Attachment 2 - Plans and Specifications — Camarillo City Council, June 10, 2026 (part 8 of 11)

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:

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 0.495 0.425 1.00 1.001 1.00 1.00 1.00 13.05 1,269.1 2,566.0 5.04 285.0 0.99 1.00 1.00 121.2 Length = 12.167 ft 2 0.495 0.425 1.00 1.001 1.00 1.00 1.00 13.05 1,269.1 2,561.6 5.04 285.0 0.98 1.00 1.00 121.2 +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 0.418 0.358 1.25 1.001 1.00 1.00 1.00 13.73 1,334.9 3,191.7 5.30 356.3 0.98 1.00 1.00 127.4 Length = 12.167 ft 2 0.419 0.358 1.25 1.001 1.00 1.00 1.00 13.73 1,334.9 3,183.9 5.30 356.3 0.98 1.00 1.00 127.4 +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 0.467 0.400 1.25 1.001 1.00 1.00 1.00 15.33 1,491.0 3,191.7 5.92 356.3 0.98 1.00 1.00 142.3 Length = 12.167 ft 2 0.468 0.400 1.25 1.001 1.00 1.00 1.00 15.33 1,491.0 3,183.9 5.92 356.3 0.98 1.00 1.00 142.3 +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 0.402 0.345 1.15 1.001 1.00 1.00 1.00 12.16 1,182.9 2,942.4 4.69 327.8 0.98 1.00 1.00 112.9 Length = 12.167 ft 2 0.403 0.345 1.15 1.001 1.00 1.00 1.00 12.16 1,182.9 2,936.1 4.69 327.8 0.98 1.00 1.00 112.9 +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 = 11.0 ft 1 0.264 0.224 1.60 1.001 1.00 1.00 1.00 10.98 1,068.1 4,052.5 4.24 456.0 0.97 1.00 1.00 102.0 Length = 12.167 ft 2 0.265 0.224 1.60 1.001 1.00 1.00 1.00 10.98 1,068.1 4,036.8 4.24 456.0 0.97 1.00 1.00 102.0 +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 0.264 0.224 1.60 1.001 1.00 1.00 1.00 10.98 1,068.1 4,052.5 4.24 456.0 0.97 1.00 1.00 102.0 Length = 12.167 ft 2 0.265 0.224 1.60 1.001 1.00 1.00 1.00 10.98 1,068.1 4,036.8 4.24 456.0 0.97 1.00 1.00 102.0 +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 0.319 0.270 1.60 1.001 1.00 1.00 1.00 13.27 1,290.9 4,052.5 5.12 456.0 0.97 1.00 1.00 123.2 Length = 12.167 ft 2 0.320 0.270 1.60 1.001 1.00 1.00 1.00 13.27 1,290.9 4,036.8 5.12 456.0 0.97 1.00 1.00 123.2 +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 0.319 0.270 1.60 1.001 1.00 1.00 1.00 13.27 1,290.9 4,052.5 5.12 456.0 0.97 1.00 1.00 123.2 Length = 12.167 ft 2 0.320 0.270 1.60 1.001 1.00 1.00 1.00 13.27 1,290.9 4,036.8 5.12 456.0 0.97 1.00 1.00 123.2 +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 0.137 0.116 1.60 1.001 1.00 1.00 1.00 5.70 554.4 4,052.5 2.20 456.0 0.97 1.00 1.00 52.9 Length = 12.167 ft 2 0.137 0.116 1.60 1.001 1.00 1.00 1.00 5.70 554.4 4,036.8 2.20 456.0 0.97 1.00 1.00 52.9 +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 0.101 0.086 1.60 1.001 1.00 1.00 1.00 4.22 410.3 4,052.5 1.63 456.0 0.97 1.00 1.00 39.2 Length = 12.167 ft 2 0.102 0.086 1.60 1.001 1.00 1.00 1.00 4.22 410.3 4,036.8 1.63 456.0 0.97 1.00 1.00 39.2 +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 0.101 0.086 1.60 1.001 1.00 1.00 1.00 4.22 410.3 4,052.5 1.63 456.0 0.97 1.00 1.00 39.2 Length = 12.167 ft 2 0.102 0.086 1.60 1.001 1.00 1.00 1.00 4.22 410.3 4,036.8 1.63 456.0 0.97 1.00 1.00 39.2 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750Lr+0.750L 1 0.0725 4.486 -0.0006 10.631 +D+0.750Lr+0.750L +D+0.750Lr+0.750L 2 0.1420 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 3.596 13.162 4.259
Max Upward from Load Combinations 3.596 13.162 4.259
Max Upward from Load Cases 2.228 8.157 2.639
Max Downward from all Load Conditio -0.000 -4.584 -0.000 Max Downward from Load Cases (Resis -0.000 -4.584 -0.000 D Only 2.228 8.157 2.639
+D+L 3.061 11.204 3.625
+D+Lr 3.219 11.784 3.813
+D+0.750Lr+0.750L 3.596 13.162 4.259
+D+0.750L 2.853 10.442 3.379

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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_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:

Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.70E 2.228 11.365 2.639
+D-0.70E 2.228 4.948 2.639
+D+0.750L+0.5250E 2.853 12.848 3.379
+D+0.750L-0.5250E 2.853 8.035 3.379
+0.60D 1.337 4.894 1.584
+0.60D+0.70E 1.337 8.103 1.584
+0.60D-0.70E 1.337 1.685 1.584
Lr Only 0.991 3.627 1.174
L Only 0.832 3.047 0.986
E Only 0.000 4.584 0.000
E Only * -1.0 -0.000 -4.584 -0.000

