
h =
Projection width/length
Ip =
Snow density
y =
17.9 pcf
Balanced snow height
hb =
1.26 ft
hd =
1 08 ft
he =
-1.26 ft
he/hb <0.2 = -1.0
Ip <15', drift not req'd
Drift height (hc)
=
0.00 ft
Drift width
w =
-10.06 ft
Surcharge load:
pd = y" hd =
0.0 psf
Balanced Snow load:
=
22.5 psf
22.5 psf
Lu
Note: If bottom of projection is at least 2 feet
above hb then snow drift is not required.
G-7
DCI, Inc
1060 Fowler Ave. Ste 202
Bozeman, MT
(406) 556-8600
Seismic Loads:
IBC 2021
Risk Category :
II
Importance Factor (le) :
1.00
Site Class:
C
Ss (0.2 sec) =
0.30 g
Fa =
1.300
S1 (1.0 sec) =
0.07 g
Fv=
1.500
Sms = 0.387
SDs =
0.258
Sm1 = 0,108
SDI =
0.072
JOB TITLE Aster Place - Building B
JOB No. 24151-0216 SHEET NO.
CALCULATED BY RAW DATE
CHECKED BY DATE
Strength Level Forces
Site specific ground motion analysis performed:
Design Category = B
Design Category = B
Seismic Design Category = B
Redundancy Coefficient p = 1.00
Number of Stories: 3
Structure Type: Light Frame
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 sheathed with structural wood shear panels
System Structural Height Limit: Height not limited
Actual Structural Height (hn) = 32.7 ft
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R) = 65 To = 0.2(Sd1/Sds) _
Over -Strength Factor (IIo) = 25 Ts = Sd1/Sds =
Deflection Amplification Factor (Cd) = 4 Long Period Transition Period (TL) _
SDS = 0.258
SDI = 0.072
0.056
0.279
4 sec
Seismic Load Effect (E) =
Eh +/-Ev = p QE +/- 0.2SDs D = Qe +/- O.000D
QE = horizontal seismic force
Special Seismic Load Effect (Em) =
Emh +/- Ev = QO QE +/- 0.2SDs D = &G40&"Qe 0.052D
D = dead load
LL V ABLE STORY DRIFT
Structure Type: All other structures
Allowable story drift Da = 0.020hsx
where hsx is the story height below level x
PERMITTED ANALYTICAL PROCEDURES
Index Force Analysis
Method Not Permitted (only applies to Seismic Category A)
Model & Seismic Response Analysis
Permitted (see code for procedure)
Equivalent Lateral -Force (ELF) Analysis
Permitted
Building period coet. (CT) =
0.020
Cu = 1.70
Approx fundamental period (Ta) =
CTh,n"= 0.273 sec x= 0 75
Tmax = CuTa = 0.465 sec
User calculated fundamental period =
T = 0.273 sec
Seismic response coef. (Cs) =
Sdsl/R = 0.040
need not exceed Cs =
Sd1 I /RT = 0 041
but not less than Cs =
0.044Sds'I = 0.011
USE Cs =
0 040
Design Base Shear V = 0.040W
G-8
GRAVITY
J \1510-B—to- 2024 Projects\24151-0216 Aster PIace\4- Calculai ions\➢ui1Jing MG- tOI Wall&Post Design Wood - L'lerica ff-0') Asanl(2)2�6•ni16' Woad Wall
Job No: 24151-0216 Sheet
�D C I Project: Aster Place Building A/B date 1/8/2024
Member: (2) 2x6Wall Studs by: RAW
E n G I n E E Fi 5
2018 NDS WOOD STUDWALUPOST - ASD DESIGN
ALLOWABLE AXIAL LOAD with UNIAXIAL STRONG AXIS BENDING
Desi n: Wall Studs
Stud Size: (2) 2x6
lb= 3 in.
d = 5.5 in.
Spacing: 16 in. (Used in Wall Studs Only)
Stud Grade: Table4A
Douglas Fir -Larch No. 2
Fb = 900 psi
Ervin = 580,000 psi
Fe = 1350 psi
Plate Grade:
Douglas Fir -Larch No. 2
Fc,. = 625 psi
Lateral Deflection Limit:
On L/ 120
Check load Combinations
Story Ht: 9 ft. 1 in.
Fully Unbraced Strong Axis
le,stronq/d = 19 (Governs)
Fully Braced Weak Axis
Lateral Loads Applied to dy fi
lc,w k/d = 0.0 Wind = 37 (pso
Use I d = 19.0 LL = (pso
NDS Factors Apply CBC Table 721,1. fnotnote� NO
CF,bending = 1.3
CF,a:iel = 1.1
c = 0.8
Cr = 1.15 Fire Protection Factors
Cb = 1.125 -(NONE)-
Cl= 10 Fc=1
E=l
Fb = 1
Load Duration:
Co =
Stud Axial Load:
Pact =
Maximum Stud Axial Stress:
fc =
Allowable Sill Compressive Stress:
Fc^'=
Critical Buckling Design Value:
FcE=
Partly Factored Compressive Stress:
Fc* =
Column Stability Factor:
CP=
Allowable Compressive Stress:
Fe'
Maximum Bending Moment:
Mina. =
Maximum Bending Stress:
fin =
Allowable Bending Stress:
F'b =
Deflection Ratio:
e= L
Combined Stress:
fc 1= f6 id
�F'� +F'b�1—f,/
Load Duration:
Co =
Stud Axial Load:
Pact =
Maximum Stud Axial Stress:
fe =
Allowable Sill Compressive Stress:
Fc^' =
Critical Buckling Design Value:
FcE =
Partly Factored Compressive Stress:
Fc* =
Column Stability Factor:
CP =
Allowable Compressive Stress:
Fe
Maximum Bending Moment:
Mmax =
Maximum Bending Stress:
fin =
Allowable Bending Stress:
F'b =
Deflection Ratio:
0= L
Combined Stress: f : fb
1
+ —
(F'r) Fit, 1—fd
E
D
D+L
D+.75L+.75L
D+.75L+.75S
1
1
1.25
1.15
11583
11583
702
11583
11583
702
702
702
703
703
703
703
1321
1321
1321
1321
1485
1485
1856
1708
0.649
0.649
0.565
0.597
964
964
1048
1019
0
0
0
0
0
0
0
0
1346
1346
1682
1547
0.530
0.530
0.448
0.475
D+.6W
D+.75(L+Lr+.6W)
D+.75(L+S+.6W)
1.6
1.6
1.6
11583
11583
11583
702
702
702
703
703
703
1321
1321
1321
2376
2376
2376
0.472
0.472
0.472
1121
1121
1121
281
210
210
223
167
167
2153
2153
2153
2594
3459
1 3459 11
0.613
0.558
0.558
Ibs
psi
psi
Sill Rearing
psi
NDS Section 3.7. l 5
psi
NDS Section 3.7.1-5
psi
Vertical Okay
rt-lb
psi
psi
Lateral Okay
Unity Okay
Ibs
psi
psi
Sill BearinzQkav
psi
NDS Section 3.7.1.5
psi
NDS Section 3.7.1.5
0 -
psi
Vertical Okay
ft-lb
psi
psi
Lateral Okay
Unity Okay
2 2x6 Do g has Fir -Larch No. 2 a 16 in. o c.
V - 1
1 \1510-13oicmon\2024 1'rojects\24151-0216 Aster Place\4- Calculation.\I3uiIding A\Grar uv\l Wall&Post Design Wood - Esteriur (9'-0") NIsm12s6rd.I6' Wood Wall
Job No: 24151-0216 Sheet
�D C I Project: Aster Place Building AB date 1/8/2024
Member: 2x6Wall Studs by: RAW
E n G I n E E R S
2018 NDS WOOD STUDWALL/POST - ASD DESIGN
ALLOWABLE AXIAL LOAD with UNIAXIAL STRONG AXIS BENDING
Desi n• Wall Studs
Stud Size: 2x6
Ib = 1.5 in.
d = 5.5 in -
Spacing: 16 in. (Used in Wall Studs Only)
Stud Grade: Table4A
Douglas Fir -Larch No. 2
Fb = 900 psi
Emin = 580,000 psi
Fe = 1350 psi
Plate Grade:
Douglas Fir -Larch No. 2
F,A = 625 psi
Lateral Deflection Limit;
Am,,L/ 120
Check Load Combinations
Story Ht: 9 ft. 1 in.
Fully Unbraced Strong Axis
IestranR/d = 19 (Governs)
Fully Braced Weak Axis
Lateral Loads Applied to dy f.
le,weak/d = 0-0 Wind = 37 (pso
Use I d = 19.o LL = (ps1)
NDS Factors Apply CBC Table 721.1, fQginote'm'? NO
CF,bending= 1.3
CF,a ial = 1.1
c = 0.8
Cc = 1.15 Fire Protection Factors
Cb = 1.25 -(NONE)-
Ct= 1.0 Fc=1
E=1
Fb = 1
Load Duration:
Cp =
Stud Axial Load:
Pact =
Maximum Stud Axial Stress:
fc =
Allowable Sill Compressive Stress:
Fc.' =
Critical Buckling Design Value:
FcE =
Partly Factored Compressive Stress:
Fc* =
Column Stability Factor:
CP a
Allowable Compressive Stress:
Fc
Maximum Bending Moment:
Moran =
Maximum Bending Stress:
fin
Allowable Bending Stress:
F'b
Deflection Ratio:
Combined Stress: f )'I
fbtl�F',
F'n�l—fe/Fret
Load Duration:
Cu =
Stud Axial Load:
Pact=
Maximum Stud Axial Stress:
fc=
Allowable Sill Compressive Stress:
Critical Buckling Design Value:
FcE=
Partly Factored Compressive Stress:
Fc* =
Column Stability Factor:
Cv =
Allowable Compressive Stress:
Fc'
Maximum Bending Moment:
Mmax =
Maximum Bending Stress:
fb =
Allowable Bending Stress:
F'b =
Deflection Ratio:
A= G
Combined Stress: fr
fb11�F',
)"IF%
17
fr/Fo:/
D
D+L
D+.75L+.75L,
D+.75L+.75S
1
1
1.25
1.15
6435
780
6435
780
6435
780
6435
780
781
781
781
781
1321
1321
1321
1321
1485
1485
1856
1708
0.649
0.649
0.565
0.597
964
964
1048
1019
0
0
0
0
0
0
0
0
1346
1346
1682
1547
0.655
0.655
0.553
O.SS6
D+.6W
D+.75(L+Lr+.6W)
1)+.75(L+S+.6W)
1.6
1.6
1.6
6435
6435
780
781
6435
780
780
781
781
1321
1321
1321
2376
2376
2376
0.472
0.472
0.472
1121
1121
1121
281
210
210
445
2153
334
2153
334
2153
1297
1729
1729
0.990
0.863
0.863
Ibs
psi
psi
Sill Bearing Okay
psi
NDS Section 3.7-1.5
psi
NDS Section 3.7-1.5
psi
Vertical Okay
rt-lb
psi
psi
Lateral Okay
Unity Okay
Ibs
psi
psi
Sill Bearing Okav
psi
NDS Section 3.7.1.5
psi
NDS Section 3.7.1.5
psi
Vertical Okay
rt-lb
psi
psi
Lateral Okay
Unity Okay
20 1)oualas Fir -Larch No. 2 n 16 in. o.c.
