HomeMy WebLinkAboutStructural Calcs-Update SnowloadT2 Structural JOB TITLE Cabondale SFR
PO Box 487
Bozeman, MT 59771 JOB No. 23-165 SHEET NO.
206.200.4853 CALCULATED BY DATE
CHECKED BY i DATE
CS2021 Ver 2023-01-21 www.struware.com
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STRUCTURAL CALCULATIONS eIeVG(�UIj
FOR
7332 County Rd. 100
Carbondale, CO
QL
T2 Structural JOB TITLE Carbondale SFR
PO Box 487
Bozeman, MT 59771 JOB No. 23-165 SHEET NO.
206.200.4853 CALCULATED BY 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
Directionality (Kd) 0.85
Kh case 1 0.937
Kh case 2 0.937
Type of roof Gable
I
Topographic Factor (Kzt) v{z)
Topography Flat Speed-up
Hill Height (H) 80.0 ft V(Z)
Half Hill Length (Lh) 100.0 ft x(upwind] - x(downwind)
w
Actual H/Lh = 0.80 Hn
Use H/Lh = 0.50 Lh H
Modified Lh = 160.0 ft HI2
_ .r
From top of crest: x = 50.0 ft
Bldg up/down wind? downwind ESCARPMENT
H/Lh= 0.50 K, = 0.000
x/Lh = 0.31 Kz = 0.792 V(Z)
z/Lh = 0.15 K3 = 1.000 Z Speed-up
At Mean Roof Ht: V(Z) x(upvvind) x(downwind)
Kzt = (1+KlKzK3)^2 = 1.00
' H/21 IH
Gust Effect Factor
h = 24.0 ft
B = 43.0 ft
/z (0.6h) = 15.0 ft
Rigid Structure
e =
0.20
£ =
500 ft
Zmin =
15 ft
c =
0.20
9Q, 9v =
3.4
LZ =
427.1 ft
Q =
0.91
IZ =
0.23
G =
0.88 use G = 0.85
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 = 0.56 Rigid structure (low rise bldg)
G = 0.85 Using rigid structure formula
Flexible or Dvnarnically Sensitive Structure
Natural Frequency (qj) =
0.0 Hz
Damping ratio ((i) =
0
/b =
0.65
/a =
0.15
Vz =
97.1
N , =
0.00
Rn =
0.000
Rh =
28.282 rl = 0.000
RB =
28.282 n = 0.000
RL =
28.282 q = 0.000
9R =
0.000
R =
0.000
Gf =
0.000
h = 24.0 ft
REV 1 - SHEET ADDED
Garfield County 11/7/2025
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:
(Measured at Roof, not Ground!) =PSF70010 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
T2 Structural
PO Box 487
JOB TITLE Carbondale SFR
Bozeman, MT 59771 JOB NO. 23-165 SHEET NO.
206.200.4853 CALCULATED BY DATE
CHECKED BY DATE
Seismic Loads: IBC 2021
Risk Category : II
Importance Factor (le) : 1.00
Site Class: D - code default
Ss (0.2 sec) = 48.20 %g
S1 (1.0 sec) = 9.20 %g
Strength Level Forces
Site specific ground motion analysis performed:
Fa = 1.414
Sms = 0.682 Sos = 0.454 Design Category = C
Fv = 2.400
Sm1 = 0.221 Sol = 0.147 Design Category = C
Seismic Design Category =
C
Redundancy Coefficient p =
1.30
Number of Stories:
1
Structure Type:
All other building systems
Horizontal Struct Irregularities:
No plan Irregularity
Vertical Structural Irregularities:
3) Vertical Geometric Irregularity
Flexible Diaphragms:
Yes
Building System:
Bearing Wall Systems
Seismic resisting system:
Light frame (wood) walls with structural wood shear panels
System Structural Height Limit:
Height not limited
Actual Structural Height (hn) =
24.0 ft
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R) = 6.5
Over -Strength Factor (Do) = 2.5
Deflection Amplification Factor (Cd) = 4
Sos = 0,454
Sc1 = 0.147
Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2Scs D = 1.3Qe +/ 0.091 D QE = horizontal seismic force
Special Seismic Load Effect (Em) = Emh +/- Ev = Do QE +/- 0.2Sps D = 2.5Qe +/ 0.091 D D = dead load
PERMITTED ANALYTICAL PROCEDURES
Simplified Analysis - Use Equivalent Lateral Force Analysis
Equivalent Lateral -Force Analysis
Building period coef. (CT) =
Approx fundamental period (Ta) =
User calculated fundamental period =
Long Period Transition Period (TL) =
Seismic response coef. (Cs) =
need not exceed Cs =
but not less than Cs =
USE Cs =
- Permitted
0.020 Cu = 1.61
CThr," = 0.217 sec x= 0.75 Tmax = CuTa = 0 348 sec
T= 0217see
Model & Seismic Response Analysis
ASCE7 map =
6 sec
Sdsl/R =
0.070
Sd1 IIRT=
0.104
0.044Sdsl =
0.020
0.070
Design Base Shear V = 0.070W
- Permitted (see code for procedure)
ALLOWABLE STORY DRIFT
Structure Type: All other structures
Allowable story drift Aa = 0.020hsx where hsx is the story height below level x
T2 Structural
PO Box 487
Bozeman, MT 59771
206 200.4853
JOB TITLE Carbondale SFR
JOB No. 23-165 SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
Wind Loads - MWFRS 11s60' (Low-rise Buildings) except for open buildings
Kz = Kh (case 1) = 0.94
Base pressure (qh) = 27.0 psf
GCpi = +/-0.18
Wind Pressure Coefficients
Edge Strip (a) = 4 3 ft
End Zone (2a) = 8.6 ft
Zone 2 length = 21.5 ft
CASE A
CASE
9=95deg
Surface
GCpf
w/-GCpi
w/+GCpi
GCpf
w/-GCpi
w/+GCpi
1
0.44
0.62
0.26
-0.45
- .27
-0.63
2
-0.69
-0.51
-0.87
-0.69
-0.51
-0.87
3
-0.40
-0 22
-0.58
-0.37
-0.19
-0.55
4
-0 33
-0.15
-0.51
-0.45
-0.27
-0.63
5
0.40
0.58
0.22
6
-0.29
-0.11
-0.47
1 E
0.67
0.85
0.49
7.48
-0.30
-0.66
2E
-1.07
-0.89
-1.25
-1.07
-0.89
-1.25
3E
-0.58
-0.40
-0.76
-0.53
-0,35
-0.71
4E
-0.49
-0.31
-0.67
-0.48
-0.30
-0.66
5E
0.61
0.79
0.43
6E
-0.43
-0.25
-0.61
Ultimate Wind Surface Pressures (psf)
1
16.7 7.0
-7.3 -1 .0
2
-13.8 -23.5
-13.8 -23.5
3
-6.0 -15.7
-5.1 -14.8
4
-4.1 -13.8
-7.3 -17.0
5
15.6 5.9
6
-3.0 -12.7
1 E
22.8 13.1
-8.1 -17.8
2E
-24.0 -33.7
-24.0 -33.7
3E
-10.7 -20.4
-9.4 -19.1
4E
-8 4 -18.1
-8.1 -17.8
5E
21.3 11.6
6E
-6.7 -16.5
Parapet
Windward parapet = 0.0 psf (GCpn = +1.5)
Leeward parapet = 0.0 psf (GCpn = -1.0)
Horizontal MWFRS Simple Diaphragm Pressures (psf
Transverse direction (normal to L)
Interior Zone: Wall
20.8 psf
Roof
-7.7 psf
End Zone: Wall
31.3 psf
Roof
-13.3 psf
Longitudinal direction (parallel to L)
Interior Zone: Wall 18.6 psf
End Zone: Wall 28.0 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 = 18.9 psf (upward) add to
windward roof pressure
WINDWARD
OVERHANG M
WINDWARDROOF
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Project:
Carbondale
ID:
25-113
Engineer:
tt
Date:
5/16/2024
Seismic Weight Calculations
Roof
A = 1060 W area of roof
P = 125 ft perimeter of roof
h = 8 ft story height to level below
Pf = 44 psf flat roof snow load (include if exceeds 30 psf)
Description Quantity Unit Weight Unit W (kips)
Exterior walls 500 ft' 12 psf 6
20% Roof snow 1060 ftz 8.8 psf 9.328
Roof weight 1060 ftz 15 psf 15.9
Total Weight = 31.228 kips
Low Roof + Second Floor
A = 560 ft` area of floor
P = 95 ft perimeter of level
hl = 8 ft story height to level below
Pf = 44 psf flat roof snow load
Description
Quantity
Unit
Weight
Unit W (kips)
Exterior walls
760
ft'
15
psf 11.4
2nd Floor Weight
560
ftZ
15
psf 8.4
20% Roof Snow
0
ftz
8.8
psf
ftz
0
psf
2nd Floor
A = 792 ft` area of floor
P = 125 ft perimeter of level
hl = 8 ft story height to level above
Pf = 0 ft flat roof snowload
Total Weight = 19.8 kips
Description
Quantity
Unit
Weight
Unit W (kips)
Exterior walls
500
ft'
15
psf 7.5
Floor Weight
792
ftZ
15
psf 11.88
Partions
792
ftZ
0
psf
20% Roof Snow
792
ftZ
0
psf
Total Weight= 19.38 kips
AL5EISM IC WEIGHT= 70.408
THERESATHOMAS Grid C Foundation Wa;;
T2 CONSULTING, LLC
Design Detail
J � To
�r 1�
067ft0.67ft
.y
Concrete fc = 3500 psi
Rebar Fy = 60000 psi
Unit Weight = 150 lb/ft'
#4 @ 12 in (S&T)
#4@12in
2ft
- Check Summary
Criteria -
Ratio Check
Provided
Required
Combination
- Stability Checks --
Use basic criteria from common projec...Yes
,/ 0.983 Bearing Pressure
2100 psf
2065 psf
1.OD + 1.01-+ 1.OH
Building Code
IBC 2021
,/ 0.749 Bearing Eccentricity
3 in
4 in
1.OD + 1.01-+ 1,OH
Concrete Load Combs
IBC 2021 (Strength)
- Toe Checks -
Masonry Load Combs
ASCE 7-16 (ASD)
v/ 0.057 Shear
4.54 k/ft
0.26 k/ft
12D + 1.61-+ 0.9H
Stability Load Combs
IBC Retaining Wall St..
