HomeMy WebLinkAboutStructural CalculationsStructural Calculations
Aster Place - Building A
Parachute, CO
p' OSeph
DO Job Number 24151-0216
February, 2025
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GENERAL
TABLE OF CONTENTS
GARFIELD COUNTY REQUIREMENTS G1
DESIGN CRITERIA G2 - G3
CODE SUMMARY G4 - G8
GRAVITY ANALYSIS
STUD WALL AND POST DESIGN VI - 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
GENERAL
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
ASCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address:
Valley View Dr
Parachute, Colorado
81635
ASCE Hazards Report
Standard: ASCE/SEl7-22 Latitude: 39.441158
Risk Category: II Longitude:-108.033223
Soil Class: D - Stiff Soil Elevation: 5375.517769365644 ft
(NAVD 88)
Q
Go � Ni
9 Ci 5�• h�
�` S'aFlrelro or
Wn ra
aH'ey° 4r
°rr
rn:
n
cliff view Cie
�7r �
3
F r Le
��TOryrc
a
Wind
Results:
Wind Speed
10-year MRI
25-year MRI
50-year MRI
100-year MRI
300-year MRI
700-year MRI
1,700-year MRI
3,000-year MRI
10,000-year MRI
100,000-year MRI
1,000,000-year MRI
Data Source:
Date Accessed:
MPS /ascehazardtoo
l.flr�l
104 Vmph
76 Vmph
82 Vmph
86 Vmph
91 Vmph
98 Vmph
104 Vmph
110 Vmph
114 Vmph
123 Vmph
140 Vmph
155 Vmph
rc
ASCE/SEI 7-22, Fig. 26.5-113 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'
AMERIM SOCIETY OF M ENGINEERS
Seismic
Site Soil Class:
D - Stiff Soil
Results:
PGA M :
0.17
TL
SMs
0.33
Ss
SM,
0.12
S,
Sos
0.22
VS30
Sp,
0.077
Seismic Design Category: B
0.45 Multi -Period MCER Spectrum
0,30 f
0.40
`
0.25
0.35
0.30
0.20
•
0.25
015
•
0.20
*
it
•
0.15
■
0.10
•
0.10
�
0.05
•
0.05
a
•
0 2 4
6 8
10
S.(g) vs T(s)
0.35
0.30 �y
0.25
0.20
0.15
0.10
0.05
4
0.28
0.052
260
Multi -Period Design Spectrum
2 4 6
Sa(g) vs T(s)
Two -Period Design Spectrum
o z5
0.20
w
•
0.15 s
•
0.10
0.05 '
7 —
1 S. (g) vs T3
(s) 3 4 5 1 Sa (g) vs T(s)
Two -Period NICE R Spectrum
10
4 5
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 §71/asr-ehazardtool.or / Page 3 of 5 Fri Nov 22 2024
G-3
DCI, Inc JOB TITLE Aster Place - Building A
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 =
Importance Factor
Seismic Importance factor =
Type of Construction:
Fire Rating:
Roof =
Floor =
Building Geometry:
Roof angle (0)
Building length
Least width
Mean Roof Ht (h)
Parapet ht above grd
Minimum parapet ht
hb for Elevated bldg
Live Loads:
11
1.00
1.00
1.00
0.0 hr
00hr
3.00 / 12 14.0 deg
286.0 ft
96.0 ft
32.7 ft
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
1060 Fowler Ave. Ste 202
JOB T1TLE Aster Place - Building A
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
Tcaoaraohic 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
KZ = 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 = 96.0 ft
/z (0.6h) = 19.6 ft
Riaid Structure
e =
0.20
f =
500 ft
Zmin =
15 ft
c =
0.20
9Q, 9v =
3.4
LZ =
450.5 ft
Q =
0.88
IZ =
0.22
G=
0.86 use G=0.85
"- Speed-up
AZ) x(upwind) _ s(downwind)
. ,n•r• Hit H
ESCARPMENT
V(z)
z
Speed-up
VW x(vpannd) K(duwnwmd)
1 1112; 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 = 0.34 Rigid structure (low rise bldg)
G = 0.85 Using rigid structure default
Flexible or Dvnamically Sensitive Structure
Natural Frequency (qj) =
0.7 Hz
Damping ratio (0) =
0.01
/b =
0.650
/a =
0.154
Vz =
101.2
Nj =
3.12
Hn =
0.068
Rh =
0.557 = 1.040
Re =
0.274 rl = 3.055
RL =
0.032 g = 30.467
9R =
4.104
R =
0.753
Gf =
1.063
h = 32.7 ft
G-5
DCI, Inc
1060 Fowler Ave Ste 202
Bozeman, MT
(406) 556-8600
JOB TITLE Aster Place - Building A
JOB ND. 24151-0216
CALCULATED BY RAW
CHECKED BY
Wind Loads - MWFRS h560' (Low-rise Buildings) except for open buildings
Kz = Kh = 1.000
Base pressure (qh) = 28.8 psf
GCpi = +/-0.18
Wind Pressure Coefficients
SHEET NO.
DATE
DATE
Edge Strip (a) = 9.6 ft
End Zone (2a) = 19.2 ft
Zone 2 length = 48.0 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
1
1 -0.43
-0.25
-0.61
Ultimate Wind Surface Pressures (psf)
1
18.9 8.6
-7.8 -1 8.1
2
-14.7 -25.0
-14.7 -25.0
3
-7.4 -1 7.7
-5.5 -15.8
4
-5.6 -1 6.0
-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
-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 PressuresApsf
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
VWNDWARD
OVERHANG M WINDWARDROUF
LEEWARD ROOF
VERTICAL
9
6
3
TRANSVERSE ELEVATION
fT1 SViN9WARDRD
III 1 1 { III I l i vrwAReROOp
VERMAL
Last XM9'2
LONGTTIIDINAL ELEVATION
G-6
DCI, Inc
1060 Fowler Ave. Ste 202
Bozeman, MT
(406) 556-8600
Snow Loads: ASCE 7- 16
Roof slope = 14.0 deg
Horiz. eave to ridge dist (W) = 48.0 ft
Roof length parallel to ridge (L) = 286.0 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
Rain on Snow Surcharge Angle
0.96 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
Uniform Roof Design Snow Load = 22.5 psf use 40.0
Unbalanced Snow Loads - for Hip & Gable roofs on]
JOB TITLE Aster Place - Building A
JOB No. 24151-0216 SHEET NO.