V-2
J \ 510-BommanV.024 Pn,ieas\24151-0216 Aeler PlaceW- CalculmionsOui[ding A\Gra a)iI Wal[&Post Design wood - rxterior (9'-0") xIsrnl2x4'a 16" wood won
Job No: 24151-0216 Sheet
�D C I Project: Aster Place Building AB date 1/8/2024
Member: 2x4Wall Studs by: RAW
E n G I n E E R S
2018 NDS WOOD STUDWALL/POST - ASD DESIGN
ALLOWABLE AXIAL LOAD with UNIAXIAL STRONG AXIS BENDING
Desi2n: Wall Studs
Stud Size: 2x4
It, = 1.5 in.
d = 3.5 in.
Spacing: 16 in. (Used in Wall Studs Only)
Stud Grade: Table4A
Douglas Fir -Larch No. 2
Fb = 900 psi
Emia = 580,000 psi
Fe = 1350 psi
Plate Grade:
Douglas Fir -Larch No. 2
Fe = 625 psi
Lateral Deflection Limit:
Ama. L/ 120
Check Load Combinntions
Story Ht: 9 ft. 1 in.
Fully Unbraced Strong Axis
le,stronp,/d = 30 (Governs)
Fully Braced Weak Axis
Lateral Loads Applied to dy f
le,weak/d =
00
Wind = 37 (pso
Use I d =
29.9
LL = (pso
NDS Factors
Anoly CBC: Table 721.1.
Footnole'm'? NO
CF,bending =
1.5
CF,axia( =
1.15
c =
0.8
Cr =
1.15
Fire Protection Factors
Cb =
1.25
-(NONE)-
Ct=
1.0
Fc=1
E=1
Fh= I
Load Duration:
Co =
Stud Axial Load:
Pact =
Maximum Stud Axial Stress:
fc-
Allowable Sill Compressive Stress:
Fc^' =
Critical Buckling Design Value:
FcE =
Partly Factored Compressive Stress:
Fc* =
Column Stability Factor:
CP =
Allowable Compressive Stress:
Fe
Maximum Bending Moment:
Mmax =
Maximum Bending Stress:
fb =
Allowable Bending Stress:
F'b =
Deflection Ratio:
A= L
Combined Stress:
+F'n(1—fJF,.
lF'rl
Load Duration:
CD =
Stud Axial Load:
Pact =
Maximum Stud Axial Stress:
fc
Allowable Sill Compressive Stress:
F,�' n
Critical Buckling Design Value:
FcE=
Partly Factored Compressive Stress:
Fc* =
Column Stability Factor:
CP=
Allowable Compressive Stress:
Fc'
Maximum Bending Moment:
Mmax =
Maximum Bending Stress:
fb =
Allowable Bending Stress:
F'b =
Deflection Ratio:
A= L
Combined Stress: (f fb 1
)"I
`F% F'n�1 —fr�FE
D
D+L
D+.75L+.75Lr
D+.75L+.75S
1
1
1.25
1.15
1218
1218
1218
232
232
232
232
781
781
781
781
535
535
535
1 535
1553
1553
1941
1785
0.315
0.315
0.258
0.278
490
490
500
497
0
0
0
0
0
0
0
0
1553
1553
1 1941
1785
0.225
0.225
1 0.215
1 0.218
D+.6W
D+.75(L+Lr+.6W)
D+.75(L+S+.6W
1.6
1.6
1.6
1218
1218
1218
232
232
232
781
781
781
535
535
535
2484
2484
2484
0.205
0.205
0.205
509
509
509
281
210
210
1099
825 _
2484
825
2484
2484
334
446
446
0.990
0.795
0.795
bs
?si
psi
Sill licarine Okati'
1.gt
NDS Section 3.7.1.5
gi
NDS Section 3-7.1.5
psi
Vertical Okay
R-lb
psi
psi
Lateral Okay
Unity Okay
Ibs
psi
psi
5 H PArin x
psi
NDS Section 3.7.1.5
psi
NDS Section 3.7.1.5
PA
Vertical Okay
rt-lb
psi
psi
Lateral Okay
Unity Okay
2x4 Douelas Fir -Larch No. 2 a 16 in. O.C.
V-3
3:\I510-(3oieman\2024 Projecis\24151-0216 Aster Place\4. UcuIutions\Building A\Gra M[Wul1&Post Design Wood - Exterior (9'-0"1 J-16.6 Post
Job No: 24151-0216 Sheet
C I Project: Aster Place Building A/B date 1/8/2024
Member: 6x6Post by: RAW
EflGIrIEERS
2018 NDS WOOD STUDWALUPOST - ASD DESIGN
ALLOWABLE AXIAL LOAD with UNIAXIAL STRONG AXIS BENDING
Design: Post
Post Size: 6x6
Ib = 5.5 in.
d = 5.5 in.
Post Grade: Table4D
DFL Post & Timber 6x & larger
Fb = 1200 psi
Ervin = 580,000 psi
Fe = 1000 psi
Plate Grade:
Douglas Fir -Larch No. 2
F,A = 625 psi
Lateral Qeflection Limit:
A_ L/ 120
Check Load Combinations
Post Height: 9 ft. 1 in.
Fully Unbraced Strong Axis
le,strong/d = 20
Fully Unbraced Weak Axis
le,_k/d =
19.8
Use I d =
19.8
NDS Factors
CF,bending =
1.0
CF,axial =
1
c =
0.8
Cr=
1
Cb =
1.068
Ct =
1.0
Load Duration:
Cu =
Stud Axial Load:
Peet
Maximum Stud Axial Stress:
fe =
Allowable Sill Compressive Stress:
Fe '
Critical Buckling Design Value:
FeE=
Partly Factored Compressive Stress:
Fe* =
Column Stability Factor:
CP =
Allowable Compressive Stress:
Fe'
Maximum Bending Moment:
Mmax
Maximum Bending Stress:
fb =
Allowable Bending Stress:
F'b =
Deflection Ratio:
A= L
Combined Stress-
(fr l:
fb
+F'n(t—F�E.
1 1_
lF'
f�
Load Duration:
Co =
Stud Axial Load:
Pact=
Maximum Stud Axial Stress:
f`=
Allowable Sill Compressive Stress:
Critical Buckling Design Value:
FrE=
Partly Factored Compressive Stress:
Fe* =
Column Stability Factor:
CF=
Allowable Compressive Stress:
Fe'
Maximum Bending Moment:
Mmax =
Maximum Bending Stress:
fb =
Allowable Bending Stress:
F'b=
Deflection Ratio:
A— L
Combined Stress: (f fb
1 1
):
D
])+L
D+.75L+.754
D+.75L+.75S
1
1
1.25
1.15
20177
20177
20177
667
667
667
667
668
668
668
668
1214
1214
1214
1214
1000
1000
1250
1150
0.753
0.753
0.681
0.709
753
753
851
816
0
0
0
0
0
0
0
0
1200
1200
1500
1380
0.784
0.784
0.614
0.669
TD+.6W
D+.75(L+Lr+.6W)
D+.7$(L+S+.6W) .
1.6
1.6
1.6
20177
20177
20177
667
667
667
668
668
668
1214
1214
1214
1600
1600
1600
0.589
0.589
0.589
943
943
943
229
172
172
99
1920
74
1920
74
1920
5587
7450
1 7450
0.615
0.586
1 0.586
Lateral Loads Applied to dy f.
Wind = 37 (plf)
LL = (plf)
NO
Fire Protection Factors
-(NONE)-
Fc = 1
E=1
Fb = 1
Ibs
psi
Psi
Sill Hearing
psi
NDS Section 3.7,1.5
psi
NDS Section 3.7.1.5
psi
Vertical Okay
14-lb
psi
psi
Lateral Okay
Unity Okay
bs
psi
psi
Sill Beadria OkRv
psi
NDS Section 3.7.1.5
psi
NDS Section 3.7.1.5
psi
Vertical Okay
Pt -lb
psi
psi
Lateral Okay
Unity Okay
6x6 D F L Past & Timber fix & la reer
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I FO R T E W E B JOB SUMMARY REPORT
Asr
Roof
Member Name
Results (Max UTIL %) Current Solution
Comments
RBI
Passed (78% M) 1 piece(s) 6 x 10 DF No.1
OUTLOOKERl
Passed (10% M) 1 piece(s) 2 x 6 DF No.2 @ 16" OC
Roof Headers
Member Name
Results (Max UTIL %) Current Solution
Comments
HDR3
Passed (52% M) 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
HDR4
Passed (22% M) 2 piece(s) 2 x 8 DF No.2
Level 3 Floor/Roof
Member Name
Results (Max UTIL %)
Current Solution
Comments
DECK 30ISTI
Passed (42% M)
1 piece(s) 2 x 10 DF No.2 @ 16" OC
DECK BEAM
Passed (81% M)
1 piece(s) 6 x 12 DF No.1
BM1
Passed (100% R)
1 piece(s) 5 1/8" x 19 1/2" 24F-V4 DF Glulam
BM2
Passed (30% R)
1 piece(s) 5 1/8" x 19 1/2" 24F-V4 DF Glulam
FJ 1
Passed (67% R)
1 piece(.,) 9 1/2" TJI@ 210 @ 16" OC
Level 3 Floor/Roof Headers
Member Name
Resu(Max UTIL %)
lts
Current Solution
Comments
HDR9
Passed (78% M)
2 piece(s) 2 x 8 DF No.2
HDR10
Passed (40% R)
2 piece(s) 2 x 8 DF No.2
HDR11
Passed (60% R)
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
HDR13
Passed (27% M)
2 piece(s) 2 x 8 DF No.2
Level 2 Floor/Lowest Roof Headers --
Member Name
Results (Max UTIL %)
Current Solution
Comments
HDR14
Passed (81% AT)
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
HDR15
Passed (59% M)
2 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam@ LVL
HDR16
Passed (30% R)
2 piece(s) 2 x 8 DF No.2
HDR17
Passed (89% R)
2 piece(s) 2 x 8 DF No.2
Level 2 Floor/Lowest Roof
Member Name
Results (Max UTIL %)
Current Solution
Comments
BM4
Passed (64% AL)
1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam
ForteWEB Software Operator
Job Notes
Madison Liechty
DO Engineers
(406) 370-8474
mliechty@dci-engineers.com
A
Weyerhaeuser
V-8
a FO RTE W E B MEMBER REPORT PASSED
Roof, RB1
1 piece(s) 6 x 10 DF No.1
Overall Length: 15' 1"
j— —
14' 6"
IM
9
Drawing is Conceptual. All locations are measured from the outside Face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern) _
Member Reaction (Ibs)
2306 @ 2"
12031 (3.50")
Passed (19%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1975 @ 1' 1"
6810
Passed (29%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
8315 @ 7' 6 1/2"
10703
Passed (78%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.305 @ 7' 6 1/2"
0.738
Passed (L/581)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.518 @ 7' 6 1/2"
0.983
1 Passed (L/342)
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.