,/ 0.262 Moment
1.89 ft-k/ft
0.5 ft-k/ft
1.2D + 1.61-+ 1.6H
Apply Sds Factor to Seismic Combinat..
No
- Heel Checks --
Restrained Against Sliding
Yes
V a180 Shear
4.54 k/ft
0.82 k/ft
1 4D
Neglect Bearing At Heel
Yes
,/ 0.123 Moment
1.89 ft-k/ft
0.23 ft k/ft
1 2D + 0 5L + 0 9H
Use Vert. Comp_ for OT
No
- Stem Checks ---
Use Vert. Comp. for Sliding
No
L% 0.183 Moment
3.45 ft-k/ft
0.63 ft k/ft
0 9D + 1.6H
Use Vert. Comp, for Bearing
No
0.365 Shear
2.74 k/ft
1 k/ft
0 9D + 1.6H
Use Surcharge for Sliding & OT
Yes
V 0.185 Max Steel
0.0273
0.0051
0.9D + 0.9H
Use Surcharge for Bearing
Yes
.;/ 0.864 Min Steel
0.02 in'/in
0.01 in2/in
0.91D + 0.9H
Neglect Soil Over Toe
Neglect Backfll Wt for Coulomb
No
No
f 0.857 Base Development
7 in
6 in
0.9D + 0.9H
Factor Soil Weight As Dead
Yes
,/ 0.864 Horz Bar Rho
0.0021
0.0018
0.9D + 0.9H
Use Passive Force for OT
Yes
0.667 Horz Bar Spacing
12 in
18 in
0,9D + 0.9H
Assume Pressure To Top
Yes
Extend Backfill Pressure To Key Bottom No
Use Toe Passive Pressure for Bearing
No
Required F.S. for OT
1.50
Required F.S. for Sliding
1.50
Has Different Safety Factors for Seismic No
Allowable Bearing Pressure
2100 psf
Req'd Bearing Location
Middle third
Wall Friction Angle
250
Friction Coefficent
0.35
Soil Reaction Modulus
172800 Ib/ft3
QuickRWall 5.0 (iesweb.com) C:\Users\thoma\0neDr1ve\T2 Consulting\2025 ...\fnd wall.rwd Page 1 of 2 Tuesday 09/23/25 10:14 AM
THERESA THOMAS Grid C Foundation Wa;;
T2 CONSULTING, LLC
Loads
DL=0 3 klft, LL=0.5 k/ft Loading OptionslAssumptions
4 Passive pressure neglects top 0 ft of soil.
y= 100lb/ft'
YEFP = 50 Ib/ft
� M �
M M
? r y =100 Ib/ft
YEFP = 200 lb/ft'
Strength Check Results Summary
Load Combination Stem
stem
M-applied
M-allow
(ft-klft)
(ft-klft)
0.9D + 0.9H 0.35
3.45
0.91D + 1.61-1 0.63
3.45
1.21D+0.51-+0.91-1 0.35
3.45
1.21D+0.51-+1.61-1 0.63
3.45
1.21D+1.61-+0.9H 0.35
3.45
1.21D+1.61-+1.6H 0.63
3.45
1.21D + 0.91-1 0.35
3.45
1.21D+1.61H 0.63
3.45
1.4D 0
0
Load Combination Heel
Heel
Mallow
V-applied
(ft-klft)
(klft)
0.91D + 0.91-1 1.89
0.53
0.91D + 1.61-1 1-89
0.53
1.21D+0.51-+0.91-1 1-89
0.7
1.21D+0.51-+1.61-1 1.89
0.7
1.21D+1.61-+0.91-1 1.89
0.7
1.21D + 1.6L+ 1.61-1 1.89
0.7
1.21D + 0.91H 1.89
0.7
1.21D + 1.61-1 1-89
0.7
1.41D 1-89
0.82
Stability Check Results Summa
Load Combination SWIM
Resisting
Sliding
Force
Force
F.S.
(Iblin)
(Iblin)
1 OD + 1 OL + 1 OH 144.7
142-2
0-983
1 OD + 1 OH 144.7
127.7
0 882
Load Combinations
IBC 2021 (Strength)
0.9D + 0.91-1
0.91D + 1.61-1
1.21D + 0.51- + 0.91-1
1.21D + 0.51- + 1.61-1
1.21D+1.61-+0.91-1
1.21D+1.61-+1.61-1
1.21D + 0.91-1
1.21D + 1.61-1
1.4D
Stem
Stem
SW
Stem
V-applied
V-allow
Min.ld
Actual Id
(klft)
(klft)
(in)
(in)
0.56
2.74
6
7
1
2.74
6
7
0.56
2-74
6
7
1
2,74
6
7
0.56
2.74
6
7
1
2.74
6
7
0.56
2.74
6
7
1
2.74
6
7
0
0
6
7
Heel
Toe
Toe
Toe
V-allow
M-applied
Wallow
V-applied
(klft)
(ft•klft)
(ft•klft)
(klft)
4.54
0.27
1.89
0.14
4.54
0.27
1.89
014
4.54
0.4
1.89
0.21
4.54
0.4
1.89
0.21
4.54
0.5
1.89
0.26
4.54
0.5
1-89
0.26
4.54
0.36
1.89
0.19
4.54
0.36
1.89
0.19
4.54
0.41
1.89
0.22
M-applied
(ft•kift)
0.18
0.18
0.23
0.23
0.23
0.23
0.23
0.23
0.27
Toe
V-allow
(klft)
4.54
4.54
4.54
4.54
4.54
4.54
4.54
4.54
4.54
Sliding Sliding Bearing Pressure Bearing Pressurearing Eccenlricillparing Eccentricity
F.S. Req'd F.S. Req'd Seis... Actual
Allowable
Actual
Allowable
(psi)
(psi)
(in)
(in)
1-500 1500 2065
2100
3
4
1 500 1 500 1627
2100
3
4
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Wall Footing (version 10) goL
Client: Holding Ground Architecture Author: Theresa Thomas
Project: Carbondale SFR
Address: 7332 County Road 100, Carbondale, CO, USA
References: ACI318-19
Summary
qgo� Allowable Gross Soil Bearing
Stress
5% Factored Moment Capacity
0% Factored One -Way Shear Capacity
Stability
Footing Properties
Created with Calcs,con,
Fate: Sep 9.2025
job R: 25.113
Subject: F1
Footing Width
B = 1.33 ft
Footing Thickness
H = 8 in
qa = 2000 pnt
Wall Type
Concrete
OM = 10651b • RIR
Wall Width
b = 8 in
OVn = 3408 plf
Concrete Strength
f,' = 3500 psi
Volume of Concrete
V = 0.0329 yd3/ft
Status = Footing In Total
Soil Properties
Compression
Allowable Soil Gross Bearing
qa = 2000 psf
Capacity
Lateral Sliding Coefficient of
= 0.3
Friction
µ
Bottom Reinforcement
Concrete Cover
cover = 3in
Reinforcement Yield Strength
fa = 60 000 psi
Design Criteria
International
Design Code for Load
Building Code (IBC)
Combinations
2021
Sliding and Overturning
FSnin = 1.5
Minimum Factor of Safety
Comments
Spread Footing (version 23)
Created with Calcscom
Client: Holding Ground Architecture Author: Theresa Thomas
Project: Carbondale SFR
Address: 7332 County Road 100, Carbondale, CO, USA
References: ACI318-19
Summary
gg%
Allowable Gross Soil Bearing
Stress
38%
Factored Moment Capacity about
X-Axis
38%
Factored Moment Capacity about
Y-Axis
13%
Factored One -Way Shear Strength
16%
Two -Way Shear Capacity
7%
Concrete Bearing Capacity
Development Length for X-Axis
Reinforcement
Design Passes as Plain Concrete
(X-Axis)?
Development Length for Y-Axis
Reinforcement
Design Passes as Plain Concrete
(Y-Axis)?
