Attachment 2 - Plans and Specifications — Camarillo City Council, June 10, 2026 (part 7 of 11)

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_5
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-HS24 Arneill Road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
+1.117D+0.750L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 12.250 ft 1 0.529 0.263 1.60 1.000 1.00 1.00 1.00 7.74 1,122.8 2,122.9 2.49 272.0 0.98 1.00 1.00 71.5 +0.60D 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 12.250 ft 1 0.116 0.057 1.60 1.000 1.00 1.00 1.00 1.69 245.5 2,122.9 0.54 272.0 0.98 1.00 1.00 15.4 +0.4440D 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 12.250 ft 1 0.086 0.042 1.60 1.000 1.00 1.00 1.00 1.25 181.7 2,122.9 0.40 272.0 0.98 1.00 1.00 11.4 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L 1 0.3623 5.812 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.048 1.983
Max Upward from Load Combinations 3.048 1.983
Max Upward from Load Cases 2.105 1.273
D Only 0.942 0.710
+D+L 3.048 1.983
+D+0.750L 2.521 1.665
+0.60D 0.565 0.426
L Only 2.105 1.273

Page 51 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_6
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1200
1200
1000
625
1600
580
170
825 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination IBC 2021
Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Uniform Load : D = 0.0320, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (Roof) Point Load : D = 1.985, L = 2.712 k @ 1.417 ft, (B_1)
Uniform Load : D = 0.180 , Tributary Width = 1.0 ft, (Wall Above) Uniform Load : D = 0.0260, L = 0.040 , Tributary Width = 1.0 ft, (Floor) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.662: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 1.429ft
= 109.90 psi
=
1,196.18psi
Section used for this span 6x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 170.00 psi
Section used for this span 6x10
Maximum Shear Stress Ratio 0.646 : 1
= 0.000 ft
=
791.55psi
Maximum Deflection
0 <360
2033
Ratio = 0 <180
Max Downward Transient Deflection 0.012 in Ratio = >=360 4358 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.027 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 4.50 ft 1 0.370 0.359 0.90 1.000 1.00 1.00 1.00 2.75 398.5 1,076.9 1.91 153.0 1.00 1.00 1.00 54.9 +D+L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.50 ft 1 0.662 0.646 1.00 1.000 1.00 1.00 1.00 5.46 791.6 1,196.2 3.83 170.0 1.00 1.00 1.00 109.9 +D+Lr 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.50 ft 1 0.288 0.278 1.25 1.000 1.00 1.00 1.00 2.97 430.3 1,493.9 2.06 212.5 1.00 1.00 1.00 59.1 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.50 ft 1 0.480 0.467 1.25 1.000 1.00 1.00 1.00 4.94 717.2 1,493.9 3.46 212.5 1.00 1.00 1.00 99.3

Page 52 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 53 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2875 @ 4" 12856 (5.50") Passed (22%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2150 @ 1' 3" 7402 Passed (29%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 6202 @ 4' 11 1/2" 11634 Passed (53%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.059 @ 4' 11 1/2" 0.308 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.152 @ 4' 11 1/2" 0.463 Passed (L/731) -- 1.0 D + 1.0 Lr (All Spans) Member Length : 9' 11"
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - SPF 5.50" 5.50" 1.50" 1751 1124 2875 Blocking 2 - Stud wall - SPF 5.50" 5.50" 1.50" 1751 1124 2875 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 9' 11" o/c
Bottom Edge (Lu) 9' 11" o/c
• Side loads are assumed to not induce cross-grain tension.

Dead Roof Live
Vertical Loads Location (Side) Tributary
Width
(0.90) (1.25) Comments
0 - Self Weight (PLF) 0 to 9' 11" N/A 13.2 --
1 - Uniform (PSF) 0 to 9' 11" (Top) 11' 4" 30.0 20.0 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 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 Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

MEMBER REPORT PASSED
Building A, RB_1
1 piece(s) 6 x 10 DF No.1
ForteWEB Software Operator Job Notes 12/18/2024 11:25:17 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 12 ends

Page 54 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4854 @ 2" 7656 (3.50") Passed (63%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 3746 @ 1' 3 3/8" 7897 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 11237 @ 4' 6 13/16" 17848 Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.121 @ 4' 10 5/8" 0.237 Passed (L/941) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.218 @ 4' 10 5/16" 0.475 Passed (L/524) -- 1.0 D + 1.0 L (All Spans) Member Length : 10'
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50" 3.50" 2.22" 2142 2711 4854 Blocking 2 - Beam - DF 5.50" 5.50" 2.15" 1985 2712 4697 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 10' o/c
Bottom Edge (Lu) 10' o/c
• Side loads are assumed to not induce cross-grain tension.

Dead Floor Live
Vertical Loads Location (Side) Tributary
Width
(0.90) (1.00) Comments
0 - Self Weight (PLF) 0 to 10' N/A 12.1 --
1 - Uniform (PLF) 0 to 10' (Front) N/A 211.5 324.8 Linked from: J1, Support 1
2 - Uniform (PLF) 0 to 10' (Front) N/A 124.5 192.0 Linked from: J2, Support 1
3 - Point (lb) 3' 4" (Front) N/A 646 256
Linked from: J2
(Wall Above),
Support 1
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.

MEMBER REPORT PASSED
Building A, B_1 (Worst Case)
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ForteWEB Software Operator Job Notes 12/18/2024 11:25:17 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 13 ends

Page 55 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_2
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 2.0 E
2,600.0
2,600.0
2,510.0
750.0
2,000.0
1,016.54
285.0
1,555.0 42.010
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.0260, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) Point Load : E = 4.310 k @ 4.167 ft, (Post Above)
Uniform Load : D = 0.10 k/ft, Extent = 4.0 -->> 8.0 ft, Tributary Width = 1.0 ft, (Wall Above) Uniform Load : D = 0.0360, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) Uniform Load : D = 0.180 k/ft, Extent = 0.0 -->> 4.0 ft, Tributary Width = 1.0 ft, (Wall Above) Point Load : D = 6.20, Lr = 2.20, L = 2.20 k @ 3.750 ft, (B11) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.726: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.737ft
= 131.61 psi
=
2,576.42psi
Section used for this span 3-1.75x11.87
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 285.00 psi
Section used for this span 3-1.75x11.87
Maximum Shear Stress Ratio 0.462 : 1
= 0.000 ft
=
1,870.32psi
Maximum Deflection
1765 >=360
654
Ratio = 0 <180
Max Downward Transient Deflection 0.054 in Ratio = >=360 1765 Max Upward Transient Deflection -0.054 in Ratio =
Max Downward Total Deflection 0.147 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : E Only
Span: 1 : E Only * -1.0
Span: 1 : +D+0.750L+0.5250E
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 8.0 ft 1 0.605 0.388 0.90 1.001 1.00 1.00 1.00 14.44 1,404.2 2,321.6 4.14 256.5 0.99 1.00 1.00 99.6 +D+L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 8.0 ft 1 0.726 0.462 1.00 1.001 1.00 1.00 1.00 19.23 1,870.3 2,576.4 5.47 285.0 0.99 1.00 1.00 131.6 +D+Lr 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 8.0 ft 1 0.579 0.367 1.25 1.001 1.00 1.00 1.00 19.13 1,860.0 3,209.9 5.43 356.3 0.99 1.00 1.00 130.6

Page 56 of 440 ends

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
+D+0.750Lr+0.750L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 8.0 ft 1 0.653 0.412 1.25 1.001 1.00 1.00 1.00 21.55 2,095.6 3,209.9 6.11 356.3 0.99 1.00 1.00 146.9 +D+0.750L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 8.0 ft 1 0.593 0.377 1.15 1.001 1.00 1.00 1.00 18.03 1,753.8 2,957.1 5.14 327.8 0.99 1.00 1.00 123.6 +1.156D+1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 8.0 ft 1 0.722 0.443 1.60 1.001 1.00 1.00 1.00 30.36 2,952.9 4,087.5 8.40 456.0 0.98 1.00 1.00 202.1 +1.156D-1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 8.0 ft 1 0.076 0.375 1.60 1.001 1.00 1.00 1.00 3.19 309.8 4,087.5 7.10 456.0 0.98 1.00 1.00 170.9 +1.117D+0.750L+1.313E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 8.0 ft 1 0.712 0.440 1.60 1.001 1.00 1.00 1.00 29.92 2,910.1 4,087.5 8.33 456.0 0.98 1.00 1.00 200.5 +1.117D+0.750L-1.313E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 8.0 ft 1 0.228 0.362 1.60 1.001 1.00 1.00 1.00 9.59 932.9 4,087.5 6.86 456.0 0.98 1.00 1.00 165.1 +0.60D 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 8.0 ft 1 0.206 0.131 1.60 1.001 1.00 1.00 1.00 8.66 842.5 4,087.5 2.48 456.0 0.98 1.00 1.00 59.8 +0.4440D+1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 8.0 ft 1 0.497 0.293 1.60 1.001 1.00 1.00 1.00 20.90 2,032.2 4,087.5 5.56 456.0 0.98 1.00 1.00 133.7 +0.4440D-1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 8.0 ft 1 0.218 0.261 1.60 1.001 1.00 1.00 1.00 9.16 890.6 4,087.5 4.95 456.0 0.98 1.00 1.00 119.2 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750L+0.5250E 1 0.1466 3.971 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 6.554 5.998
Max Upward from Load Combinations 6.554 5.998
Max Upward from Load Cases 4.433 3.886
Max Downward from all Load Conditio -2.065 -2.245
Max Downward from Load Cases (Resis -2.065 -2.245
D Only 4.433 3.886
+D+L 5.815 5.130
+D+Lr 5.762 5.077
+D+0.750Lr+0.750L 6.466 5.712
+D+0.750L 5.470 4.819
+D+0.70E 5.879 5.457
+D-0.70E 2.988 2.314
+D+0.750L+0.5250E 6.554 5.998
+D+0.750L-0.5250E 4.386 3.640
+0.60D 2.660 2.331
+0.60D+0.70E 4.105 3.903
+0.60D-0.70E 1.214 0.760
Lr Only 1.329 1.191
L Only 1.382 1.245
E Only 2.065 2.245
E Only * -1.0 -2.065 -2.245

Page 57 of 440 ends

Overstrength factor (Ω = 2.5)
has been applied. Sds = 1.114
has also been applied.

0.7 x (Ω =2.5) = 1.75

0.525 x (Ω =2.5) = 1.31

0.7 x (Ω =2.5) = 1.75
Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_3
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.0260, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) Point Load : E = -4.310 k @ 6.0 ft
Uniform Load : D = 0.10 k/ft, Extent = 4.180 -->> 8.0 ft, Tributary Width = 1.0 ft Point Load : D = 4.10, Lr = 1.40, L = 1.40 k @ 6.333 ft, (B_12) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.589: 1
Load Combination +1.156D-1.750E
Span # where maximum occurs Span # 1
Location of maximum on span 6.011ft
= 213.58 psi
=
4,076.58psi
Section used for this span 3-1.75x11.87
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +1.156D-1.750E
=
=
=
= = 456.00 psi
Section used for this span 3-1.75x11.87
Maximum Shear Stress Ratio 0.468 : 1
= 8.015 ft
=
2,400.73psi
Maximum Deflection
1618 >=360
875
Ratio = 21076 >=180
Max Downward Transient Deflection 0.067 in Ratio = >=360 1618 Max Upward Transient Deflection -0.067 in Ratio =
Max Downward Total Deflection 0.123 in Ratio = >=180
Max Upward Total Deflection -0.005 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : E Only * -1.0
Span: 1 : E Only
Span: 1 : +D+0.750L-0.5250E
Span: 1 : +0.60D+0.70E
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 9.0 ft 1 0.364 0.312 0.90 1.001 1.00 1.00 1.00 8.67 843.3 2,319.0 3.33 256.5 0.99 1.00 1.00 80.1 +D+L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 9.0 ft 1 0.444 0.380 1.00 1.001 1.00 1.00 1.00 11.74 1,142.0 2,573.1 4.50 285.0 0.99 1.00 1.00 108.3 +D+Lr 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 9.0 ft 1 0.343 0.291 1.25 1.001 1.00 1.00 1.00 11.29 1,098.2 3,204.2 4.31 356.3 0.98 1.00 1.00 103.8 +D+0.750Lr+0.750L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 9.0 ft 1 0.393 0.334 1.25 1.001 1.00 1.00 1.00 12.94 1,258.5 3,204.2 4.95 356.3 0.98 1.00 1.00 119.0