Page 164 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4530 @ 4" 18047 (5.50") Passed (25%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 3752 @ 1' 5 3/8" 11845 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 17027 @ 8' 1 7/16" 26772 Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.275 @ 8' 2 1/2" 0.394 Passed (L/688) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.580 @ 8' 2 1/4" 0.788 Passed (L/326) -- 1.0 D + 1.0 L (All Spans) Member Length : 16' 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).
• MOE has been reduced by 5% to account for the effects of holes. • 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" 1.50" 2393 2136 316 4530 Blocking 2 - Beam - DF 5.50" 5.50" 1.50" 2319 2136 316 4455 Blocking Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) Continuous
Bottom Edge (Lu) End Bearing Points
• 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 16' 5" N/A 18.2 -- --
1 - Uniform (PLF) 0 to 16' 5" (Front) N/A 45.0 - - Wall Above 2 - Point (lb) 4' 9" (Front) N/A 170 - -
3 - Uniform (PLF) 0 to 16' 5" (Front) N/A 156.0 260.3 - Linked from: J_3, Support 1
4 - Uniform (PLF) 0 to 16' 5" (Front) N/A 57.5 - 38.5 Linked from: J_4, Support 2
• Hole locations are measured from the outside face of left support (or left cantilever end) to the centerline of the hole. • Vertical Offset is measured from the top of the member to the centerline of the hole.

Shear (lbs) Moment (Ft-lbs)
Holes (Size) Direction Diameter
Vertical
Offset Location Actual Allowed Result Actual Allowed Result Comments 1 - Circular (L) Horz 4.00" 5 15/16" 6' 11" 735 4395 Passed (17%) 16638 25749 Passed (65%) 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 B, B_3 hole
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
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 22 ends

Page 165 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_3.1
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
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 :

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 = 2.583 ft, (J_4) Uniform Load : D = 0.0360, L = 0.060 ksf, Tributary Width = 4.0 ft, (J_3) Uniform Load : D = 0.0450 , Tributary Width = 1.0 ft, (Wall Above) Moment : E = 4.40 k-ft, Location = 3.333 ft from left end of this span, (Trellis Column) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.150: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 3.875ft
= 37.14 psi
=
2,577.23psi
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 0.130 : 1
= 6.788 ft
=
386.87psi
Maximum Deflection
0 <360
3150
Ratio = 578580 >=180
Max Downward Transient Deflection 0.013 in Ratio = >=360 6954 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.030 in Ratio = >=180
Max Upward Total Deflection -0.000 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : L Only
n/a
Span: 1 : +D+L
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 = 7.750 ft 1 0.091 0.079 0.90 1.001 1.00 1.00 1.00 2.18 211.6 2,322.3 0.84 256.5 0.99 1.00 1.00 20.3 +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 = 7.750 ft 1 0.150 0.130 1.00 1.001 1.00 1.00 1.00 3.98 386.9 2,577.2 1.54 285.0 0.99 1.00 1.00 37.1 +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 = 7.750 ft 1 0.078 0.067 1.25 1.001 1.00 1.00 1.00 2.56 249.4 3,211.3 0.99 356.3 0.99 1.00 1.00 23.9 +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 = 7.750 ft 1 0.116 0.100 1.25 1.001 1.00 1.00 1.00 3.82 371.4 3,211.3 1.48 356.3 0.99 1.00 1.00 35.6

Page 166 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 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 7.750 ft 1 0.116 0.100 1.15 1.001 1.00 1.00 1.00 3.53 343.1 2,958.3 1.37 327.8 0.99 1.00 1.00 32.9 +D+0.70E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.99 1.00 1.00 0.0 Length = 7.750 ft 1 0.092 0.066 1.60 1.001 1.00 1.00 1.00 3.89 378.1 4,090.1 1.24 456.0 0.98 1.00 1.00 29.9 +D+0.750L+0.5250E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 7.750 ft 1 0.114 0.088 1.60 1.001 1.00 1.00 1.00 4.77 464.4 4,090.1 1.67 456.0 0.98 1.00 1.00 40.1 +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 = 7.750 ft 1 0.031 0.027 1.60 1.001 1.00 1.00 1.00 1.31 127.0 4,090.1 0.51 456.0 0.98 1.00 1.00 12.2 +0.60D+0.70E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 7.750 ft 1 0.072 0.048 1.60 1.001 1.00 1.00 1.00 3.03 295.1 4,090.1 0.90 456.0 0.98 1.00 1.00 21.8 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L 1 0.0295 3.903 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 2.053 2.119
Max Upward from Load Combinations 2.053 2.119
Max Upward from Load Cases 1.123 1.123
Max Downward from all Load Conditio -0.568
Max Downward from Load Cases (Resis -0.568
D Only 1.123 1.123
+D+L 2.053 2.053
+D+Lr 1.323 1.323
+D+0.750Lr+0.750L 1.971 1.971
+D+0.750L 1.821 1.821
+D+0.70E 0.726 1.521
+D+0.750L+0.5250E 1.523 2.119
+0.60D 0.674 0.674
+0.60D+0.70E 0.276 1.071
Lr Only 0.200 0.200
L Only 0.930 0.930
E Only -0.568 0.568

Page 167 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_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:

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.3095, Lr = 0.0440, L = 0.1675 , Tributary Width = 1.0 ft, (J_7) Point Load : E = 7.701 k @ 4.0 ft, (R25.1.1)
Point Load : E = -7.701 k @ 6.583 ft, (R25.1.1)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.626: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.750ft
= 280.85 psi
=
2,569.36psi
Section used for this span 3-1.75x11.25
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +0.4440D+1.750E
=
=
=
= = 456.00 psi
Section used for this span 3-1.75x11.25
Maximum Shear Stress Ratio 0.616 : 1
= 6.562 ft
=
1,608.32psi
Maximum Deflection
845 >=360
315
Ratio = 0 <180
Max Downward Transient Deflection 0.220 in Ratio = >=360 845 Max Upward Transient Deflection -0.220 in Ratio =
Max Downward Total Deflection 0.589 in Ratio = >=180
Max Upward Total Deflection 0 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
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 = 15.50 ft 1 0.459 0.221 0.90 1.009 1.00 1.00 1.00 9.81 1,063.2 2,318.7 2.24 256.5 0.98 1.00 1.00 56.8 +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 = 15.50 ft 1 0.626 0.301 1.00 1.009 1.00 1.00 1.00 14.84 1,608.3 2,569.4 3.38 285.0 0.98 1.00 1.00 85.9 +D+Lr 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 15.50 ft 1 0.379 0.181 1.25 1.009 1.00 1.00 1.00 11.13 1,206.4 3,187.1 2.54 356.3 0.97 1.00 1.00 64.4 +D+0.750Lr+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 = 15.50 ft 1 0.496 0.237 1.25 1.009 1.00 1.00 1.00 14.58 1,579.4 3,187.1 3.32 356.3 0.97 1.00 1.00 84.4 +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

Page 168 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 = 15.50 ft 1 0.500 0.240 1.15 1.009 1.00 1.00 1.00 13.58 1,472.0 2,941.6 3.10 327.8 0.98 1.00 1.00 78.6 +1.156D+1.750E 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 15.50 ft 1 0.472 0.601 1.60 1.009 1.00 1.00 1.00 17.52 1,898.8 4,024.6 10.78 456.0 0.96 1.00 1.00 273.8 +1.117D+0.750L+1.313E 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.96 1.00 1.00 0.0 Length = 15.50 ft 1 0.482 0.437 1.60 1.009 1.00 1.00 1.00 17.91 1,941.0 4,024.6 7.84 456.0 0.96 1.00 1.00 199.1 +0.60D 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.96 1.00 1.00 0.0 Length = 15.50 ft 1 0.159 0.075 1.60 1.009 1.00 1.00 1.00 5.89 637.9 4,024.6 1.34 456.0 0.96 1.00 1.00 34.1 +0.4440D+1.750E 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.96 1.00 1.00 0.0 Length = 15.50 ft 1 0.422 0.616 1.60 1.009 1.00 1.00 1.00 15.68 1,699.3 4,024.6 11.06 456.0 0.96 1.00 1.00 280.9 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750L-0.5250E 1 0.5890 7.920 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 4.180 4.180
Max Upward from Load Combinations 4.180 4.180
Max Upward from Load Cases 2.532 2.532
Max Downward from all Load Conditio -1.283 -1.283
Max Downward from Load Cases (Resis -1.283 -1.283
D Only 2.532 2.532
+D+L 3.830 3.830
+D+Lr 2.873 2.873
+D+0.750Lr+0.750L 3.762 3.762
+D+0.750L 3.506 3.506
+D+0.70E 3.430 1.634
+D-0.70E 1.634 3.430
+D+0.750L+0.5250E 4.180 2.832
+D+0.750L-0.5250E 2.832 4.180
+0.60D 1.519 1.519
+0.60D+0.70E 2.418 0.621
+0.60D-0.70E 0.621 2.418
Lr Only 0.341 0.341
L Only 1.298 1.298
E Only 1.283 -1.283
E Only * -1.0 -1.283 1.283

Page 169 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) 2547 @ 1 1/4" 9453 (2.75") Passed (27%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2209 @ 1' 2 1/4" 7168 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 11120 @ 8' 11 1/4" 13638 Passed (82%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.330 @ 8' 11 1/4" 0.442 Passed (L/642) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.560 @ 8' 11 1/4" 0.883 Passed (L/378) -- 1.0 D + 1.0 L (All Spans) Member Length : 18' 1 1/4"
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. • 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 Floor Live Factored Accessories 1 - Column - DF 2.75" 2.75" 1.50" 1046 1502 2547 Blocking 2 - Beam - DF 5.50" 5.50" 1.50" 1071 1537 2607 Blocking •Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 18' 1" o/c
Bottom Edge (Lu) 18' 1" 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 18' 1 1/4" N/A 16.0 --
1 - Uniform (PLF) 0 to 18' 1" (Front) N/A 101.0 168.0 Linked from: J_8, 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 B, B_6
1 piece(s) 6 x 12 DF No.1
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 15 ends

Page 170 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 6381 @ 4" 18906 (5.50") Passed (34%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 4409 @ 1' 5" 7168 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 12717 @ 4' 4" 13638 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.100 @ 4' 8 3/4" 0.231 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.158 @ 4' 9" 0.463 Passed (L/702) -- 1.0 D + 1.0 L (All Spans) Member Length : 9' 11"
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. • 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 Floor Live Factored Accessories 1 - Beam - DF 5.50" 5.50" 1.86" 2121 4260 6381 Blocking 2 - Beam - DF 5.50" 5.50" 1.50" 1260 2062 3322 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 Floor Live
Vertical Loads Location (Side) Tributary
Width
(0.90) (1.00) Comments
0 - Self Weight (PLF) 0 to 9' 11" N/A 16.0 --
1 - Uniform (PSF) 0 to 9' 11" (Front) 3' 36.0 60.0
2 - Uniform (PSF) 0 to 3' 9" (Front) 8' 36.0 100.0
3 - Point (lb) 4' 4" (Front) N/A 1071 1537 Linked from: B_6, 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 B, B_7
1 piece(s) 6 x 12 DF No.1
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 16 ends