Uplift Safety Factor
Stability
131- d4 X Bars
131-p Y-ears
b=5.5 in
B=24 in
Footing Properties
qa = 2000 psf
OM_ = 3786 lb- £t
OM y = 3786 lb- £t
¢V = 9087lb
Ov, = 94.7 psi
¢S = 136 792 lb
edx = 12 in
Insufficient
PCz development length
but passes as plain
concrete
edy = 12 in
Insufficient
development length
PCy but passes as plain
concrete
FS.. = Uplift has not been
found
Status = Footing in Total
Compression
Date: Sep 9, 2025
job #: 25-113
Subject: F2
IT
bb=0�
N
Concrete Strength
f,' = 3500 psi
Volume of Concrete
V = 0.123 yd3
Soil Properties
Allowable Soil Gross Bearing
4a = 2000psf
Capacity
Lateral Sliding Coefficient of
= 0.3
Friction
jL
Bottom Reinforcement
Concrete Cover
cover = 3in
Reinforcement Yield Strength
fy= 60000psi
Ends of Reinforcement - X-Axis
Straight
Ends of Reinforcement - Y-Axis
Straight
Bottom Reinforcement Depth & Spacing
Steel Area - X-Axis Bending
Asp = 0.6 in'
Steel Area - Y-Axis Bending
A, = 0.6 in'
Bearing Dowels
Dowel Size
#4
Number of Dowels
nd = 4
Dowel Yield Strength
fyd = 60000 psi
Applied Loads
Biaxial Moments Applied
Separately
Axial, Shear, & Moment Loads
V, P, M =
about X-axis
Label J Location z(fi) �•=�amtrKq!Mtm1.. l wOMYJllI •p4l
Dead + Occupancy 0
ff n, L S
Design Criteria
International
Design Code for Load
Building Code (IBC)
Combinations
2021
Negative Bending Flexural Capacity - X-Axis (ACI 318-19, Cl 22.2)
p% Factored Negative Moment
¢M,� = 3786 lb • ft
Capacity
Negative Bending Flexural Capacity -Y-Axis (ACI318-19, Cl 22.2)
0°� Factored Negative Moment
OMny = 3786lb•ft
Capacity
Column -Footing Interface Capacity (ACI 318-19,
Cl 22,8)
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SUMMARY REPORT
ii�I F R T E Vlr' E B OB 13 Carbondale SFR & ADU
08/25 SFR
Member Name
Results (Max UTIL %)
Current Solution
Comments
R11 - Low Roof
Passed (65% R)
1 piece(s) 14" TJIO 560 @ 24" OC
RJ2 - Upper Roof
Passed (70% R)
1 piece(s) 11 7/8" TJIO 560 @ 24" OC
H1 - Upper Windows Grid 4
Passed (69% AT)
2 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam0 LVL
F31 -Grid B - D
Passed (72% AL)
1 piece(s) 11 7/8" TJIO 560 @ 16" OC
H2 - 6-6 U.L. hdr
Passed (92% M)
2 piece(s) 2 x 10 DF N0.2
H3 - 3' U.L. hdr
Passed (51% M)
2 piece(s) 2 x 6 DF No.2
H4 - 6-6 U.L. hdr GABLE
Passed (38% M)
2 piece(s) 2 x 8 DF N0.2
FB2 - Stairway Floor Header
Passed (14% R)
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam0 LVL
H5 - LL 6' kitchen
Passed (79% M)
2 piece(s) 2 x 10 DF N0.2
H6 - LL 3' kitchen
Passed (51% M)
2 piece(s) 2 x 6 DF No.2
FB3 - Grid D
Passed (31% R)
1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam
FB4 - Grid 2 UL
Passed (73% AL)
1 piece(s) 5 1/8" x 18" 24F-V4 DF Glulam
H7 - Grid 3 Slider
Passed (80% AT)
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam0 LVL
H8 - Grid B doorway
Passed (54% M)
2 piece(s) 2 x 6 DF No.2
H9 - Grid 4 window
Passed (65% M)
2 piece(s) 2 x 6 DF No.2
F32 - Grid 2-4
Passed (58% AL)
1 piece(s) 11 7/8" TJIO 360 @ 16" OC
RJ3 - Entryway
Passed (56% M)
1 piece(s) 2 x 8 DF No.1 @ 24" OC
H10 - Garage Door
Passed (33% AT)
2 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam0 LVL
F33 - LL Joists
Passed (51% R)
1 piece(s) 11 7/8" TJIO 560 @ 16" OC
FB5 - Grid 3 LL
Passed (35% R)
1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam
F34 - Deck Joist
Passed (51% M)
1 piece(s) 2 x 8 DF No.2 @ 16" OC
FB6 - Grid B+
Passed (93% OL)
1 piece(s) 3 1/8" x 7 1/2" 24F-V4 DF Glulam
DECK FLUSH BEAM
Passed (93% M)
2 piece(s) 2 x 8 DF No.2
Outlooker
Passed (80% M)
1 piece(s) 2 x 4 DF No.2 @ 24" OC
Outlooker Support Bm
Passed (52% R)
1 piece(s) 11 7/8" TJIO 560
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasa nn tacy@g mai I.co m
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 1 / 31
-J F O R T E W E B Trus Joist® Construction Detail Report
25-113 Carbondale SFR & ADU
Toe nail,
(0.131" x 3")
at 6" on -cent
When sheathing thickness exceeds?B",
trim sheathing tongue at rim board
t Plate nail, (0:131" x 3") at 12"
on -center' (4" on -center for
braced walls)
Floor panel nail -
�- 8d (0.131" x 2 )i") at 6" on -center'
Web Stiffeners required
each side at A3. W
f --1 ?'8" TJ" Rim Board (with depths <_ 16"),
(A3.1/A3.1W only)
1 �,4" or 1 Y' TimberStrand" LSL.
Tm nail - (0.131" x 3") at 6"
` on -center'
f All I""l Attach blocking per Rim Board Details and Installation in Weyerhaeuser 1 A3 1 CA3�1] A3.2 CA-3:1)3Installation Guide for Floor and Roof Framing, TJ-9001. \/
�� ^ '' For A3.1-A3.3 installation specifications see Rim Board
�3,11 A3.2 rA3.3 Details and Installation in Weyerhaeuser Installation
A3Wf I W) Guide for Floor and Roof Framing, TJ-9001.
W \\
Plate nail, (0.131" x 3") at 12"
on-centerK' on -center for
braced walls)
eking panel: 1 1/6" TJ" Rim Board
i depths15 16"),
' or 1 ?iz" TimberStrand° LSL
JI" joist
Web stiffeners
required on both
sides at Al W ONLY
Shear blocking:
1 !/8' TJ® Rim Board (with depths <_ 16"),
1 !/4'or 1 1T TimberStrand® LSL
or TJI® joist
i I
Web Stiffener required on
both sides at R1 W ONLY
Beveled bearing
plate required
I
?'3 member length or?'z backspan maximum
DRI R 01�W
WEB STIFFENER ATTACHMENT
a minimum
1„ 23h" maximum
(1 2"for TJI. Nailing:
560, 560D) • See table below.
T. 'i Web stiffener both sides -
See table below. ' With point load from above, and no support
j below, install web stiffener tight to tap flange
t Tiaht fit' rewn ar noaoman�s
Depth Minimum Web
Nailing Requirements
_ Number
Type End ]
Na Is -
Intermediate
TJI® Joist Series
(in.) Stiffener Size
110
AN se" x 2 s'is"",
8d
210
230 & 360
AN 3Q" x 2 5i6""'
All ?-e" x 2 siic' "
0.113" x 2 ?Z")
( 3
16d I
3
560
AS 2x4 p1
0.135" x 3
18"
4
4
S60D
20" y
22„. 2x4
16d 5
(0, 135"x3?z') 6
5
11
24"M
6
13
`- (1) PS1 or PS2 sheathing, face grain vertical
W J (2) Construction grade or better
y (3) Web stiffeners are always required for 22" and 24" TJI0 560D Joists
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 2 / 31
oa FORTE W E B MEMBER REPORT PASSED
08125 SFR, RJ2 - Upper Roof
REV 1 - SHEET REVISED i piece(s) 11 7/8" TJI@ 560 @ 24" OC
11 /7/2025
Sloped Length: 18' 3"
12
2F
E! �
18'
.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)
1119 @ IT 6 1/2"
1455 (1.75")
Passed (77%)
1.15
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1119 @ 17 6 1/2"
2358
Passed (47%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
4804 @ 8' 11 1/2"
10925
Passed (44%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.372 @ 8' 11 1/2"
0.580
Passed (L/561)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl.(in)
0.486 @ 8' 11 1/2"
1 0.870
Passed (L/430)
-
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
Details
Total
Available
Required
Dead
Snow
Factored
1 - Beveled Plate - DF
5.50"
5.50"
1.75"
272
896
1168
Blocking
R1
2 - Hanger on 11 7/8" DF beam
5.50"
Hangers
1.75" / - z
275
904
1179
See note s
• Blocking Panels are a5sulro to carry no loads applied directly above them and the full Wad Is apPlted to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• s See Connector grid below for additional information and/or requirements.
• Required Bearing Length / Required Bearing Length with Web Stiffeners
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 1" o/c
Bottom Edge (Lu)
179" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
-Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Member Length : 17' 11 3/8"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 2/12
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Top Mount Hanger
BA3.56/11.88X SLD9
3.00"
6-10dx1.5
I4-10dx1.5
2-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load
Location
Spacing
Dead
(0.90)
Snow
L
mments
1 - Uniform (PSF)
0 to 18'
24"
15.0
50.0 A
Default Load
We erhaeuser 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
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206)200-4853
thomasanntracy@gmail.com
11/7/2025 8:49:53 PM UTC
ForteWEB 0.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 4 / 12
4 FORTE W E B MEMBER REPORT PASSED
REV 1 -SHEET REVISED
11 /7/2025
12
21
08125 SFR, R13 - Entryway
1 piece(s) 2 x 8 DF No.1 @ 24" OC
Sloped Length: 8' 7 7/16"
MAWMMW
8' 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)
554 @ 2 1/2"
2231 (3.50")
Passed (25%)
-
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
439 @ 10 5/8"
1501
Passed (29%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1065 @ 4' 3"
1738
Passed (61%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.122 @ 4' 3"
0.410
Passed (L/807)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.159 @ 4' 3"
0.546
Passed (L/618)
-
1.0 D + 1.0 S (All Spans)
• Deflection criteria: ILL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total I
Available
Required
Dead
Snow
Factored
1 - Beveled Plate - SPF
3.50"
3.50"
1.50"
129
425
554
Blocking
2 - Beveled Plate - SPF
3.50"
3.50"
1.50"
129
425
554
Blocking
• Blocking Parcels are assumed to carry no loads applied directly above them and me tuli load is applied to the member being dmigrim.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 7" o/c
Bottom Edge (Lu)
8' 7" o/c
-Maximum allowable bracing intervals based on applied load.
-Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
_WN
Vertical Load
Location (Side)
Spacing
Dead
1 (0.90)
Snow
Comments
1 - Uniform (PSF)
0 to 8' 6"
24"
15.0
50.0
Default Load
Member Length : 8' 8 5/8"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 2/12
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and puhlished design values, Weyerhaeuser expressly disclalms arty other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design profess"I as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation Is rompabble 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 ESR4387
and/or tested in accordance with applkable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details rerer to www.v&Whaeusercom/wdodproductsl
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206)200-4853
thomasanntracy@gmail.com
11/7/2025 8:49:53 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 8 / 12
ea FORTEW EB MEMBER REPORT PASSED
REV 1 -SHEET REVISED
11 /7/2025
08125 SFR, RJl - Low Roof
1 piece(s) 14" TJI® 560 @ 24" OC
Sloped Length: 21' 3 112"
OAW
12
2�
21'
in
❑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)
1369 @ 5 1/2"
1984 (3.50")
Passed (69%)
1.15
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1299 @ 6 1/2"
2749
Passed (47%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
6575 @ 10' 6"
12966
Passed (51%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.472 @ 10' 6"
1.018
Passed (L/518)
-
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.616 @ 10' 6"
1 1.357
Passed (L/397)
-
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Details
Total
Available
Required
Dead
Snow
Factored
1 - Beveled Plate - DF
6.50"
6.50"
1,75"
319
1050
1369
Blocking
R1
2 - Beveled Plate - DF
6.50"
6.50"
1.75"
319
1050
1369
Blocking
R1
• Blocking Panels are assumed to carry no loads applied directly a0eve them and the run ioaa is appima to the memoer oemy uesiyiieu.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
7' 6" o/c
Bottom Edge (Lu)
21' 3" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
-Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Vertical Load
Location
Spacing
Dead
(0.90)
Snow
[ 15)
Comments
1 - Uniform (PSF)
0 to 21'
24"
15.0
50.0
Default Load
Member Length : 21' 5 13/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 2/12
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design profes0orwl as determined by the authority having judsdiction. The designer of record, builder or framer is
responsible to assure that this calculation Is compadble with the overall project. Accessories (Rim Board, Blocking Panels and Squash Slacks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are thlyd•party certified to sustalnahie forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-ES under evaluation reports ESR 1153 and MR-1387
and/or tested In accordance with applicable ISTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation detalls refer to www.weyerhaeuserwm/woodproducts/
document -library.
product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
Job Notes I 11/7/2025 8:49:53 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 3 / 12
l FO RTE W E B MEMBER REPORT PASSED
REV 1 - SHEET REVISED
11 /7/2025
08125 SFR, H2 - 6-6 U.L. hdr
2 piece(s) 2 x 10 DF No.2
Overall Length: 7'
61'
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)
2527 @ 1 1/2"
5625 (3.00")
Passed (45%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1790 @ 1' 1/4"
3830
Passed (47%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
4112 @ 3' 6"
4059
Passed (101%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.081 @ 3' 6"
0.225
Passed (L/998)
-
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.107 @ 3' 6"
0.338
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.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - SPF
3.00"
3.00"
1.50'
602
1925
2527
None
2 - Trimmer - DF
3.00"
3.00"
1.50"
602
1925
2527
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6" o/c
Bottom Edge (Lu)
7' o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Snow
Vertical Loads
Location
(0.90)
(1.1S)
Carom
Width
Width
0 - Self Weight (PLF)
0 to 7'
N/A
7.0
1 - Uniform (PSF)
0 to 7'
11'
15.0
50.0
ult Load
El
Member Length : 7'
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes `" `-- -
Weyerhaeuser warrants that the sizing of Its products will be in aceordaiue 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 interlded to circumvent the need for a design professional as determined by the authority having jurisdlctfon. 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 manvfaaumd 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 5R-1387
and/or tested in accordance with applicable A5TM standards. For current code evaluation reports, Weyerhaeuser product literature and RmItallation details refer to www.weyedoeiiser.com/woodproducw
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206)200-4853
thomasanntracy@gmail.com
11/7/2025 8:49:53 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 5 / 12
IFORTEWER
PASSED
REV 1 - SHEET REVISED
11 /7/2025
MEMBER REPORT
08125 SFR, H3 - 3' U.L. hdr
2 piece(s) 2 x 6 DF No-2
Overall Length: 3' 3"
+
0
3'
]
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1169 @ 0
2813 (1.50")
Passed (42%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
749 @ 7"
2277
Passed (33%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
950 @ 1' 7 1/2"
1696
Passed (56%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.021 @ 1' 7 1/2"
0.108
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.027 @ 1' 7 1/2"
0.162
1 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 - OF
1.50"
1.50"
1.50"
275
1 894
1169
None
2 - Trimmer - OF
1.50"
1.50"
1.50"
275
894
1169
(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)
(1.1s)
Comm
Width
0 - Self Weight (PLF)
0 to 3' 3"
N/A
+2
1 - Uniform (PSF)
0 to 3' 3"
11'
15.0
50.0
Default Load
ME]
0
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to clrcumyent 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
Tracy Thomas
T2 Consulting, LLC
(206)200-4853
thomasanntracy@gmail.com
11/7/2025 8:49:53 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 6 / 12
f FORTE W E B MEMBER REPORT PASSED
08/25 SFR, R11 - Low Roof w/ drift SL
1 piece(s) 14" TJI@ 560 @ 24" OC
12
2F
0
Sloped Length- 21' 3 1.2"
em
❑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)
2062 @ 5 1/2"
2530 (3.50")
Passed (82%)
1.15
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1956 @ 6 1/2"
2749
Passed (71%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
9903 @ 10' 6"
12966
Passed (76%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl.(in)
0.784 @ 10' 6"
1.018
Passed (L/312)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.927 @ 10' 6"
1.357
Passed (L/263)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: ILL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Details
Total
Available
Required
Dead
Snow
Factored
1 - Beveled Plate - DF
6.50"
6.50"
1.96"
319
1743
2062
Blocking, Web Stiffeners
R1W
2 - Beveled Plate - DF
6.50"
6.50"
1.96"
319
1743
2062
Blocking, Web Stiffeners
R1W
• Blocking Parcels are assumed to carry no loads applied directly above them and the full load is applied to the member being oeagrma.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
511" o/c
Bottom Edge (Lu)
21' 3" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
-Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Vertical Load
Location Spacing
Dead
(0,90)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 21' 24"
15.0
83.0
Default Load
Member Length : 21' 5 13/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 2/12
Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsxdalms 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 ceftiW to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [OC-M under evaluation reports FSR 1153 and ESP-1397
and/or tested in accordance with applicable AST M standards. For current code evaluation reports, Weyerhaeuser product literature and Installation detal6 refer to www.wey8rhaeusercom/woodprodticw
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
11/7/2025 8:49:53 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 11 / 12
l FO RTE W E B MEMBER REPORT PASSED
08125 SFR, HI - Upper Windows Grid 4
2 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam@ LVL
L
7
y
0
0
Overall Length: 25' 1/2"
g� o 0
❑3 0 ❑a
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)
4491 @ 7' 6"
7613 (3.00")
Passed (59%)
—
1.0 D + 1.0 S (Adj Spans)
Shear (Ibs)
2053 @ 6' 11"
4206
Passed (49%)
1.15
1.0 D + 1.0 S (Adj Spans)
Moment (Ft-Ibs)
-3074 @ 76"
4889
Passed (63%)
1.15
1.0 D + 1.0 S (Adj Spans)
Live Load Defl. (in)
0.166 @ 3' 7 1/8"
0.242
Passed (L/524)
—
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.217 @ 3' 6 3/4"
0.313
Passed (L/402)
-
1.0 D + 1.0 S (Alt 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
Roof Live
Snow
Factored
1 - Trimmer - DF
4.50"
4.50"
1.50"
439
583
1284
17Z3
None
2 - Trimmer - SPF
3.00"
3.00"
1.77"
1173
1507
3317
1 4491
None
3 - Trimmer - SPF
3.00"
3.00"
1.50"
799
1140
2508
3308
None
4 - Trimmer - SPF
3.00"
3.00"
1.50"
821
1112
2448
3268
None
5 - Trimmer - DF
3.00"
1 3.00"
1 1.50"
1 309
1 419
922
1231
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
25' 1" o/c
Bottom Edge (Lu)
21' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.25)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 25' 1/2"
N/A
5.6
—
Linked from: RJ2 -
1 - Uniform (PLF)
0 to 25'
N/A
136.0
179.0
394.0
Upper Roof,
Support 1
Member Length : 25' 1/2"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206)200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 5 / 31
1FORTEWEB
MEMBER REPORT
08125 SFR, F84 - Grid 2 UL
1 piece(s) 5 1/8" x 18" 24F-V4 DF Glulam
PASSED
0
0
Overall Length: 22'
2Z
+
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 @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
6242 @ 6 1/2"
22486 (6.75")
Passed (28%)
—
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
5061 @ 2' 2"
18742
Passed (27%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
31332 @ 11'
61148
Passed (51%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.382 @ 11'
0.523
Passed (L/657)
--
1.0 D + 1.0 5 (All Spans)
Total Load Defl. (in)
0.550 @ 11'
1.046
Passed (L/456)
—
1 1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/480) and TL (1-/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Volume factor of 0.96 was calculated for positive bending using length L = 20' 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.