CALCULATED BY RAW DATE
CHECKED BY DATE
Nominal Snow Forces
Near ground level surface balanced snow load = 30.0 psf
NOTE: Alternate spans of continuous beams shall be loaded
with half the design roof snow load so as to produce the greatest
possible effect - see code for loading diagrams and exceptions
for gable roofs
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 12.96' = 44.3 psf = hdy / JS + Ps
Leeward snow load from 12.96' to the eave = 22.5 psf = Ps
Snow Drift 1 - Aaainst_roof projections, 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- Against roof projections, parapets, 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 =
108 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
w
Lu
Note: If bottom of projection is at least 2 feet
above hb then snow drift is not required.
m-
G-7
DCI, Inc
1060 Fowler Ave. Ste 202
Bozeman, MT
(406) 556-8600
Seismic Loads:
IBC 2018
Risk Category:
11
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
SD1 =
0.072
JOB TITLE Aster Place - Building A
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) = 6.5 To = 0.2(Sd1/Sds) _
Over -Strength Factor (0o) = 2.5 Ts = Sd1/Sds =
Deflection Amplification Factor (Cd) = 4 Long Period Transition Period (TL) _
SDs = 0.258
SD1 = 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 = flo QE +/- 0.2SDs D = &G40&"Qe 0.052D
D = dead load
ALLOWABLE 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 '= 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
1.\15W-Bi man\202411rojWs\24151-0216 A,IcrPl.-A- CnlcalaDesign W.W-E�i1 ior(9'-(1"),l,m1(2)2,6d16"W-d Wall
m Job No: 24151-0216 Sheet
Project: Aster Place Building AB date 1/8/2024
Member: (2) 2x6Wall Studs by: RAW
E r G I n E E R S
2018 NDS WOOD STUDWALUPOST - ASD DESIGN
ALLOWABLE AXIAL LOAD with UNIAXIAL STRONG AXIS BENDING
Design: 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
Fc = 1350 psi
Plate Grade:
Douglas Fir -Larch No. 2
Fr„ = 625 psi
Lateral Deflection Limit:
Ama. L/ 120
Check Load Combinations
Story Ht: 9 ft. 1 in.
Fully Unbraced Strong Axis
le,strong/d = 19 (Governs)
Fully Braced Weak Axis
Lateral Loads Applied to dy f
le,weak/d = 0.0 Wind = 37 (psf)
Use I d = 19.0 LL = (pso
NDS Factors A My CBC Table 721. [ footnote 'm'? NO
CF,bending = 1.3
CF,axial = 1.1
e = 0.8
Cr = 1.15 Fire Protection Factors
Cb = 1.125 -(NONE)-
CI= 1.0 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:
Cv =
Allowable Compressive Stress:
Fc
Maximum Bending Moment:
Mmax =
Maximum Bending Stress:
fb =
Allowable Bending Stress:
F''b -
Deflection Ratio:
A= L
_
Combined Stress:
�F'c/ +F'n�1_f.
Fr,
Load Duration:
Co =
Stud Axial Load:
Pact =
Maximum Stud Axial Stress:
fc =
Allowable Sill Compressive Stress:
F,.' =
Critical Buckling Design Value:
F,E =
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= !4
Combined Stress: fc 11: fb
1 1
�F'sl +F'n�l—f.IF.rI
D
D+L
D+.75L+.75Lr
D+.75L+.75S
1
1
1.25
1.15
11583
11583
11583
702
702
702
702
703
703
703
703
1321
1321
1 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
2153
167
2153
167
2153
2594
3459
3459
0.613
0.558
0.558
Ibs
psi
psi
Sill Bearing Okai
psi
NDS Section 3 7 1 5
psi
NDS Section 3.7.1 5
psi
Vertical Okay
ft-lb
psi
psi
Lateral Okay
Unity Okay
bs
Psi
psi
Sill Hearing Okay
psi
NDS Section 3.7.1.5
pi
NDS Section 3.7.1.5
psl
Vertical Okay
8-lb
psi
psi
Lateral Okay
Unity Okay
(2) 2x6 Do upIas Fir -Larch No. 2 Cam 16 in. o.g.
V - 1
1.\1510-13oicman\2024 Projecls\24151-0216 A,L,P1ace\4-C.1c[.1ions\B.,Iding A\Gra,-iM[Wal l&Post Dc,ign Wood -ExIcnor(9'-0")�112-sG)1G"Wood Wall
Job No: 24151-0216 Sheet
rD 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 STUDWALUPOST - 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
E,nin = 580,000 psi
F, = 1350 psi
Plate Grade:
Douglas Fir -Larch No. 2
Ft, = 625 psi
Lateral Deflection Limit:
Ao,, L/ 120
Check Load Combinations
Story Ht: 9 ft. 1 in.
Fully Unbraced Strong Axis
le,strone/d = 19 (Governs)
Fully Braced Weak Axis
Lateral Loads Applied to dy f
le,weak/d = 0.0 Wind = 37 (psf)
Use I d = 19.0 LL = (psf)
NDS Factors APply C B C Table 721.1. footnote'm'? NO
CF,bending = 1.3
CF,axiel = 1.1
c = 0.8
Cr = 1.15 Fire Protection Factors
Cb = 1.25 -(NONE)-
Ci = 1.0 Fc = 1
E=1
Fb= 1
Load Duration:
CD =
Stud Axial Load:
Part =
Maximum Stud Axial Stress:
fc =
Allowable Sill Compressive Stress:
Few' =
Critical Buckling Design Value:
FcE =
Partly Factored Compressive Stress:
F,* =
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, / + 17% fJF,,,
Load Duration:
CD =
Stud Axial Load:
Part =
Maximum Stud Axial Stress:
fr =
Allowable Sill Compressive Stress:
Fc.' =
Critical Buckling Design Value:
FtE =
Partly Factored Compressive Stress:
Fe* =
Column Stability Factor:
CP=
Allowable Compressive Stress:
Fe'
Maximum Bending Moment:
M,n-
Maximum Bending Stress:
fb =
Allowable Bending Stress:
F'b =
Deflection Ratio:
A= L
Combined Stress: f 11: fb
1 1
�F',/ +F'b�1—UkEJ
D
D+L
D+.75L+.75L,
D+.75L+.75S
1
1
1.25
1.15
5.
6435
780
6435
6435
780
780
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
0.586
D+.6W
D+.75(L+Lr+.6W)
D+.75(L+S+.6W)'
1.6
1.6
1.6
6435
6435
6435
780
780
780
781
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
Ft -lb
psi
psi
Lateral Okay
Unity Okay
Ibs
psi
psi
Sill Bee riaeOka
psi
NDS Section 3.7.1.5
psi
NDS Section 3.7.1.5
psi
Vertical Okay
Ft -lb
psi
psi
Lateral Okay
Unity Okay
2x6 Douglas Fir -Larch No. 2 �4� 16 in. o.e.