Page 171 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3557 @ 4" 18047 (5.50") Passed (20%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2780 @ 1' 5 3/8" 11845 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 10627 @ 6' 7 1/2" 26772 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.115 @ 6' 7 9/16" 0.315 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.238 @ 6' 7 9/16" 0.629 Passed (L/634) -- 1.0 D + 1.0 L (All Spans) Member Length : 13' 3"
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).
• MOE has been reduced by 5% to account for the effects of holes. • 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" 1833 1724 255 3557 Blocking 2 - Beam - DF 5.50" 5.50" 1.50" 1833 1724 255 3557 Blocking Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) Continuous
Bottom Edge (Lu) End Bearing Points
• 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 13' 3" N/A 18.2 -- --
1 - Uniform (PLF) 0 to 13' 3" (Front) N/A 45.0 - - Wall Above 2 - Uniform (PLF) 0 to 13' 3" (Front) N/A 156.0 260.3 - Linked from: J_3, Support 1
3 - Uniform (PLF) 0 to 13' 3" (Front) N/A 57.5 - 38.5 Linked from: J_4, Support 2
• Hole locations are measured from the outside face of left support (or left cantilever end) to the centerline of the hole. • Vertical Offset is measured from the top of the member to the centerline of the hole.

Shear (lbs) Moment (Ft-lbs)
Holes (Size) Direction Diameter
Vertical
Offset Location Actual Allowed Result Actual Allowed Result Comments 1 - Circular (L) Horz 4.00" 5 15/16" 6' 2" 336 4395 Passed (8%) 10571 25749 Passed (41%) 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, B_8 hole
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
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 17 ends

Page 172 of 440 ends

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3618 @ 2" 11484 (3.50") Passed (32%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2930 @ 1' 3 3/8" 11845 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 11325 @ 6' 5 1/16" 26772 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.121 @ 6' 6 1/2" 0.319 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.260 @ 6' 6 5/16" 0.637 Passed (L/589) -- 1.0 D + 1.0 L (All Spans) Member Length : 13' 1"
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).
• MOE has been reduced by 5% to account for the effects of holes. • 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 3.50" 3.50" 1.50" 1916 1702 252 3618 Blocking 2 - Beam - DF 3.50" 3.50" 1.50" 1874 1702 252 3577 Blocking Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) Continuous
Bottom Edge (Lu) End Bearing Points
• 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 13' 1" N/A 18.2 -- --
1 - Uniform (PLF) 0 to 13' 1" (Front) N/A 45.0 - - Wall Above 2 - Point (lb) 5' (Front) N/A 170 - -
3 - Uniform (PLF) 0 to 13' 1" (Front) N/A 156.0 260.3 - Linked from: J_3, Support 1
4 - Uniform (PLF) 0 to 13' 1" (Front) N/A 57.5 - 38.5 Linked from: J_4, Support 2
• Hole locations are measured from the outside face of left support (or left cantilever end) to the centerline of the hole. • Vertical Offset is measured from the top of the member to the centerline of the hole.

Shear (lbs) Moment (Ft-lbs)
Holes (Size) Direction Diameter
Vertical
Offset Location Actual Allowed Result Actual Allowed Result Comments 1 - Circular (L) Horz 4.00" 5 15/16" 6' 9" 266 4395 Passed (6%) 11296 25749 Passed (44%) 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, B_9 hole
3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL
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 23 ends

Page 173 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
Point Load : D = 3.320, Lr = 0.60, L = 2.790, E = 0.420 k @ 7.750 ft, (B_3/B_3.1) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.874: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.760ft
= 153.94 psi
=
2,478.06psi
Section used for this span 2-1.75x11.87
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+L
=
=
=
= = 285.00 psi
Section used for this span 2-1.75x11.87
Maximum Shear Stress Ratio 0.540 : 1
= 10.265ft
=
2,166.88psi
Maximum Deflection
0 <360
501
Ratio = 0 <180
Max Downward Transient Deflection 0.121 in Ratio = >=360 1115 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.269 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 = 11.250 ft 1 0.528 0.330 0.90 1.001 1.00 1.00 1.00 8.15 1,188.4 2,248.7 2.34 256.5 0.96 1.00 1.00 84.6 +D+L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.96 1.00 1.00 0.0 Length = 11.250 ft 1 0.874 0.540 1.00 1.001 1.00 1.00 1.00 14.85 2,166.9 2,478.1 4.27 285.0 0.95 1.00 1.00 153.9 +D+Lr 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.95 1.00 1.00 0.0 Length = 11.250 ft 1 0.464 0.279 1.25 1.001 1.00 1.00 1.00 9.59 1,398.8 3,016.0 2.76 356.3 0.93 1.00 1.00 99.5 +D+0.750Lr+0.750L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.93 1.00 1.00 0.0 Length = 11.250 ft 1 0.690 0.415 1.25 1.001 1.00 1.00 1.00 14.26 2,080.1 3,016.0 4.09 356.3 0.93 1.00 1.00 147.8 +D+0.750L 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.93 1.00 1.00 0.0 Length = 11.250 ft 1 0.685 0.417 1.15 1.001 1.00 1.00 1.00 13.18 1,922.3 2,807.8 3.78 327.8 0.94 1.00 1.00 136.6