• 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
Bearing Length
Loads to Supports (Ibs)
Accessones
Total
Available
Required
Dead
Snow
Factored
1 - Stud wall - DF
3.50"
3.50"
1.50"
948
1358
2306
Blocking
2 - Stud wall - DF
3.50"
3.50"
1.50"
948
1358
2306
Blocking
• Blocking panels are assumed to carry no loads applied directly above then) and the full load is applied to me member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
15' 1" o/c
Bottom Edge (Lu)
15' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads Location (Side)
Tributary
Width
(0.90)
(1.15)
Comments
0 - Self Weight (PLF) 0 to 15' 1"
N/A
13.2
--
1 - Uniform (PSF) 0 to 15' 1" (Front)
4' 6"
25.0
40.0
Default Load
• Slde loads are assumed to not induce cross -grain tension.
Member Length : 15' 1"
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyedhaeuser product design criteria and published design values. Weyer aeuser expressly disclaims arty 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 calculaUm Is compatlble with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facifltle5 are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by FCC -ES udder evaluation reports ESR-1153 and ESR-1387
and/or tested in accorciame vAth applicable A" standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
lob Notes
Madison e
DDOEnginn Engineers
(106) 370-8474
mliechty@dci-engineers.com
V-9
al FO RTE W E B MEMBER REPORT PASSED
ROOF, OLITLOOKERI
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Overall Length: 4' 8"
r
r
2, 6„
❑1 Q
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Resuft
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
99 @ 5 1/2"
1406 (1.50")
Passed (7%)
--
1.0 D + 1.0 S (Alt Spans)
Shear (Ibs)
98 @ 2' 6"
1139
Passed (9%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
-99 @ 3' 2 1/4"
975
Passed (10%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.004 @ 4' 8"
0.200
Passed (2L,/999+)
—
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.006 @ 4' 8"
1 0.200
1 Passed (2L/999+)
-
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (0.2") and TL (0,2").
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Hanger on DF studWall
5.50"
Hangers
1.50"
47
93
140 1
See note'
2 - Stud wall - OF
5.50"
5.50"
1.50"
108
186
294
Blocking
• 8l eking Panels are assumed to carry no ksads.applled directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• s See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 3" o/c
Bottom Edge (Lu)
4' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 4' 2 1/2"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASO
Member Pitch : 0/12
Connector: Simpson Strong -Tie
Support Model
Seat Length
Top Fasteners
Face Fasteners Member Fasteners Accessories
1 - Top Mount Hanger J Connector not found
I N/A
N/A
IN/A I N/A
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load
Location (Side)
Spacing
Dead Snow
(0.90) (1.15)
Comments
1 - Uniform (PSF)
0 to 4' 8"
16"
25.0 43.0
Default Load
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 dreumvent 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) ire rot 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 pOdlkt application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Madison Liechty
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
V-10
it FO RTE W E B MEMBER REPORT PASSED
Roof Headers, HDR3
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL
Overall Length: 5' 6"
5'
Ll
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
3386 @ 1 1/2"
7875 (3.00")
Passed (43%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2335 @ 10 1/4"
5544
Passed (42%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
4243 @ 2' 9"
8182
Passed (52%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.072 @ 2' 9"
0.175
Passed (LJ880)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.114 @ 2' 9"
1 0.262
1 Passed (L/553)
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.
Bearing Length
Supports Total Available Required
Loads to Supports (Ibs)
Accessories
Dead
Snow
Factored
1 - Trimmer - DF 3.00"
3.00"
1.50"
1258
2129
3386
None
2 - Trimmer - DF 3.00"
3.00"
1.50"
1258
2129
3386
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 6" o/c
Bottom Edge (Lu)
5' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 5' 6"
N/A
7.4
—
1 - Uniform (PSF)
0 to 5' 6"
18'
25.0
43.0
Default Load
Member Length : 5' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of b products will be In acrardarlce with Weyerhaeuser product design criterla and publlshed design values. Weyerhaeuser expressly disdairns 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 deslgrner of record, bultder or framer is
responsible to assure that this calailation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -parry certifed to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC -ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in aocorda rpm with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser,com/woodproductsf
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Sob Notes
Madison e
DDOEnginn Engineers
(406) 370-8474
mliechty@dci-engineers.com
Weyerhaeuser
V-11
FO RTE W E B MEMBER REPORT PASSED
Roof Headers, HDR4
2 piece(s) 2 x 8 DF NO-2
Overall Length: 5' 3"
5.
n
0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF I
Load: Combination (Pattern)
Member Reaction (Ibs)
461 @ 0
2813 (1.50")
Passed (16%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
333 @ 8 3/4"
3002
Passed (110/u)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
605 @ 2' 7 1/2"
2720
Passed (22%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.012 @ 2' 7 1/2"
0.175
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.020 @ 2' 7 1/2"
1 0.262
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessones
Total
Available
Required
Dead
Snow Factored
1 - Trimmer - DF
1.50"
1.50"
1.50"
179
282 461
None
2 - Trimmer - DF
1.50"
1.50"
1.50"
179
282 461
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 3" o/c
Bottom Edge (Lu)
5' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 5' 3"
N/A
5.5
—
1 - Uniform (PSF)
0 to 5' 3"
2' b"
25.0
43.0
Default Load
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the siring 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 far a design professiaml as determined by the authority having jurisdictloo. The designer of record, builder or framer Is
responsible to assure that this cOTculatlon 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 sustalnabte forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC -ES under evaluation reports ESR-1153 and FSk 1387
and/or tested In accordance with applicable ASTM standards. For Current code evaluation reports, Weyerhaeuser product literature and installation details refer to www,weWhaeusercom/woodP*ducW
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Madison e
DDOEnginn Engineers
(406) 370-8474
mliechty@dci-engineers.com
Weyerhaeuser
V-12
igIFORTEWEB MEMBER REPORT PASSED
Level 3 Floor/Roof, DECK JOIST'
1 piece(s) 2 x 10 DF No.2 @ 16" OC
Overall Length: 8' 1"
7, 6,.
n
E
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
450 @ 3 1/2"
1406 (1.50")
Passed (32%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
358 @ 1' 3/4"
1665
Passed (21%)
1.00
1.0 D + 1.0 L (All Spans)
(Moment (Ft-Ibs)
844 @ 4' 1/2"
2029
Passed (42%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.036 @ 4' 1/2"
0.188
Passed (L/999+)
—
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.054 @ 4' 1/2"
0.375
1 Passed (L/999+)
—
1.0 D + 1.0 L (All Spans)
TJ-Prol- Rating
N/A
N/A
NJA
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Hanger on DF studWall
3.50"
Hanger'
1.50"
162
323
485
See note '
2 - Hanger on 9 1/4" DF beam
3.50"
Hanger'
1.50"
162
323
485
See note '
• At hanger supports, the Total Bearing dlmenyon Is equal to the width of the material that is supportfrxJ the hangs
• ' See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
7' 6" o/c
Bottom Edge (Lu)
7' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 7' 6"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1- Top Mount Hanger
BA210 3.00"
6-10d
8-10d
2-10dx1.5
2 - Top Mount Hanger
THA213 1.75"
4-10d
2-10d
4-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 8' 1"
16"
30.0
60.0
Default Load
Weyerhaeuser warrants tftat the sizing or Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims arty other warranties
related to the software. Use of this w1tware is not Intended to circurrrvent 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, Blodeing Panels and Squash Blocks) are not designed by thls saRware. Products manufactured at
Weyerhaeuser facillttes are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR- 1159 and ESR-1397
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeusu.com/woodproductsy
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Sob Notes
Madison e
DCI Engineers
(406)370-8474
mliechty@dci-engineers.com
V-13
i;91 FORTE W EB MEMBER REPORT PASSED
Level 3 Floor/Roof, DECK BEAMI
1 piece(s) 6 x 12 DF No.1
Overall Length- 15' 7"
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2959 @ 2"
12031 (3.50")
Passed (25%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
2484 @ 1' 3"
7168
Passed (35%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
11040 @ 7' 9 1/2"
13638
Passed (81%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.264 @ 7' 9 1/2"
0.381
Passed (L/692)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.414 @ 7' 9 1/2"
1 0.762
1 Passed (L/442)
—
1.0 D + 1.0 L (All Spans)
• Deflection criteria: ILL (L/480) 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
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Stud wall - DF
3.50"
3.50"
1.50"
1072
1888
2959
Blocking
2 - Column - DF
3.50"
3.50"
1.50"
1072
1888
2959
Blocking
• BlDeking Panels are assumed to carry no loads applied directly above them and the lull load is appued to the memoer cemg oe5ignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
15' 7" o/c
Bottom Edge (Lu)
15' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Vertical Loads
Location (Side)
Tributary
Width
(0.90)
(1.00)
Comments
0 - Self Weight (PLF)
0 to 15' 7"
N/A
16.0
--
1 - Uniform (PLF)
0 to 15' 7" (Front)
N/A
121.5
242.3
Linked from: DECK
JOSITl, Support 1
• Side loads are assumed to not induce crvs5-grain tension.
Member Length : 15' 7"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its prciducts 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 net intended to circumvent the need for a design professlorel as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is oampatitAe with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software Products manufactured at
Weyerhaeuser faGlttles are thlyd•party ceffied to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-"" and ESR•1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product Ilbemture and installation details refer to www.weyerhaeusercorn/woodproductsl
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Madison e
DDOEnginn Engineers
(406)370-8474
mliechty@dci-engineers.com
V-14
2 FORTE W EB MEMBER REPORT PASSED
Level 3 Floor/Roof, BM1
1 piece(s) 5 1/8" x 19 1/2" 24F-V4 DF Glulam
Overall Length_ 12' 3"
P
� A
11, 8"
97
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
11622 @ 2"
11659 (3.50")
Passed (100%)
--
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
7985 @ 1' 11"
20304
Passed (39%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-Ibs)
33683 @ 6' 1 1/2"
74703
Passed (45%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Den. (in)
0.075 @ 6' 1 1/2"
0.298
Passed (L/999+)
--
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl.(in)
0.151 @ 6' 1 1/2"
0.596
Passed (L/947)
I --
1.0 D + 0.75 L + 0.75 S (All Spans)
• Defection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 11' 11".
• The effects of positive or negative camber have not been accounted for when calculating defection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Column - OF
3.50"
3.50"
3.49"
5876
3185
4477
11622
Blocking
2 - Column - DF
3.50"
3.50"
1 3.49.
5876
3185
4477
11622
Blocking
• Bbcking 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)
12' 3" o/c
Bottom Edge (Lu)
12' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary
Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 12' 3"
N/A
24.3
--
•-
1 - Uniform (PSF)
0 to 12' 3" (Front)
4'
25.0
43.0
ROOF TRUSSES
(LOW)
2 - Uniform (PSF)
0 to 12' 3" (Back)
13'
30.0
40.0
-
FLOOR TRUSSES
3 - Uniform (PSF)
0 to 12' 3" (Top)
13'
25.0
-
43.0
ROOF TRUSSES
(HIGH)
WALL DEAD LOAD
4 - Uniform (PSF)
0 to 12' 3" (Top)
8'
15.0
-
-
ABOVE
• Sloe loads are assumed to not induce cross -grain tension.