Member Length : 21' 9 1/2"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
I Available
Required
Dead
Floor Live
Roof Live
Snow
Factored
1 - Column Cap - steel
8.00"
6.75"
1.87"
1922
440
1991
4378
6300
1 1/4" Rim Board
2 - Column Cap - steel
8.00" 1
6.75"
1.87"
1922
440
1991
4378
6300
1 1/4" Rim Board
• ram WHIM is assumed to carry au iodo5 aPPueu u"euiy duuve a, uyPd» l iy u U nIU+Auei ucwy u�y� ieu.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
21' 10" o/c
Bottom Edge (Lu)
21' 10" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Roof Live
Snow
Vertical Loads
Location (Side)
Tributary
(0.90)
(1.00)
(1.25)
(1.15)
Comments
Width
0 - Self Weight (PLF)
1 1/4" to 21' 10 3/4"
N/A
22.4
—
—
1 - Uniform (PSF)
0 to 22' (Front)
1'
15.0
40.0
—
Default Load
Linked from: RJ2 -
2 - Uniform (PLF)
0 to 22' (Top)
N/A
137.5
—
181.0
398.0
Upper Roof ,
Support 2
• 5itie Ioaa are assumed to not induce cross -grain tension.
We erhaeuser 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
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 15 / 31
4FORTEWEB
0
MEMBER REPORT
08125 SFR, FB2 - Stairway Floor Header
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
Overall Length: 4' 1"
3. 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)
551 @ 3 1/2"
3938 (1.50")
Passed (14%)
—
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
239 @ 1' 3 3/8"
7897
Passed (3%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
482 @ 2' 1/2"
17848
Passed (3%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.002 @ 2' 1/2"
0.087
Passed (L/999+)
—
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.002 @ 2' 1/2"
0.175
1 Passed (L/999+)
-
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Hanger on 11 7/8" SPF beam
3.50"
Hangers
1.50"
190
449
639
See note s
2 - Hanger on 11 7/8" SPF beam
3,50"
Hangers
1.50"
190
449
639
See note'
• At hanger supports, the Total Bearing dlmenslon Is equal to the width of the material that is supporting the hanger
• s See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' 6" o/c
Bottom Edge (Lu)
3' 6" o/c
-Maximum allowable bracing intervals based on applied load.
PASSED
Member Length : 3' 6"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
LUS410
2.00"
N/A
8-10dx1.5
6-10d
2 - Face Mount Hanger
LUS410
2.00"
N/A
8-10dx1.5
6-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Vertical Loads
Location (Side)
Tributary
Width
(0.90)
(1.00)
Comments
0 - Self Weight (PLF)
3 1/2" to 3' 9 1/2"
N/A
12.1
—
1 - Uniform (PSF)
0 to 4' 1" (Front)
5' 6"
15.0
40.0
Default Load
• Side loads are assumed to not induce rross-grain tension.
Weyerhaeuser warrants that the sizing of its, products will be in accordarice 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
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 10 / 31
�;i FORTEWER MEMBER REPORT PASSED
08125 SFR, FB3 - Grid D
1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam
Overall Length: 17' 10"
0
R
1
b
6'
L
7'
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
iLDF
Load: Combination (Pattern)
Member Reaction (Ibs)
5775 @ 6' 8 1/4"
18322 (5.50")
Passed (32%)
—
1.0 D + 0.75 L + 0.75 S (Adj Spans)
Shear (Ibs)
1896 @ 7' 11"
10865
Passed (17%)
1.00
1.0 D + 1.0 L (Adj Spans)
Pos Moment (Ft-Ibs)
2386 @ 2' 11 3/4"
24600
Passed (10%)
1.00
1.0 D + 1.0 L (Alt Spans)
Neg Moment Ft-Ibs)
-3567 @ 6' 8 1/4"
18963
Passed (19%)
1.00
1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)
0.009 @ T 3 9/16"
0.159
1 Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)
0.011 @ T 2 5/8"
0.318
1 Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Volume factor of 1.00 was calculated for positive bending using length L = 5' 3 7/16".
• Volume factor of 1.00 was calculated for negative bending using length L = 3' 3 7/16".
• -229 Ibs uplift at support located at 17' 6". Strapping or other restraint may be required.
• 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
5.50"
4.25"
1.50"
649
1382/-143
583
2122
1 1/4" Rim Board
2 - Column - DF
5.50"
5.50"
1.73"
1911
3553
1598
5775
None
3 - Column - DF
5.50"
5.50"
1.50"
1495
3064
1315
4780
None
4 - Column - DF
5.50"
4.25"
1.50"
234
941/-463
311/-7
1175/-229
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designea.
Lateral Bracing Bracing Intervals
Comments
Top Edge (Lu) 17' 8" o/c
Bottom Edge (Lu) 17' 8" 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)
1 1/4" to 17' 8 3/4"
N/A
14.9
1 - Uniform (PSF)
0 to 17' 10" (Front)
4'
15.0
50.0
2 - Uniform (PLF)
0 to 17' 10" (Front)
N/A
165.8
441.8
Linked from: Floor:
Joist, Support 1
• Side loads are assumed to not induce cross -grain tension.
ForteWEB Software Operator
Weyerhaeuser
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
Member Length : 17' 7 1/2'
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
11/7/2025 9:04:54 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-113 Carbondale SFR & ADU
Page 1 / 2
4 FO RT E W E B MEMBER REPORT PASSED
08125 SFR, H4 - 6-6 U. L. hdr GABLE
2 piece(s) 2 x 8 DF No.2
Overall Length: 7'
5161,
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)
702 @ 1 1/2"
5625 (3.00")
Passed (12%)
—
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
531 @ 10 1/4"
3002
Passed (18%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1142 @ 3' 6"
2720
Passed (42%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.046 @ 3' 6"
0.225
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.061 @ 3' 6"
0.313
Passed (L/999+)
-
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (5/16").
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
I Available
Required
Dead
Snow
Factored
1 - Trimmer - SPF
3.00"
3.00"
1.50"
177
525
702
(None
2 - Trimmer - DF
3.00"
3.00"
1.50"
177
525
702
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
7' o/c
Bottom Edge (Lu)
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 7'
N/A
5.5
1 - Uniform (PSF)
0 to 7'
3'
15.0
50.0
Default Load
Member Length : 7'
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the siring or Its products will be In accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclalms any Other warranties
related to the saftware. Use of this softvuare 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 watt the overall pro)ect. Accessories (Rim Board, Bipcking Panels and Squash Blocks) are not designed by this software. Products manufattured at
Weyerhaeuser facilities are thlyd-party certified 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, i=or current code evaluation reports, Weyerhaeuser product literature and installation detalls refer to www.weyerhaeusercnm/woodproductsl
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
11/7/2025 8:49:53 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 7 / 12
;-.�iI FORTE W E B MEMBER REPORT PASSED
08125 SFR, RB GRID B
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL
Overall Length: 9' 5"
fil
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)
Member Reaction (Ibs)
4802 @ 4"
6322 (4.25")
Passed (76%)
--
1.0 D + 1.0 5 (All Spans)
Shear (Ibs)
3401 @ 7' 11 5/8"
9081
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
9981 @ 4' 8 1/2"
20525
Passed (49%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.141 @ 4' 8 1/2"
0.438
Passed (L/746)
—
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.168 @ 4' 8 1/2"
0.583
Passed (LJ623)
-
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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Stud wall - SPF
5.50"
4.25"
3.23"
807
4103
4910
1 1/4" Rim Board
2 - Stud wall - SPF
5.50"
4.25"
3.01"
740
3741
4481
1 1/4" Rim Board
Rim Board isassumed to carry all Ioadsappiled directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
9' 3" o/c
Bottom Edge (Lu)
9' 3" 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)
1 1/4" to 9' 3 3/4"
N/A
12.1
Linked from: R11 -
1 - Uniform (PLF)
0 to 9' (Front)
N/A
159.5
871.5
Low Roof w/ drift
SL, Support 1
• Side loads are assumed tO not induce cross-graln tension.
Member Length : 9' 2 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser warrants that the siring of its products will be In accordance wRh 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 at framer Is
responsible to assure that this calculation is compatible with the overall prolect. 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 FSR-IIS3 and FSR-1387
and/or tested In accordance with applicable ASTM standards. For current code evaluation regarts. Weyerhaeuser product literature and Installation details refer to wwwmeyemaeusecWm/woddproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
lob Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasa nntracy@g mail.com
11/7/2025 8:49:53 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 12 / 12
;�il FORTEW E B MEMBER REPORT PASSED
08125 SFR, Outlooker
1 piece(s) 2 x 4 DF No.2 @ 24" OC
Overall Length: 4' 11"
r
2' 4." r
Fill o
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 I
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
648 @ 2' 5 3/4"
2231 (3.50")
Passed (29%)
--
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
269 @ 2' 11"
725
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
-399 @ 2' 5 3/4"
456
Passed (88%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.195 @ 0
0.248
Passed (2L/306)
--
1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)
0.250 @ 0
0.331
Passed (2L/238)
-
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (2L/240) and TL (2L/180).
• Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered.
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Roof Live
Snow
Factored
1 - Stud wall - SPF
3.50"
3.50"
1.50"
150
199
498
648
Blocking
2 - Hanger on 3 1/2" SPF beam
3.50"
Hangers
1.50"
-2
26/-24
65/-60
1 63/-62
See note s
• Blocking Panels are assumed to carry no loads applied directly above Wem and the rull load is appoen to the memaer berg designed.