Page 174 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+0.70E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.94 1.00 1.00 0.0 Length = 11.250 ft 1 0.354 0.201 1.60 1.001 1.00 1.00 1.00 8.85 1,291.5 3,645.4 2.55 456.0 0.88 1.00 1.00 91.9 +D+0.750L+0.5250E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.88 1.00 1.00 0.0 Length = 11.250 ft 1 0.549 0.312 1.60 1.001 1.00 1.00 1.00 13.71 1,999.6 3,645.4 3.94 456.0 0.88 1.00 1.00 142.1 +0.60D 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.88 1.00 1.00 0.0 Length = 11.250 ft 1 0.196 0.111 1.60 1.001 1.00 1.00 1.00 4.89 713.0 3,645.4 1.41 456.0 0.88 1.00 1.00 50.7 +0.60D+0.70E 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.88 1.00 1.00 0.0 Length = 11.250 ft 1 0.224 0.127 1.60 1.001 1.00 1.00 1.00 5.59 816.1 3,645.4 1.61 456.0 0.88 1.00 1.00 58.1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+L 1 0.2694 6.200 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 1.969 4.277
Max Upward from Load Combinations 1.969 4.277
Max Upward from Load Cases 1.101 2.355
D Only 1.101 2.355
+D+L 1.969 4.277
+D+Lr 1.288 2.769
+D+0.750Lr+0.750L 1.892 4.107
+D+0.750L 1.752 3.797
+D+0.70E 1.193 2.558
+D+0.750L+0.5250E 1.821 3.949
+0.60D 0.661 1.413
+0.60D+0.70E 0.752 1.616
Lr Only 0.187 0.413
L Only 0.868 1.922
E Only 0.131 0.289

Page 175 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B_11
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 Slope) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.692: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 7.875ft
= 87.83 psi
=
2,415.23psi
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 0.308 : 1
= 0.000 ft
=
1,670.70psi
Maximum Deflection
0 <360
340
Ratio = 0 <180
Max Downward Transient Deflection 0.396 in Ratio = >=360 477 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.556 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 = 15.750 ft 1 0.218 0.099 0.90 1.009 1.00 1.00 1.00 2.96 481.3 2,209.1 0.66 256.5 0.94 1.00 1.00 25.3 +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 = 15.750 ft 1 0.692 0.308 1.00 1.009 1.00 1.00 1.00 10.28 1,670.7 2,415.2 2.31 285.0 0.92 1.00 1.00 87.8 +D+0.750L 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.92 1.00 1.00 0.0 Length = 15.750 ft 1 0.481 0.203 1.25 1.009 1.00 1.00 1.00 8.45 1,373.3 2,855.6 1.90 356.3 0.87 1.00 1.00 72.2 +0.60D 1.009 1.00 1.00 1.00 0.0 0.00 0.0 0.87 1.00 1.00 0.0 Length = 15.750 ft 1 0.089 0.033 1.60 1.009 1.00 1.00 1.00 1.78 288.8 3,256.0 0.40 456.0 0.78 1.00 1.00 15.2

Page 176 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 0.5558 7.932 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 2.610 2.610
Max Upward from Load Combinations 2.610 2.610
Max Upward from Load Cases 1.859 1.859
D Only 0.752 0.752
+D+L 2.610 2.610
+D+0.750L 2.146 2.146
+0.60D 0.451 0.451
L Only 1.859 1.859

Page 177 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B12
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 : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.0320, Lr = 0.020 ksf, Tributary Width = 2.0 ft Load for Span Number 2
Uniform Load : D = 0.0260, Lr = 0.020 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.028: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.500ft
= 6.44 psi
=
1,421.88psi
Section used for this span 4x8
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 4x8
Maximum Shear Stress Ratio 0.030 : 1
= 1.899 ft
=

40.51psi
Maximum Deflection
0 <360
35078
Ratio = 481295 >=180
Max Downward Transient Deflection 0 in Ratio = <360 0
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.001 in Ratio = >=180
Max Upward Total Deflection -0.000 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 2 : +D+Lr
Span: 1 : +D+Lr
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 = 2.50 ft 1 0.022 0.025 0.90 1.300 1.00 1.00 1.00 0.06 22.9 1,023.8 0.06 153.0 1.00 1.00 1.00 3.8 Length = 1.50 ft 2 0.022 0.025 0.90 1.300 1.00 1.00 1.00 0.06 22.9 1,023.8 0.05 153.0 1.00 1.00 1.00 3.8 +D+Lr 1.300 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 2.50 ft 1 0.028 0.030 1.25 1.300 1.00 1.00 1.00 0.10 40.5 1,421.9 0.11 212.5 1.00 1.00 1.00 6.4 Length = 1.50 ft 2 0.028 0.030 1.25 1.300 1.00 1.00 1.00 0.10 40.5 1,421.9 0.08 212.5 1.00 1.00 1.00 6.4 +D+0.750Lr 1.300 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 2.50 ft 1 0.025 0.027 1.25 1.300 1.00 1.00 1.00 0.09 36.1 1,421.9 0.10 212.5 1.00 1.00 1.00 5.8

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Engineer:

Project ID:

Project Descr:

Page 179 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Trellis Beam Floor
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 :

Beam self weight calculated and added to loading
Uniform Load : D = 0.010, L = 0.020 ksf, Tributary Width = 2.670 ft, (Trellis) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.661: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 8.708ft
= 26.34 psi
=
1,188.44psi
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 0.155 : 1
= 16.845ft
=
785.73psi
Maximum Deflection
0 <360
348
Ratio = 0 <180
Max Downward Transient Deflection 0.359 in Ratio = >=360 581 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.599 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 = 17.417 ft 1 0.294 0.069 0.90 1.000 1.00 1.00 1.00 1.35 314.5 1,070.8 0.29 153.0 0.99 1.00 1.00 10.5 +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 = 17.417 ft 1 0.661 0.155 1.00 1.000 1.00 1.00 1.00 3.38 785.7 1,188.4 0.72 170.0 0.99 1.00 1.00 26.3 +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 = 17.417 ft 1 0.451 0.105 1.25 1.000 1.00 1.00 1.00 2.87 667.9 1,481.1 0.62 212.5 0.99 1.00 1.00 22.4 +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 = 17.417 ft 1 0.100 0.023 1.60 1.000 1.00 1.00 1.00 0.81 188.7 1,887.1 0.17 272.0 0.98 1.00 1.00 6.3

Page 180 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 0.5993 8.772 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 0.775 0.775
Max Upward from Load Combinations 0.775 0.775
Max Upward from Load Cases 0.465 0.465
D Only 0.310 0.310
+D+L 0.775 0.775
+D+0.750L 0.659 0.659
+0.60D 0.186 0.186
L Only 0.465 0.465

Page 181 of 440 ends

Wood Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Trellis Beam Roof
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 = 0.010, L = 0.020 ksf, Tributary Width = 4.0 ft, (Trellis) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.957: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 8.708ft
= 38.15 psi
=
1,188.44psi
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 0.224 : 1
= 16.845ft
=
1,137.83psi
Maximum Deflection
0 <360
240
Ratio = 0 <180
Max Downward Transient Deflection 0.538 in Ratio = >=360 388 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.868 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 = 17.417 ft 1 0.403 0.095 0.90 1.000 1.00 1.00 1.00 1.86 431.9 1,070.8 0.40 153.0 0.99 1.00 1.00 14.5 +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 = 17.417 ft 1 0.957 0.224 1.00 1.000 1.00 1.00 1.00 4.89 1,137.8 1,188.4 1.05 170.0 0.99 1.00 1.00 38.1 +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 = 17.417 ft 1 0.649 0.152 1.25 1.000 1.00 1.00 1.00 4.13 961.3 1,481.1 0.89 212.5 0.99 1.00 1.00 32.2 +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 = 17.417 ft 1 0.137 0.032 1.60 1.000 1.00 1.00 1.00 1.11 259.1 1,887.1 0.24 272.0 0.98 1.00 1.00 8.7

Page 182 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 0.8679 8.772 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 1.123 1.123
Max Upward from Load Combinations 1.123 1.123
Max Upward from Load Cases 0.697 0.697
D Only 0.426 0.426
+D+L 1.123 1.123
+D+0.750L 0.949 0.949
+0.60D 0.256 0.256
L Only 0.697 0.697

Page 183 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 6x6
Overall Column Height ft 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.1
Fb + 1200
1200 psi
1000
625
170
825

31.21 psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1600
580
1600
580
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 5.50 in
Exact Depth 5.50 in
Area 30.250 in^2
Ix 76.255 in^4
Iy 76.255 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Fact 1.0
Cf or Cv for Compressio 1.0
1600
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
Fully braced against buckling ABOUT X-X Axis
Column Buckling Condition:

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

Column self weight included : 52.450 lbs * Dead Load Factor AXIAL LOADS . . .

Axial Load at 8.0 ft, D = 0.4450, L = 1.40 k
BENDING LOADS . . .

Lat. Point Load at 8.0 ft creating Mx-x, E = 0.1460 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.06273
Location of max.above base 0.0 ft
Applied Axial 1.897 k
Applied Mx 0.0 k-ft
Load Combination +D+L
Load Combination +0.60D+0.70E
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
Allowable Shear psi 272.0

0.0 : 1 Bending Compression Tension
Location of max.above base 8.0 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 1,000.0 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 1.000 ft 0.01827 PASS PASS 0.0 0.0 8.0 ft
+D+L 1.000 1.000 ft 0.06273 PASS PASS 0.0 0.0 8.0 ft
+D+0.750L 1.250 1.000 ft 0.04092 PASS PASS 0.0 0.0 8.0 ft +D+0.70E 1.600 1.000 ft 0.01028 PASS PASS 0.0 0.0 8.0 ft +D+0.750L+0.5250E 1.600 1.000 ft 0.03197 PASS PASS 0.0 0.0 8.0 ft +0.60D 1.600 1.000 ft 0.006167 PASS PASS 0.0 0.0 8.0 ft +0.60D+0.70E 1.600 1.000 ft 0.006167 PASS PASS 0.0 0.0 8.0 ft

Page 184 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 0.497
+D+L 1.897
+D+0.750L 1.547
+D+0.70E 0.497
+D+0.750L+0.5250E 1.547
+0.60D 0.298
+0.60D+0.70E 0.298
L Only 1.400
E Only
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+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+0.750L+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
L Only 0.0000 0.000 0.000ft in 0.000ft in
E Only 0.0000 0.000 0.000ft in 0.000ft in
Sketches

Page 185 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 4x6
Overall Column Height ft 7
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.1
Fb + 1,350.0
1,350.0 psi
925.0
625.0
170.0
675.0

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 3.50 in
Exact Depth 5.50 in
Area 19.250 in^2
Ix 48.526 in^4
Iy 19.651 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 = 7 ft, Kx = 1.0
Column Buckling Condition:

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

Column self weight included : 29.205 lbs * Dead Load Factor AXIAL LOADS . . .