Member Length : 12' 3"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASO
Weyerhaeuser warrants that the 51zMg of its products will be In accordance with Weyerhaeuser proclud design criteria and pubklshed design values. Weyerhaeuser expressiy dlscialms any other warranties
related to the software. Use of ttrls software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of reeved, bulkier or frarrrer Ls
respon:&e to assure that this calculation is compatible Wth the overall project Accessories (Rim Board. Bioddng Panels and Squash Biocks) are not designed by this software. Produts manufactured at
Weyerhaeuser fadlities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports E5R-1153 and ESR4387
and/or tested In accordance with applkable ASTM standards. for current code evaluation reports, Weyerhaeuser product literature and Installation detafs refer W vnvw.weyerhae isu..com/w+oodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Madison e
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
V-15
it FORTE W E 0 MEMBER REPORT PASSED
Level 3 Floor/Roof, BM2
1 piece(s) 5 1/8" x 19 1/2" 24F-V4 DF Glulam
Overall Length: 13' 7"
13'
❑0
i
0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Desi n Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
3364 @ 2"
11211 (3.50")
Passed (30%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
2415 @ 1' 11"
20304
Passed (12%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
10869 @ 6' 9 1/2"
74517
Passed (15%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.024 @ 6' 9 1/2"
0.331
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.060 @ 6' 9 1/2"
0.663
1 Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 13' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specifled glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - OF
3.50"
3.50"
1.50"
2050
408
1314
3364
Blocking
2 - Stud wall - DF
3.50"
3.50"
1 1.50"
2050
411
1314
3364
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)
13' 7" o/c
Bottom Edge (Lu)
13' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary
Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 13' 7"
N/A
24.3
••
—
1 - Uniform (PSF)
0 to 13' 7" (Front)
V V
25.0
-
43.0
ROOF TRUSSES
(LOW)
2 - Uniform (PSF)
0 to 13' 7" (Back)
V 6"
30.0
40.0
-
FLOOR TRUSSES
3 - Uniform (PSF)
0 to 13' 7" (Top)
3'
25.0
43.0
ROOF TRUSSES
(HIGH)
WALL DEAD LOAD
4 - Uniform (PSF)
0 to 13' 7" (Top)
9
15.0
-
-
ABOVE
• Side loads are assumed to not induce cross -grain tension.
Member Length : 13' 7"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products wrlll be in accordance with Weyerhaeuser Product design criteria and published design values. Weyerhaeuser expressly disdalms any other warranties
related to the software. Use of this software is not intended to circumvent the need for is design professional as determined by the authority having jurisdiction. The deAner or retard, builder or fra mer is
resportsibie to assure that this caculatinn is mmpabble with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are nut designed by this software- Products manufactured at
Weyerhaeuser facilities are third -party certifred to wstainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ]CGES under evaluaWn reports ESR-1153 and ESR•1387
aWor tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weryerhaeusercom/woodproducW
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Madison e
DCI Engineers
(406)370-8474
mliechty@dci-engineers.com
V-16
�4 FORTE W E B MEMBER REPORT PASSED
Level 3 Floor/Roof, F11
1 piece(s) 9 1/2" T7I@ 210 @ 16" OC
Overall Length- 12' 4"
11. 9"
10
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction Ibs)
671 @ 12' 1/2"
1005 (1.75")
Passed (67%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
671 @ 12' 1/2"
1330
Passed (50%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1984 @ 6' 1 1/2"
3000
Passed (66%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load DeFl. (in)
0.183 @ 6' 1 1/2"
0.296
Passed (L/776)
-
1.0 D + 1.0 L (All Spans)
Total Load DeFl. (in)
0.259 @ 6' 1 1/2"
0.592
Passed (L/548)
1.0 D + 1.0 L (All Spans)
TJ-Pro" Rating
51
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 EdgeTM Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProTm Rating include: None.
Supports
Bearing Length
Loads to supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Stud wall - DF
3.50"
2.25"
1.75"
201
490
694
1 1/4" Rim Board
2 - Hanger on 9 1/2" DF Ledger
3.50"
Hanger'
1.75" / - z
207
497
704
See note '
• Rim Award is assumed to carry all loads applied directly above it, bypassing the memoer Deing ("neo.
• 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.
• 1 Required Bearing Length / Required Bearing Length with Web Stiffeners
Bracing
Bracing Intervals
Comments
_Lateral
Top Edge (Lu)
4' 6" o/c
Bottom Edge (Lu)
11' 11" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Member Length : 11' 11 1/4"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
IModel
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Top Mount Hanger
I 1TS2.06/9.5
2.00"
4-10dxl.5
2-10dxl.5
2-Strong-Grip
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load
Location
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 12' 4"
1 16"
1 25.0
60.0
Default Load
Weyerhaeuser warrants that the sizing of its produds 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 proMsoorwi as determined try the authority having jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calculation Is compatible with the overall project. Accessor es (Rim Board, Blocking Panels and Squash Blocic5) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are thlyd-party certlrmd to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC -ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current rode evaluation reports, Weyerhaeuser product literature and Installation detalls refer to www.weyerhaeusercom/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator I Job Notes
Madison Liechty
DCI Engineers
(406)370-8474
mliechty@dci-engineers.com
A
Weyerhaeuser
V-17
a FORTEW E B MEMBER REPORT PASSED
Level 3 Floor/Roof Headers, HDR9
2 piece(s) 2 x 8 DF No-2
Overall Length: 5' 3"
5'
U
E
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual ® Location
Allowed
Result
LDF I
Load: Combination (Pattern)
Member Reaction (Ibs)
1621 @ 0
2813 (1.50")
Passed (58%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1171 @ 8 3/4"
3002
Passed (39%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2128 @ 2' 7 1/2"
2720
Passed (78%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.043 @ 2' 7 1/2"
0.175
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load Def. (in)
0.069 @ 2' 7 1/2"
0.262
1 Passed (L/910)
I -
1.0 D + 1.0 S (All Spans)
• Deflection criteria: ILL (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
Snow
Factored
1 - Trimmer - DF
1.50"
1.50"
1.50"
605
1016
1621
None
2 - Trimmer - DF
1.50"
1.50"
1.50"
605
1016
1621
None
Lateral Bracing Bracing Intervals
Comments
Top Edge (Lu) 5' 3" o/c
Bottom Edge (Lu) 5' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
comments
Width
0 - Self Weight (PLF)
0 to 5' 3"
N/A
5.5
--
LOAD FROM ROOF
1 - Uniform (PSF)
0 to 5' 3"
9
25.0
43.0
TRUSSES
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the Sizing of its products will be in accordance wlth Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantles
related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction, The designer of record, bullder or framer is
responsible to assure that this talcutation is compatible wHh the overall project. Accessories (Rim Board, libddng Panels and Squash Blocks) are not desigrmd by this software. Products manufactured at
Weyerhaeuser fadlities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under evaluation reports ESR-1153 and FSR-1387
and/or tested in accordance with apoKable ASfM standards. For current cork evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuserrnm/wdodproducW
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Madison Liechty
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
Weyerhaeuser
V-18
it FORTEW EB MEMBER REPORT
PASSED
Level 3 Floor/Roof Headers, HDR10
2 piece(s) 2 x 8 DF No-2
Overall Length: 2' 7"
IZi r--- .. _d
2' 4
A
P2.
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Desi n Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1127 @ 0
2813 (1.50")
Passed (40%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
491 @ 8 3/4'
3002
Passed (16%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
728 @ 1' 3 1/2"
2720
Passed (27%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load DeFl. (in)
0.004 @ 1' 3 1/2"
0.086
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load DeFl. (in)
0.006 @ 1' 3 1/2"
0.129
1 Passed (L/999+) I
-
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
1.50"
1.50"
1.50"
419
708
1127
None
2 - Trimmer - DF
1.50"
1.50"
1.50"
419
708
1127
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
2' 7" o/c
Bottom Edge (Lu)
2' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 2' 7"
N/A
5.5
—
1 - Uniform (PSF)
0 to 2' 7"
12' 9"
25.0
43.0
LOAD FROM ROOF
TRUSSES
Member Length : 2' 7"
System : Wall
Member Type: Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the swing Of its products +AII be In accordance with Weyerhaeuser product design criteria and pubtlShed design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this soli Is not intended to circumvent the need for a design professlonal as determined try the authority having Jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculadoo is Compatible with the oveMl project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third party certilled to sustainable forestry standards. Weyerhaeuser Encyineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and E5R 1387
and/or tested In accordance with appliphie ASiM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeasercom/woodfsoducW
document -library.
The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Madison e
DDOEnginn Engineers
(406)370-8474
mliechty@dci-engineers.com
Weyerhaeuser
V-19
FORTE W E B MEMBER REPORT PASSED
Level 3 Floor/Roof Headers, HDR11
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam0 LVL
Overall Length: 5' 3"
U
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2350 @ 0
3938 (1.50")
Passed (60%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1698 @ 8 3/4"
5544
Passed (31%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
3085 @ 2' 7 1/2"
8182
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load DeFl. (in)
0.039 @ 2' 7 1/2"
0.175
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load DeFl. (in)
0.083 @ 2' 7 1/2"
1 0.262
Passed (L/760)
-
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (t1240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Ibs)
Dead Snow Factored Accessories
Total
Available
Required
1 - Trimmer - DF
1.50"
1.50"
1.50"
1233
1117 2350 None
2 - Trimmer - DF
1.50"
1.50"
1.50"
1233
1117 2350 None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 3" o/c
Bottom Edge (Lu)
5' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 5' 3"
N/A
7.4
•-
LOAD FROM ROOF
1 - Uniform (PSF)
0 to 5' 3"
18' 6"
25.0
23.0
TRUSSES
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Cade : IBC 2021
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 arcurrivent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by Oft 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 evacuation 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.weyerhaeusercom/woodproducts/
document -library.
The productappIcabon, input design loads, dimensions and support information have been provkled by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Madison Liechty
DCI Engineers
(406)370-8474
mliechty@dci-engineers.com
V-20
it FORTE W E B MEMBER REPORT
Level 3 Floor/Roof Headers, HDR13
2 piece(s) 2 x 8 DF No.2
Overall Length: 5' 3"
0
L
i
I
5'
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
550 @ 0
2813 (1.50")
Passed (20%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
397 @ 8 3/4"
3002
Passed (13%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
722 @ 2' 7 1/2"
2720
Passed (27%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load DeFl. (in)
0.014 @ 2' 7 1/2"
0.175
Passed (L/999+)
—
1.0 D + 1.0 S (All Spans)
Total Load DeFl. (in)
0.023 @ 2' 7 1/2"
1 0.262
Passed (L/999+)
I --
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
1.50"
1.50"
1.50"
211
339
550
None
2 - Trimmer - DF
1.50"
1.50"
1 1.50"
211
1 339
550
None
Lateral Bracing Bracing Intervals
Comments
Top Edge (Lu) 5' 3" o/c
Bottom Edge (Lu) 5' 3" o/c
-Maximum allowable bracing intervals based on app ieo loaa.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.1S)
Comments
Wid0
- Self Weight (PLF)
0 to 5' 3"
N/A
5.5
--
1 - Uniform (PSF)
0 to 5' 3"
3'
25.0
43.0
ROOF LOAD
PASSED
0
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
VAerhaeuser Notes
Weyerhaeuser warrants that the string of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disda]ms any other warranties
related to the software. Use of this software is not intended to circumvent the need far a design professional as determined by tha authority having jurisdiction. The designer of record, builder or framer 1s
responsible to assure that this calculation Ts compatltlle with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser lacllltes are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by FCC ES under evalQ11on reports ESR 1153 and ESA-13157
and/or tested In accordance with appricable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installatk)n details refer to w w+.weyerhaeusen ofnjwoudproduci:V
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Madison e
DDOEnginn Engineers
(406) 370-8474
mliechty@dci-engineers.com
Weyerhaeuser
V-21
FORTE W EB MEMBER REPORT PASSED
Level 2 Floor/Lowest Roof Headers, HDR14
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam0 LVL
Overall Length: 8' 3"
i ��
S'
rJ
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern) _
Member Reaction (Ibs)
2052 @ 0
3938 (1.50")
Passed (52%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1689 @ 8 3/4"
5544
Passed (30%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
4232 @ 4' 1 1/2"
8182
Passed (52%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl.(in)
0.185 @ 4' 1 1/2"
0.275
Passed (L/534)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.252 @ 4' 1 1/2"
0.313
Passed (L/392)
1
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.