Page 58 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_3
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
+D+0.750L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 9.0 ft 1 0.361 0.309 1.15 1.001 1.00 1.00 1.00 10.97 1,067.3 2,952.4 4.21 327.8 0.99 1.00 1.00 101.3 +1.156D+1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 9.0 ft 1 0.129 0.331 1.60 1.001 1.00 1.00 1.00 5.42 526.7 4,076.6 6.27 456.0 0.98 1.00 1.00 150.9 +1.156D-1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 9.0 ft 1 0.589 0.468 1.60 1.001 1.00 1.00 1.00 24.69 2,400.7 4,076.6 8.88 456.0 0.98 1.00 1.00 213.6 +1.117D+0.750L+1.313E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 9.0 ft 1 0.047 0.276 1.60 1.001 1.00 1.00 1.00 1.95 190.1 4,076.6 5.22 456.0 0.98 1.00 1.00 125.7 +1.117D+0.750L-1.313E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 9.0 ft 1 0.545 0.442 1.60 1.001 1.00 1.00 1.00 22.83 2,220.5 4,076.6 8.37 456.0 0.98 1.00 1.00 201.4 +0.60D 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 9.0 ft 1 0.124 0.105 1.60 1.001 1.00 1.00 1.00 5.20 506.0 4,076.6 2.00 456.0 0.98 1.00 1.00 48.1 +0.4440D+1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 9.0 ft 1 0.270 0.291 1.60 1.001 1.00 1.00 1.00 11.34 1,102.5 4,076.6 5.51 456.0 0.98 1.00 1.00 132.5 +0.4440D-1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 9.0 ft 1 0.447 0.343 1.60 1.001 1.00 1.00 1.00 18.74 1,822.4 4,076.6 6.51 456.0 0.98 1.00 1.00 156.6 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750L-0.5250E 1 0.1234 4.927 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.822 5.809
Max Upward from Load Combinations 2.822 5.809
Max Upward from Load Cases 1.576 3.381
Max Downward from all Load Conditio -1.437 -2.873
Max Downward from Load Combinations -0.060
Max Downward from Load Cases (Resis -1.437 -2.873
D Only 1.576 3.381
+D+L 2.231 4.606
+D+Lr 1.991 4.366
+D+0.750Lr+0.750L 2.379 5.039
+D+0.750L 2.067 4.300
+D+0.70E 0.571 1.370
+D-0.70E 2.582 5.393
+D+0.750L+0.5250E 1.313 2.792
+D+0.750L-0.5250E 2.822 5.809
+0.60D 0.946 2.029
+0.60D+0.70E -0.060 0.017
+0.60D-0.70E 1.951 4.040
Lr Only 0.415 0.985
L Only 0.655 1.225
E Only -1.437 -2.873
E Only * -1.0 1.437 2.873

Page 59 of 440 ends

Overstrength factor (Ω = 2.5)
has been applied. Sds = 1.114
has also been applied.

0.7 x (Ω =2.5) = 1.75

0.525 x (Ω =2.5) = 1.31

0.7 x (Ω =2.5) = 1.75
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 820 @ 4" 6016 (5.50") Passed (14%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 345 @ 1' 5 3/8" 3948 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 770 @ 2' 6" 8924 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.006 @ 2' 6" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.010 @ 2' 6" 0.217 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Member Length : 5'
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 5.50" 5.50" 1.50" 332 488 820 Blocking 2 - Beam - DF 5.50" 5.50" 1.50" 332 488 820 Blocking
•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 5' o/c
Bottom Edge (Lu) 5' o/c
• Side loads are assumed to not induce cross-grain tension.

Dead Floor Live
Vertical Loads Location (Side) Tributary
Width
(0.90) (1.00) Comments
0 - Self Weight (PLF) 0 to 5' N/A 6.1 --
1 - Uniform (PSF) 0 to 5' (Front) 4' 10 1/2" 26.0 40.0
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.

MEMBER REPORT PASSED
Building A, B_4
1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ForteWEB Software Operator Job Notes 12/18/2024 11:25:17 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 14 ends

Page 60 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 5445 @ 4" 12031 (5.50") Passed (45%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 4571 @ 1' 5 3/8" 7897 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 15538 @ 3' 11" 17848 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.187 @ 6' 8" 0.338 Passed (L/866) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.522 @ 6' 6 13/16" 0.675 Passed (L/310) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Length : 14' 2"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Stud wall - DF 5.50" 5.50" 2.49" 3711 1362 950 5445 Blocking 2 - Stud wall - DF 5.50" 5.50" 1.50" 1495 932 313 2428 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 6' 8" o/c
Bottom Edge (Lu) 14' 2" o/c
• Side loads are assumed to not induce cross-grain tension.

Dead Floor Live Roof Live
Vertical Loads Location (Side) Tributary
Width
(0.90) (1.00) (1.25) Comments
0 - Self Weight (PLF) 0 to 14' 2" N/A 12.1 -- --
1 - Uniform (PLF) 0 to 4' 2" (Front) N/A 180.0 - -
2 - Uniform (PSF) 0 to 4' 2" (Front) 2' 36.0 - 20.0
3 - Uniform (PSF) 0 to 14' 2" (Front) 1' 3" 26.0 40.0 - 4 - Point (lb) 3' 11" (Front) N/A 3192 1097 1096 Linked from: B_11, Support 1
5 - Point (lb) 8' 3" (Front) N/A 332 488 - Linked from: B4, Support 2
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.

MEMBER REPORT PASSED
Building A, B_5
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ForteWEB Software Operator Job Notes 12/18/2024 11:25:17 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 15 ends

Page 61 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs) 4856 @ 4" 12031 (5.50") Passed (40%) -- 1.0 D + 1.0 Lr (All Spans) [1] Shear (lbs) 3880 @ 1' 5 3/8" 9871 Passed (39%) 1.25 1.0 D + 1.0 Lr (All Spans) [1] Moment (Ft-lbs) 15920 @ 7' 2 1/2" 22310 Passed (71%) 1.25 1.0 D + 1.0 Lr (All Spans) [1] Live Load Defl. (in) 0.168 @ 7' 2 1/2" 0.344 Passed (L/982) -- 1.0 D + 1.0 Lr (All Spans) [1] Total Load Defl. (in) 0.599 @ 7' 2 1/2" 0.688 Passed (L/276) -- 1.0 D + 1.0 Lr (All Spans) [1] Member Length : 14' 5"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - DF 5.50" 5.50" 2.22" 3493 1362 4856 Blocking 2 - Stud wall - DF 5.50" 5.50" 2.22" 3493 1362 4856 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 7' 11" o/c
Bottom Edge (Lu) 14' 5" o/c
• Side loads are assumed to not induce cross-grain tension.

Dead Roof Live
Vertical Loads Location (Side) Tributary
Width
(0.90) (1.25) Comments
0 - Self Weight (PLF) 0 to 14' 5" N/A 12.1 --
1 - Uniform (PLF) 0 to 14' 5" (Front) N/A 180.0 -
2 - Uniform (PSF) 0 to 14' 5" (Front) 8' 6" 32.0 20.0
3 - Uniform (PLF) 0 to 14' 5" (Front) N/A 20.5 19.0/-0.5 Linked from: J5, Support 2
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.

MEMBER REPORT PASSED
Building A, B_6
2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ForteWEB Software Operator Job Notes 12/18/2024 11:25:17 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 16 ends

Page 62 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2357 @ 4" 10313 (5.50") Passed (23%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 921 @ 1' 4 3/4" 4050 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1972 @ 2' 3 1/2" 4746 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.007 @ 2' 3 1/2" 0.098 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.010 @ 2' 3 1/2" 0.196 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Member Length : 4' 7"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• 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.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 5.50" 5.50" 1.50" 638 1719 2357 Blocking 2 - Stud wall - DF 5.50" 5.50" 1.50" 638 1719 2357 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 4' 7" o/c
Bottom Edge (Lu) 4' 7" o/c
• Side loads are assumed to not induce cross-grain tension.

Dead Floor Live
Vertical Loads Location (Side) Tributary
Width
(0.90) (1.00) Comments
0 - Self Weight (PLF) 0 to 4' 7" N/A 8.6 --
1 - Uniform (PSF) 0 to 4' 7" (Front) 7' 6" 36.0 100.0
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.

MEMBER REPORT PASSED
Building A, B_7
2 piece(s) 2 x 12 DF No.2
ForteWEB Software Operator Job Notes 12/18/2024 11:25:17 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 17 ends

Page 63 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_8
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.0420, L = 0.1180 ksf, Tributary Width = 2.0 ft, (Stair Loading with SlopeA) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.600: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.375ft
= 81.58 psi
=
2,440.98psi
Section used for this span 2-1.75x11.25
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 285.00 psi
Section used for this span 2-1.75x11.25
Maximum Shear Stress Ratio 0.286 : 1
= 0.000 ft
=
1,465.28psi
Maximum Deflection
0 <360
414
Ratio = 0 <180
Max Downward Transient Deflection 0.304 in Ratio = >=360 581 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.428 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 14.750 ft 1 0.190 0.092 0.90 1.009 1.00 1.00 1.00 2.60 422.1 2,226.7 0.62 256.5 0.94 1.00 1.00 23.5 +D+L 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.94 1.00 1.00 0.0 Length = 14.750 ft 1 0.600 0.286 1.00 1.009 1.00 1.00 1.00 9.01 1,465.3 2,441.0 2.14 285.0 0.93 1.00 1.00 81.6 +D+0.750L 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.93 1.00 1.00 0.0 Length = 14.750 ft 1 0.413 0.188 1.25 1.009 1.00 1.00 1.00 7.41 1,204.5 2,914.0 1.76 356.3 0.89 1.00 1.00 67.1 +1.156D 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.89 1.00 1.00 0.0 Length = 14.750 ft 1 0.144 0.060 1.60 1.009 1.00 1.00 1.00 3.00 487.9 3,379.6 0.71 456.0 0.81 1.00 1.00 27.2 +1.117D+0.750L 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.81 1.00 1.00 0.0 Length = 14.750 ft 1 0.371 0.153 1.60 1.009 1.00 1.00 1.00 7.71 1,253.9 3,379.6 1.83 456.0 0.81 1.00 1.00 69.8

Page 64 of 440 ends

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
+0.60D 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.81 1.00 1.00 0.0 Length = 14.750 ft 1 0.075 0.031 1.60 1.009 1.00 1.00 1.00 1.56 253.3 3,379.6 0.37 456.0 0.81 1.00 1.00 14.1 +0.4440D 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.81 1.00 1.00 0.0 Length = 14.750 ft 1 0.055 0.023 1.60 1.009 1.00 1.00 1.00 1.15 187.4 3,379.6 0.27 456.0 0.81 1.00 1.00 10.4 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L 1 0.4275 7.429 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.445 2.445
Max Upward from Load Combinations 2.445 2.445
Max Upward from Load Cases 1.741 1.741
D Only 0.704 0.704
+D+L 2.445 2.445
+D+0.750L 2.010 2.010
+0.60D 0.423 0.423
L Only 1.741 1.741

Page 65 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_9
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-HS24 Arneill Road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1350
1350
925
625
1600
580
170
675 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0360, L = 0.10 ksf, Extent = 0.0 -->> 3.330 ft, Tributary Width = 7.333 ft, (Upper Stair) Uniform Load : D = 0.0360, L = 0.10 ksf, Extent = 3.833 -->> 7.50 ft, Tributary Width = 3.250 ft, (Lower Stair) Uniform Load : D = 0.0360, L = 0.10 ksf, Tributary Width = 1.750 ft, (Return Area) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.664: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.148ft
= 84.96 psi
=
1,342.04psi
Section used for this span 6x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 170.00 psi
Section used for this span 6x10
Maximum Shear Stress Ratio 0.500 : 1
= 0.000 ft
=
891.67psi
Maximum Deflection
0 <360
904
Ratio = 0 <180
Max Downward Transient Deflection 0.072 in Ratio = >=360 1246 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.099 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 7.50 ft 1 0.202 0.152 0.90 1.000 1.00 1.00 1.00 1.68 244.3 1,208.6 0.81 153.0 0.99 1.00 1.00 23.2 +D+L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 7.50 ft 1 0.664 0.500 1.00 1.000 1.00 1.00 1.00 6.15 891.7 1,342.0 2.96 170.0 0.99 1.00 1.00 85.0 +D+0.750L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 7.50 ft 1 0.436 0.327 1.25 1.000 1.00 1.00 1.00 5.03 729.8 1,674.7 2.42 212.5 0.99 1.00 1.00 69.5 +1.156D 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 7.50 ft 1 0.132 0.099 1.60 1.000 1.00 1.00 1.00 1.95 282.4 2,138.3 0.93 272.0 0.99 1.00 1.00 26.8