H_1: Axial Load at 7.0 ft, D = 7.120, Lr = 2.980, L = 3.620, E = 1.640 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.6664
Location of max.above base 0.0 ft
Applied Axial 10.769 k
Applied Mx 0.0 k-ft
Load Combination +D+L
Load Combination +0.4440D-1.750E
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
Allowable Shear psi 272.0

0.0 : 1 Bending Compression Tension
Location of max.above base 7.0 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 839.44 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 0.892 ft 0.4834 PASS PASS 0.0 0.0 7.0 ft
+D+L 1.000 0.878 ft 0.6664 PASS PASS 0.0 0.0 7.0 ft
+D+Lr 1.250 0.839 ft 0.5249 PASS PASS 0.0 0.0 7.0 ft
+D+0.750Lr+0.750L 1.250 0.839 ft 0.6269 PASS PASS 0.0 0.0 7.0 ft +D+0.750L 1.150 0.855 ft 0.5452 PASS PASS 0.0 0.0 7.0 ft +1.156D+1.750E 1.600 0.781 ft 0.4842 PASS PASS 0.0 0.0 7.0 ft +1.156D-1.750E 1.600 0.781 ft 0.2346 PASS PASS 0.0 0.0 7.0 ft +1.117D+0.750L+1.313E 1.600 0.781 ft 0.5590 PASS PASS 0.0 0.0 7.0 ft +1.117D+0.750L-1.313E 1.600 0.781 ft 0.3718 PASS PASS 0.0 0.0 7.0 ft +0.60D 1.600 0.781 ft 0.1866 PASS PASS 0.0 0.0 7.0 ft
+0.4440D+1.750E 1.600 0.781 ft 0.2629 PASS PASS 0.0 0.0 7.0 ft +0.4440D-1.750E 1.600 0.781 ft 0.01325 PASS PASS 0.0 0.0 7.0 ft

Page 186 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 7.149
+D+L 10.769
+D+Lr 10.129
+D+0.750Lr+0.750L 12.099
+D+0.750L 9.864
+D+0.70E 8.297
+D-0.70E 6.001
+D+0.750L+0.5250E 10.725
+D+0.750L-0.5250E 9.003
+0.60D 4.290
+0.60D+0.70E 5.438
+0.60D-0.70E 3.142
Lr Only 2.980
L Only 3.620
E Only 1.640
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 187 of 440 ends

Engineer:

Project ID:

Project Descr:

Sketches

Page 188 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 : 29.205 lbs * Dead Load Factor AXIAL LOADS . . .

H_1: Axial Load at 7.0 ft, D = 4.510, Lr = 1.860, L = 2.330, E = 2.310 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.4284
Location of max.above base 0.0 ft
Applied Axial 9.850 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 272.0

0.0 : 1 Bending Compression Tension
Location of max.above base 7.0 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 1,194.43 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 0.892 ft 0.3069 PASS PASS 0.0 0.0 7.0 ft
+D+L 1.000 0.878 ft 0.4251 PASS PASS 0.0 0.0 7.0 ft
+D+Lr 1.250 0.839 ft 0.3316 PASS PASS 0.0 0.0 7.0 ft
+D+0.750Lr+0.750L 1.250 0.839 ft 0.3980 PASS PASS 0.0 0.0 7.0 ft +D+0.750L 1.150 0.855 ft 0.3475 PASS PASS 0.0 0.0 7.0 ft +1.156D+1.750E 1.600 0.781 ft 0.4040 PASS PASS 0.0 0.0 7.0 ft +1.156D-1.750E 1.600 0.781 ft 0.05239 PASS PASS 0.0 0.0 7.0 ft +1.117D+0.750L+1.313E 1.600 0.781 ft 0.4284 PASS PASS 0.0 0.0 7.0 ft +1.117D+0.750L-1.313E 1.600 0.781 ft 0.1647 PASS PASS 0.0 0.0 7.0 ft +0.60D 1.600 0.781 ft 0.1185 PASS PASS 0.0 0.0 7.0 ft
+0.4440D+1.750E 1.600 0.781 ft 0.2635 PASS PASS 0.0 0.0 7.0 ft

Page 189 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 4.539
+D+L 6.869
+D+Lr 6.399
+D+0.750Lr+0.750L 7.682
+D+0.750L 6.287
+D+0.70E 6.156
+D-0.70E 2.922
+D+0.750L+0.5250E 7.499
+D+0.750L-0.5250E 5.074
+0.60D 2.724
+0.60D+0.70E 4.341
+0.60D-0.70E 1.107
Lr Only 1.860
L Only 2.330
E Only 2.310
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 190 of 440 ends

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Page 191 of 440 ends

Wood Column
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: C_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 Combinations Used : IBC 2021
General Information
Analysis Method Wood Section Name 2-2x6
Overall Column Height ft 7
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.1
Fb + 1,350.0
1,350.0 psi
925.0
625.0
170.0
675.0

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 = 7 ft, Kx = 1.0
Column Buckling Condition:

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

Column self weight included : 25.033 lbs * Dead Load Factor AXIAL LOADS . . .