V-2
J `.I510-Boz eman\2024 ProjeclsQ4151-0216 Aster Place\4- CO-Inions\Building A\Gravur\IWall&P,,t Design Wood - EVenor (9'-(V") I,m I2\4'a IG' Wood Wall
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 F1 S
2018 NDS WOOD STUDWALUPOST - ASD DESIGN
ALLOWABLE AXIAL LOAD with UNIAXIAL STRONG AXIS BENDING
Desien• Wall Studs
Stud Size: 2x4 Story Ht: 9 ft. 1 in.
lb= 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
Emin = 580,000 psi
Fe = 1350 psi
Plate Grade:
Douglas Fir -Larch No. 2
Fey = 625 psi
Lateral Deflection Limit:
Ama L/ 120
ght ek.Lead Combinations:
Fully Unbraced Strong Axis
lesaong/d = 30 (Governs)
Fully Braced Weak Axis
Lateral Loads Applied to dy f
le, ,,ak/d = 0.0 Wind = 37 (pso
Use I d = 29.9 LL = (ps1)
NDS Factors Apply CBC Table 72I. I. footnote'm'? NO
CF,bending= 1.5
CF,axial = 1.15
c = 0.8
Cr = 1.15 Fire Protection Factors
Cb = 1.25 -(NONE)-
Ci = 1.0 Fc = 1
E=l
Fb = l
Load Duration: Co =
Stud Axial Load: Pact =
Maximum Stud Axial Stress: fi _
Allowable Sill Compressive Stress: Fc
Critical Buckling Design Value: FeE _
Partly Factored Compressive Stress: Fe* _
Column Stability Factor: Cv=
Allowable Compressive Stress: Fe
Maximum Bending Moment: Mm =
Maximum Bending Stress: fb =
Allowable Bending Stress: F't, =
Deflection Ratio: A— L,
Combined Stress: (f l= eb
`F'rl +Fit, 1—f,,/F,,,
Load Duration:
Co =
Stud Axial Load:
Pact=
Maximum Stud Axial Stress:
f`=
Allowable Sill Compressive Stress:
Fc^' _
Critical Buckling Design Value:
FeE =
Partly Factored Compressive Stress:
Fe* =
Column Stability Factor:
Cp=
Allowable Compressive Stress:
Fe'
Maximum Bending Moment:
Mora: =
Maximum Bending Stress:
fb =
Allowable Bending Stress:
Fib =
Deflection Ratio:
A= L
Combined Stress: " fb1F'b(t—f.IFE)
)"I
�
D
D+L
D+.75L+.75L,
D+.75L+.75S
1
1
1.25
1.15
1218
1218--.—
1218
232
1218
232
232
232
781
781
781
781
535
535
535
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
1941
1785
0.225
0.225
0.215
0.218
D+.6W
D+.75(L+Lr+.6W)
D+.75(L+S+.6W'l
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
825
2484
2484
2484
334
446
446
0.990
0.795
0.795
Ibs
psi
psi
Sill ilea�kav
psi
NDS Section 3.7.1.5
psi
NDS Section 3.7.1.5
psi
Vertical Okay
0-lb
psi
psi
Lateral Okay
Unity Okay
bs
psi
psi
Si Rearint:Okay
psi
NDS Section 3.7.1,5
psi
NDS Section 3.7.1.5
psi
Vertical Okay
I -lb
psi
psi
Lateral Okay
Unity Okay
21&4 Doueias Fir -Larch No. 2 Cad 16 in. ox,
V-3
JA I510-Bozcman\2024 Proiecis\24I51-0216 Aster PIac64- Ueut, ions\Bu ildm@ A\Grm nr\1 W a11,ePo,i Design wood - E.icnor (9'-0") d sm16x6 Post
mom Job No: 24151-0216 Sheet
Itititititititil
D C I Project: Aster Place Building A/B date 1/8/2024
Member: 6x6Post by: RAW
EFIGinEERS
2018 NDS WOOD STUDWALUPOST - ASD DESIGN
ALLOWABLE AXIAL LOAD with UNIAXIAL STRONG AXIS BENDING
Design: Post
Post Size: 6x6
lb = 5.5 in.
d = 5.5 in.
Post Grade: Table4D
DFL Post & Timber 6x & larger
Fb = 1200 psi
Emin = 580,000 psi
Fe = 1000 psi
Plate Grade:
Douglas Fir -Larch No. 2
Fe, = 625 psi
Lateral Deflection Limit:
Ana: L/ 120
Check load Combinations
Post Heisht: 9 ft. 1 in.
Fully Unbraced Strong Axis
lestro.,/d = 20
Fully Unbraced Weak Axis
le,w ak/d =
19.8
Use lold =
19.8
NDS Factors
CF,bending =
1.0
CF,axial =
1
c =
0.8
C, =
1
Cb =
1.068
CI =
1.0
Load Duration:
Co =
Stud Axial Load:
Pat =
Maximum Stud Axial Stress:
f =
Allowable Sill Compressive Stress:
Fe.' =
Critical Buckling Design Value:
FeE =
Partly Factored Compressive Stress:
Fe* =
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 1�
fb
+F�n
1 1
`F'e/
f/F.
Load Duration:
CD =
Stud Axial Load:
Put =
Maximum Stud Axial Stress:
fe =
Allowable Sill Compressive Stress:
Critical Buckling Design Value:
FeE _
Partly Factored Compressive Stress:
Fe* _
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 1= fb
1 ll
�F% +F'n�l—f�Fee/
D
D+L
D+.75L+.75Lt
D+.75L+.75S
1
1
1.25
1.15
20177
667
20177
20177
667
20177
667
667
668
668
668
668
1214
1214
1214
1214
1000
1000
1250
11150
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
D+.6W
D+.75(L+Lr+.6W)
D+.75(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
74
74
_
1920
1 1920
1920
5587
7450
7450
0.615
0.586
0.586
Lateral Loads Applied to dy fi
Wind = 37 (pl0
LL = (plf)
NO
Fire Protection Factors
-(NONE)-
Fc=1
E=1
Fb= 1
It)s
psi
psi
Sill Scams kav
psi
NDS Section 3.7 1 5
psi
NDS Section 3.7.1 5
psi
Vertical Okay
ft-lb
Psi
psi
Lateral Okay
Unity Okay
bs
"I
�e1
Sill Ben ring Okay
551
NDS Section 3.7.1 5
asi
NDS Section 3.7.1 5
Is1
Vertical Okay
R-lb
ssi
asi
Lateral Okay
Unity Okay
6x6 DFL. Pot & Timber 6x & la er
V-4
I
r
m
a
w
Z
5
6
EIaOH ELaaH z
g
❑ ! I ❑ �� J
E�aOH = iT EYaaH W
o i x
A � �
EL jjrt
n. ;—
Z z +J
w •I p� p w
m !! J J m
Y uewrv�o NmN I m U
�...4^ O ` Q' 1
= s�aOH MaOH
O
MOH MHOH
Df
O,+} 9LaOV MOH {� Zco m
V Irr - uml
ui
❑ {.r � 2 _ I � p I
w,co
r
. I ❑
....... ....
.-
F
— 1 5
l I.