• At hanger supports, the Total Bearing dimension 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)
4' 7" o/c
Bottom Edge (Lu)
4' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 4' 7 1/2"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger
LU24
1.50"
N/A
4-10dx1.5 2-lOdx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Roof Live
(1.2S)
Snow
1.1
comments
1 - Uniform (PSF)
0 to 4' 11"
24"
15.0
20.0
50.0
fault 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 arty other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is
responsible to assure that this cakulation Is Compatible with the overall project. Accessories (Rim Soard, Blocking Panels and Squash 9lodcs) are not designed by this software- Products manufactured at
Weyerhaeuser fablitles 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-1367
and/or tested In accordance with applicable ASTM standards. For current rode evaluation reports, Weyerhaeuser product Ilterature and Irrstaliation details refer to wvm.weyerhaeusmcom/woodprodLicW
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
11/7/2025 8:49:53 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 9 / 12
ll FO RTE W E B MEMBER REPORT PASSED
08125 SFR, Outlooker Support Bm
1 piece(s) 11 7/8" TJI@ 560
Overall Length: 18' 7"
18'
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) [Group]
Member Reaction (Ibs)
923 @ 2"
1606 (2.25")
Passed (57%)
1.15
1.0 D + 1.0 S (All Spans) [1]
Shear (Ibs)
905 @ 3 1/2"
2358
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans) [1]
Moment (Ft-Ibs)
4184 @ 9' 3 1/2"
10925
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans) [1]
Live Load Defl. (in)
0.377 @ 9' 3 1/2"
0.913
Passed (L/581)
—
1.0 D + 1.0 S (All Spans) [1]
Total Load Defl. (in)
0.459 @ 9' 3 1/2"
1.217
1 Passed (L/477)
I --
1.0 D + 1.0 S (All Spans) [1]
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
I Available
Required
Dead
Roof Live
Snow
I Factored
1 - Stud wall - SPF
3.50"
2.25"
1.75"
167
307
767
933
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
1 1.75"
167
307
767
933
1 1/4" Rim Board
• Rim Board Is assigned to carry all loads applied directly above it, bypassing the member being de<agtieo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 8" o/c
Bottom Edge (Lu)
18' S" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.25)
(1.15)
Comments
Width
0 - Self Weight (PLF)
1 1/4" to 18' 5 3/4"
N/A
4.0
1 - Uniform (PSF)
0 to 18' 7" (Front)
1'
15.0
20.0
50.0
Default Load
Linked from:
2 - Uniform (PLF)
0 to 18' 7" (Front)
N/A
-1.0
13.0/-12.0
1 0
Outlooker, Support
2
Member Length : 18' 4 1/2"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
We eriaaeuser Notes
Weyerhaeuser warrants that the suing of its products will be In accordance wb Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclalms any other warranties
related to the software. Use of this software Is not Intended to arcurn ent the need fora design professional as determined by the authority having Jurisdiction. The designer or 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 5u5tamatAe forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICOES under evaluation reports ESR-I IS3 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.weyertsaeusercom/wuodproducW
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
Weyerhaeuser
11/7/2025 8:58:45 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-113 Carbondale SFR & ADU
Page 1 / 1
4 FORTE W E B MEMBER REPORT PASSED
08125 SFR, H5 - LL 6' kitchen
2 piece(s) 2 x 10 DF N0.2
Overall Length: 6' 3"
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)
2049 @ 0
2813 (1.50")
Passed (73%)
•-
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1461 @ 10 3/4"
3830
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
3201 @ 3' 1 1/2"
4059
Passed (79%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.052 @ 3' 1 1/2"
0.208
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.071 @ 3' 1 1/2"
0.313
Passed (L/999+)
—
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)
Accessories
Total
I Available
Required
Dead
Roof Live
Snow
Factored
1 - Trimmer - SPF
1.50"
1.50"
1.50"
542
684
1506
2049
None
2 - Trimmer - SPF
1.50"
1.50"
1.50"
542
684
1506
2049
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
63" o/c
Bottom Edge (Lu)
6' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Roof Live
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.25)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 6' 3"
N/A
7.0
—
Linked from: R11 -
1 - Uniform (PLF)
0 to 6' 3"
N/A
166.5
219.0
482.0
Low Roof,
Support 2
Member Length : 6' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software- Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or flamer Is
responsible to assure that this mkulatlon Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Socks) are not designed by this software. Products manubctured at
Weyerhaeuser facilities are thlyd-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC•ES under evaluation reports E5R 1153 and ESP, 1367
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and InstalWtIon details refer to www.we"rnaeLwcom/woodprQductY
document -library.
product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 11 / 31
2FORTEWEB
MEMBER REPORT
08125 SFR, H6 - LL 3' kitchen
2 piece(s) 2 x 6 DF No.2
PASSED
+
0
0
Overall Length: 3' 3"
A
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)
1061 @ 0
2813 (1.50")
Passed (38%)
—
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
680 @ 7"
2277
Passed (30%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
862 @ V 7 1/2"
1696
Passed (51%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.018 @ V 7 1/2"
0.108
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.025 @ 1' 7 1/2"
0.162
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
• Deflection criteria: ILL (L/36U) and I L (L/24U).
• 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
Roof Live
Snow
Factored
1 - Trimmer - SPF
1.50"
1.50"
1.50'
277
356
783
1061
None
2 - Trimmer - SPF
1.50"
1.50"
1.50"
277
356
783
1061
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
Roof Live
Snow
Vertical Loads
Location
Tributary
(0.90)
(1.25)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 3' 3"
N/A
4.2
—
- -
Linked from: R11 -
1 - Uniform (PLF)
0 to 3' 3"
N/A
166.5
219.0
482.0
Low Roof,
Support 2
0
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
W rhaeuser Notes
Weyerhaeuser warrants that the siring of Its products wlii be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims 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 jurisdicZan. The designer of record, builder or framer is
responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Hoar(, 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 ICOES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evalualltxl reports, Weyerhaeuser product literatureand in5tellatlpn details refer to www.weyerhaetrer.corruwoodproduct5/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
Weyerhaeuser
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
File Name: 25-113 Carbondale SFR & ADU
Page 12 / 31
:IFORTEWER
+
0
a
MEMBER REPORT
08125 SFR, H7 - Grid 3 Slider
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL
Overall Length: 11' 11"
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 1
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
700 @ 0
3806 (1.50")
Passed (18%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
614 @ 8 3/4"
4821
Passed (13%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2084 @ 5' 11 1/2"
7115
Passed (29%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.170 @ 5' 11 1/2"
0.397
Passed (L/842)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.249 @ T 11 1/2"
0.313
Passed (L/574)
1.0 D + 1.0 L (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
Floor Live I
Factored
1 - Trimmer - SPF
1.50"
1.50"
1.50"
223
477
700
None
2 - Trimmer - SPF
1.50"
1.50"
1.50"
223
477
700
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
11' 11" o/c
Bottom Edge (Lu)
11' 11" 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 11' 11"
N/A
7.4
1 - Uniform (PSF)
0 to 11' 11"
2'
15.0
40.0
Default Load
PASSED
0
Member Length : 11' 11"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction, The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser Facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 16 / 31
i�iFORTE W E B MEMBER REPORT
08125 SFR, F11 - Grid 8 - D
1 piece(s) 11 7/8" T3I@ 560 @ 16" OC
PASSED
Overall Length: 22'
0 0
22
0
❑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)
776 @ 5 1/2"
1265 (1.75")
Passed (61%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
776 @ 5 1/2"
2050
Passed (38%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
4107 @ 11' 1/2"
9500
Passed (43%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl.(in)
0.380 @ 11' 1/2"
0.529
Passed (L/669)
--
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.522 @ 11' 1/2"
1.058
Passed (L/486)
1--
1.0 D + 1.0 L (All Spans)
T3-Pro"" Rating
44
40
Passed
I-
• 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 EdgeT" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling.
Member Length : 21' 5 1/4"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Details
Total
Available
Required
Dead
Floor Live
Factored
1 - Hanger on 11 7/8" DF beam
5.50"
Hanger'
1.75" / - z
221
589
810
See note'
2 - Beam - DF
5.50"
4.25"
1.75"
219
584
804
1 1/4" Rim Board
A3
• Rim Board is assumed to carry all bads applied directly, above it, bypassing the memoer oeing aesignea.
• 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.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
Lateral Bracing Bracing Intervals
Comments
Top Edge (Lu) 8' 9" o/c
Bottom Edge (Lu) 21' 5" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners Face Fasteners
I Member Fasteners
1,Accessories
1 - Face Mount Hanger
IIUS3.56/11.88
2.00"
N/A 12-10dx1.5
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 22'
16"
15.0
40.0
Default Load
Weyerhaeuser Notes
Weyerhaeuser warrants that the siring of Its products wlll 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 desigri professional as determined by the auttiority having jurisdiction. The designer of retard, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Sloeking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser fatilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under eyaluation reports MR 1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards, For current code evaluation reports, Weyerhaeuser product literature and InaMlatlon details refer to www.weyerhaererwmjwoWpmducW
document -library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator lob Notes 9/23/2025 3:51:34 PM UTC
Tracy Thomas
T2 Consulting, LLC ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
(206) 200-4853 File Name: 25-113 Carbondale SFR & ADU
thomasanntracy@gmail.com Weyerhaeuser
Page 6/31
a FO RTE W E B MEMBER REPORT PASSED
08125 SFR, H8 - Grid 8 doorway
2 piece(s) 2 x 6 DF No.2
Overall Length: 3' 3"
3'
11
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)
985 @ 0
2813 (1.50")
Passed (35%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
632 @ 7"
1980
Passed (321/o)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
801 @ 1' 7 1/2"
1475
Passed (54%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.017 @ 1' 7 1/2"
0.108
Passed (L/999+)
--
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.023 @ 1' 7 1/2"
0.162
Passed (L/999+)
—
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
I Available
Required
Dead
Floor Live
Factored
1 - Trimmer - SPF
1.S0"
1.50"
1.50"
274
712
985
None
2 - Trimmer - SPF
1.50"'
1.50"
1.50"
274
712
985
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
4.2
--
1 - Uniform (PLF)
0 to 3' 3"
N/A
164.3
438.0
Linked from: Floor:
Joist, Support 2
Member Length : 3' 3"
System : Wall
Member Type: Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser productdes[gn criteria and published design values. Weyerhaeuser expressdy 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. Accessorles (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilltles 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 A57M 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
Tracy Thomas
T2 Consulting, LLC
(206) 200-4653
thomasanntracy@gmall.com
9/23/2025 3:51:34 PM LTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 17 / 31
I FORTEWER MEMBER REPORT PASSED
08125 SFR, H9 - Grid 4 window
2 piece(s) 2 x 6 DF No.2
0
Overall Length: T 3"
3'
0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1366 @ 0
2813 (1.50")
Passed (49%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
876 @ 7"
2277
Passed (38%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
1110 @ 1' 7 1/2"
1696
Passed (65%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0,021 @ 1' 7 1/2"
0.108
Passed (L/999+)
—
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.032 @ 1' 7 1/2"
0.162
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
0
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Factored
1 - Trimmer - SPF
1.50"
1.50"
1.50"
447
585
291
640
1366
None
2 - Trimmer - SPF
1.50"
1.50"
1.50"
447
585
291
1 640
1366
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
Roof Live
Snow
Vertical Loads
Location
Tributary
(0.90)
(1,00)
(1.25)
(1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 3' 3"
N/A
4.2
Linked from: 92 -
1 - Uniform (PLF)
0 to 3' 3"
N/A
135.0
360.0
—
—
Grid 2 - 4, Support
1
Linked from: RJ2 -
2 - Uniform (PLF)
0 to 3' 3"
N/A
136.0
^-
179.0
394.0
Upper Roof,
Support 1
Weyerhaeuser warrants that the sizing of Its products will be in bpo**fICE 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 todrtt7 m"t 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
NfeoeMeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser EngirmWed Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
aridlor tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhmeuser product literature arrd installation di Wls refer to W rw.weyerhaeu�ercom/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
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 18 / 31
l FO RTE W E B MEMBER REPORT PASSED
08125 SFR, F12 - Grid 2 - 4
1 piece(s) 11 7/8" TJI® 360 @ 16" OC
Overall Length: 18'
18,
u
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
660 @ 4 1/2"
1505 (3.50")
Passed (44%)
1.00
1.0 D + 1.0 L (All Spans)
Shear Ibs)
626 @ 5 1/2"
1705
Passed (37%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2728 @ 9'
6180
Passed (44%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl.(in)
0.250 @ 9'
0.431
Passed (L/830)
--
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.343 @ 9'
0.863
Passed (L/603)
1.0 D + 1.0 L (All Spans)
TJ-ProTM Rating
44
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 Edge"' Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-Pro" Rating include: None.