Page 66 of 440 ends

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
+1.117D+0.750L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 7.50 ft 1 0.355 0.266 1.60 1.000 1.00 1.00 1.00 5.23 758.4 2,138.3 2.52 272.0 0.99 1.00 1.00 72.2 +0.60D 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 7.50 ft 1 0.069 0.051 1.60 1.000 1.00 1.00 1.00 1.01 146.6 2,138.3 0.48 272.0 0.99 1.00 1.00 13.9 +0.4440D 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 7.50 ft 1 0.051 0.038 1.60 1.000 1.00 1.00 1.00 0.75 108.5 2,138.3 0.36 272.0 0.99 1.00 1.00 10.3 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L 1 0.0994 3.668 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.915 2.897
Max Upward from Load Combinations 3.915 2.897
Max Upward from Load Cases 2.847 2.099
D Only 1.068 0.798
+D+L 3.915 2.897
+D+0.750L 3.203 2.372
+0.60D 0.641 0.479
L Only 2.847 2.099

Page 67 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_10
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.0420, L = 0.1180 ksf, Tributary Width = 2.0 ft, (Stair Loading) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.142: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.667ft
= 34.47 psi
=
2,556.76psi
Section used for this span 2-1.75x11.25
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 285.00 psi
Section used for this span 2-1.75x11.25
Maximum Shear Stress Ratio 0.121 : 1
= 6.396 ft
=
362.16psi
Maximum Deflection
0 <360
3369
Ratio = 0 <180
Max Downward Transient Deflection 0.019 in Ratio = >=360 4732 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.026 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 7.333 ft 1 0.045 0.039 0.90 1.009 1.00 1.00 1.00 0.64 104.3 2,309.2 0.26 256.5 0.98 1.00 1.00 9.9 +D+L 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 7.333 ft 1 0.142 0.121 1.00 1.009 1.00 1.00 1.00 2.23 362.2 2,556.8 0.90 285.0 0.97 1.00 1.00 34.5 +D+0.750L 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.97 1.00 1.00 0.0 Length = 7.333 ft 1 0.094 0.080 1.25 1.009 1.00 1.00 1.00 1.83 297.7 3,163.2 0.74 356.3 0.96 1.00 1.00 28.3 +1.156D 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.96 1.00 1.00 0.0 Length = 7.333 ft 1 0.030 0.025 1.60 1.009 1.00 1.00 1.00 0.74 120.6 3,972.7 0.30 456.0 0.95 1.00 1.00 11.5 +1.117D+0.750L 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.95 1.00 1.00 0.0 Length = 7.333 ft 1 0.078 0.065 1.60 1.009 1.00 1.00 1.00 1.91 309.9 3,972.7 0.77 456.0 0.95 1.00 1.00 29.5

Page 68 of 440 ends

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
+0.60D 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.95 1.00 1.00 0.0 Length = 7.333 ft 1 0.016 0.013 1.60 1.009 1.00 1.00 1.00 0.39 62.6 3,972.7 0.16 456.0 0.95 1.00 1.00 6.0 +0.4440D 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.95 1.00 1.00 0.0 Length = 7.333 ft 1 0.012 0.010 1.60 1.009 1.00 1.00 1.00 0.28 46.3 3,972.7 0.12 456.0 0.95 1.00 1.00 4.4 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L 1 0.0261 3.693 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.215 1.215
Max Upward from Load Combinations 1.215 1.215
Max Upward from Load Cases 0.865 0.865
D Only 0.350 0.350
+D+L 1.215 1.215
+D+0.750L 0.999 0.999
+0.60D 0.210 0.210
L Only 0.865 0.865

Page 69 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs) 4836 @ 4" 18047 (5.50") Passed (27%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) [1] Shear (lbs) 3004 @ 1' 5 3/8" 11845 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) [1] Moment (Ft-lbs) 8984 @ 4' 10" 26772 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.041 @ 4' 10" 0.225 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) [1] Total Load Defl. (in) 0.120 @ 4' 10" 0.450 Passed (L/904) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) [1] Member Length : 9' 8"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Beam - DF 5.50" 5.50" 1.50" 3192 1097 1096 4836 Blocking 2 - Beam - DF 5.50" 5.50" 1.50" 3192 1097 1096 4836 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 9' 8" o/c
Bottom Edge (Lu) 9' 8" o/c
• Side loads are assumed to not induce cross-grain tension.

Dead Floor Live Roof Live
Vertical Loads Location (Side) Tributary
Width
(0.90) (1.00) (1.25) Comments
0 - Self Weight (PLF) 0 to 9' 8" N/A 18.2 -- --
1 - Uniform (PSF) 0 to 9' 8" (Front) 2' 3" 26.0 40.0 -
2 - Uniform (PLF) 0 to 9' 8" (Front) N/A 180.0 - - Wall Above 3 - Uniform (PSF) 0 to 9' 8" (Front) 11' 4" 32.0 - 20.0 ROOF 4 - Uniform (PLF) 0 to 9' 8" (Front) N/A 41.0 137.0/-31.0 - Linked from: J_3, Support 2
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.

MEMBER REPORT PASSED
Building A, B_11
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ForteWEB Software Operator Job Notes 12/18/2024 11:25:17 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 18 ends

Page 70 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs) 3165 @ 4" 18047 (5.50") Passed (18%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) [1] Shear (lbs) 1492 @ 1' 5 3/8" 11845 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) [1] Moment (Ft-lbs) 3450 @ 3' 1" 26772 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.007 @ 3' 1" 0.138 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) [1] Total Load Defl. (in) 0.022 @ 3' 1" 0.275 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) [1] Member Length : 6' 2"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Beam - DF 5.50" 5.50" 1.50" 2122 691 699 3165 Blocking 2 - Beam - DF 5.50" 5.50" 1.50" 2122 691 699 3165 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 6' 2" o/c
Bottom Edge (Lu) 6' 2" o/c
• Side loads are assumed to not induce cross-grain tension.

Dead Floor Live Roof Live
Vertical Loads Location (Side) Tributary
Width
(0.90) (1.00) (1.25) Comments
0 - Self Weight (PLF) 0 to 6' 2" N/A 18.2 -- --
1 - Uniform (PSF) 0 to 6' 2" (Front) 3' 3" 26.0 40.0 -
2 - Uniform (PLF) 0 to 6' 2" (Front) N/A 180.0 - - Wall Above 3 - Uniform (PSF) 0 to 6' 2" (Front) 11' 4" 32.0 - 20.0 ROOF 4 - Uniform (PLF) 0 to 6' 2" (Front) N/A 43.0 94.0/-22.0 - Linked from: J_4, Support 3
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.

MEMBER REPORT PASSED
Building A, B_12
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
ForteWEB Software Operator Job Notes 12/18/2024 11:25:17 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 19 ends

Page 71 of 440 ends

Wood Column
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: C_1
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-HS24 Arneill Road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Code References
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Analysis Method Wood Section Name 2x12
Overall Column Height ft 12
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.2
Fb + 900.0
900.0 psi
1,350.0
625.0
180.0
575.0

31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 1.50 in
Exact Depth 11.250 in
Area 16.875 in^2
Ix 177.979 in^4
Iy 3.164 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Fact 1.0
Cf or Cv for Compressio 1.0
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Fully braced against buckling ABOUT Y-Y Axis
ABOUT X-X Axis: Lux = 12 ft, Kx = 1.0
Column Buckling Condition:

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 43.889 lbs * Dead Load Factor AXIAL LOADS . . .

Floor Loading: Axial Load at 12.0 ft, D = 1.10, L = 1.70 k Roof Loading: Axial Load at 12.0 ft, D = 0.60, Lr = 0.40 k Wall Loading: Axial Load at 12.0 ft, D = 1.0 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.2132
Location of max.above base 0.0 ft
Applied Axial 4.444 k
Applied Mx 0.0 k-ft
Load Combination +D+L
Load Combination +0.4440D
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
Allowable Shear psi 288.0

0.0 : 1 Bending Compression Tension
Location of max.above base 12.0 ft
: 1
At maximum location values are .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 1,235.27 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D CP Stress Ratio Location Stress Ratio Status Location Status Load Combination Results
D Only 0.900 0.887 ft 0.1437 PASS PASS 0.0 0.0 12.0 ft
+D+L 1.000 0.871 ft 0.2132 PASS PASS 0.0 0.0 12.0 ft
+D+Lr 1.250 0.830 ft 0.1266 PASS PASS 0.0 0.0 12.0 ft
+D+0.750Lr+0.750L 1.250 0.830 ft 0.1740 PASS PASS 0.0 0.0 12.0 ft +D+0.750L 1.150 0.847 ft 0.1725 PASS PASS 0.0 0.0 12.0 ft +1.156D 1.600 0.769 ft 0.1077 PASS PASS 0.0 0.0 12.0 ft +1.117D+0.750L 1.600 0.769 ft 0.1474 PASS PASS 0.0 0.0 12.0 ft +0.60D 1.600 0.769 ft 0.05591 PASS PASS 0.0 0.0 12.0 ft +0.4440D 1.600 0.769 ft 0.04137 PASS PASS 0.0 0.0 12.0 ft

Page 72 of 440 ends

Engineer:

Project ID:

Project Descr:
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Top @ Base
Maximum Reactions
@ Base @ Base @ Top @ Top
My - End Moments Mx - End Moments
D Only 2.744
+D+L 4.444
+D+Lr 3.144
+D+0.750Lr+0.750L 4.319
+D+0.750L 4.019
+0.60D 1.646
Lr Only 0.400
L Only 1.700
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Max. Y-Y Deflection Distance Distance D Only 0.0000 0.000 0.000ft in 0.000ft in
+D+L 0.0000 0.000 0.000ft in 0.000ft in
+D+Lr 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750Lr+0.750L 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750L 0.0000 0.000 0.000ft in 0.000ft in
+0.60D 0.0000 0.000 0.000ft in 0.000ft in
Lr Only 0.0000 0.000 0.000ft in 0.000ft in
L Only 0.0000 0.000 0.000ft in 0.000ft in
Sketches

Page 73 of 440 ends

Wood Column
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: C_2
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Code References
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Analysis Method Wood Section Name 2-2x6
Overall Column Height ft 12
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.2
Fb + 900.0
900.0 psi
1,350.0
625.0
180.0
575.0

31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.30
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 3.0 in
Exact Depth 5.50 in
Area 16.50 in^2
Ix 41.594 in^4
Iy 12.375 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Fact 1.0
Cf or Cv for Compressio 1.10
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.30
x-x Bending y-y Bending
ksi No
Minimum
Basic
Fully braced against buckling ABOUT Y-Y Axis
ABOUT X-X Axis: Lux = 12 ft, Kx = 1.0
Column Buckling Condition:

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 42.914 lbs * Dead Load Factor AXIAL LOADS . . .