I FO R T E W E B' JOB SUMMARY REPORT
Aster Gravity
Roof
Member Name
Results (Max UTIL %)
Current Solution
Comments
RBI
Passed (78% M)
1 piece(s) 6 x 10 DF No.1
OUTLOOKERI
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 10IST1
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
FJ1
Passed (67% R)
1 piece(s) 9 1/2" TJI@ 210 @ 16" OC
Level 3 Floor/Roof Headers AF
Member Name
Results (Max UTIL %)
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 11W
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.OE Microllam® LVL
HDR16
Passed (30% R)
2 piece(s) 2 x 8 DF No.2
HDR17
Passed (89% R)
12 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
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
A
Weyerhaeuser
V-8
A-IFORTEWEB MEMBER REPORT
PASSED
Roof, R61
1 piece(s) 6 x 10 DF No.1
Overall Length: 15' 1"
r
14' 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)
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 @ 76 1/2"
1 0.983
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)
Accessories
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 them and the full load is applied to the member mng 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)
(1.1S)
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
• Sltde bads are assured 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 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 for a design professional as determined by the authority having jurisdidtom The designer of record, builder or framer is
responsible to assure that this calcutation 6 Compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser Wlities are third -party cerbfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-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, Inppt design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Madison e
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
Weyerhaeuser
V-9
4 FORTE W E B MEMBER REPORT PASSED
Roof, OUTLOOKER1
1 piece(s) 2 x 6 DF No.2 @ 16" OC
Overall Length: 4' 8"
' I
i
r
2' 6' p.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 (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 an NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Hanger on DF studWall
5.50"
Hanger'
1.50"
47
J
93
140
See note'
2 - Stud wall - DF
5.50"
5.50"
1 1.50"
108
186
294
Blocking
• Blocking Panels are assumed to carry no loads applied dlrectiy above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals Comments
Top Edge (Lu)
4' 3" o/c
Bottom Edge (Lu)
T 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 : ASD
Member Pitch : 0/12
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners Face Fasteners
Member Fasteners
Accessories
1 - Top Mount Hanger
IConnector not found
N/A
N/A N/A
N/A
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 4' 8"
16"
25.0
43.0
Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to clrmmwent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Madison e
DCI Engineers
(406)370-8474
mliechty@dci-engineers.com
Weyerhaeuser
V-10
I F0 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'
W
❑F
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 (L,/880)
—
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: ILL (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"
1.50"
1258
2129
3386
None
2 - Trimmer - DF
3.00"
3.00"
1 1.50"
1258
2129
3386
None
Lateral Bracing
Bracing Intervals Comments
Top Edge (Lu)
56" o/c
Bottom Edge (Lu)
56" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
("'S)
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 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 riot Intended to circumvent the need for a design professlonal as determined by the authority having Jurisdiction. The designer of record, builder or fraTmr is
respondble to assure that this Calculation is compatible with the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by M software. Products manubctored at
Weyerhaeuser facllltles are thhd-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC•ES under evaluation reports ESR-1153 and ESR- L367
and/or tested In accordarce with applicable ASTM standards. For current code evaluation repprt5, Weyerhaeuser product literature and Installation details refer W www.weyerhaeuser.[am/woodproducW
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 e
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
Weyerhaeuser
V-11
it FORTE W EB MEMBER REPORT PASSED
Roof Headers, HDR4
2 piece(s) 2 x 8 DF No.2
Overall Length: o' 3"
5'
n
R
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)
461 @ 0
2813 (1.50")
Passed (16%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
333 @ 8 3/4"
3002
Passed (11%)
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)
Accessories
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 1.50"
179
282
461
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
T 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 T 3"
N/A
5.5
--
1 - Uniform (PSF)
0 to T 3"
2' S"
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 warrants that the siting of Its products will be in aocordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly di5dalms any other warrantles
related t0 the wftware. Use of this software is not Intended to circumvent Use need for a design professWal as determined by the authority having Jurisdiction. The designer of record, builder or framer Is
responsible to assure that this calwiatkon is compatible with the overall ProjecL Accessories (Rim Board, Sloddng 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-LI53 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.weyerhaeuserromJwoodproducW
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-12
i�iI FORTEIJWEB MEMBER REPORT PASSED
Level 3 Floor/Roof, DECK J01ST1
1 piece(s) 2 x 10 DF No.2 @ 16" OC
Overall Length: 8' 1"
7' 6"
u
2
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"
1 0.375
1 Passed (L/999+)
1.0 D + 1.0 L (All Spans)
T)-Pro'" Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on 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 1.50"
162
323
485
See note '
• At hanger supports, the 7001 Bearing dirrenslon Is equal to the width of the material that is supporting the hanger
• r See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
76" 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 Fastaners
Accessories
1 - Top Mount Hanger
BA210
6-10d
8-10d
2-10dx1.5
2 - Top Mount Hanger
43.00"
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 Floor Live
(0.90) (1.00)
Comments
1 - Uniform (PSF)
0 to 8' 1"
16"
30.0 60.0
Default Load
1Ne erhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products wlll be in acoordance 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 deslgner 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 ICE -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.[nmlwoodpraductsl
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 Liechty
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
V-13
4 FORTE W EB MEMBER REPORT PASSED
Level 3 Floor/Roof, DECK BEAMl
1 piece(s) 6 x 12 DF No.1
Overall Length: 15' 7"
15'
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)
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 @ 79 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
Passed (L/442)
-
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• 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
• ElvCldnq Panels are assumed to carry no 4pads applied directly above them and the full load is applied to the member being designed -
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 cross -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 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/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 Liechty
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
V-14
a FO RTE W E B MEMBER REPORT PASSED
Level 3 Floor/Roof, BMl
1 piece(s) 5 1/8" x 19 1/2" 24F-V4 DF Glulam
Overall Length_ 12' 3"
11, 8"
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 (391/o)
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 Defl. (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 Dell. (in)
0.151 @ 6' 1 1/2"
1 0.596
1 Passed (L/947)
-
1.0 D + 0.75 L + 0.75 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 = 11' 11".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow Factored
1 - Column - DF
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
• 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)
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
(0.90)
(1.00)
(1.15)
Comments
Width
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
• Side 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 : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and pubtished design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is net intended to drwmvent the need for a design prafesskaial 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, eiocking Panels and Squash Blocks) are not deslgned by this Software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestay standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluabon reports ESR- 1153 and FSR 1387
and/or tested in accordance with applIcable ASTM standards. For current code eveluatlon reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeusercoWwoodproducisl
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 B 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,
a
191
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)
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
Passed (L/999+)
—
1 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 specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - DF
3.50" 3.50"
1.50"
2050
408
1314
3364
Blocking
2 - Stud wall - DF
3.50" 3.50"
1.50" 1
2050
108
1314
3364
Blocking
• Bloddrig Panels are assumed to carry no ioads applied directly above them arld 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
(0.90)
(1.00)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 13' 7"
N/A
24.3
—
—
1 - Uniform (PSF)
0 to 13' 7" (Front)
1' 6"
25.0
43.0
ROOF TRUSSES
(LOW)
2 - Uniform (PSF)
0 to 13' 7" (Back)
116,
30.0
40.0
-
FLOOR TRUSSES
3 - Uniform (PSF)
0 to 13' 7" (Top)
3'
25.0
-
43.0
ROOF TRUSSES
(HIGH)
4 - Uniform (PSF)
0 to 13' 7" (Top)
9
15.0
-
WALL DEAD LOAD
ABOVE
• Side loads are assumed to not indum cioss-grain tension.