Member Length : 17' 10 3/4"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Details
Total
Available
Required
Dead
Floor Live
Factored
1 - Beam - DF
5.50"
5.50"
1.75"
180
480
660
Blocking
Al
2 - Beam - DF
5.50"
4.25"
1.75"
180
480
660
1 1/4" Rim Board
A3
• Rfm Board is assumed to carry all loads applied directly above it, bypassing the member tieing designed.
• 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)
5' 8" o/c
Bottom Edge (Lu)
17' 11" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 18'
16"
15.0
40.0
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 arty other warranties
related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of retard, builder or frarner 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 Produm have been evaluated by [CC -ES under evaluation reports ESR-1153 and M-1387
and(or tested In accordance with applicable ASTM standards. For current code evdlua[iDn reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/
document -library.
product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 19 / 31
4FORTEWER
MEMBER REPORT PASSED
08125 SFR, FJ3 - LL Joists
1 piece(s) 11 7/8" TJI@ 560 @ 16" OC
0
Overall Length: 35' 4 1./2"
1
13' a
n
21'
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)
651 @ 34' 11"
1265 (1.75")
Passed (51%)
1.00
1.0 D + 1.0 L (Alt Spans)
Shear (Ibs)
878 @ 13' 11"
2255
Passed (39%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
-3161 @ 13' 8 1/4"
9500
Passed (33%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.261 @ 25' 7/8"
0.531
Passed (L/978)
--
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.347 @ 25' 1 3/4"
1.061
1 Passed (L/734)
-
1.0 D + 1.0 L (Alt Spans)
TJ-Pro"" Rating
41
40
1 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 Edge" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-Pro'"' Rating include: None.
+
0
Member Length : 34' 5 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Details
Total
Available
Required
Dead
Floor Live
Factored
1 - Hanger on 11 7/8" DF beam
5.50"
Hanger'
1.75" / - 1
76
343/-115
420/-39
See note
W
2 - Stud wall - DF
5.50"
5.50"
3.50"
450
1201
1651
None
3 - Hanger on 11 7/8" DF beam
5.50"
Hanger'
1.75" / - z
181
503
684
See note 1
• At hanger supports, me iorai nearing ulmenslun Ls equao ru Lrre wiuui ui we awtur ni mink o s pjl ,furry k.rc rrycr
• ' See Connector grid below for additional information and/or requirements.
• z Required Bearing Length / Required Bearing Length with Web Stiffeners
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
10' 6" o/c
Bottom Edge (Lu)
10' o/c
•TJI joists are only analyzed using Maximum Allowable nracing solutions.
-Maximum allowable bracing intervals based on applied load.
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
IUS3.56/9.5
2.00"
N/A
10-10dx1.5
2-10dx1.5
Web Stiffeners
3 - Top Mount Hanger
ITS3.56/11.88
2.00"
4-SOdx1.5
2-10dx1.5
2-Strong-Grip
• Refer to manufacturer notes and instructions for proper installation ano use or ail connectors.
Vertical Load
Location
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 35' 4 1/2"
16"
15.0
40.0
Default Load
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmaii.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 22 / 31
.I FORTE W E B MEMBER REPORT PASSED
08125 SFR, FB5 - Grid 3 LL
1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam
Overall Length: 20' 6 1/2"
9' 6"
1❑ n 0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern) [Group]
Member Reaction (Ibs)
1738 @ 20' 1"
4997 (1.50")
Passed (35%)
1.0 D + 1.0 L (Alt Spans) [1]
Shear (Ibs)
2105 @ 11' 5"
10865
Passed (19%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Pos Moment (Ft-Ibs)
3550 @ 15' 11 15/16"
24600
Passed (14%)
1.00
1.0 D + 1.0 L (Alt Spans) [1]
Neg Moment (Ft-Ibs)
-5183 @ 10' 2 1/4"
18963
Passed (27%)
1.00
1.0 D + 1.0 L (All Spans) [1]
Live Load Defl. (in)
0.029 @ 15' 4 15/16"
1 0.247
Passed (L/999+)
--
1.0 D + 1.0 L (Alt Spans) [1]
Total Load Defl. (in)
0.041 @ 15' 6 3/4"
1 0.495
1 Passed (L/999+)
1.0 D + 1.0 L (Alt Spans) [1]
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Volume factor of 1.00 was calculated for positive bending using length L = 8' 2 1/16".
• Volume factor of 1.00 was calculated for negative bending using length L = 4' 11 1/4".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
I Available
Required
Dead
I Floor Live
Factored
1 - Column - SPF
5.50"
4.25"
1.50"
674
1195/-401
1869
1 1/4" Rim Board
2 - Column - SPF
5.50"
5.50"
1.58"
2073
3175/-1065
5249
None
3 - Hanger on 12" DF Ledger
5.50"
Hangerr
1.50"
692
1221/-409
1912
See note '
• Rim Board is assumed to carry all loads applied directly above it, bypassing 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)
20' o/c
Bottom Edge (Lu)
20' o/c
•Maximum allowable bracing intervals based on applied load.
Member Length : 19' 11 3/4"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
3 - Face Mount Hanger
Connector not found
N/A
N/A
N/A
N/A
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Vertical Loads
Location (Side)
Tributary
Width
(0.90)
(1.00)
Comments
0 - Self Weight (PLF)
1 1/4" to 20' 1"
N/A
14.9
—
1 - Uniform (PSF)
0 to 20' 6 1/2" (Front)
9
12.0
—
WALL LOAD
Linked from: F33 -
2 - Uniform (PLF)
0 to 20' 6" (Front)
N/A
57.0
257.3/-86.3
LL Joists, Support
1
- Side loads are assumed to not induce cross -grain tension.
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 24 / 31
2 FORTE W E R MEMBER REPORT
08125 SFR, F14 - Deck Joist
1 piece(s) 2 x 8 DF No.2 @ 16" OC
PASSED
Overall Length: 9' 10 14"
1
+ +
0 0
L__
9' V.
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)
311 @ 5 1/2"
1406 (1.50")
Passed (22%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
269 @ 1' 3/4"
1305
Passed (21%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
699 @ 4' 11 3/8"
1360
Passed (51%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.102 @ 4' 11 3/8"
0.224
Passed (L/999+)
-
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.133 @ 4' 11 3/8"
0.449
1 Passed (L/810)
-
1.0 D + 1.0 L (All Spans)
T3-Pro"" Rating
N/A
N/A
I N/A
I —
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 7 1/4" DF beam
5.50"
Hanger-
1.50"
79
264
343
See note
2 - Hanger on 7 1/4" DF beam
5.50"
Hanger'
1.50"
79
264
343
See note -
• At hanger sVpporM the Total Bearing dimension is equal to the width OF the material that 4s supporting the nanger
• - See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
9' o/c
Bottom Edge (Lu)
9' o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 8' 11 3/4"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Face Mount Hanger
LU26
1.50"
N/A
6-lOdx1.5
4-10dxl.5
2 - Face Mount Hanger
LU26
1.50"
N/A
6-lOdx1.5
4-10dxl.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF) 0 to 9' 10 3/4"
16"
12.0
40.0
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 circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of retard, builder or framer Is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Pands and Squash Blacks) are not designed bN this software. Products manufactured at
Weyerhaeuser f iblities are third -party certlfled to sustainable forestry standards. Weyerhaeuser Englneered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR•1153 and ESR-1387
and/or tested In accordance with applicable A5n4 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
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmaii.com
9/23/2025 3:51:34 PM UTC
ForteWEB 0.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 26 / 31
a FORTEWEB MEMBER REPORT
08125 SFR, F66 - Grid B+
1 piece(s) 3 1/8" x 7 1/2" 24F-V4 DF Glulam
PASSED
0
Overall Length: 8' 7"
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)
2061 @ 2"
2988 (2.25")
Passed (69%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1718 @ 78"
4141
Passed (41%)
1.00
1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-Ibs)
4123 @ 4' 2 3/4"
5859
Passed (70%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load DeFl. (in)
0.188 @ 4' 2 3/4"
0.203
Passed (L/517)
-
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.248 @ 4' 2 3/4"
1 0.406
1 Passed (L/394)
--
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.