--
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
1.50"
1.50"
1.50"
546
1506
2052
None
2 - Trimmer - DF
1.50"
1.50"
1.50"
546
1506
2052
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 3" o/c
Bottom Edge (Lu)
T 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 8' 3"
N/A
7.4
•-
1 - Uniform (PSF)
0 to 8' 3"
S
25.0
23.0
Default Load
2 - Uniform (PSF)
0 to 8' 3"
S
-
1 50.0
worst cast snow
drift
Member Length : 8' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design rdlues. Weyerhaeuser expressly dlsdaims any otter warranties
related to the software. Use of this software rs not Intended to circumvent the need for a design professional as determined by the authority having judoct on. The designer of record, buIlder or framer Is
responsible to assure that this calculation is compatlWe with the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Products manufacbJred at
Weyerhaeuser facilities are third -patty certified to sustainable foresty standards. Weyerhaeuser Englneemd Lumber Products have been evaluated by I0C-ES under evaluation reports F5R-1153 and ESR-1387
and/or tested in accordance with applicable ASfM standards. For current code evaluation reports, Weyerhaeuser product literature and irrstallation details refer to www.weyerhaeuserxomlwoodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Madison e
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
V-22
it FORTE W E B MEMBER REPORT PASSED
Level 2 Floor/Lowest Roof Headers, HDR15
2 piece(s) 1 3/4" x 9 1/2" 2.0E Microllamp LVL
Overall Length: 8' 6"
0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
3994 @ 1 1/2"
7875 (3.00")
Passed (51%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3015 @ 1' 1/2"
7265
Passed (41%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
7995 @ 4' 3"
13541
Passed (59%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load DeFl. (in)
0.162 @ 4' 3"
0.275
Passed (L/612)
--
1.0 D + 1.0 S (All Spans)
Total Load DeFl. (in)
0.224 @ 4' 3"
1 0.412
1 Passed (L/443)
-
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
3.00"
3.00"
1.52'.
1104
2890
3994
None
2 - Trimmer - DF
3.00"
3.00"
1 1.52"
1104
2890
3994
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 6" o/c
Bottom Edge (Lu)
8' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 8' 6"
N/A
9.7
--
1 - Uniform (PSF)
0 to 8' 6"
10'
25.0
23.0
Default Load
2 - Uniform (PSF)
0 to 8' 6"
10'
-
45.0
worst cast snow drift
Member Length : 8' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
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 fx a design professional as detemdried by the authority having SuMd1lction. The designer of record, bulider or framer is
responsible to assure that this calculation is compatible with the overall project. Accessorles (Rim Board, BlecUng Panels and Squash Blocks) are not designed try this sore. Products manufactured at
Weyerhaeuser facilities are third -party certified to sus47inable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by KC -ES under evaluation reports ESR-1153 and ESR-L387
and/or tested In accordance Wth applicable ASTM standards. For current code evaluation repots, Weyerhaeuser product literature and in>Stallatlon details refer to www,weyerhaeusercom/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Madison e
DDOEnginn Engineers
(406) 370-8474
mliechty@dci-engineers.com
V-23
a FORTE W E B MEMBER REPORT PASSED
Level 2 Floor/Lowest Roof Headers, HDR16
2 piece(s) 2 x 8 DF No.2
Overall Length: T 3"
3'
0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattem)
Member Reaction (Ibs)
855 @ 0
2813 (1.50")
Passed (30%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
471 @ 8 3/4"
2610
Passed (18%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
694 @ 1' 7 1/2"
2365
Passed (29%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Dell. (in)
0.006 @ 1' 7 1/2"
0.108
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.009 @ 1' 7 1/2"
1 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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Trimmer - DF
1.50"
1.50"
1.50"
258
597
855
None
2 - Trimmer - DF
1.50"
1.50"
1.50"
258
597
855
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 3" o/c
Bottom Edge (Lu)
3' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Vertical Loads
Location
Tributary
(0.90)
(1.00)
Comments
Width
0 - Self Weight (PLF)
0 to T 3"
N/A
5.5
--
1 - Uniform (PLF)
0 to 3' 3"
N/A
153.0
367.5
Linked from: FJ1,
Support 1
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser warrants that the siting of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclahns any other warranties
related to Lhe software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jorlsdicton. The designer of record, builder or framer is
responsible to assure that this calwladon Is compatible with the Overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilitles are third party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber products have been evaluated by ICC-ES Under evaluation reports ESE-1L53 and ESR-1387
and/or tested in accordance with applkable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
The productapplkaton, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Sob Notes
Madison Liechty
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
Weyerhaeuser
V-24
;;;iiI FORTE W E B MEMBER REPORT PASSED
Level 2 Floor/Lowest ROOF Headers, HDR17
2 piece(s) 2 x 8 DF No-2
Overall Length: 3' 9"
9.` 6"
n
.10
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (IbS)
2491 @ 0
2813 (1.50")
Passed (89%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1522 @ 8 3/4"
3002
Passed (51%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
2335 @ 1' 10 1/2"
2720
Passed (86%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load DeFl. (in)
0.029 @ 1' 10 1/2"
0.125
Passed (L/999+)
—
1.0 D + 1.0 S (All Spans)
Total Load DeFl.(in)
0.039 @ 1' 10 1/2"
0.188
1 Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (1-1360) 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
Snow
Factored
1 - Trimmer - OF
1.50"
1.50"
1.50"
643
1848
2491
None
2 - Trimmer - DF
1.50"
1.50"
1 1.50"
643
1 1848
1 2491
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 9" o/c
Bottom Edge (Lu)
3' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 3' 9"
N/A
5.5
--
1 - Uniform (PSF)
0 to 3' 9"
13' 6"
25.0
23.0
ROOF TRUSSES
ADD DRIFT OVER
2 - Uniform (PSF)
0 to 3' 9"
13' 6"
50.0
THE WHOLE LOW
ROOF
Member Length : 3' 9"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASO
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.weyerhaeusercom/woodprGducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator lob Notes
Madison Liechty
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com Weyerhaeuser
V-25
;;�iIFORTEWEB
MEMBER REPORT PASSED
Level 2 Floor/Lowest Roof, BM4
1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam
Overall Length: 12' 6"
12'
u
.0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
5906 @ 1 1/2"
9994 (3.00")
Passed (59%)
—
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
4725 @ 1' 3"
12495
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
17725 @ 6' 3"
28290
Passed (63%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.259 @ 6' 3"
0.408
Passed (L/567)
—
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.360 @ 6' 3"
1 0.613
Passed (L/408)
-
1 1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 12' 3".
• 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 - Column - DF
3.00"
3.00"
1.77"
1656
4250
5906
Blocking
2 - Column - DF
3.00"
3.00"
1.77"
1656
1 4250
5906
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full toad is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
12' 6" o/c
Bottom Edge (Lu)
12' 6" 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 12' 6"
N/A
14.9
--
1 - Uniform (PSF)
0 to 12' 6" (Top)
10,
25.0
23.0
2 - Uniform (PSF)
0 to 12' 6" (Front)
10'
-
45.0
• Side loads are assumed to not induce cross -grain tens on.
Member Length : 12' 6"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
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 clrcumvent 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 calculatlon €5 compatitde with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser fadlities 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
aWor tested in accordance with applicable ASTM standards, FOr current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeusercom/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Madison e
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
V-26
9 FO R T E W E B e 30B�SUMMARY REPORT
Aster Kite
Member Name
Results (Max UTE! 9ro}
Current Solution
Comments
Wall: Header Roof Balcony
(10%'.)
Passed (82% M)
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
Wall: Header L3 Balcony (10'-0")
Passed (97% R)
3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
Wall: Header L2 Balcony (10'-0")
Passed (96% R)
3 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL
Wall: Header Roof Corridor
(81-011)
Passed (93% M)
2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL
Wall: Header L3 Corridor (8'-0")
Passed (88% R)
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
Floor: Flush Beam L3 Corridor
(11'-3")
Passed (98% AT)
3 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam@ LVL
Wall: Header Typ Roof (6'-6")
Passed (98% AT)
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
Wall: Header Typ L3 (6-6")
Passed (99% R)
2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL
Wall: Header Typ L2 (6-6")
Passed (100% R)
2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL
ForteWEB Software Operator
Job Notes
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com
A
Weyerhaeuser
V-27
�iI FORTE W E B MEMBER REPORT PASSED
Aster Place, Wall: Header Roof Balcony (10'-0')
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL
Overall Length: 10' 6"
4
SS
y
3
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattem)
Member Reaction (Ibs)
9194 @ 7'
15750 (6.00")
Passed (58%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
4190 @ 6' 1 3/4"
5544
Passed (76%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
-5753 @ 7'
7047
Passed (82%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.124 @ 3' 3"
0.229
Passed (L/666)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.202 @ 3' 2 7/8"
1 0.313
1 Passed (L/408)
-
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/360) and TL (5/16").
• A 13.9% decrease in the moment capacity has been added to account for lateral stability.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
3.00"
3.00"
1.50"
1497
2317
3815
None
2 - Trimmer - DF
6.00"
6.00"
3.50"
3634
5560
9194
None
3 - Trimmer - DF
3.00"
3.00"
1.50"
256
853/-265
1109/-9
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
End Bearing Points
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 10' 6"
N/A
7.4
•-
1 - Uniform (PSF)
0 to 10' 6"
19' 7 1/2"
25.8
10.0
Default Load
Member Length : 10' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sWng 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 circumvant the ieW for a design professional as determined by the authority having Jurisdiction. The designer of record, bulkier or framer is
responsible to assure that this calculatfon is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Bloch) are not designed by this software. Products manufactured at
Weyerhaeuser faclilties are third -party certified to sustalnabie forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by iCC•ES under evaluatlon reports fSR-1153 and FSR-1387
and/or tested in accordance adth applkable ASTM standards. For current code evaluatfon reports, Weyerhaeuser product literature and installation details refer to www.vreyerhaeusercoWwoodpmductsl
document -library.
The product application, input design -loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Richard White
DCI Engineers
(106) 602-4033
rwhite@dci-engineers.com
Weyerhaeuser
V-28
�9I FO RTE W E B MEMBER REPORT
PASSED
Aster Place, Wall: Header L3 Balcony (10'-0")
3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
Overall Length- 10' 6"
+ +
0 + 0
6' 6„
QI 0 E
Drawing Is Conceptual, All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern) [Group]
Member Reaction (Ibs)
11447 @ 1 1/2"
11813 (3.00")
Passed (97%)
•-
1.0 D + 0.75 L + 0.75 S (Alt Spans) [1]
Shear (Ibs)
4670 @ 6' 1 3/4"
7232
Passed (65%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Moment (Ft-Ibs)
-6411 @ 7'
10049
Passed (64%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Live Load Defl.(in)
0.093 @ 3' 3 5/16"
0.229
Passed (L/890)
--
1.0 D + 1.0 L (Alt Spans) [1]
Total Load Defl.(in)
0.153 @ 3' 3 1/16"
1 0.313
Passed (L/539)
-
1.0 D + 1.0 L (Alt Spans) [1]
• Deflection criteria: LL (L/360) and TL (5/16").