Member Length : 13' 7"
System : Floor
Member Type : Flush Beam
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 intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Madison Liechty
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
V-16
=1 FORTEW EB MEMBER REPORT
PASSED
Level 3 Floor/Roof, F11
1 piece(s) 9 1/2" T31@ 210 @ 16" OC
Overall Length- 12' 4"
11, 9"
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)
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-ProT"' 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-ProT" Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Stud wall - OF
3.50"
2.25"
1.75"
204
490
694
1 1/4" Rim Board
2 - Hanger on 9 1/2" DF Ledger
3.50"
Hanger'
1.75" / - 2
207
497
704
See note'
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being flmNned.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
• 2 Required Bearing Length / Required Bearing Length with Web Stiffeners
Lateral Bracing
Bracing Intervals
Comments
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 : ASO
Connector: Simpson Strong -Tie
Support Model
Seat Length
Top Fasteners Face Fasteners
Member Fasteners
Accessories
2 - Top Mount Hanger 1TS2.06/9.5
2.00"
4-10dx1.5 2-10dx1.5
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"
16"
25.0
60.0
Default Load
we ernaeuser notes —
Weyerhaeuser warrants that the sizing of its products will be in apmro=e 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 en2umvgnt 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 nuk designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standafds-. 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 AST14 standards. For current code eaeluaWn reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeusercom/woodproducts/
document -library.
The product application, input design loads, dimensions and supl
ForteWEB Software Operator I Job Notes
Madison Liechty
DCI Engineers
(406)370-8474
mliechty@dci-engineers.com
information have been provided by ForteWEB Software Operator
A
Weyerhaeuser
MIN
1 FORTE W E B MEMBER REPORT PASSED
Level 3 Floor/Roof Headers, HDR9
2 piece(s) 2 x 8 DF No-2
Overall,Length: 5' 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 (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 Defl.(in)
0.069 @ 2' 7 1/2"
1 0.262
1 Passed (L/910)
--
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.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
A --sods
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)
53" 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"
9'
25.0
43.0
LOAD FROM ROOF
TRUSSES
Member Length : 5' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser warrartts that the sizing of Us products will be In accordance with Weyerhaeuser product design criterla 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 pWessional as determined by the authority having jurlsdktlon. The designer of record, builder or framer Is
responsible to assure that this calculation Is compatible with the overall project. AocessodLs (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. ProducM manufactrued at
Weyerhaeuser facilities are third -party certified to susWinabfe rorestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-ES under evaluation reports FSR-1153 and M-1387
andlar tested in accordance with applicable ASTM stanciank 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 -1 3ob Notes
Madison Lie
DCI Engineers
rs
(406)370-8474
mliecIn 'ci-engineers.com
Weyerhaeuser
V-18
iiIFORTEWEB MEMBER REPORT PASSED
Level 3 Floor/Roof Headers, HDR10
2 piece(s) 2 x 8 DF No.2
Overall Length: 2' 7"
). 4"
1❑
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)
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 Deft. (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"
1 0.129
1 Passed (L/999+)
-
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"
419
708
1127
None
2 - Trimmer - DF
1.50"
1.50"
1 1.50"
419
1 708
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 F SOM ROOF
TRUS
Member Length : 2' 7"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASO
Weyerhaeuser warrants that the sizing of its products wlll be in accordance vath Weyerhaeuser product design criteria and putAlshed design values Weye+tfaeuser expressly disclaims any other warranties
related to the software. Use of this 501tware is not Intended to circumvent Site need for a design professional as determined by the authority having jur6dictlon. The designer of record, builder or framef Is
responsible to assure that this calculation is compatible with the overall project Accessones (Rim Board, elocking Panels and Squash Blocks) are not designed try this software. Produds manufactured at
Weyerhaeuser facilities are thlrd•party certified 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 code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.we"&0eu5ercom/w0odpr0dtJCW
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 Liechty
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
LTdM
it 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 Microllarnp LVL
Overall Length: 5' 3"
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)
2350 @ 0
3938 (1.50")
Passed (60%)
--
1.0 D + 1.0 S (All Spans)
Shear(lbs)
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 Dell. (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
1 Passed (L/760)
-
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
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) T 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 T 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 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 disclaims any other warranties
related to the software. Use of thls software Is not Intended to circumvent the need for a design professional as determined by the autt dty having jurfsdlction. The designer of record, builder or framer is
responsible to assure that this calculation is compabble 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 [CC -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/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 Liechty
DCI Engineers
(406)370-8474
mliechty@dci-engineers.com
V-20
a FO RTE W E 0 MEMBER REPORT PASSED
Level 3 Floor/Roof Headers, HDR13
2 piece(s) 2 x 8 DF No.2
Overall Length- 5' 3"
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 (270/b)
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 1J2"
0.262
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"
211 339
550
None
2 - Trimmer - OF
1.50"
1.50"
1.50"
211 339
550
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
53" 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 5' 3"
N/A
5.5
—
1 - Uniform (PSF)
0 to 5' 3"
3'
25.0
43.0
ROOF 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 sipng of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser ezpressty disclaims any other warranties
related to the software. Use of this software is riot Intended to circumvent the need for it design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is
respo"bie 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 Pacilltes are third party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 10DES under evaluation reports ESR-1153 and ESR-1387
andlor tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product lltWWre and installation details refer to www.weyerhaeusercornfwoodproductsf
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-21
it FORTEW EB MEMBER REPORT PASSED
Level 2 Floor/Lowest Roof Headers, HDR14
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
Overall Length: 8' 3"
8'
lul
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 a@ 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"
1 0.313
1 Passed (L/392)
I -
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)
8' 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"
5'
25.0
23.0
Default Load
2 - Uniform (PSF)
0 to 8' 3"
5'
S0.0
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 values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
The product application, input design loads, dimensions and:WA:iort information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
lob Notes
Madison e
DCI Engineers
(406)370-8474
mliechty@dci-engineers.com
Weyerhaeuser
V-22
i-AI FORTE W EB MEMBER REPORT PASSED
Level 2 Floor/Lowest Roof Headers, HDR15
2 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam@ LVL
Overall Length- 8' 6"
u
Lit
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 Deft. (in)
0.162 @ 4' 3"
0.275
Passed (L/612)
1.0 D + 1.0 S (All Spans)
Total Load Deft. (in)
0.224 @ 43"
0.412
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"
1.52"
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 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 SaRWare Is not lnterlded to Orcumxent the need for a design professional as determined by the authority having jurlsdid jon. The designer of record, bulkier 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--Ik53 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 vww.ureMrhaeuser.comlwoodproducul
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
A
Weyerhaeuser
Job Notes
Madison Lie
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
V-23
AI FORTE W E R MEMBER REPORT
PASSED
Level 2 Floor/Lowest Roof Headers, HDR16
2 piece(s) 2 x 8 DF No.2
Overall Length T 3"
+ MMMMENO +
0 - 0
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 0 Location
Allowed
Result
LDF
Load: Combination (Pattern)
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 Defl. (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
1 Passed (L/999+)
I —
1 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 3' 3"
N/A
5.5
--
1 - Uniform (PLF)
0 to 3' 3"
N/A
153.0
367.5
Linked from: FJl,
Support 1
Member Length : 3' 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 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 thi5 software. Products manufactured at
Weyerhaeuser facilities are thlyd-party certified to suMinable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports 6R•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
lob Notes
Madison Liechty
DCI Engineers
(406) 370-8474
•mliechty@dci-engineers.com
V-24
-AI
FORTE W EB MEMBER REPORT PASSED
Level 2 Floor/Lowest Roof Headers, HDR17
2 piece(s) 2 x 8 OF No.2
Overall Length: 3' 9"
.JW
3' S"
❑2
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)
j 0.039 @ 1' 10 1/2"
1 0.188
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"
643
1848
2491
None
2 - Trimmer - DF
1.50"
1.50"
1 1.50"
643
1848
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 : ASD
Weverhaeuser 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 tracing jurisdiction. The designer of record, bulkier or framer is
responsible to assure that this calculation is compatible wIIh the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. "LKts 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 FSR-1387
and/or tested In accordance with applicable ASTM standards. For Current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weverhaeusercom/woodprodLxcW
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 Liechty
DC[ Engineers
(406)370-8474
mliechty@dci-engineers.com
V-25
I FORTE W E B 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'
1❑
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 Def. (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
1 Passed (L/408)
-
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
Avalable
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
4250
5906
Blocking
• Blocking panels are assumed to carry no loads applied directly above them and the full load is applied to the memtpr 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 lnduoe cross -grain tension.