H_3: Axial Load at 12.0 ft, D = 2.690, Lr = 0.670, L = 1.380, E = 1.0 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.5730
Location of max.above base 0.0 ft
Applied Axial 5.40 k
Applied Mx 0.0 k-ft
Load Combination +1.117D+0.750L+1.313E
Load Combination +0.4440D+1.750E
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
Allowable Shear psi 288.0

0.0 : 1 Bending Compression Tension
Location of max.above base 12.0 ft
: 1
At maximum location values are .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 571.15 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D CP Stress Ratio Location Stress Ratio Status Location Status Load Combination Results
D Only 0.900 0.731 ft 0.3676 PASS PASS 0.0 0.0 12.0 ft
+D+L 1.000 0.696 ft 0.5227 PASS PASS 0.0 0.0 12.0 ft
+D+Lr 1.250 0.615 ft 0.3914 PASS PASS 0.0 0.0 12.0 ft
+D+0.750Lr+0.750L 1.250 0.615 ft 0.4912 PASS PASS 0.0 0.0 12.0 ft +D+0.750L 1.150 0.647 ft 0.4484 PASS PASS 0.0 0.0 12.0 ft +1.156D+1.750E 1.600 0.521 ft 0.5209 PASS PASS 0.0 0.0 12.0 ft +1.156D-1.750E 1.600 0.521 ft 0.1495 PASS PASS 0.0 0.0 12.0 ft +1.117D+0.750L+1.313E 1.600 0.521 ft 0.5730 PASS PASS 0.0 0.0 12.0 ft +1.117D+0.750L-1.313E 1.600 0.521 ft 0.2945 PASS PASS 0.0 0.0 12.0 ft +0.60D 1.600 0.521 ft 0.1740 PASS PASS 0.0 0.0 12.0 ft
+0.4440D+1.750E 1.600 0.521 ft 0.3145 PASS PASS 0.0 0.0 12.0 ft

Page 74 of 440 ends

Engineer:

Project ID:

Project Descr:
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Top @ Base
Maximum Reactions
@ Base @ Base @ Top @ Top
My - End Moments Mx - End Moments
D Only 2.733
+D+L 4.113
+D+Lr 3.403
+D+0.750Lr+0.750L 4.270
+D+0.750L 3.768
+D+0.70E 3.433
+D-0.70E 2.033
+D+0.750L+0.5250E 4.293
+D+0.750L-0.5250E 3.243
+0.60D 1.640
+0.60D+0.70E 2.340
+0.60D-0.70E 0.940
Lr Only 0.670
L Only 1.380
E Only 1.000
E Only * -1.0
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Max. Y-Y Deflection Distance Distance D Only 0.0000 0.000 0.000ft in 0.000ft in
+D+L 0.0000 0.000 0.000ft in 0.000ft in
+D+Lr 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750Lr+0.750L 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750L 0.0000 0.000 0.000ft in 0.000ft in
+D+0.70E 0.0000 0.000 0.000ft in 0.000ft in
+D-0.70E 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750L+0.5250E 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750L-0.5250E 0.0000 0.000 0.000ft in 0.000ft in
+0.60D 0.0000 0.000 0.000ft in 0.000ft in
+0.60D+0.70E 0.0000 0.000 0.000ft in 0.000ft in
+0.60D-0.70E 0.0000 0.000 0.000ft in 0.000ft in
Lr Only 0.0000 0.000 0.000ft in 0.000ft in
L Only 0.0000 0.000 0.000ft in 0.000ft in
E Only 0.0000 0.000 0.000ft in 0.000ft in

Page 75 of 440 ends

Engineer:

Project ID:

Project Descr:

Sketches

Page 76 of 440 ends

Wood Column
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: C_3
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 42.914 lbs * Dead Load Factor AXIAL LOADS . . .

H_1: Axial Load at 12.0 ft, D = 1.820, Lr = 0.390, L = 1.080, E = -1.540 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.5212
Location of max.above base 0.0 ft
Applied Axial 4.912 k
Applied Mx 0.0 k-ft
Load Combination +1.117D+0.750L-1.313E
Load Combination +0.4440D-1.750E
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
Allowable Shear psi 288.0

0.0 : 1 Bending Compression Tension
Location of max.above base 12.0 ft
: 1
At maximum location values are .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 571.15 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D CP Stress Ratio Location Stress Ratio Status Location Status Load Combination Results
D Only 0.900 0.731 ft 0.2506 PASS PASS 0.0 0.0 12.0 ft
+D+L 1.000 0.696 ft 0.3740 PASS PASS 0.0 0.0 12.0 ft
+D+Lr 1.250 0.615 ft 0.2592 PASS PASS 0.0 0.0 12.0 ft
+D+0.750Lr+0.750L 1.250 0.615 ft 0.3411 PASS PASS 0.0 0.0 12.0 ft +D+0.750L 1.150 0.647 ft 0.3181 PASS PASS 0.0 0.0 12.0 ft +1.156D+1.750E 1.150 0.647 ft 0.0 PASS PASS 0.0 0.0 12.0 ft +1.156D-1.750E 1.600 0.521 ft 0.5145 PASS PASS 0.0 0.0 12.0 ft +1.117D+0.750L+1.313E 1.600 0.521 ft 0.09227 PASS PASS 0.0 0.0 12.0 ft +1.117D+0.750L-1.313E 1.600 0.521 ft 0.5212 PASS PASS 0.0 0.0 12.0 ft +0.60D 1.600 0.521 ft 0.1186 PASS PASS 0.0 0.0 12.0 ft
+0.4440D+1.750E 1.600 0.521 ft 0.0 PASS PASS 0.0 0.0 12.0 ft +0.4440D-1.750E 1.600 0.521 ft 0.3737 PASS PASS 0.0 0.0 12.0 ft

Page 77 of 440 ends

Engineer:

Project ID:

Project Descr:
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Top @ Base
Maximum Reactions
@ Base @ Base @ Top @ Top
My - End Moments Mx - End Moments
D Only 1.863
+D+L 2.943
+D+Lr 2.253
+D+0.750Lr+0.750L 2.965
+D+0.750L 2.673
+D+0.70E 0.785
+D-0.70E 2.941
+D+0.750L+0.5250E 1.864
+D+0.750L-0.5250E 3.481
+0.60D 1.118
+0.60D+0.70E 0.040
+0.60D-0.70E 2.196
Lr Only 0.390
L Only 1.080
E Only
E Only * -1.0 1.540
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Max. Y-Y Deflection Distance Distance D Only 0.0000 0.000 0.000ft in 0.000ft in
+D+L 0.0000 0.000 0.000ft in 0.000ft in
+D+Lr 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750Lr+0.750L 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750L 0.0000 0.000 0.000ft in 0.000ft in
+D+0.70E 0.0000 0.000 0.000ft in 0.000ft in
+D-0.70E 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750L+0.5250E 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750L-0.5250E 0.0000 0.000 0.000ft in 0.000ft in
+0.60D 0.0000 0.000 0.000ft in 0.000ft in
+0.60D+0.70E 0.0000 0.000 0.000ft in 0.000ft in
+0.60D-0.70E 0.0000 0.000 0.000ft in 0.000ft in
Lr Only 0.0000 0.000 0.000ft in 0.000ft in
L Only 0.0000 0.000 0.000ft in 0.000ft in
E Only * -1.0 0.0000 0.000 0.000ft in 0.000ft in

Page 78 of 440 ends

Engineer:

Project ID:

Project Descr:

Sketches

Page 79 of 440 ends

Wood Column
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Typical King
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-HS24 Arneill Road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Code References
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Analysis Method Wood Section Name 2-2x6
Overall Column Height ft 13.8
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.2
Fb + 900.0
900.0 psi
1,350.0
625.0
180.0
575.0

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 49.351 lbs * Dead Load Factor BENDING LOADS . . .

Lat. Uniform Load creating Mx-x, W = 0.1320 k/ft

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.8256
Location of max.above base 6.854 ft
Applied Axial 0.04935 k
Applied Mx 1.885 k-ft
Load Combination +D+0.60W
Load Combination +D+0.60W
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 74.520 psi
Allowable Shear psi 288.0

0.1725 : 1 Bending Compression Tension
Location of max.above base 0.0 ft
: 1
At maximum location values are .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.9108 k Bottom along Y-Y 0.9108 k
Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 1.636 in at 6.946 ft above base
for load combination : W Only
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 499.330 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D CP Stress Ratio Location Stress Ratio Status Location Status Load Combination Results
D Only 0.900 0.355 ft 0.006312 PASS PASS 0.0 0.0 13.80 ft +D+0.60W 1.600 0.210 ft 0.8256 PASS PASS 6.854 0.1725 0.0 ft +D+0.450W 1.600 0.210 ft 0.6192 PASS PASS 6.854 0.1294 0.0 ft +0.60D+0.60W 1.600 0.210 ft 0.8237 PASS PASS 6.854 0.1725 0.0 ft +0.60D 1.600 0.210 ft 0.003594 PASS PASS 0.0 0.0 13.80 ft k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Top @ Base
Maximum Reactions
@ Base @ Base @ Top @ Top
My - End Moments Mx - End Moments
D Only 0.049
+D+0.60W 0.546 0.049 0.546

Page 80 of 440 ends

Engineer:

Project ID:

Project Descr:
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Top @ Base
Maximum Reactions
@ Base @ Base @ Top @ Top
My - End Moments Mx - End Moments
+D+0.450W 0.410 0.049 0.410
+0.60D+0.60W 0.546 0.030 0.546
+0.60D 0.030
W Only 0.911 0.911
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Max. Y-Y Deflection Distance Distance D Only 0.0000 0.000 0.000ft in 0.000ft in
+D+0.60W 0.0000 0.982 6.946ft in 0.000ft in
+D+0.450W 0.0000 0.736 6.946ft in 0.000ft in
+0.60D+0.60W 0.0000 0.982 6.946ft in 0.000ft in
+0.60D 0.0000 0.000 0.000ft in 0.000ft in
W Only 0.0000 1.636 6.946ft in 0.000ft in
Sketches

Page 81 of 440 ends

Wood Column
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Typical Trimmer
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-HS24 Arneill Road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Code References
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Analysis Method Wood Section Name 2x6
Overall Column Height ft 12
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.2
Fb + 900.0
900.0 psi
1,350.0
625.0
180.0
575.0

31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.30
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 1.50 in
Exact Depth 5.50 in
Area 8.250 in^2
Ix 20.797 in^4
Iy 1.547 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Fact 1.0
Cf or Cv for Compressio 1.10
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.30
x-x Bending y-y Bending
ksi No
Minimum
Basic
Fully braced against buckling ABOUT Y-Y Axis
ABOUT X-X Axis: Lux = 12 ft, Kx = 1.0
Column Buckling Condition:

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 21.457 lbs * Dead Load Factor AXIAL LOADS . . .

Floor - Header: Axial Load at 12.0 ft, D = 0.2730, L = 0.420 k Roof Loading: Axial Load at 12.0 ft, D = 0.7940, Lr = 0.8290 k Wall load Above: Axial Load at 12.0 ft, D = 0.420 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.470
Location of max.above base 0.0 ft
Applied Axial 2.445 k
Applied Mx 0.0 k-ft
Load Combination +D+0.750Lr+0.750L
Load Combination +0.60D
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
Allowable Shear psi 288.0

0.0 : 1 Bending Compression Tension
Location of max.above base 12.0 ft
: 1
At maximum location values are .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 630.61 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D CP Stress Ratio Location Stress Ratio Status Location Status Load Combination Results
D Only 0.900 0.448 ft 0.3055 PASS PASS 0.0 0.0 12.0 ft
+D+L 1.000 0.411 ft 0.3830 PASS PASS 0.0 0.0 12.0 ft
+D+Lr 1.250 0.340 ft 0.4493 PASS PASS 0.0 0.0 12.0 ft
+D+0.750Lr+0.750L 1.250 0.340 ft 0.470 PASS PASS 0.0 0.0 12.0 ft +D+0.750L 1.150 0.365 ft 0.3544 PASS PASS 0.0 0.0 12.0 ft +0.60D 1.600 0.272 ft 0.1695 PASS PASS 0.0 0.0 12.0 ft

Page 82 of 440 ends

Engineer:

Project ID:

Project Descr:
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Top @ Base
Maximum Reactions
@ Base @ Base @ Top @ Top
My - End Moments Mx - End Moments
D Only 1.508
+D+L 1.928
+D+Lr 2.337
+D+0.750Lr+0.750L 2.445
+D+0.750L 1.823
+0.60D 0.905
Lr Only 0.829
L Only 0.420
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Max. Y-Y Deflection Distance Distance D Only 0.0000 0.000 0.000ft in 0.000ft in
+D+L 0.0000 0.000 0.000ft in 0.000ft in
+D+Lr 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750Lr+0.750L 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750L 0.0000 0.000 0.000ft in 0.000ft in
+0.60D 0.0000 0.000 0.000ft in 0.000ft in
Lr Only 0.0000 0.000 0.000ft in 0.000ft in
L Only 0.0000 0.000 0.000ft in 0.000ft in
Sketches

Page 83 of 440 ends

Wood Column
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Typical Trimmer 7' Header
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-HS24 Arneill Road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.30
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 1.50 in
Exact Depth 5.50 in
Area 8.250 in^2
Ix 20.797 in^4
Iy 1.547 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Fact 1.0
Cf or Cv for Compressio 1.10
1,600.0
Axial
Cm : Wet Use Factor 1.250
Cf or Cv for Bending 1.30
x-x Bending y-y Bending
ksi No
Minimum
Basic
Fully braced against buckling ABOUT Y-Y Axis
ABOUT X-X Axis: Lux = 12 ft, Kx = 1.0
Column Buckling Condition:

Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 21.457 lbs * Dead Load Factor AXIAL LOADS . . .

Header Load: Axial Load at 12.0 ft, D = 2.350, Lr = 0.820, L = 0.650 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.9136
Location of max.above base 0.0 ft
Applied Axial 3.474 k
Applied Mx 0.0 k-ft
Load Combination +D+0.750Lr+0.750L
Load Combination +0.60D
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
Allowable Shear psi 288.0

0.0 : 1 Bending Compression Tension
Location of max.above base 12.0 ft
: 1
At maximum location values are .

Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 460.932 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D CP Stress Ratio Location Stress Ratio Status Location Status Load Combination Results
D Only 0.900 0.811 ft 0.7671 PASS PASS 0.0 0.0 12.0 ft
+D+L 1.000 0.784 ft 0.9092 PASS PASS 0.0 0.0 12.0 ft
+D+Lr 1.250 0.718 ft 0.8393 PASS PASS 0.0 0.0 12.0 ft
+D+0.750Lr+0.750L 1.250 0.718 ft 0.9136 PASS PASS 0.0 0.0 12.0 ft +D+0.750L 1.150 0.744 ft 0.7882 PASS PASS 0.0 0.0 12.0 ft +0.60D 1.600 0.631 ft 0.3327 PASS PASS 0.0 0.0 12.0 ft
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Top @ Base
Maximum Reactions
@ Base @ Base @ Top @ Top
My - End Moments Mx - End Moments
D Only 2.371

Page 84 of 440 ends

Engineer:

Project ID:

Project Descr:
k k-ft
Note: Only non-zero reactions are listed.

Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base @ Top @ Base
Maximum Reactions
@ Base @ Base @ Top @ Top
My - End Moments Mx - End Moments
+D+L 3.021
+D+Lr 3.191
+D+0.750Lr+0.750L 3.474
+D+0.750L 2.859
+0.60D 1.423
Lr Only 0.820
L Only 0.650
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Max. Y-Y Deflection Distance Distance D Only 0.0000 0.000 0.000ft in 0.000ft in
+D+L 0.0000 0.000 0.000ft in 0.000ft in
+D+Lr 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750Lr+0.750L 0.0000 0.000 0.000ft in 0.000ft in
+D+0.750L 0.0000 0.000 0.000ft in 0.000ft in
+0.60D 0.0000 0.000 0.000ft in 0.000ft in
Lr Only 0.0000 0.000 0.000ft in 0.000ft in
L Only 0.0000 0.000 0.000ft in 0.000ft in
Sketches

Page 85 of 440 ends

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BUILDING A

ROOF MASSING
Legend
Description Quantity Unit
R1 1,090.04 sf
R2 335.54 sf

Page 88 of 440 ends

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Legend
Description Quantity Unit
W1 167.5349 ft
W2 16.0048 ft
W2 67.8885 ft

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Page 90 of 440 ends

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W1 175.5856 ft
W2 30.6584 ft
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Page 91 of 440 ends

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Page 108 of 440 ends

Diaphragm
Arneill Road Mixed-Use
1081-03-HS24

10.2024
IPK

DIAPHRAGM - UNBLOCKED
N/S Loading w/ Framing Parallel to Shearwall = CASE 4 --> Capacity = 600plf / 2.8 = 240 plf N/S Loading w/ Framing Perp to Shearwall = CASE 3 --> Capacity = 600plf / 2.8 = 240 plf E/W Loading w/ Framing Parallel to Shearwall = CASE 1 --> Capacity = 800plf / 2.8 = 320 plf E/W Loading w/ Framing Perp to Shearwall = CASE 2 --> Capacity = 600plf / 2.8 = 240 plf

Page 109 of 440 ends

Diaphragm
Arneill Road Mixed-Use
1081-03-HS24

10.2024
IPK

DIAPHRAGM - BLOCKED
N/S Loading w/ Framing Parallel to Shearwall = CASE 4 --> Capacity = 720 plf N/S Loading w/ Framing Perp to Shearwall = CASE 3 --> Capacity = 720 plf E/W Loading w/ Framing Parallel to Shearwall = CASE 1 --> Capacity = 720 plf E/W Loading w/ Framing Perp to Shearwall = CASE 2 --> Capacity = 720 plf * Capacity at all Cases is the same for Blocked Diaphragm

Page 110 of 440 ends

1')/225
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Page 111 of 440 ends

Diaphragm
Arneill Road Mixed-Use
1081-03-HS24

10.2024
IPK

DIAPHRAGM CALCULATIONS E-W
19'-4 1/4" 13'-8" 4'-8 1/2" 12'-3"
119
v (plf)
119
597
338
46 46
206
492
6'
4' 6'
GRIDLINE 1
187
65 GRIDLINE 6
150
SLOPE = 57 plf
SLOPE = 19.7 plf SLOPE = 68.4 plf
SLOPE = 68.4 plf

Page 112 of 440 ends

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Page 113 of 440 ends

Diaphragm
Arneill Road Mixed-Use
1081-03-HS24

10.2024
IPK

DIAPHRAGM CALCULATIONS N-S
1'-9 1/4"
15'-0" 4'-1/4" 4'-3 1/4" 62
v (plf)
95 95
26 10

GRIDLINE A
62 13 GRIDLINE B
411
ADD A 4' STRIP OF

TYPE C BLOCKED

DIAPHRAGM
SLOPE = 270.3 plf
SLOPE = 10.5 plf
SLOPE = 10.5 plf SLOPE = 8.5 plf

Page 114 of 440 ends

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Page 127 of 440 ends

C D E F

C D E F
2 2.5
3 4
5 FLOOR GRAVITY MAP
J_1 J_1
J_2 J_2
J_2 J_2 J_2
H_5
H_3
H_4
H_1
H_5
H_2
B_2
B_1
B_3 B_9 B_8
J_3
J_3
J_3 J_4
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J_4
C_1 C_1 C_1 C_1
J_5
J_5
B_4 B_4
H_6
B_5 B_6
B_7
C_2
C_3
C_4
J_8
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J_8
B_9 B_8
B_10
B_3.1
H_7
B_11
J_3
J_3
J_5
B12
J_5 J_5
B12

Page 128 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 480 @ 4 1/2" 1505 (3.50") Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 440 @ 5 1/2" 1705 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1137 @ 5' 5 1/2" 6180 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.038 @ 5' 5 1/2" 0.254 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.063 @ 5' 5 1/2" 0.508 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 67 45 Passed -- --
Member Length : 10' 9 3/4"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• 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: 5/8" Gypsum ceiling. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 5.50" 5.50" 1.75" 189 291 480 Blocking 2 - Stud wall - SPF 5.50" 4.25" 1.75" 189 291 480 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 9' o/c
Bottom Edge (Lu) 10' 10" o/c
Dead Floor Live
Vertical Load Location Spacing (0.90) (1.00) Comments
1 - Uniform (PSF) 0 to 10' 11" 16" 26.0 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 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.

MEMBER REPORT PASSED
Building B, J_1
1 piece(s) 11 7/8" TJI® 360 @ 16" OC
ForteWEB Software Operator Job Notes 12/18/2024 11:47:48 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 2 ends

Page 129 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1026 @ 4 1/2" 1505 (3.50") Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 940 @ 5 1/2" 1705 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2429 @ 5' 5 1/2" 6180 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.038 @ 5' 5 1/2" 0.254 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.135 @ 5' 5 1/2" 0.508 Passed (L/906) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 67 45 Passed -- --
Member Length : 10' 9 3/4"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• 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: 5/8" Gypsum ceiling. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 5.50" 5.50" 1.75" 735 291 1026 Blocking 2 - Stud wall - SPF 5.50" 4.25" 1.75" 735 291 1026 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 6' 1" o/c
Bottom Edge (Lu) 10' 10" o/c
Dead Floor Live
Vertical Loads Location Spacing (0.90) (1.00) Comments
1 - Uniform (PSF) 0 to 10' 11" 16" 26.0 40.0 Default Load 2 - Uniform (PLF) 0 to 10' 11" N/A 100.0 -
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.

MEMBER REPORT PASSED
Building B, J_1 (Wall Above)
1 piece(s) 11 7/8" TJI® 360 @ 16" OC
ForteWEB Software Operator Job Notes 12/18/2024 11:47:48 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 3 ends

Page 130 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 579 @ 4 1/2" 1505 (3.50") Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 539 @ 5 1/2" 1705 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1696 @ 6' 7" 6180 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.076 @ 6' 7" 0.310 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.125 @ 6' 7" 0.621 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 62 45 Passed -- --
Member Length : 13' 2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• 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: 5/8" Gypsum ceiling. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 5.50" 5.50" 1.75" 228 351 579 Blocking 2 - Stud wall - DF 5.50" 5.50" 1.75" 228 351 579 Blocking •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 7' 4" o/c
Bottom Edge (Lu) 13' 2" o/c
Dead Floor Live
Vertical Load Location Spacing (0.90) (1.00) Comments
1 - Uniform (PSF) 0 to 13' 2" 16" 26.0 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 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.

MEMBER REPORT PASSED
Building B, J_2
1 piece(s) 11 7/8" TJI® 360 @ 16" OC
ForteWEB Software Operator Job Notes 12/18/2024 11:47:48 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 4 ends

Page 131 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: J_3
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-HS24 Arneill Road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.0360, L = 0.060 ksf, Tributary Width = 1.333 ft, (Decking) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.770: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 4.000ft
= 47.56 psi
=
806.25psi
Section used for this span 1.50 X 9.0
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 180.00 psi
Section used for this span 1.50 X 9.0
Maximum Shear Stress Ratio 0.264 : 1
= 7.270 ft
=
620.53psi
Maximum Deflection
0 <360
1153
Ratio = 0 <180
Max Downward Transient Deflection 0.051 in Ratio = >=360 1887 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.083 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 8.0 ft 1 0.314 0.114 0.90 1.000 1.15 1.00 1.00 0.41 241.4 768.0 0.17 162.0 0.82 1.00 1.00 18.5 +D+L 1.000 1.15 1.00 1.00 0.0 0.00 0.0 0.82 1.00 1.00 0.0 Length = 8.0 ft 1 0.770 0.264 1.00 1.000 1.15 1.00 1.00 1.05 620.5 806.2 0.43 180.0 0.78 1.00 1.00 47.6 +D+0.750L 1.000 1.15 1.00 1.00 0.0 0.00 0.0 0.78 1.00 1.00 0.0 Length = 8.0 ft 1 0.610 0.179 1.25 1.000 1.15 1.00 1.00 0.89 525.7 862.2 0.36 225.0 0.67 1.00 1.00 40.3 +0.60D 1.000 1.15 1.00 1.00 0.0 0.00 0.0 0.67 1.00 1.00 0.0 Length = 8.0 ft 1 0.162 0.039 1.60 1.000 1.15 1.00 1.00 0.24 144.8 895.6 0.10 288.0 0.54 1.00 1.00 11.1

Page 132 of 440 ends

Engineer:

Project ID:

Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L 1 0.0832 4.029 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.524 0.524
Max Upward from Load Combinations 0.524 0.524
Max Upward from Load Cases 0.320 0.320
D Only 0.204 0.204
+D+L 0.524 0.524
+D+0.750L 0.444 0.444
+0.60D 0.122 0.122
L Only 0.320 0.320

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Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 145 @ 5' 1 1/2" 3281 (1.50") Passed (4%) -- 1.0 D + 1.0 Lr (Alt Spans) Shear (lbs) 131 @ 2' 6 3/4" 3806 Passed (3%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) -138 @ 1' 8 3/4" 4297 Passed (3%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.000 @ 3' 6 3/16" 0.085 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.001 @ 0 0.200 Passed (2L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A
Member Length : 5' 1 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (0.2"). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - DF 5.50" 5.50" 1.50" 217 155 372 Blocking 2 - Hanger on 7 1/4" DF beam 5.50" Hanger¹ 1.50" 115 77 192 See note ¹ •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 5' 2" o/c
Bottom Edge (Lu) 5' 2" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS46 2.00" N/A 4-10dx1.5 4-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live
Vertical Loads Location (Side) Spacing (0.90) (1.25) Comments 1 - Uniform (PSF) 2' 1" to 5' 7" 24" 32.0 20.0 ROOF
2 - Uniform (PSF) 0 to 2' 1" 24" 26.0 20.0 Overhang
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

MEMBER REPORT PASSED
Building B, J_4
1 piece(s) 4 x 8 DF No.2 @ 24" OC
ForteWEB Software Operator Job Notes 12/18/2024 11:47:48 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 6 ends

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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 Weyerhaeuser Notes
ForteWEB Software Operator Job Notes 12/18/2024 11:47:48 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 7 ends

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Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 151 @ 4' 5 1/2" 3281 (1.50") Passed (5%) -- 1.0 D + 1.0 Lr (Alt Spans) Shear (lbs) 103 @ 2' 3/4" 3806 Passed (3%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 110 @ 3' 1/16" 4297 Passed (3%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in) 0.000 @ 2' 10 5/8" 0.081 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.001 @ 2' 10 13/16" 0.161 Passed (L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A
Member Length : 4' 5 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - DF 5.50" 5.50" 1.50" 177 123 300 Blocking 2 - Hanger on 7 1/4" DF beam 5.50" Hanger¹ 1.50" 120 78 199 See note ¹ •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 4' 6" o/c
Bottom Edge (Lu) 4' 6" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS46 2.00" N/A 4-10dx1.5 4-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live
Vertical Loads Location (Side) Spacing (0.90) (1.25) Comments 1 - Uniform (PSF) 1' 5" to 4' 11" 24" 32.0 20.0 Roof
2 - Uniform (PSF) 0 to 1' 5" 24" 26.0 20.0 Overhang
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

MEMBER REPORT PASSED
Building B, J_5
1 piece(s) 4 x 8 DF No.2 @ 24" OC
ForteWEB Software Operator Job Notes 12/18/2024 11:47:48 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

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Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 334 @ 1' 8 3/4" 12031 (5.50") Passed (3%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 91 @ 2' 6 3/4" 3806 Passed (2%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) -138 @ 1' 8 3/4" 4297 Passed (3%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.001 @ 0 0.200 Passed (2L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.002 @ 0 0.200 Passed (2L/999+) -- 1.0 D + 1.0 Lr (Alt Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A
Member Length : 3' 11 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (0.2") and TL (0.2"). • 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.
• No composite action between deck and joist was considered in analysis. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories 1 - Stud wall - DF 5.50" 5.50" 1.50" 193 141 334 Blocking 2 - Hanger on 7 1/4" DF beam 5.50" Hanger¹ 1.50" 66 50 115 See note ¹ •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 4' o/c
Bottom Edge (Lu) 4' o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS46 2.00" N/A 4-10dx1.5 4-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live
Vertical Loads Location (Side) Spacing (0.90) (1.25) Comments 1 - Uniform (PSF) 2' to 4' 5" 24" 32.0 20.0 Roof
2 - Uniform (PSF) 0 to 2' 24" 26.0 20.0 Overhang
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).