• A 5.8% decrease in the moment capacity has been added to account for lateral stability.
• -448 Ibs uplift at support located at 10' 4 1/2". Strapping or other restraint may be required.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer- DF
3.00"
3.00"
2.91"
5368
2546/-58
5560
11447
None
2 - Trimmer - DF
6.00"
6.00"
4.20"
7843
6038
5560
16541
None
3 - Trimmer - DF
3.00"
3.00"
1.50"
553
1427/-5001
853/-265
2263/-448
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
End Bearing Points
Dead
Floor Live
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.00)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 10' 6"
N/A
11.1
--
1 - Uniform (PSF)
0 to 10' 6"
15' 6"
30.0
40.0
-
Interior Floor Load
2 - Uniform (PSF)
0 to 10' 6"
3' 10 1/2"
15.0
60.0
-
Balcony Load
3 - Uniform (PLF)
0 to 10' 6"
N/A
60.0
-
Wall Above
Linked from: Wall:
4 - Point (lb)
1 1/2"
N/A
3634
5560
Header '
Balcony (10(SO'-0"),
Support 2
Linked from: Wall:
5 - Point (lb)
7'
N/A
3634
-
5560
Baderalcony Roof 0"),
Support 2
Linked from: Wall:
6 - Point (Ib)
10-4 1/2"
N/A
256
-
853/-265
Header Roof
Balcony (10'-0"),
Support 3
ForteWEB Software Operator
Job Notes
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com
Weyerhaeuser
Member Length : 10' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
V-29
.I FORTE W EB MEMBER REPORT PASSED
Aster Place, Wall: Header L2 Balcony (10'-0 )
3 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL
Overall Length: 10' 9 1/2"
Q
�
0
Drawing Is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). A[I dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern) [Group]
Member Reaction (Ibs)
24692 @ 7' 1 3/4"
25594 (6.50")
Passed (96%)
1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Shear (Ibs)
7144 @ 6' 1 1/4"
9227
Passed (77%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Moment (Ft-Ibs)
-10785 @ 7' 1 3/4"
15273
Passed (71%)
1.00
1.0 D + 1.0 L (All Spans) (11
Live Load Defl. (in)
0.062 @ 3' 6 7/16"
0.230
Passed (L/999+)
—
1.0 D + 1.0 L (Alt Spans) [1]
Total Load Defl. (in)
0.107 @ 3' 6 5/16"
0.345
1 Passed (L/773)
—
1 1.0 D + 1.0 L (Alt Spans) [1)
• Deflection criteria: LL (L/360) and TL (L/240).
• A 9.1% decrease in the moment capacity has been added to account for lateral stability.
• -366 Ibs uplift at support located at 10' 6 1/2". Strapping or other restraint may be required.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - DF
4.50"
4.50"
3.99"
7372
5409/-122
5718
15716
None
2 - Trimmer - DF
6.50"
6.50"
6.27"
11782
11866
5348
24692
None
3 - Trimmer - DF
4.50"
4.50"
1.50"
1060
3493/-1426
1140/-284
4552/-366
None
Lateral Bracing
Bracing Intervals Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
End Bearing Points
Dead
Floor Live
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.00)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 10' 9 1/2"
N/A
14.2
--
•-
1 - Uniform (PSF)
0 to 10' 9 1/2"
15' 6"
30.0
40.0
-
Interior Floor Load
2 - Uniform (PSF)
0 to 10' 9 1/2"
3' 10 1/2"
15.0
60.0
Balcony Load
3 - Uniform (PLF)
0 to 10' 9 1/2"
N/A
60.0
-
-
Wall Above
4 - Uniform (PLF)
5' 4 1/2" to 8' 8 1/2"
N/A
2354.0
1814.0
1670.0
Linked from: Wall:
5 - Point (lb)
2 1/4"
N/A
5368
2546/-58
5560
Header L3 Balcony
(10'-0"), Support 1
_T
Linked from: Wall:
6 -Point (Ib)
10' 6 3/4"
N/A
553
1427/4001
853/-265
Header L3 Balcony
(10'-0"), Support 3
Member Length : 10' 9 1/2"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
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 inlended 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.weyerhaeusercom/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Richard White
DC[ Engineers
(406) 602-4033
rwhite@dci-engineers.com
V-30
FO RTE W E B MEMBER REPORT PASSED
Aster Place, Wall: Header Roof Corridor (8'-0")
2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL
Overall length: 8' 6"
8'
in
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
5980 @ 1 1/2"
7875 (3.00")
Passed (76%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
4544 @ 1' 1/4"
7074
Passed (64%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
11971 @ 4' 3"
12884
Passed (93%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.218 @ 4' 3"
0.275
Passed (L/455)
—
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.360 @ 4' 3"
0.412
1 Passed (L/275)
—
1 1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
Supports
Bearing Length
Loads to Supports (Ibs)
A«essories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
3.00"
3.00"
1 2.28"
2367
3613
5980
None
2 - Trimmer - DF
3.00"
3.00"
2.28"
2367
1 3613
5980
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
End Bearing Points
Dead
Snow
Vertical Loads
location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 8' 6"
N/A
9.4
--
1 - Uniform (PSF)
0 to 8' 6"
21' 3"
25.8
40.0
Default Load
Member Length : 8' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the slNng 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 soltware. Use of this software is not intended to circumvent the need for a design professional as determined by the audrofity having jurLsdlcdpn. The des finer of record, bulkier or framer Is
responsible to assure that this calculation is cor itAe with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this soRwam. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry spndards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC -ES under evaluation reports ESR-1153 and FSR 1387
arWor tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser=WwoodpmductsJ
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator Job Notes
-A
40 (Richard White
DCI Engineers
406) 602-4033
rwhite@dci-engineers.com Weyerhaeuser
V-31
�91FORTE W EB MEMBER REPORT PASSED
Aster Place, Wall: Header L3 Corridor ff-0")
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
Overall Length: 8' 6"
0 0
.8.
E
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
.Design Results
Actual ® Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
6918 @ 1 1/2"
7875 (3.00")
Passed (88%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
750 @ 10 1/4"
4821
Passed (16%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1878 @ 4' 3"
7115
Passed (26%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load DeFl. (in)
0.041 @ 4' 3"
0.275
Passed (L/999+)
—
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load DeFl. (in)
0.126 @ 4' 3"
0.313
Passed (L/788)
-
1 1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: ILL (L/360) and TL (5/16").
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - DF
3.00"
3.00"
2.64"
3078
227
3840
6918
None
2 - Trimmer - DF
3.00"
3.00"
2.64"
3078
227
3810
6918
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
End Bearing Points
Dead
Floor Live
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.00)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 8' 6"
N/A
7.4
--
--
1 - Uniform (PSF)
0 to 8' 6"
1141
30.0
40.0
40.0
Interior Floor Load
2 - Uniform (PLF)
0 to 8' 6"
N/A
120.0
-
Wall Above
Linked from: Wall:
3 - Point (lb)
1 1/2"
N/A
2367
-
3613
Header Roof
Corridor (8'-0"),
Support 1
Linked from: Wall:
4 - Point (lb)
8' 4 1/2"
N/A
2367
3613
Header Roof
Corridor (B'-0"),
Support 2
Member Length : 8' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
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 jurlsrliction. The designer of record, builder or framer is
responsible to assure that this calculation Is cornpatlble with the overall project. Accessories (Rim Board, Blocking Panels and Squash Socks) are not designed by this software. Products manufactured at
Weyerhaeuser firdIlties are third -party certified to sustainable foreghy standards. Weyerhaeuser Engineered Lumher Products have been evaluated by ICC-ES under evaluation reports ESR•1153 acid E5R•1387
and/or tested in accordance with applicable A5TM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.werrhiieuser.com/woodproducty
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com
V-32
:l FORTE W E B MEMBER REPORT
PASSED
Aster Place, Floor: Flush Beam L3 Corridor (11'-3")
3 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam@ LVL
Overall Length: 11' 10"
0
0
r
r r
r
r
11' 3"
WI
0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
10224 @ 2"
11484 (3.50")
Passed (89%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
8361 @ 1' V
10898
Passed (77%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
14388 @ 7' 2 5/16"
16941
Passed (85%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.290 @ 5' 11 1/4"
0.383
Passed (L/475)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.561 @ 5' 11 V4"
0.575
Passed (L/246)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• A 16.6% decrease in the moment capacity has been added to account for lateral stability.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - DF
3.50"
3.50"
3.12"
4859
641
5365
10224
Blocking
2 - Stud wall - DF
3.50"
3.50"
3.12"
4863
641
5360
10224
Blocking
• Blocking Panels are assumed to carry no loads applied.dIrecpy, above them and tree ruil load is applied to the memoer oemg oesrgneo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
All Bearing Points
Bottom Edge (Lu)
All Bearing Points
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.00)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 11' 10"
N/A
14.5
--
1 - Uniform (PSF)
0 to 11' 10" (Top)
114,
30.0
40.0
L2 Floor Load
2 - Uniform (PLF)
0 to 1' 9" (Top)
N/A
815.0
55.0
850.0
3 - Uniform (PLF)
10' to 11' 10" (Top)
N/A
815.0
55.0
850.0
Linked from: Wall:
4 - Point (lb)
1' 9" (Top)
N/A
3078
227
3840
Header L3 Corridor
(8'-0"), Support 1
Linked from: Wall:
5 - Point (Ib)
10' (Top)
N/A
3078
227
3840
Header L3 Corridor
(8'-0"), Support 2
• Side bats are assumed to not Induce cross -grain tension.
Member Length : 11' 10"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the suing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdalms any other warranties
related to the software. use of this Software 15 not intended to Orcumvent 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 cal"tion Is compatible Wth the overall pmect. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this soltware. Wnducts manufactured at
Weyerhaeuser faclllues are third -parry Certified to sustainable foresby standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ]CC -ES under evaluation reports ESR-1153 and ESR-1367
and/or tested in accordance with applicable A-STM standards. For current mde evaluation reports, Weyerhaeuser product literature and installation detakis refer to www.weyerhaeuser,mmlwocdproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com
V-33
;�ii FO RTE W E B MEMBER REPORT PASSED
Aster Place, Wall: Header Typ Roof (6'-6 )
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
Overall Length: 7'
6' 6"
LI
0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
4543 @ 1 1/2"
7875 (3.00")
Passed (58%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3435 @ 10 1/4"
5544
Passed (62%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
7393 @ 3' 6"
8182
Passed (90%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.185 @ 3' 6"
0.225
Passed (L/437)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.306 @ 3' 6"
1 0.313
Passed (L/264)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (5/16").