Member Length : 12' 6"
System : Floor
Member Type : Drop Beam
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 intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
%Vcyerhaeuser
Job Notes
Madison Liechly
DCI Engineers
(406) 370-8474
mliechty@dci-engineers.com
V-26
0,t� SUMMARY REPORT
9 FO R T E W E B
Asper Kam
Member Name
Results (Max UTIL %)
Current Wutlnrt
Comments
Wall: Header Roof Balcony
(10'-0")
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
(8.-0.')
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
(1V-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 pieces) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL
ForteWEB Software Operator
Job Notes
Richard White
DCI Engineers
(406) 602-4033
rwhibe@dcl-engineers.com
A
%VQycriiacussr
V-27
41 FORTEWEB
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"
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (ryp.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
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"
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
11091-9
None
Lateral Bracing Bracing Intervals
comments
Top Edge (Lu) Continuous
Bottom Edge (Lu) End Bearing Points
Dead
Snow
Vertical Loads
Location
Tributary
(0.90)
("'LS)
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
40.0
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 Ailing 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 professlonal as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this cakul4on 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 [CC -ES under evaluation reports ESR-1153 and ESR 1387
andlor tested in accordance with appikable ASTM standards. For current code evaluation reports, Weyerhaeuser product litereture and installation detaik refer to www,weyerhaeusercamlwcwdproducW
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
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com
V-28
�91FORTE 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
I
6' 6-
i
L
I
3
rill
0
4
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
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 @ T 3 1/16"
0.313
Passed (L/539)
I -
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
1 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/-1001
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 Roof
Balcony (10'-0"),
Support 2
Linked from: Wall:
5 - Point (lb)
7'
N/A
3634
-
5560
Header Roof
Balcony (10'-0"),
Support 2
Linked from: Wall:
6 - Point (lb)
10' 4 1/2"
N/A
256
-
853/-265
Header Roof
Balcony (10'-0")
Support 3
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Richard White
DCI Engineers
(406) 602-4033
nvhite@dci-engineers.com
Member Length : 10' 6"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
V-29
2 FORTE W E B MEMBER REPORT
PASSED
Aster Place, Wall: Header L2 Balcony (10'-0')
3 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam0 LVL
Overall Length: 10' 9 1/2"
+ +
o 0
L I •' f
WA
6' 6" 3' L
R ❑2
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)
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 @ T 6 5/16"
0.345
Passed (L/773)
-
1.0 D + 1.0 L (Alt Spans) [11
• 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 E 5718
15716
None
2 - Trimmer - DF
6.50"
6.50"
6.27"
11782
11866
5348k52/-366
24692
None
3 - Trimmer - DF
4.50"
4.50"
1.50"
1060
3493/-1426
1140/-284
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' 9 112"
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 (h)
2 1/4"
N/A
5368
2546/-58
5560
Header L3 Balcony
(10'-0"), Support 1
Linked from: Wall:
6 - Point (h)
10' 6 3/4"
N/A
553
1427/-5001
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 warrants that the sizing of Its products will be In accordance wM Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdalms any other warranties
related to the software. Use of this sofhv9re is not intended to circumvent the need for a design professional as deberrnlned by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation A compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blacks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party cent Pied to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
arKVor tested In accordance with appllable ASTM standards. For current code evaluation reports, Weyerhaeuser product Ilterature and installation details refer to www.weyerhaeuser.cnm/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
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com
V-30
9 FORTE 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'
n
❑2
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 Dell. (in)
0.360 @ 4' 3"
1 0.412
Passed (L/275)
--
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Availablet22
Dead Snow
Factored
1 - Trimmer - DF
3.00"
3.00"
2367 3613
5980
None
2 - Trimmer - DF
3.00"
3.00"
2367 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 rode : IBC 2021
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in aemrdanae with Weyerhaeuser product design criteria and puWshed design values. Weyerhaeuser expressly dlWaims any other warranties
related to the software. Use of this software is not intended to Circumvent the need tar a design professional as determined by the authority having jurisdiction. The designer of record, budder or framer Is
responsible to assure that this calculation is Compatible with the overall project. Accessar as (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser f aches 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, )np.0 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-31
igI FORTE W E B MEMBER REPORT
PASSED
Aster Place, Wall: Header L3 Corridor (8'-0")
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL
Overall Length: 8' 6"
0 0
8'
❑2
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 Deft. (in)
0.041 @ 4' 3"
0.275
Passed (LJ999+)
—
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Dell. (in)
0.126 @ 4' 3"
1 0.313
Passed (L/788)
•-
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (5/16").
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
I Available
I 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
3840
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"
1' 4"
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 (8'-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 siring of its products will be in accordance wWi Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dWaims 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 (Rlm Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured et
Weyerhaeuser Wlities are third -party certified to sustainabie forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation repoltc ESR-1153 and ESR-13V
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports. Weyerhaeuser product Bterature and installation details refer to www.weyerhaeusercom/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
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com
V-32
�gI FORTEWEB 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"
II 1 II I L
+� +
0 0
11' 3"
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
Result
LDF
Load: Combination (Pattem)
Member Reaction (Ibs)
10224 @ 2"
11484 (3.50")
Passed (89%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
8361 @ 1' 1"
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 1/4"
0.575
1 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)
Armories
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"
1 3.12"
4863
641
5360
10224
Blocking
• tsiocKing Naneis are assumed to carry no moos apprrea orrecuy duuve u1C1II miu uic mu i"d" b d1JtJ n W UM ,—P— K PV y.
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)
1' 4"
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 (Ib)
1' 9" (Top)
N/A
3078
227
3840
Header L3 Corridor
(8'-0"), Support 1
Linked from: Wall:
5 - Point (lb)
10' (Top)
N/A
3078
227
3840
Header L3 Corridor
(8'-0"), Support 2
• Side loads are assumed to not VxItIce cross -grain temlcn.
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 sizing Of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuserexpressly disclaims any other warranties
related to the software. Use of this 501tvzfe 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 root designed by thls software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software.OperoW
ForteWEB Software Operator
Job Notes
Richard White
DCI Engineers
(406) 602-4033
rwhite@dci-engineers.com
Weyerhaeuser
V-33
1 FORTE 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
0
0
Overall Length- 7'
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.).