MEMBER REPORT PASSED
Building B, J_6
1 piece(s) 4 x 8 DF No.2 @ 24" OC
ForteWEB Software Operator Job Notes 12/18/2024 11:47:48 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

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Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 487 @ 4 1/2" 5156 (5.50") Passed (9%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 166 @ 1' 3/4" 1305 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 280 @ 2' 9 1/2" 1360 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.010 @ 2' 9 1/2" 0.121 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.015 @ 2' 9 1/2" 0.242 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A
Member Length : 5' 7"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• 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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Roof Live Factored Accessories 1 - Beam - DF 5.50" 5.50" 1.50" 320 168 44 487 Blocking 2 - Stud wall - DF 5.50" 5.50" 1.50" 101 168 - 268 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 5' 7" o/c
Bottom Edge (Lu) 5' 7" o/c
Dead Floor Live Roof Live
Vertical Loads Location (Side) Spacing (0.90) (1.00) (1.25) Comments 1 - Uniform (PSF) 0 to 5' 7" 12" 36.0 60.0 - DECKING
2 - Point (PLF) 4" 12" 144.0 - - WALL ABOVE
3 - Point (PLF) 4" 12" 75.0 - 44.0 ROOF
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.

MEMBER REPORT PASSED
Building B, J_7
1 piece(s) 2 x 8 DF No.2 @ 12" OC
ForteWEB Software Operator Job Notes 12/18/2024 11:47:48 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

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Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 268 @ 4 1/2" 5156 (5.50") Passed (5%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 166 @ 1' 3/4" 1305 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 280 @ 2' 9 1/2" 1360 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.010 @ 2' 9 1/2" 0.121 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.015 @ 2' 9 1/2" 0.242 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A
Member Length : 5' 7"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• 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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - DF 5.50" 5.50" 1.50" 101 168 268 Blocking
2 - Stud wall - DF 5.50" 5.50" 1.50" 101 168 268 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 5' 7" o/c
Bottom Edge (Lu) 5' 7" o/c
Dead Floor Live
Vertical Load Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 5' 7" 12" 36.0 60.0 DECKING
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.

MEMBER REPORT PASSED
Building B, J_8
1 piece(s) 2 x 8 DF No.2 @ 12" OC
ForteWEB Software Operator Job Notes 12/18/2024 11:47:48 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

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Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 243 @ 5 1/2" 3281 (1.50") Passed (7%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 215 @ 11" 2888 Passed (7%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 490 @ 4' 6" 2473 Passed (20%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.049 @ 4' 6" 0.202 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.074 @ 4' 6" 0.404 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A
Member Length : 8' 5 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
• 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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Factored Accessories 1 - Hanger on 5 1/2" DF Ledger 5.50" Hanger¹ 1.50" 90 180 270 See note ¹ 2 - Stud wall - DF 5.50" 5.50" 1.50" 88 177 265 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 8' 6" o/c
Bottom Edge (Lu) 8' 6" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS46 2.00" N/A 4-10dx1.5 4-10d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Roof Live
Vertical Load Location (Side) Spacing (0.90) (1.25) Comments 1 - Uniform (PSF) 0 to 8' 11" 24" 10.0 20.0
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.

MEMBER REPORT PASSED
Building B, J_9
1 piece(s) 4 x 6 DF No.2 @ 24" OC
ForteWEB Software Operator Job Notes 12/18/2024 11:47:48 PM UTC Ian Kelly
RRM Design Group
(805) 597-5287
[email protected]
ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3
File Name: 1081-03-HS24 Arneill Rd

Page 14 ends

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Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_1
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.0260, L = 0.040 ksf, Tributary Width = 11.750 ft, (Floor) Point Load : D = 8.060, Lr = 3.630, L = 3.480, E = 4.610 k @ 0.5830 ft, (B_1) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.810: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 0.593ft
= 99.41 psi
=
1,228.31psi
Section used for this span 4x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 225.00 psi
Section used for this span 4x12
Maximum Shear Stress Ratio 0.442 : 1
= 2.313 ft
=
994.39psi
Maximum Deflection
8584 >=360
2486
Ratio = 0 <180
Max Downward Transient Deflection 0.005 in Ratio = >=360 7514 Max Upward Transient Deflection -0.005 in Ratio =
Max Downward Total Deflection 0.016 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
Span: 1 : E Only * -1.0
Span: 1 : +D+0.750Lr+0.750L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 3.250 ft 1 0.601 0.313 0.90 1.100 1.00 1.25 1.00 4.09 664.6 1,106.4 1.66 202.5 0.99 1.00 1.00 63.3 +D+L 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.810 0.442 1.00 1.100 1.00 1.25 1.00 6.12 994.4 1,228.3 2.61 225.0 0.99 1.00 1.00 99.4 +D+Lr 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.617 0.313 1.25 1.100 1.00 1.25 1.00 5.82 945.8 1,532.0 2.31 281.3 0.99 1.00 1.00 88.1 +D+0.750Lr+0.750L 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.733 0.388 1.25 1.100 1.00 1.25 1.00 6.91 1,122.9 1,532.0 2.86 281.3 0.99 1.00 1.00 109.0 +D+0.750L 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0

Page 142 of 440 ends

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
Length = 3.250 ft 1 0.646 0.349 1.15 1.100 1.00 1.25 1.00 5.61 911.9 1,410.7 2.37 258.8 0.99 1.00 1.00 90.4 +1.156D+1.750E 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.713 0.356 1.60 1.100 1.00 1.25 1.00 8.57 1,393.5 1,954.5 3.37 360.0 0.99 1.00 1.00 128.3 +1.156D-1.750E 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.076 0.050 1.60 1.100 1.00 1.25 1.00 0.91 148.4 1,954.5 0.47 360.0 0.99 1.00 1.00 18.1 +1.117D+0.750L+1.313E 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.746 0.386 1.60 1.100 1.00 1.25 1.00 8.97 1,458.4 1,954.5 3.65 360.0 0.99 1.00 1.00 139.1 +1.117D+0.750L-1.313E 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.267 0.157 1.60 1.100 1.00 1.25 1.00 3.21 521.0 1,954.5 1.48 360.0 0.99 1.00 1.00 56.4 +0.60D 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.204 0.106 1.60 1.100 1.00 1.25 1.00 2.45 398.8 1,954.5 1.00 360.0 0.99 1.00 1.00 38.0 +0.4440D+1.750E 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.471 0.231 1.60 1.100 1.00 1.25 1.00 5.66 920.4 1,954.5 2.19 360.0 0.99 1.00 1.00 83.2 +0.4440D-1.750E 1.100 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.169 0.095 1.60 1.100 1.00 1.25 1.00 2.03 330.4 1,954.5 0.90 360.0 0.99 1.00 1.00 34.3 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750Lr+0.750L 1 0.0157 1.447 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 12.073 3.486
Max Upward from Load Combinations 12.073 3.486
Max Upward from Load Cases 7.124 1.956
Max Downward from all Load Conditio -3.783 -0.827
Max Downward from Load Cases (Resis -3.783 -0.827
D Only 7.124 1.956
+D+L 10.744 3.344
+D+Lr 10.103 2.607
+D+0.750Lr+0.750L 12.073 3.486
+D+0.750L 9.839 2.997
+D+0.70E 9.773 2.535
+D-0.70E 4.476 1.377
+D+0.750L+0.5250E 11.825 3.431
+D+0.750L-0.5250E 7.853 2.563
+0.60D 4.275 1.174
+0.60D+0.70E 6.923 1.753
+0.60D-0.70E 1.627 0.595
Lr Only 2.979 0.651
L Only 3.619 1.388
E Only 3.783 0.827
E Only * -1.0 -3.783 -0.827

Page 143 of 440 ends

Overstrength factor (Ω = 2.5)
has been applied. Sds = 1.114
has also been applied.

0.7 x (Ω =2.5) = 1.75

0.525 x (Ω =2.5) = 1.31

0.7 x (Ω =2.5) = 1.75
Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_2
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 2.0 E
2600
2600
2510
750
2000
1016.535
285
1555 42.01
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.0260, L = 0.040 ksf, Tributary Width = 11.750 ft, (Floor) Point Load : D = 7.790, Lr = 3.630, L = 3.050, E = 4.584 k @ 1.583 ft, (B_2) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.707: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 1.578ft
= 289.10 psi
=
3,333.97psi
Section used for this span 2-1.75x9.25
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 356.25 psi
Section used for this span 2-1.75x9.25
Maximum Shear Stress Ratio 0.812 : 1
= 0.000 ft
=
2,357.81psi
Maximum Deflection
3163 >=360
1024
Ratio = 0 <180
Max Downward Transient Deflection 0.012 in Ratio = >=360 3163 Max Upward Transient Deflection -0.012 in Ratio =
Max Downward Total Deflection 0.038 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : E Only
Span: 1 : E Only * -1.0
Span: 1 : +D+0.750Lr+0.750L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 3.250 ft 1 0.538 0.617 0.90 1.036 1.00 1.25 1.00 6.72 1,615.4 3,004.0 4.27 320.6 0.99 1.00 1.00 197.8 +D+L 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.707 0.812 1.00 1.036 1.00 1.25 1.00 9.81 2,357.8 3,334.0 6.24 356.3 0.99 1.00 1.00 289.1 +D+Lr 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.559 0.638 1.25 1.036 1.00 1.25 1.00 9.66 2,321.6 4,154.8 6.13 445.3 0.99 1.00 1.00 284.0 +D+0.750Lr+0.750L 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.650 0.743 1.25 1.036 1.00 1.25 1.00 11.24 2,701.9 4,154.8 7.14 445.3 0.99 1.00 1.00 331.0 +D+0.750L 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0

Page 144 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_2
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
Length = 3.250 ft 1 0.568 0.650 1.15 1.036 1.00 1.25 1.00 9.03 2,172.2 3,827.2 5.75 409.7 0.99 1.00 1.00 266.3 +1.156D+1.750E 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 3.250 ft 1 0.648 0.736 1.60 1.036 1.00 1.25 1.00 14.26 3,428.0 5,292.8 9.05 570.0 0.98 1.00 1.00 419.2 +1.156D-1.750E 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 3.250 ft 1 0.058 0.067 1.60 1.036 1.00 1.25 1.00 1.28 306.7 5,292.8 0.82 570.0 0.98 1.00 1.00 38.0 +1.117D+0.750L+1.313E 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 3.250 ft 1 0.667 0.759 1.60 1.036 1.00 1.25 1.00 14.69 3,531.6 5,292.8 9.33 570.0 0.98 1.00 1.00 432.4 +1.117D+0.750L-1.313E 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 3.250 ft 1 0.225 0.257 1.60 1.036 1.00 1.25 1.00 4.95 1,190.7 5,292.8 3.16 570.0 0.98 1.00 1.00 146.4 +0.60D 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 3.250 ft 1 0.183 0.208 1.60 1.036 1.00 1.25 1.00 4.03 969.2 5,292.8 2.56 570.0 0.98 1.00 1.00 118.7 +0.4440D+1.750E 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 3.250 ft 1 0.430 0.489 1.60 1.036 1.00 1.25 1.00 9.47 2,277.9 5,292.8 6.01 570.0 0.98 1.00 1.00 278.5 +0.4440D-1.750E 1.036 1.00 1.25 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 3.250 ft 1 0.159 0.190 1.60 1.036 1.00 1.25 1.00 3.51 843.3 5,292.8 2.33 570.0 0.98 1.00 1.00 108.1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750Lr+0.750L 1 0.0381 1.613 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 7.650 7.319
Max Upward from Load Combinations 7.650 7.319
Max Upward from Load Cases 4.507 4.306
Max Downward from all Load Conditio -2.351 -2.233
Max Downward from Load Cases (Resis -2.351 -2.233
D Only 4.507 4.306
+D+L 6.836 6.555
+D+Lr 6.369 6.074
+D+0.750Lr+0.750L 7.650 7.319
+D+0.750L 6.254 5.993
+D+0.70E 6.153 5.869
+D-0.70E 2.862 2.743
+D+0.750L+0.5250E 7.488 7.165
+D+0.750L-0.5250E 5.019 4.821
+0.60D 2.704 2.584
+0.60D+0.70E 4.350 4.147
+0.60D-0.70E 1.059 1.021
Lr Only 1.862 1.768
L Only 2.328 2.249
E Only 2.351 2.233
E Only * -1.0 -2.351 -2.233

Page 145 of 440 ends

Overstrength factor (Ω = 2.5)
has been applied. Sds = 1.114
has also been applied.