• Volume factor of 1.00 was calculated for positive bending using length L = 8' 1 1/2".
• 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
Factored
1 - Stud wall - SPF
3.50"
2.25"
1.55"
506
1607
2113
1 1/4" Rim Board
2 - Hanger on 7 1/2" SPF beam
3.50"
Hanger
1.50"
520
1655
2174
See note r
• KIM UoarQ IS assumes to carrya9 I0005apPMU Uireury duuve a, uypdnsi ny L II r I , ueury uoyueu-
• 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)
8' 2" o/c
Bottom Edge (Lu)
8' 2" o/c
-Maximum allowable bracing intervals based on applied load.
0
Member Length : 8' 2 1/4"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
HHUS28-2
3.00"
N/A 22-10d
4-10d
• Rerer to manutacturer notes ano mstrucnons Tor proper InstallanOn anu use ui au c.unneuurs.
Dead
Floor Live
Vertical Loads
Location (Side)
Tributary
Width
(0.90)
(1.00)
Comments
0 - Self Weight (PLF)
1 1/4" to 8' 3 1/2"
N/A
5.7
1 - Uniform (PSF)
0 to 8' 7" (Top)
H' 6"
12.0
40.0
Default Load
• Sloe ;oao5 are a5sumea to nut m¢uce cross-yrdui renswn.
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206)200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 27 / 31
.i FO R TE W E B MEMBER REPORT PASSED
08125 SFR, DECK FLUSH BEAM
2 piece(s) 2 x 8 DF No.2
Overall Length: 8' 11"
+ +
0 - 0
I �-
0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1079 @ 8' 5 1/2"
2813 (1.50")
Passed (38%)
--
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
918 @ 7' 10 1/4"
2610
Passed (35%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2191 @ 4' 4 3/4"
2365
Passed (93%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.129 @ 4' 4 3/4"
0.203
Passed (L/758)
-
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.171 @ 4' 4 3/4"
0.406
Passed (L/571)
--
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.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Column - DF
5.50"
4.25"
1.50"
287
879
1167
1 1/4" Rim Board
2 - Hanger on DF studWall
5.50"
Hangerr
1.50"
294
904
1198
See note '
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• At hanger supports, the Total Bearing dimension 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)
8' 4" o/c
Bottom Edge (Lu)
8' 4" o/c
-Maximum allowable bracing intervals based on applied load,
Member Length : 8' 4 1/4"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Top Mount Hanger
BA28-2
3.00"
6-10d
8-10d
2-10dxl.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead
Floor Live
Vertical Loads
Location (Side)
Tributary
Width
(0.90)
(1.00)
Comments
0 - Self Weight (PLF)
1 1/4" to 8' 5 1/2"
N/A
5.5
•-
1 - Uniform (PSF)
0 to 8' 11" (Front)
5'
12.0
40.0
Default Load
• Side loads are assumed to not induce cross -grain tension.
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 )udsdiction. The designer of record, buitder or framer is
responsible to assure that this cakulation Is Compatible with the Overall project. Accessories (Rim Board, Blocking Panels arid 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 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.weyerhaeusercom/woodproductsl
document -library.
product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tracy Thomas
T2 Consulting, LLC
(206) 200-4853
thomasanntracy@gmail.com
9/23/2025 3:51:34 PM UTC
ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3
Weyerhaeuser File Name: 25-113 Carbondale SFR & ADU
Page 29 / 31
Holding Ground Architects Ilc
PO Box 273
Bozeman, MT 59715
406.570.2683
HOLDING
GROUND
A R C H I T E C T S
MEMO
TO: Colleen Wirth (Plans Examiner, Garfield County Community Development)
FROM: Tripp Lewton
CC: Rebecca Hengemuhle; Thaddeus Eshelman
DATE: 11 /7/2025
SUBJECT: BLRE-10-25-9518 Hengemuhle - PERMITAEUlEWCCRRECT10NS1 FSPONSE
Hi Colleen,
Please see our responses (below) to the corrections and clarifications you have requested in
your 11/3/2025 email to me, concerning the BLRE-10-25-9518HengemuhieSFDpermit
application.
For the sake of clarity, I am copy -pasting the full contents of your email, with our responses
inserted, italicized in GREEN.
CORRECTIONS:
1. The'/2 page MANUAL J BLOCK LOAD REPORT has no identifying information
from what program the report is generated or who authored the load report (i.e.
Wrightsoft or other?). Block Load report-- while a brief summary -- offers
minimal depth of detail. Report further references 7,000 ft ASL, while A0.2 dated
9/24/2025 indicates a modestly higher site elevation at 7097.5 ft ASL.
REQUESTED ACTION: Resubmit complete Manual J Report for 7332 CR
100 House. Other mechanical colleagues generating reports for similar
work scopes, are sharing a printed copy of a Manual J report of typically
10-15 pages (and upwards to 30-40 pages) in length along with actual site
location elevation data referenced. I trust there is a more detailed report
copy available. I'd like to read the full report and staple copy to the issued
FIELD PLANS. Thank you.
HGA RESPONSE.- Please see the attached full length complete Manual'I Report
for 7332 CR 100 House. File name: `251107 7332CR 100 - 004 MANUAL J
REPORT -REVISION 1. pdf"
Page 1 (of 3)
Holding Ground Architects Ilc
PO Box 273
Bozeman, MT 59715
406.570.2683
MEMO
HOLDING
GROUND
A R C H I T E C T S
TO: Colleen Wirth (Plans Examiner, Garfield County Community Development)
FROM: Tripp Lewton
CC: Rebecca Hengemuhle; Thaddeus Eshelman
DATE: 11 /7/2025
SUBJECT: BLRE-10-25-9518 Hengemuhle - PERMIT -REVIEW CORRECTIONS RESPONSE
2. T2 Structural job 23-165 Structural Calculations and Tripp's (Holding Ground
Architects) stamped sheet S0.1 are showing different proposed Ground and Roof
Snowload values. The Building permit application form we received is leaving
blanks for contact information on Engineer of Record. The S sheets are
stamped by Tripp, Architect of Record. Unclear who is T2 Structural on the
structural calculations? For engineer's awareness, sheet A1.3 is showing
installation of snow guards to retain snow on the metal roof. A0.2 site plan is
showing proposed house at 7,097.5 ft elevation. With competing information, it
is unclear if the designed Pf = roof snowload will be adequate for this location at
7,097.5 ft elevation. Below is screen view of Garfield County's local amendment
for snowload:
REQUESTED ACTION STEP: PROVIDE A STATEMENT AFFIRMING WHO
SHALL SERVE AS THE STRUCTURAL ENGINEER OF RECORD. SUPPLY
THE INDIVIDUAL'S CONTACT NAME AND PHONE / EMAIL
INFORMATION. PLEASE HAVE YOUR ENGINEER OF RECORD SUPPLY A
WET STAMPED LETTER CLARIFYING THE DESIGN ROOF SNOWLOAD (Pf
= measured at roof, not ground) for the Rebecca Hengemuhle residence
located at 7332 CR 100, outside Carbondale.
Wherever T2 Structural's Structural Calculations and/or Structural Sheet(s)
need to updated or altered, then do prepare (2) full size paper copies of any
REVISED SHEETS, clearly dated and clouded with REVISIONS along with a
paper copy of an UPDATED MANUAL J REPORT to the Garfield County
Community Development Department front desk, located in downtown
Glenwood Springs, Colorado.
HGA RESPONSE.- This project does not have, nor require, an Engineer of
Record. Holding Ground Architects is the Architect of Record under Tripp's
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Holding Ground Architects Ilc
PO Box 273
Bozeman, MT 59715
406.570,2683
HOLDING
GROUND
A R C H I T E C T S
MEMO
TO: Colleen Wirth (Plans Examiner, Garfield County Community Development)
FROM: Tripp Lewton
CC: Rebecca Hengemuhle; Thaddeus Eshelman
DATE: 11 /7/2025
SUBJECT: BLRE-10-25-9518 Hengemuhle — PERMITREVIEWCOR4'ECTIONSRESPONSE
License to practice in the State of Colorado. (T2 Structural is a professional
engineering entity performing structural design services as a subcontractor to
Holding Ground Architects.) As such, all structural questions, comments and
clarifications should be directed to Holding Ground Architects.
The design roof snowload discrepancy, discussed above, has been corrected
in the structural drawings and calculations. Revised documents are attached,
and as follows.:
'251107 7332CR 100 DRA WINGS - SO 1 REVISION 1. pdf"
'251107 7332CR IOO - 006 STRUCTURAL CALCULA TIONS - REVISION
1. pdf"
Revisions to these documents are as follows:
DRAWINGS, SO 1 General Notes -See 'Structural General Notes'section
STRUCTURAL CALCS: Revised pages: page 17-page 21
New pages: page 3
All revised documents listed above will be submitted in hard copy (2 full-size copies of
each) to Garfield County Community Development as soon as we are able. Please feel
free to contact me with any additional questions or concerns.
Many thanks, Colleen! Kind regards, Tripp Lewton
Attachments:
251107 7332CR100 - 004 MANUAL J REPORT -REVISION 1.pdf
251107 7332CR100 DRAWINGS - SO-1 REVISION 1.pdf
251107 7332CR100 - 006 STRUCTURAL CALCULATIONS — REVISION 1.pdf
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