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 (1-1264)
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
0
Member Length : 7'
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 disdaims any other warranties
related to the soft re. Use of this softvrere is not intended to circumvent the need for a design professional as determined by the authority having juri5diction. 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 1CC-ES under evaluation reports ESR-1153 and MR-1387
andlor tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuseccam/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
Richard White
DO Engineers
(406) 602-4033
nwhite@dci-engineers.mm
V-34
;;�I FO RTE 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 Microllam@ LVL
Overall Length- 7'
0 1 �0
6" 6"
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)
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
7775
None
2 - Trimmer - DF
3.00"
3.00"
1 2.96"
3982
2310
2748
1 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 (Ib)
1 1/2"
N/A
1796
2748
Header Typ Roof
(6'-6"), Support 1
Linked from: Wall:
4 - Point (Ib)
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 or 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 E5 Compatible wch the overall project. Accessories (Rlm Board, Blocking Panels and Squash Blacks) are not dess4r ed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainabfe forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by FCC -ES under evaluation reports ESR 1153 and ESR 1387
and/or tested In accordance with appl"ble ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and insWilatlon details refer to www.weyerhaeusermm/woodproduCK(
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-35
4 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: 7' 3"
_f
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.).
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)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
Supports
Bearing Length
Loads to Supports (Ibs)
Aries
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)
("IS)
Comments
Width
0 - Self Weight (PLF)
0 to 7' 3"
N/A
9.4
--
1 - Uniform (PSF)
0 to 7' 3"
16' 5"
30.0
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 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 expressry disclaims any other warranties
related to the software. Use or this sol ware is not intended to circumvent the need for a design professlonaI as determined by the authority having jurisdktion. The designer of record, txAder or framer Is
responsible to assure that this calculation is cpmpatitile with the overall project. Accessories (Rim Board, Blacking Panels and Squash Blocks) are not designed by this software. Products manufachued at
Weyerhaeuser fadlitles are third -party certklled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluatlan reports M 1153 and ESR•1387
and/or tested in accordance with applicable AS714 standards. For Current code evaluation reports, Weyerhaeuser product literature and installation detalis refer to www,wowdiaeusercom/woodpmdud-V
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-36
Project:
Aster Place
ID:
24151-0216
Engineer:
RAW
Date:
12/12/2024
Description:
1.5' W Strip (2660plf max)
��DCI
E=- n G 1 n E E R 5
AC1318-19 - Concrete Strip Footing Design
1.5'Wx10"VPw/(2)#4EW
Input
Whg =
1.5
ft
width of strip footing
thg =
10
in
thickness of strip footing
twau =
6
in
wall thickness
Wall Type
Other
material of wall (critical face varies per AC115.4.2)
dsol, =
0
in
depth of soil over footing
f.o =
4000
psi
concrete strength
long. (t&s) bar size =
#4
rebor size in footing
long. (t&s) bar qnty =
2
quantity of bars in each direction
Fy =
60
ksi
steel yeild strength
gauow =
2000
psf
allowable bearing pressure
Wu (LRFD) =
4260
plf
maximum LRFD load
Wu (ASD) _ Wk
2663
plf
maximum ASD load
qu (LRFD) =
2840.00
psf
maximum LRFD bearing at base of footing
As,prov =
0.40
in
area of steel provided
As,feq =
0.32
inz
area of temperature and shrinkage steel required -- 7.6.1.1
Min Steel?
OK
Bearing capacity
gmax=
1900.0
psf
clallow =
2000
psf
Unity
95.0%
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
lbw =
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
X =
1.0
lightweigtht concrete modification factor -- T19.2.4.1(a)
Vc =
3.64
kif
factored one way shear capacity per foot width -- T14.5.5.1c
V. =
NA
Of
factored one way shear demand at critical section per foot width
Status
OK
4
[Eq 14.5.5.1a] Vn = 3 A f'� b w h
Bending Capacity per Section 14.5.2.1
=
0.60
phifactorfor 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
I =
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 offooting perfoot width -- 14.5.2.]
M =
0.55
k-ft/ft
factored bending moment demand at critical sectior,
Status
OK
No transverse reinforcing reruired
[Eq 14.5.2.1a] Mn = 5A f'o Sm
[Eq 14.5.2.1b] Mn = 0.85f'oSm
V-37
Project:
ASTER Place
ID:
24151-0216
Engineer:
RAW
Date:
12/12/2024
Description:
3.0' W Strip (4400plf max)
AC1318-19 - Concrete Strip Footing Design
3.0'Wx10"DPwl(4)1#4 EW
Input
W ftg =
3.0
ft
width of strip footing
tftg =
10
in
thickness of strip footing
twall=
8
in
wall thickness
Wall Type
Concrete
material of wall (critical face varies perAC115.4.2)
dsoll =
36
in
depth of soil overfooting
f,o =
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
clallow =
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 -- 7.6.1.1
Min Steel?
OK
Bearing Capacity
clmax =
1996.7 psf
clallow =
2000 psf
Unity
99.8% utilization
Status
OK
Shear Capacityper Section 14.5.5.1
4) =
0.60
phifactorfor plain concrete shear -- T21.2.1
h =
8
1n
footing depth to consider -- R14.3.2.1 -- 14.5.1.7 -- R14.5.1.7
bW =
12
in
width on a perfoot basis
I =
0.334
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)
Vo =
3.15
klf
factored one way shear capacity perfoot width -- T14.5.5.1c
Vu =
0.39
klf
factored one way shear demand at critical section perfoot 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
In
section modulus of strip footing perfoot widtf
I =
1.167
ft
dist from critical section to evaluate flexural demand at -- T14.4.3.2.1
(Mn =
1.75
k-ft/ft
factored bending capacity of footing perfoot width -- 14.5.2.1
Mu =
1.60
k-ft/ft
factored bending moment demand at critical sectior
Status
OK
No transverse M nforcina required
[Eq 14.5.2.1a] Mn = " f'o Sm
[Eq 14.5.2.1b] Mn = 0.85 f'� Sm
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 1 n E E R 5
AC1318-19 - Concrete Strip Footing Design
4.0'Wx14VPwlf5)#5EW
Inaut
Whg =
4.0
ft
width of strip footing
trtg =
14
in
thickness of strip footing
twau =
11
in
wall thickness
Wall Type
Other
material of wall (critical face varies perAC115.4.2)
cl,ii =
0
in
depth of soil overfooting
f, =
4000
psi
concrete strength
long. (t&s) bar size =
#5
rebar size in footing
long. (t&s) bar qnty =
5
quantity of bars in each direction
Fy =
60
ksi
steel yeild strength
clauow =
2000
psf
allowable bearing pressure
Wu (LRFD) =
11040
plf
maximum LRFD load
Wu (ASD) =
6900
plf
maximum ASD load
clu (LRFD) =
2760.00
psf
maximum LRFD bearing at base of footing
As,prov =
1.55
in'
area of steel provided
As,feq =
1.21
in'
area of temperature and shrinkage steel required -- 7.6.1.1
Min Steel?