Supports _
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - DF
3.00"
3.00"
1.73"
1796
2748
4543
None
2 - Trimmer - DF
3.00"
3.00"
1 1.73"
1796
2748
4543
None
Lateral Bracing Bracing Intervals
Comments
Top Edge (Lu) Continuous
Bottom Edge (Lu) End Bearing Points
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 7'
N/A
7.4
•-
1 - Uniform (PSF)
0 to 7'
19' 7 1/2"
25.8
40.0
Default Load
Member Length : 7'
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the siring or 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 or this software is not Intended to circumvent the need far a design professional as determined by the authority having jurlsdiction. The designer of record, builder or framer is
responsible to assure that this calculation Is compatible with the overall project Accessories (Rim Board, Blacidng Panels and Squash Blodcsy are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustalnable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC•ES under evaluation repass ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator Job Notes
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com Weyerhaeuser
V-34
it FORTE W E B MEMBER REPORT PASSED
Aster Place, Wall: Header Typ L3 (6'-6")
2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam0 LVL
Overall Length: 7'
0 0
6' 6"
0
Drawing is Conceptual. All locations are measured From the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Desk n Results
Actual @ Location
Allowed
Result
LDF 1
Load: Combination (Pattern)
Member Reaction (Ibs)
7775 @ 1 1/2"
7875 (3.00")
Passed (99%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
3184 @ 1' 1/4"
6151
Passed (52%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
7315 @ 3' 6"
11204
Passed (65%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.080 @ 3' 6"
0.225
Passed (L/999+)
-•
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.156 @ 3' 6"
0.338
Passed (L/519)
--
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - DF
3.00"
3.00"
2.96"
3982
2310
2748
1 7775
None
2 - Trimmer - DF
3.00"
3.00"
2.96"
3982
2310
2748
7775
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
End Bearing Points
Dead
Floor Live
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.00)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 7'
N/A
9.4
—
--
1 - Uniform (PSF)
0 to 7'
16' 6"
30.0
40.0
-
Interior Floor Load
2 - Uniform (PLF)
0 to 7'
N/A
120.0
-
-
Wall Above
Linked from: Wall:
3 - Point (lb)
1 1/2"
N/A
1796
2748
Header Typ Roof
(6'-6"), Support 1
Linked from: Wall:
4 -Point (lb)
6' 10 1/2"
N/A
1796
-
2748
Header Typ Roof
(6-6"), Support 2
Member Length : 7'
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
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 W this software is not Intended to circumvent the need for a design professional as determined by the authority having jur6dlctlnn. The designer of record, bui*r or framer is
responsible to assure that this Calculation is compatible with the overall project. Accessories (Rim Board, Blocking Pallets and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser Fadlities are third -patty 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 A5TM standards. For Current code evaluation reports. Weyerhaeuser product literature and installation details refer to www.weyerhaeusrr..com/wWproductV
document -library.
The praduet application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com
Weyerhaeuser
V-35
it FORTEW EB MEMBER REPORT PASSED
Aster Place, Wall: Header Typ L2 (6-6' )
2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL
Overall Length: T 3"
66"
Ed
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
11833 @ 3"
11813 (4.50")
Passed (100%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
3184 @ 1' 1 3/4"
6151
Passed (52%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
7315 @ 3' 7 1/2"
11204
Passed (65%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.080 @ 3' 7 1/2"
0.225
Passed (L/999+)
--
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.156 @ 3' 7 1/2"
0.338
Passed (L/519)
—
1 1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - DF
4.50"
4.50"
4.51"
6246
4703
2748
11833
None
2 - Trimmer - DF
4.50"
4.50"
4.51"
6246
4703
2748
11833
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
Continuous
Bottom Edge (Lu)
End Bearing Points
Dead
Floor Live
Snow
Vertical Loads
Location
Tributary
(0,90)
(1.00)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to T 3"
N/A
9.4
30.0
•-
•-
1 - Uniform (PSF)
0 to T 3"
16' 6"
40.0
Interior Floor Load
2 - Uniform (PLF)
0 to 7' 3"
N/A
120.0
-
Wall Above
Linked from: Wall:
3 - Point (lb)
2 1/4"
N/A
3982
2310
2748
Header Typ L3
(6-6"), Support 1
Linked from: Wall:
4 - Point (lb)
7' 1 3/4"
N/A
3982
2310
2748
Header Typ L3
(6'-6"), Support 2
Member Length : 7' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Cade : IBC 2021
Design Methodology : ASD
Weyerhaeuser warrants that the sWng 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 authorlty having jurisddc ori. The designer or record, builder or framer is
responsible to assure that this catcutatWn Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this soUara. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC -ES under evaluation reports E5R-1153 and ESR-1387
and/or tested In accordance with applirahle ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.vreyerhaeusermm/woodproducW
document -library.
The productappiiradon, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com
V-36
Project:
Aster Place
ID:
24151-0216
Engineer.
RAW
Date:
12/12/2024
Description:
1.5' W Strip (2660plf max)
��DCI
E n G I n E E R S
AC1318-19 - Concrete Strip Footing Design
1,5' W x 10"Dg w/ (2 f #4 EW
Input
W ftg =
1.5
ft
tftg=
10
in
twall =
6
In
Wall Type
Other
dsoil =
0
in
f, =
4000
psi
long. (t&s) bar size =
#4
long. (t&s) bar qnty =
2
Fy =
60
ksi
gallow =
2000
psf
Wu (LRFD) =
4260
plf
Wu (ASD) _J�
2663 4MPlf
clu (LRFD) =
2840.00
psf
As,prov =
0.40
in
Aweq =
0.32
in
Min Steel?
OK
width of strip footing
thickness of strip footing
wall thickness
material of wall (critical face varies perACI 15.4.2)
depth of sail over footing
concrete strength
rebar size in footing
quantity of bars in each direction
steel yeild strength
allowable bearing pressure
maximum LRFD load
maximum ASD load
maximum LRFD bearing at base of footing
area of steel provided
area of temperature and shrinkage steel required -- 7.6.1.1
Bearing capacity
gmax =
1900.0
psf
gallow =
2000
psf
Unity
95.0%
utilization
Status
OK
Shear Capacity per Section 14.5.5.1
=
0.60
phi factorfor plain concrete shear -- T21.2.1
h =
8
in
footing depth to consider -- R14.3.2.1 -- 14.5.1.7 -- R14.5.1.7
bw =
12
in
width on a per foot basis
I =
-0.209
ft
dist from critical section to evaluate one way shear at -- 14.4.3.3.1
A =
1.0
lightweigtht concrete modification factor -- T19.2.4.1(a)
�Vc =
3.64
klf
factored one way shear capacity per foot width -- T14.5.5.1c
V. =
NA
klf
factored one way shear demand at critical section per foot width
Status
OK
4
[Eq 14.5.5.1a] Vn = 3 d f c bwh
Bending Capacity per Section 14.5.2.1
=
0.60
phi factorfor plain concrete bending -- T21.2.1
h =
8
in
footing depth to consider -- R14.3.2.1 -- 14.5.1.7 -- R14.5.1.7
Sm =
128.0
in
section modulus of strip footing per foot width
=
0.625
ft
dist from critical section to evaluate flexural demand at -- T14.4.3.2.1
(W =
2.02
k-ft/ft
factored bending capacity of footing perfoot width -- 14.5.2.]
Mu =
0.55
k-ft/ft
factored bending moment demand at critical sectior
Status
OK
No trans ffereinforcing repuired
[Eq 14.5.2.1a] Mn = 5d f'c Sm
[Eq 14.5.2.1b] Mn = 0.85f'cS 1
V-37
Project.
ASTER Place
ID:
24151-0216
Engineer:
RAW
Date:
12/12/2024
Description:
3.0' W Strip (4400plf max)
��DCI
E n G I n E E R S
ACI 318-19 - Concrete Strip Footing Design
3. 0' W x T O" pP w/ (4) 44 EW
Whg =
3.0
ft
width of strip footing
tRg =
10
in
thickness of strip footing
twaii =
8
in
wall thickness
Wall Type
Concrete
material of wall (critical face varies perACI 15.4.2)
dsoi, =
36
in
depth of soil over footing
f,, =
3000
psi
concrete strength
long. (t&s) bar size =
#4
rebor size in footing
long. (t&s) bar qnty =
4
quantity of bars in each direction
Fy =
60
ksi
steel yeild strength
claRow =
2000
psf
allowable bearing pressure
Wu (LRFD) =
7040
plf
maximum LRFD load
Wu (ASD) =
4400
plf
maximum ASD load
clu (LRFD) =
2346.67
psf
maximum LRFD bearing at base of footing
As prov =
0.80
in'
area of steel provided
As,req =
0.65
in'
area of temperature and shrinkage steel required
Min Steel?
OK
Capacity
cimax =
1996.7 psf
ciallow =
2000 psf
Unity
99.8% utilization
Status
OK
Shear Capacity per Section 14.5.5.1
=
0.60
phi factor for plain concrete shear -- T21.2.1
h =
8
in
footing depth to consider -- R14.3.2.1 -- 14.5.1.7 -- R14.5.1.7
bw =
12
in
width on a per foot basis
I =
0.334
ft
dist from critical section to evaluate one way shear at -- 14.4.3.3.1
=
1.0
lightweigtht concrete modification factor -- T19.2.4.1(a)
�Uc =
3.15
klf
factored one way shear capacity per foot width -- T14.5.5.1c
V =
0.39
klf
factored one way shear demand at critical section per foot width
Status
OK
4
[Eq 14.5.5.1a] Vn = 3.1 f'� bwh
Bending Capacity per Section 14.5.2.1
=
0.60
phi factor for plain concrete bending -- T21.2.1
h =
8
in
footing depth to consider -- R14.3.2.1 -- 14.5.1.7 -- R14.5.1.7
Sm =
128.0
)n
section modulus of strip footing per foot width
=
1.167
ft
dist from critical section to evaluate flexural demand at -- T14.4.3.2.1
Vn =
1.75
k-ft/ft
factored bending capacity offooting perfoot width -- 14.5.2.]
M. =
1.60
k-ft/ft
factored bending moment demand at critical sectior
Status
OK
Na transverse reinforcing required
[Eq 14.5.2.1a] Mn = 5d f'o Sm
[Eq 14.5.2.1b] Mn = 0.85f'oSm
V-38
Project:
Aster Place
ID:
24151-0216
Engineer:
RAW
Date:
12/12/2024
Description:
4.0' W Strip (6900plf max)
��DCI
E n G I n E E R S
ACI 318-19 - Concrete Strip Footing Design
4.0'Wx14VPw/(5)#5EW
Wftg =
4.0
tftg =
14
twall =
11
Wall Type
Other
dsofl =
0
f.o =
4000
long. (t&s) bar size =
#5
long. (t&s) bar qnty =
5
Fy =
60
gallow =
2000
Wu (LRFD) =
11040
Wu (Aso) _
1111p 6900
clu (LRFD) =
2760.00
As,prov =
1.55
As,req =
1.21
Min Steel?