0.7 x (Ω =2.5) = 1.75

0.525 x (Ω =2.5) = 1.31

0.7 x (Ω =2.5) = 1.75
Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_3
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1,200.0
1,200.0
1,000.0
625.0
1,600.0
580.0
170.0
825.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.1560, L = 0.2603 , Tributary Width = 1.0 ft, (J_3) Uniform Load : D = 0.1710, L = 0.2633 , Tributary Width = 1.0 ft, (J_2) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.488: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.417ft
= 56.23 psi
=
1,196.86psi
Section used for this span 6x8
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 170.00 psi
Section used for this span 6x8
Maximum Shear Stress Ratio 0.331 : 1
= 0.000 ft
=
584.06psi
Maximum Deflection
0 <360
1690
Ratio = 0 <180
Max Downward Transient Deflection 0.021 in Ratio = >=360 2775 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.034 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 4.833 ft 1 0.212 0.144 0.90 1.000 1.00 1.00 1.00 0.98 228.3 1,077.5 0.60 153.0 1.00 1.00 1.00 22.0 +D+L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.833 ft 1 0.488 0.331 1.00 1.000 1.00 1.00 1.00 2.51 584.1 1,196.9 1.55 170.0 1.00 1.00 1.00 56.2 +D+0.750L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.833 ft 1 0.331 0.224 1.25 1.000 1.00 1.00 1.00 2.13 495.1 1,495.0 1.31 212.5 1.00 1.00 1.00 47.7 +1.156D 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.833 ft 1 0.138 0.093 1.60 1.000 1.00 1.00 1.00 1.13 263.9 1,911.7 0.70 272.0 1.00 1.00 1.00 25.4 +1.117D+0.750L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0

Page 146 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_3
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Page 147 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_4
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1,200.0
1,200.0
1,000.0
625.0
1,600.0
580.0
170.0
825.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.1710, L = 0.2633 , Tributary Width = 1.0 ft, (J_2) Uniform Load : D = 0.1710, L = 0.2633 , Tributary Width = 1.0 ft, (J_2) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.498: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.417ft
= 57.41 psi
=
1,196.86psi
Section used for this span 6x8
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 170.00 psi
Section used for this span 6x8
Maximum Shear Stress Ratio 0.338 : 1
= 0.000 ft
=
596.29psi
Maximum Deflection
0 <360
1655
Ratio = 0 <180
Max Downward Transient Deflection 0.021 in Ratio = >=360 2759 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.035 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 4.833 ft 1 0.221 0.150 0.90 1.000 1.00 1.00 1.00 1.02 238.5 1,077.5 0.63 153.0 1.00 1.00 1.00 23.0 +D+L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.833 ft 1 0.498 0.338 1.00 1.000 1.00 1.00 1.00 2.56 596.3 1,196.9 1.58 170.0 1.00 1.00 1.00 57.4 +D+0.750L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.833 ft 1 0.339 0.230 1.25 1.000 1.00 1.00 1.00 2.18 506.8 1,495.0 1.34 212.5 1.00 1.00 1.00 48.8 +1.156D 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.833 ft 1 0.144 0.098 1.60 1.000 1.00 1.00 1.00 1.18 275.7 1,911.7 0.73 272.0 1.00 1.00 1.00 26.5 +1.117D+0.750L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0

Page 148 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 149 of 440 ends

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.2
875
875
600
625
1300
470
170
425 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.1710, L = 0.2633 , Tributary Width = 1.0 ft, (J_2) Uniform Load : D = 0.1420, L = 0.2183 , Tributary Width = 1.0 ft, (J_1) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.810: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.417ft
= 85.93 psi
=
1,128.49psi
Section used for this span 4x8
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 170.00 psi
Section used for this span 4x8
Maximum Shear Stress Ratio 0.505 : 1
= 0.000 ft
=
914.27psi
Maximum Deflection
0 <360
848
Ratio = 0 <180
Max Downward Transient Deflection 0.041 in Ratio = >=360 1409 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.068 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 4.833 ft 1 0.358 0.224 0.90 1.300 1.00 1.00 1.00 0.93 363.9 1,016.6 0.58 153.0 0.99 1.00 1.00 34.2 +D+L 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.833 ft 1 0.810 0.505 1.00 1.300 1.00 1.00 1.00 2.34 914.3 1,128.5 1.45 170.0 0.99 1.00 1.00 85.9 +D+0.750L 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.833 ft 1 0.552 0.344 1.25 1.300 1.00 1.00 1.00 1.98 776.7 1,407.3 1.23 212.5 0.99 1.00 1.00 73.0 +1.156D 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.833 ft 1 0.234 0.145 1.60 1.300 1.00 1.00 1.00 1.07 420.7 1,794.8 0.67 272.0 0.99 1.00 1.00 39.5 +1.117D+0.750L 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0

Page 150 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 151 of 440 ends

Engineer:

Project ID:

Project Descr:

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.0360, L = 0.060 ksf, Tributary Width = 1.0 ft, (Floor) Point Load : D = 2.118, L = 4.257 k @ 0.4830 ft, (B_7)
Uniform Load : D = 0.090 , Tributary Width = 1.0 ft, (Wall Above) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.606: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 0.593ft
= 35.70 psi
=
1,196.07psi
Section used for this span 6x8
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 170.00 psi
Section used for this span 6x8
Maximum Shear Stress Ratio 0.210 : 1
= 5.634 ft
=
724.70psi
Maximum Deflection
0 <360
1163
Ratio = 0 <180
Max Downward Transient Deflection 0.035 in Ratio = >=360 2123 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.064 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 6.250 ft 1 0.274 0.119 0.90 1.000 1.00 1.00 1.00 1.27 295.5 1,076.8 0.50 153.0 1.00 1.00 1.00 18.3 +D+L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.606 0.210 1.00 1.000 1.00 1.00 1.00 3.11 724.7 1,196.1 0.98 170.0 1.00 1.00 1.00 35.7 +D+0.750L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.410 0.147 1.25 1.000 1.00 1.00 1.00 2.63 611.9 1,493.8 0.86 212.5 1.00 1.00 1.00 31.3 +1.156D 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 6.250 ft 1 0.179 0.078 1.60 1.000 1.00 1.00 1.00 1.47 341.6 1,909.6 0.58 272.0 0.99 1.00 1.00 21.1 +1.117D+0.750L 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0

Page 152 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 153 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_7
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1350
1350
925
625
1600
580
170
675 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.10, L = 0.1675 , Tributary Width = 1.0 ft, (J_7) Point Load : E = 4.750 k @ 2.833 ft
Uniform Load : D = 0.180 , Tributary Width = 1.0 ft, (Wall Above) Uniform Load : D = 0.030, Lr = 0.020 ksf, Tributary Width = 13.830 ft, (Roof Load) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.512: 1
Load Combination +1.156D+1.750E
Span # where maximum occurs Span # 1
Location of maximum on span 2.823ft
= 190.33 psi
=
2,680.49psi
Section used for this span 6x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +1.156D+1.750E
=
=
=
= = 340.00 psi
Section used for this span 6x10
Maximum Shear Stress Ratio 0.560 : 1
= 3.459 ft
=
1,373.38psi
Maximum Deflection
2825 >=360
2442
Ratio = 6594 >=180
Max Downward Transient Deflection 0.018 in Ratio = >=360 2825 Max Upward Transient Deflection -0.018 in Ratio =
Max Downward Total Deflection 0.021 in Ratio = >=180
Max Upward Total Deflection -0.008 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : E Only
Span: 1 : E Only * -1.0
Span: 1 : +D+0.70E
Span: 1 : +0.60D-0.70E
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 4.250 ft 1 0.153 0.141 0.90 1.000 1.00 1.25 1.00 1.59 231.3 1,512.9 0.94 191.3 1.00 1.00 1.00 27.0 +D+L 1.000 1.00 1.25 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.250 ft 1 0.170 0.157 1.00 1.000 1.00 1.25 1.00 1.97 286.1 1,680.2 1.17 212.5 1.00 1.00 1.00 33.5 +D+Lr 1.000 1.00 1.25 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.250 ft 1 0.153 0.142 1.25 1.000 1.00 1.25 1.00 2.22 321.9 2,097.8 1.31 265.6 0.99 1.00 1.00 37.6 +D+0.750Lr+0.750L 1.000 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.250 ft 1 0.162 0.150 1.25 1.000 1.00 1.25 1.00 2.35 340.4 2,097.8 1.39 265.6 0.99 1.00 1.00 39.8

Page 154 of 440 ends

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
+D+0.750L 1.000 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.250 ft 1 0.141 0.130 1.15 1.000 1.00 1.25 1.00 1.88 272.4 1,930.9 1.11 244.4 0.99 1.00 1.00 31.9 +1.156D+1.750E 1.000 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.250 ft 1 0.512 0.560 1.60 1.000 1.00 1.25 1.00 9.47 1,373.4 2,680.5 6.63 340.0 0.99 1.00 1.00 190.3 +1.156D-1.750E 1.000 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.250 ft 1 0.335 0.419 1.60 1.000 1.00 1.25 1.00 6.19 897.2 2,680.5 4.96 340.0 0.99 1.00 1.00 142.4 +1.117D+0.750L+1.313E 1.000 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.250 ft 1 0.417 0.454 1.60 1.000 1.00 1.25 1.00 7.71 1,118.3 2,680.5 5.38 340.0 0.99 1.00 1.00 154.3 +1.117D+0.750L-1.313E 1.000 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.250 ft 1 0.218 0.296 1.60 1.000 1.00 1.25 1.00 4.03 585.1 2,680.5 3.50 340.0 0.99 1.00 1.00 100.6 +0.60D 1.000 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.250 ft 1 0.052 0.048 1.60 1.000 1.00 1.25 1.00 0.96 138.8 2,680.5 0.57 340.0 0.99 1.00 1.00 16.2 +0.4440D+1.750E 1.000 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.250 ft 1 0.458 0.503 1.60 1.000 1.00 1.25 1.00 8.46 1,226.5 2,680.5 5.96 340.0 0.99 1.00 1.00 171.1 +0.4440D-1.750E 1.000 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 4.250 ft 1 0.389 0.449 1.60 1.000 1.00 1.25 1.00 7.19 1,043.3 2,680.5 5.32 340.0 0.99 1.00 1.00 152.6 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.70E 1 0.0209 2.249 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.609 3.717
Max Upward from Load Combinations 2.609 3.717
Max Upward from Load Cases 1.584 3.166
Max Downward from all Load Conditio -1.584 -3.166
Max Downward from Load Combinations -0.208 -1.316
Max Downward from Load Cases (Resis -1.584 -3.166
D Only 1.501 1.501
+D+L 1.857 1.857
+D+Lr 2.089 2.089
+D+0.750Lr+0.750L 2.209 2.209
+D+0.750L 1.768 1.768
+D+0.70E 2.609 3.717
+D-0.70E 0.392 -0.716
+D+0.750L+0.5250E 2.599 3.430
+D+0.750L-0.5250E 0.936 0.105
+0.60D 0.900 0.900
+0.60D+0.70E 2.009 3.117
+0.60D-0.70E -0.208 -1.316
Lr Only 0.588 0.588
L Only 0.356 0.356
E Only 1.584 3.166
E Only * -1.0 -1.584 -3.166

Page 155 of 440 ends

Overstrength factor (Ω = 2.5)
has been applied. Sds = 1.114
has also been applied.