OK
Bearing Capacity
clmax =
1900.0 psf
clallow =
2000 psf
Unity
95.0% utilization
Status
OK
Shear Capacity per Section 14.5.5.1
4) =
0.60
phifactorfor 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
bw =
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
A =
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 per foot width
Status
OK
4
[Eq 14.5.5.1a] Vn = 3 d rf7c bwh
Bending Capacity per Section 14.5.2.1
4) =
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
W =
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 reinforcing required
[Eq 14.5.2.1a] Mn = 5A f'c Sm
[Eq 14.5.2.1b] Mn = 0.85f'cSm
V-39
Project: Aster Place
ID: 24151-0216
Engineer. RAW
Date: 12/12/2024
Description: F3.0 (12.9k max) DCI
G n G 1 n E E R S
ACI 318-19 - Square Spread Footing Design
F3.O
Inputs
Whg =
3.0
ft
footing width
tftg=
10
in
footing thickness
Wooi =
5
in
column width
dso;i =
36
in
depth of soil overfooting
f�=
3000
psi
concrete strength
bar size =
#4
rebor size in footing
qnty =
4
quantity of bars in each direction
Fy =
60
ksi
steel yeild strength
ganow =
2000
psf
allowable bearing pressure
Pu (LRFD) =
20.7
k
maximum LRFD load
P. (ASD) _
12.9
-M k
maximum ASD load
qu (LRFD) =
2.30
ksf
maximum LRFD bearing at base of footing
A,,pr" =
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,req =
0.65
in 2
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
ganow =
2000 psf
allowable bearing pressure
Unity=
98.4%
utilization
Status
OK
Punching Shear Capacity per Section 22.6
=
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)
bMae =
15
in effective slab width -- 8.4.2.2.3
X, =
1.0
size modification factor -- 13.2.6.3
X =
1.0
lightweigtht concrete modification factor - T19.2.4.1(a)
a, =
40.0
location constant -- 22.6.5.3
[i =
1.0
ratio of dimensions -- T22.6.5.2(ii)
V, =
219
psi concrete stress capacity -- T22.6.5.2(a)
V, =
328
psi concrete stress capacity -- T22.6.5.2(b)
V, =
419
psi concrete stress capacity -- T22.6.5.2(c)
vuv =
63
psi concrete stress demand
4)Vo =
49
k nominal punching shear capacity
Vu =
18.6
k punching shear at critical section
Unity=
38.0%
utilization
Status
OK
Equivalent Concrete Stress
[T22.6.5.2a] vo = 4hs) f'"
Provided by Reinforcement
[T22.6.5.2b] vo = (2 + R)A,X f'-C
[T22.6.5.2c] vc _ ( 06 + 2 )As? fAc
V-40
One Way Shear Capacity per Section 22.5
=
0.75
phi factor for 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
dw�=
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
F[T22.5.5.1,11 VC = 81,s1� f'c pw3bwd
Bending Capacity per Chapter 12.3
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
01 =
0.85
stress block factor -- T22.2.2.4.3
X =
0.614
depth to neutral axis -- 22.2.2.4.1
a o.esf�bw
e =
0.0275
strain in steel -- R21.2.2
a
4) =
0.9
phi factor for bending -- T21.2.2
M = AS * f v * (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
(pB = 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
Description: 2x6 King - Max Width 9.6ft E n G 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 811
Deflection 0.35 in (at 0.42xWL) verify deflection is acceptable
L/ 311
L - 1
Project: Aster Place
ID: 24151-0216
Engineer: RAW
Date: 1/3/2025 —
Description: (2) 2x6 King - Max Width 20.6ft E n G I n 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
W
M
Fb
CD
CF
E
SX
FbI
fb
Unity
Deflection
L/
33.0 psf
wind pressure (strength level)
362 plf
uniform wind load (strength level)
2242 lb-ft
bending moment (service level)
900 psi
material allowable bending stress
1.6
load duration factor
1.30 size factor for bending
1600000 psi modulus of elasticity
15.13 in3 section modulus
1872 psi design allowable bending stress
1778 psi bending stress (service level)
95.0% utilization use solver to set this cell = —0.95 by changing 811
0.35 in (at 0.42xWL) verify deflection is acceptable
311
L-2
M
J
EE:
1 1 1
lz
u
u
IT7 T T TT TT
++ o
1z:
1
Z-ti
w
U
�:-
N
J
l l
Al, u
B 1
u
fil
[-S [-Zl
I I N���j N J ��lr Il i ? , I r-r LW
C,4
W xv
N
Uhl
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1 I �-Mz-z-z�AM
am ooT 1
c7s
, - 4i I
i i 1-6Z
T—
r
u
u
1�
ax
= 7r^-C%-l:
Pro'ect: Aster Place - Building A
ID: 24251-0226
Engineer. RAW
Date: 21/25/2024
Note:
= input cell
-DCI
E fl G I I"l E E R S
Seismic Base Shear and Distribution
Level
Story Ht
Seismic Areas
Weight
Total Area
Level 3
8.1 ft
9893 ftZ
1266 ft
326 ft
414 kip
9893 ftZ
Level 2
10.8 ft
8863 ft?
708 ftZ 7863 ftZ
1380 ft
578 ft
809 kip
17434 ftZ
Level 1
10.8 ft
1083 ftZ
1417 ftZ 15656 ftZ
1380 ft
578 ft
840 kip
18155 ftZ
Seismic Weight of Building w =1 Lu04 Klpf
Lateral Force Resisting System
System
R Oo Cd
Cs
V = Base Shear (C,Wp)
Wood SW
6.5 2.5 4
0.04
83 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 0. No
Q. = N/A
Spectral Accel at 0.2s SDs= 0•258
Seismic Importance IE= 1.0
Fpx max = 0.4 NO IE * wp 0.103 * wp max
Fpx min = 0•2 (SDS) IE * Wp 0.052 * w .min
Force Distribution for Wood SW
ELF D'Istributlon of Seismic Forces ASCE 7-16 sec 12.8.3
IKI-.- P-,-arc �t 1 nPi
Level
W;
Story Ht
h; W;h % C,M
Fx
fF
ELF Story Shear
qsw
Level 1
414.2 k
8.1 ft
29.6 ft
12,254 0.317
26.1 k
26.1 k
26 kip
2.6 psf
Level 2
809.4 k
10.8 ft
21.5 ft
17,403 0.450
37.1 k
63.3 k
37 kip
2.1 psf
Level 1
840.2 k
10.8 ft
10.8 ft
9,032 0.233
1 19.3 k
82.6 k
19 kip
1.1 psf
FW;h;-= 38,689
Seismic Forces at Dia phra m ASCE 7-16 sec 12.10,1.1 :
(Nnt, Forces are at 1-OF)
Level
F; W; iF; / EW;
governing
Fox
V = Fox / Fx
I Diaphragm Force
q,,;a
Level 3
26.1 k
414.2 k
0.063
0.063 calc'd
26.1 kip
1.00
26 kip
2.6 psf
Level 2
37.1 k
809.4 k
0.052
0.052 calc'd
41.9 kip
1.13
42 kip
2.4 psf
Level 1
19.3 k
840.2 k
0.040
0.052 min
43.4 kip
2.25
43 kip
1 2.4 psf
L-9
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