OK
Bearing
cl—x =
1900.0
gallow =
2000
Unity
95.0%
Status
OK
Shear Capacity per Section 14.5.5.1
ft
width of strip footing
in
thickness of strip footing
in
wall thickness
material of wall (critical face varies per ACI 15.4.2)
in
depth of soil overfooting
psi
concrete strength
rebar size in footing
quantity of bars in each direction
ksi
steel yeild strength
psf
allowable bearing pressure
plf
maximum LRFD load
plf
maximum ASD load
psf
maximum LRFD bearing at base of footing
in'
area of steel provided
in'
area of temperature and shrinkage steel required -- 7.6.1.1
psf
psf
utilization
=
0.60
phi factor for plain concrete shear -- T21.2.1
h =
12
in
footing depth to consider -- R14.3.2.1 -- 14.5.1.7 -- R14.5.1.7
lbw =
12
in
width on a perfoot basis
I =
0.605
ft
dist from critical section to evaluate one way shear at -- 14.4.3.3.1
X =
1.0
lightweigtht concrete modification factor -- T19.2.4.1(a)
Vc =
5.46
klf
factored one way shear capacity perfoot width -- T14.5.5.1c
V. =
0.83
klf
factored one way shear demand at critical section perfoot width
Status
OK
4
[Eq 14.5.5.1a] Vn = 3 d f'o bWh
Bending Capacity per Section 14.5.2.1
=
0.60
phi factor for plain concrete bending -- T21.2.1
h =
12
in
footing depth to consider -- R14.3.2.1 -- 14.5.1.7 -- R14.5.1.7
Sm =
288.0
in'
section modulus of strip footing perfoot width
I =
1.771
ft
dist from critical section to evaluate flexural demand at -- T14.4.3.2.1
(M =
4.55
k-ft/ft
factored bending capacity of footing perfoot width -- 14.5.2.]
Mu =
4.33
k-ft/ft
factored bending moment demand at critical sectior,
Status
OK
No transverse rein orcin required
[Eq 14.5.2.1a] Mn = 5d f'o Sm
[Eq 14.5.2.1b] Mn = 0.85 f'o Sm
V-39
Project. Aster Place
ID: 24151-0216
Engineer: RAW -
Date: 12/12/2024
Description: F3.0 (12.9k max) DC1
n G in E E R s
AC1318-19 - Square Spread Footing Design
F3.0
Inputs
Whg = 3.0 ft footing width
tkg = 10 in footing thickness
Wcoi = 5 in column width
d,o;i = 36 in depth ofsoil overfooting
f,o = 3000 psi concrete strength
bar size = #4 rebar size in footing
qnty = 4 quantity of bars in each direction
Fy = 60 ksi steel yeild strength
gaiiow = 2000 psf allowable bearing pressure
Pu (LRFD) = 20.7 k maximum LRFD load
P. (ASD) =� 12.9 k maximum ASD load
qu (LRFD) = 2.30 ksf maximum LRFD bearing at base of footing
As,prov = 0.80 in' area of steel provided
Incorp 8.6.1.2? NO 8.6.1.2 -- consideration of punching failure driven by flexure
As,feq = 0.65 in' required area of steel -- 8.6.1.1 -- 8.6.1.2
Min Rein? OK
Max Rein? OK
Bearing Capacity
gmax =
1967.50 psf maximum bearing pressure
gagow =
2000 psf allowable bearing pressure
Unity=
98.4% utilization
Status
OK
Punching Shear Capacity per Section 12.6
=
0.75
phifactorfor shear -- T21.2.1
d =
6.5
in depth to reinforcing (assumed 3" cover) -- T20.5.1.3.1 -- 22.6.2.1
bo =
46
in perimeter of critical section taken at d/2 from face of column -- 22.6.4.1(a)
bsiab=
15
in effective slab width -- 8.4.2.2.3
As =
1.0
size modification factor -- 13.2.6.3
A =
1.0
lightweigtht concrete modification factor -- T19.2.4.1(a)
as =
40.0
location constant -- 22.6.5.3
[i =
1.0
ratio of dimensions -- T22.6.5.2(ii)
vc =
219
psi concrete stress capacity -- T22.6.5.2(a)
vo =
328
psi concrete stress capacity T22.6.5.2(b)
vc =
419
psi concrete stress capacity T22.6.5.2(c)
vuv =
63
psi concrete stress demand
(�Vc =
49
k nominal punching shear capacity
V. =
18.6
k punching shear at critical section
Unity=
38.0%
utilization
Status
OK
Equivalent Concrete Stress
[T22.6.5.2a] vc = 4XsX f c
Provided by Reinforcement
[T22.6.5.2b] vc = (2 + R)XsX f c
OVc = vcbod
[T22.6.5.2c] vc = (ab + 2 )�sXf c
V-40
One Way Shear Capacity per Section 22.5
=
0.75
phi factorfor shear -- T21.2.1
d =
6.25
in
depth to reinforcing (assumed 3" cover) -- T20.5.1.3.1 -- R22.5.5.1 -- 22.5.2.1
1=
0.771
ft
width of footing to evaluate one way shear demand -- T13.2.7.1
P. =
0.0036
reinforcing ratio
(�V,=
11.29
k
nominal one way shear capacity -- T22.5.5.1(c) -- 22.5.5.1.1 (limit)
V =
0.89
k
maximum shear at critical section
Unity =
7.85%
utilization
Status
OK
[T22.5.5.1c] Vc = 8A,sa f'c pW3bwd
F
Bending Capacity per Chapter 22.3
d =
6.25
in
depth to reinforcing (assumed 3" cover) -- T20.5.1.3.1
I =
1.292
ft
width of footing to evaluate flexural demand -- T13.2.7.1
a =
0.522
in
depth to uniform stress block -- 22.2.2.4.1
p1=
0.85
stress block factor -- T22.2.2.4.3
X =
0.614
depth to neutral axis -- 22.2.2.4.1
E =
0.0275
strain in steel -- R21.2.2 a
=
0.9
phi factor for bending -- T21.2.2 Mn = As * fr * (d 2�
Tension CTRL?
YES
-- T21.2.2
(M =
21.56
k-ft
nominal bending capacity of foundation
M. =
5.80
k-ft
maximum bending moment at critical section
Unity=
26.9%
utilization
Status
OK
Bearing Capacity at Interface per Section 22.8
= 0.65 phi factor for bearing -- T21.2.1
�B = 41.43 k nominal bearing capacity of spread footing — T22.8.3.2(c) -- R22.8.3.2
B = 20.7 k -- 22.8.2.1
Bearing capacity OK. Provide minimum steel across interface
V-41
LATERAL
Project: Aster Place
ID: 24151-0216 —
Engineer. RAW —
Date: 1/3/2025 ��DCI
Description: 2x6 King - Max Width 9.6ft E n G I n E E R S
Species/Grade Douglas Fir -Larch No 2
King Member 2x6
h 9.08 ft plate height
s 16 in stud spacing
W 9.6 ft opening width
AT 50 ft2 wind tributary area
qZ 33.0 psf wind pressure (strength level)
W 181 plf uniform wind load (strength level)
M 1121 lb-ft bending moment (service level)
Fb 900 psi material allowable bending stress
CD 1.6 load duration factor
CF 1.30 size factor for bending
E 1600000 psi modulus of elasticity
Sx 7.56 in3 section modulus
Fb' 1872 psi design allowable bending stress
fb 1778 psi bending stress (service level)
Unity 95.0% utilization use solver to set this cell = —0.95 by changing B11
Deflection 0.35 in (at0.42xWL) verify deflection is acceptable
L/ 311
L-1
Project: Aster Place
ID: 24151-0216 -
Engineer: RAW
Date: 1/3/2025 -
DCI
Description: (2) 2x6 King - Max Width 20.6ft E n G In E E R S
Species/Grade Douglas Fir -Larch No 2
King Member
(2) 2x6
h
9.08 ft
plate height
s
16 in
stud spacing
W
20.6 ft
opening width
AT
100 ft2
wind tributary area
qZ
33.0 psf
wind pressure (strength level)
W
362 plf
uniform wind load (strength level)
M
2242 lb-ft
bending moment (service level)
Fb
900 psi
material allowable bending stress
CD
1.6
load duration factor
CF
1.30
size factor for bending
E
1600000 psi
modulus of elasticity
Sx
15.13 in3
section modulus
Fb'
1872 psi
design allowable bending stress
fb
1778 psi
bending stress (service level)
Unity
95.0%
utilization use solver to set this cell = -0.95 by changing 811
Deflection
0.35 in
(at 0.42xwL) verify deflection is acceptable
L/
311
L-2
l I i If
T-9z- -
fl I ll it �
1 J
l i i
j
ter^
l - sM . I-
Z-Z- [ I
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41 �>) .9 9.wl
YYYY`�`r'SAY' ' nTYn'n
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_ 4 , ,
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r -
0-- Z tZ-c,
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C--
u
Project: Aster Place - Building B
ID: 24151-0216
Engineer: RAW
Date: 01/24/7024
Note:
= input cell
Dead 25.0 psf
_-s
��DCI
E 1T1 G# n E E R S
Seismic Base Shear and Distribution
Weight Description
Roof I Floor Wall
Exterior Interior Light Party
15.0 psf 30.0 psf 12.0 psf 20.0 psf
An n neF
Level
Story Ht
Seismic Areas
Weight
Total Area
Level 3
8.1 ft
6566 ftZ
866 ft
326 ft
285 kip
6566 ft'
Level 2
10.8 ft
10958 ftZ
708 ft' 6566 ft2
1380 ft
578 ft
840 kip
18232 ft'
Level 1
10.8 ft
1199 ftZ
1417 ftZ 15656 ftZ
1380 ft
578 ft
844 kip
18271 ftz
Seismic Weight of buumng vv =1 LUOU Kiel
Lateral Force Resisting System
System
R Do Cd
Cs
V = Base Shear (C,Wp)
Wood SW
6.5 2.5 4
0.04
79 kip
OMF
3.5 2.5 3
0 kip
SMF
8 2.5 5.5
0 kip
Special CMU
5 2 3.5
0 kip
Irregularity Increase (ASCE 7-16 12.3.3.4): No (1.0)
Redundancy Increase (ASCE 7-16 12.3.4): No (1.0)
Flexible Diaphragm Yes
Drags require 1)p No
Op = N/A
Spectral Accel at 0.2s Sos = 0.258
Seismic Importance iE 1.0
Fpx max = 0.4 (Sos) IE * wp 0.103 * wp max
Fpx min = 0.2 (SDS) IE * wp 0.052 * w„ min
Force Distribution for Wood SW
ELF Distribution of Se_ ismic Force_s_(ASCE 7-16 set 12.8.3):
/Mi to- P-- - at 1 nFi
Level
Wi
Story Ht
hi Wih;x C,
F,
FFx
ELF Story Shear
qsw
Level 3
285.0 k
8.1 ft
29.6 ft
8,432 0.237
18.7 k
18.7 k
19 kip
2.8 psf
Level 2
839.7 k
10.8 ft
21.5 ft
18,053 0.508
40.0 k
58.7 k
40 kip
2.2 psf
Level 1
844.0 k
10.8 ft
10.8 ft
9,073 0.255
1 20.1 k
78.7 k
20 kip
1.1 psf
2Wih,'-= 35,bbb
Seismic Forces at Dia h rag m ASCE 7-16 sec 12.1D.1.1 :
!Kirov• p.,r- �ru of 1 nFi
Level
Fi Wi FFi / iWi
governing
Fpx
y = Fpx / Fx
Diaphragm Force
gdia
Level 3
18.7 k
285.0 k
0.066
0.066 calc'd
18.7 kip
1.00
19 kip
2.8 psf
Level 2
40.0 k
839.7 k
0.052
0.052 calc'd
43.8 kip
1.10
44 kip
2.4 psf
Level 1
20.1 k
844.0 k
0.040
0.052 min
43.6 kip
1 2.17
44 kip
2.4 psf
L-9
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