0.7 x (Ω =2.5) = 1.75

0.525 x (Ω =2.5) = 1.31

0.7 x (Ω =2.5) = 1.75
Wood Beam
LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_roof
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.0260, Lr = 0.020 ksf, Tributary Width = 14.0 ft, (ROOF) Point Load : D = 2.0, Lr = 1.50 k @ 1.750 ft, (GT)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.661: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 1.757ft
= 116.38 psi
=
1,867.59psi
Section used for this span 6x8
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 265.63 psi
Section used for this span 6x8
Maximum Shear Stress Ratio 0.438 : 1
= 0.000 ft
=
1,235.00psi
Maximum Deflection
0 <360
991
Ratio = 0 <180
Max Downward Transient Deflection 0.023 in Ratio = >=360 2312 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.054 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 4.50 ft 1 0.524 0.348 0.90 1.000 1.00 1.25 1.00 3.03 705.6 1,346.2 1.83 191.3 1.00 1.00 1.00 66.5 +D+Lr 1.000 1.00 1.25 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.50 ft 1 0.661 0.438 1.25 1.000 1.00 1.25 1.00 5.31 1,235.0 1,867.6 3.20 265.6 1.00 1.00 1.00 116.4 +D+0.750Lr 1.000 1.00 1.25 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.50 ft 1 0.590 0.391 1.25 1.000 1.00 1.25 1.00 4.74 1,102.7 1,867.6 2.86 265.6 1.00 1.00 1.00 103.9 +1.156D 1.000 1.00 1.25 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 4.50 ft 1 0.342 0.226 1.60 1.000 1.00 1.25 1.00 3.50 815.7 2,387.6 2.11 340.0 0.99 1.00 1.00 76.9 +1.117D 1.000 1.00 1.25 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0

Page 156 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.10.02 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: H_roof
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Page 157 of 440 ends

Page 11 ends

Page 158 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_1
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0180 , Tributary Width = 1.0 ft, (Wall Above) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Tributary Width = 12.50 ft, (ROOF ABOVE) Uniform Load : D = 0.0360, L = 0.060 ksf, Tributary Width = 4.0 ft, (Floor) Point Load : E = 4.610 k @ 11.0 ft, (Shear Wall Above)
Load for Span Number 2
Uniform Load : D = 0.0180 , Tributary Width = 1.0 ft, (Wall Above) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Tributary Width = 12.50 ft, (ROOF ABOVE) Uniform Load : D = 0.0360, L = 0.060 ksf, Tributary Width = 4.0 ft, (Floor) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.526: 1
Load Combination +D+L
Span # where maximum occurs Span # 2
Location of maximum on span 0.000ft
= 128.68 psi
=
2,561.57psi
Section used for this span 3-1.75x11.87
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 285.00 psi
Section used for this span 3-1.75x11.87
Maximum Shear Stress Ratio 0.452 : 1
= 11.000ft
=
1,348.04psi
Maximum Deflection
0 <360
984
Ratio = 211860 >=180
Max Downward Transient Deflection 0.039 in Ratio = >=360 3730 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.148 in Ratio = >=180
Max Upward Total Deflection -0.001 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
n/a
Span: 2 : +D+0.750Lr+0.750L
Span: 1 : +D+0.750Lr+0.750L
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 11.0 ft 1 0.412 0.355 0.90 1.001 1.00 1.00 1.00 9.81 953.6 2,313.5 3.78 256.5 0.99 1.00 1.00 91.0 Length = 12.167 ft 2 0.413 0.355 0.90 1.001 1.00 1.00 1.00 9.81 953.6 2,310.1 3.78 256.5 0.99 1.00 1.00 91.0

Page 159 of 440 ends

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
+D+L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 11.0 ft 1 0.525 0.452 1.00 1.001 1.00 1.00 1.00 13.86 1,348.0 2,566.0 5.35 285.0 0.99 1.00 1.00 128.7 Length = 12.167 ft 2 0.526 0.452 1.00 1.001 1.00 1.00 1.00 13.86 1,348.0 2,561.6 5.35 285.0 0.98 1.00 1.00 128.7 +D+Lr 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 11.0 ft 1 0.428 0.366 1.25 1.001 1.00 1.00 1.00 14.03 1,364.5 3,191.7 5.41 356.3 0.98 1.00 1.00 130.3 Length = 12.167 ft 2 0.429 0.366 1.25 1.001 1.00 1.00 1.00 14.03 1,364.5 3,183.9 5.41 356.3 0.98 1.00 1.00 130.3 +D+0.750Lr+0.750L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 11.0 ft 1 0.488 0.417 1.25 1.001 1.00 1.00 1.00 16.02 1,557.6 3,191.7 6.18 356.3 0.98 1.00 1.00 148.7 Length = 12.167 ft 2 0.489 0.417 1.25 1.001 1.00 1.00 1.00 16.02 1,557.6 3,183.9 6.18 356.3 0.98 1.00 1.00 148.7 +D+0.750L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 11.0 ft 1 0.425 0.364 1.15 1.001 1.00 1.00 1.00 12.85 1,249.4 2,942.4 4.96 327.8 0.98 1.00 1.00 119.3 Length = 12.167 ft 2 0.426 0.364 1.15 1.001 1.00 1.00 1.00 12.85 1,249.4 2,936.1 4.96 327.8 0.98 1.00 1.00 119.3 +1.156D+1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 11.0 ft 1 0.272 0.231 1.60 1.001 1.00 1.00 1.00 11.33 1,102.3 4,052.5 4.37 456.0 0.97 1.00 1.00 105.2 Length = 12.167 ft 2 0.273 0.231 1.60 1.001 1.00 1.00 1.00 11.33 1,102.3 4,036.8 4.37 456.0 0.97 1.00 1.00 105.2 +1.156D-1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.97 1.00 1.00 0.0 Length = 11.0 ft 1 0.272 0.231 1.60 1.001 1.00 1.00 1.00 11.33 1,102.3 4,052.5 4.37 456.0 0.97 1.00 1.00 105.2 Length = 12.167 ft 2 0.273 0.231 1.60 1.001 1.00 1.00 1.00 11.33 1,102.3 4,036.8 4.37 456.0 0.97 1.00 1.00 105.2 +1.117D+0.750L+1.313E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.97 1.00 1.00 0.0 Length = 11.0 ft 1 0.336 0.285 1.60 1.001 1.00 1.00 1.00 13.99 1,361.0 4,052.5 5.40 456.0 0.97 1.00 1.00 129.9 Length = 12.167 ft 2 0.337 0.285 1.60 1.001 1.00 1.00 1.00 13.99 1,361.0 4,036.8 5.40 456.0 0.97 1.00 1.00 129.9 +1.117D+0.750L-1.313E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.97 1.00 1.00 0.0 Length = 11.0 ft 1 0.336 0.285 1.60 1.001 1.00 1.00 1.00 13.99 1,361.0 4,052.5 5.40 456.0 0.97 1.00 1.00 129.9 Length = 12.167 ft 2 0.337 0.285 1.60 1.001 1.00 1.00 1.00 13.99 1,361.0 4,036.8 5.40 456.0 0.97 1.00 1.00 129.9 +0.60D 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.97 1.00 1.00 0.0 Length = 11.0 ft 1 0.141 0.120 1.60 1.001 1.00 1.00 1.00 5.88 572.1 4,052.5 2.27 456.0 0.97 1.00 1.00 54.6 Length = 12.167 ft 2 0.142 0.120 1.60 1.001 1.00 1.00 1.00 5.88 572.1 4,036.8 2.27 456.0 0.97 1.00 1.00 54.6 +0.4440D+1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.97 1.00 1.00 0.0 Length = 11.0 ft 1 0.104 0.089 1.60 1.001 1.00 1.00 1.00 4.35 423.4 4,052.5 1.68 456.0 0.97 1.00 1.00 40.4 Length = 12.167 ft 2 0.105 0.089 1.60 1.001 1.00 1.00 1.00 4.35 423.4 4,036.8 1.68 456.0 0.97 1.00 1.00 40.4 +0.4440D-1.750E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.97 1.00 1.00 0.0 Length = 11.0 ft 1 0.104 0.089 1.60 1.001 1.00 1.00 1.00 4.35 423.4 4,052.5 1.68 456.0 0.97 1.00 1.00 40.4 Length = 12.167 ft 2 0.105 0.089 1.60 1.001 1.00 1.00 1.00 4.35 423.4 4,036.8 1.68 456.0 0.97 1.00 1.00 40.4 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750Lr+0.750L 1 0.0758 4.486 -0.0006 10.631 +D+0.750Lr+0.750L +D+0.750Lr+0.750L 2 0.1484 6.933 0.0000 10.631
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.756 13.750 4.449
Max Upward from Load Combinations 3.756 13.750 4.449
Max Upward from Load Cases 2.300 8.418 2.724
Max Downward from all Load Conditio -0.000 -4.610 -0.000 Max Downward from Load Cases (Resis -0.000 -4.610 -0.000 D Only 2.300 8.418 2.724
+D+L 3.251 11.900 3.850
+D+Lr 3.291 12.045 3.897
+D+0.750Lr+0.750L 3.756 13.750 4.449
+D+0.750L 3.013 11.029 3.569

Page 160 of 440 ends

Overstrength factor (Ω = 2.5)
has been applied. Sds = 1.114
has also been applied.

0.7 x (Ω =2.5) = 1.75

0.525 x (Ω =2.5) = 1.31

0.7 x (Ω =2.5) = 1.75
Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_1
RRM Design Group
3765 S. Higuera Street
Suite 102
San Luis Obispo, CA 93405
805-597-5287
Project File: 1081-03-hs24 arneill road.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.70E 2.300 11.645 2.724
+D-0.70E 2.300 5.191 2.724
+D+0.750L+0.5250E 3.013 13.450 3.569
+D+0.750L-0.5250E 3.013 8.609 3.569
+0.60D 1.380 5.051 1.634
+0.60D+0.70E 1.380 8.278 1.634
+0.60D-0.70E 1.380 1.824 1.634
Lr Only 0.991 3.627 1.174
L Only 0.951 3.482 1.127
E Only 0.000 4.610 0.000
E Only * -1.0 -0.000 -4.610 -0.000

Page 161 of 440 ends

Engineer:

Project ID:

Project Descr:

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0180 , Tributary Width = 1.0 ft, (Wall Above) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Tributary Width = 12.50 ft, (ROOF ABOVE) Uniform Load : D = 0.0360, L = 0.060 ksf, Tributary Width = 3.50 ft, (Floor) Point Load : E = 4.584 k @ 11.0 ft, (Shear Wall Above)
Load for Span Number 2
Uniform Load : D = 0.0180 , Tributary Width = 1.0 ft, (Wall Above) Uniform Load : D = 0.0320, Lr = 0.020 ksf, Tributary Width = 12.50 ft, (ROOF ABOVE) Uniform Load : D = 0.0360, L = 0.060 ksf, Tributary Width = 3.50 ft, (Floor) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.495: 1
Load Combination +D+L
Span # where maximum occurs Span # 2
Location of maximum on span 0.000ft
= 121.15 psi
=
2,561.57psi
Section used for this span 3-1.75x11.87
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 285.00 psi
Section used for this span 3-1.75x11.87
Maximum Shear Stress Ratio 0.425 : 1
= 11.000ft
=
1,269.15psi
Maximum Deflection
0 <360
1028
Ratio = 221318 >=180
Max Downward Transient Deflection 0.039 in Ratio = >=360 3730 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.142 in Ratio = >=180
Max Upward Total Deflection -0.001 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
n/a
Span: 2 : +D+0.750Lr+0.750L
Span: 1 : +D+0.750Lr+0.750L
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 11.0 ft 1 0.399 0.344 0.90 1.001 1.00 1.00 1.00 9.50 924.0 2,313.5 3.67 256.5 0.99 1.00 1.00 88.2 Length = 12.167 ft 2 0.400 0.344 0.90 1.001 1.00 1.00 1.00 9.50 924.0 2,310.1 3.67 256.5 0.99 1.00 1.00 88.2

Page 162 of 440 ends

Camarillo City CouncilJune 10, 2026

Camarillo City Council
June 10, 2026