H_7: Axial Load at 7.0 ft, D = 1.50, Lr = 0.610, L = 0.360, E = 3.070 k

DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.3621
Location of max.above base 0.0 ft
Applied Axial 7.135 k
Applied Mx 0.0 k-ft
Load Combination +1.156D+1.750E
Load Combination +0.4440D+1.750E
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
Allowable Shear psi 272.0

0.0 : 1 Bending Compression Tension
Location of max.above base 7.0 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 1,194.43 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 0.892 ft 0.1203 PASS PASS 0.0 0.0 7.0 ft
+D+L 1.000 0.878 ft 0.1361 PASS PASS 0.0 0.0 7.0 ft
+D+Lr 1.250 0.839 ft 0.1291 PASS PASS 0.0 0.0 7.0 ft
+D+0.750Lr+0.750L 1.250 0.839 ft 0.1362 PASS PASS 0.0 0.0 7.0 ft +D+0.750L 1.150 0.855 ft 0.1157 PASS PASS 0.0 0.0 7.0 ft +1.156D+1.750E 1.600 0.781 ft 0.3621 PASS PASS 0.0 0.0 7.0 ft +1.156D-1.750E 1.600 0.781 ft 0.0 PASS PASS 0.0 0.0 7.0 ft +1.117D+0.750L+1.313E 1.600 0.781 ft 0.3046 PASS PASS 0.0 0.0 7.0 ft +1.117D+0.750L-1.313E 1.600 0.781 ft 0.0 PASS PASS 0.0 0.0 7.0 ft +0.60D 1.600 0.781 ft 0.04643 PASS PASS 0.0 0.0 7.0 ft
+0.4440D+1.750E 1.600 0.781 ft 0.3070 PASS PASS 0.0 0.0 7.0 ft

Page 192 of 440 ends

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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 1.525
+D+L 1.885
+D+Lr 2.135
+D+0.750Lr+0.750L 2.253
+D+0.750L 1.795
+D+0.70E 3.674
+D-0.70E
+D+0.750L+0.5250E 3.407
+D+0.750L-0.5250E 0.183
+0.60D 0.915
+0.60D+0.70E 3.064
+0.60D-0.70E
Lr Only 0.610
L Only 0.360
E Only 3.070
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+0.750L+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
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 193 of 440 ends

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Project Descr:

Sketches

Page 194 of 440 ends

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Description Quantity Unit
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R2 500.31 sf

BUILDING B ROOF

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Page 197 of 440 ends

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W2 93.0116 ft
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Page 198 of 440 ends

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Legend
Description Quantity Unit
D1 216.60 sf
F1 2,811.02 sf
R2 620.34 sf

Page 199 of 440 ends

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W2 270.5382 ft
W3 129.5301 ft

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Page 217 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 218 of 440 ends

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 Diaphragm
Arneill Road Mixed-Use
1081-03-HS24

10.2024
IPK

Page 219 of 440 ends

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Page 220 of 440 ends

Diaphragm
Arneill Road Mixed-Use
1081-03-HS24

10.2024
IPK

DIAPHRAGM CALCULATIONS E-W
694
v (plf)
445
97 97
36'-0" 9'-0"
16'
8'
188
SLOPE = 31.63 PLF
192
SLOPE = 21.56 PLF

Page 221 of 440 ends

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Page 247 of 440 ends

ARNEILL
1081-03-HS24

TRELLIS - POST CONNECTION
10/2024

CHECK TRELLIS ROOF POSTS

COLUMNS TO BE ADJACENT TO CMU WALL SPANNING FULL HEIGHT (2) L1 = 8'-0" COLUMNS
CANTILEVER ELEMENTS PER ASCE 7-16 TBL 13.5-1
Rp = 2.5, Ω = 2, ap = 2.5
S_DS = 1.114
WT = 4 PSF

WEIGHT OF COLUMNS AND ROOF
ASSUME 6x6 D.F. No. 1 FOR COLUMNS
COLUMN Wt = 56.5lbs
L1 Column Wt = 56.5lbs*2 Columns = 113lbs
ROOF AREA (1/2) = (8*17.5)(0.5) = 70 SQ FT
Roof Wt = 4 PSF * 70 SQ FT = 280lbs
Wp = (Roof + Column)= (280lbs + 113lbs )
Wp = 393 lbs
z/h = 12/25 = 0.48
F1
M1
17'-6" 8'-0"
L1 = 8'-0"
TOP OF
POST
Fp = 344lb / 2 COLUMNS = 172#
M1 = F1 * L1 = 146lb * 8ft = 1376 lb-ft
Fp = 0.4apSDSWp Rp
Ip

1 þ 2 z
h

(13.3-1)

Page 248 of 440 ends

CNW
Wind CNL
Calculating uplift tension in column bolts:

WIND:
p = qh * G * CN (ASCE 7-16, Sec. 27.3.2)
qh = 16.94 psf (Next Page)
G = 0.85 (ASCE 7-16, Sec. 26.11)
CN = net pressure coefficient (ASCE 7-16, Fig. 27.3-4)
CASE A
pNW = (16.94 psf)*(0.85)*(1.2) =17.28 psf
pNL = (16.94 psf)*(0.85)*(0.3) = 4.32 psf
Total uplift = (70 sf / 2) * 17.28 psf
+ (70 sf / 2) * 4.32 psf
= 756 lbs <- Governs
CASE B
pNW = (16.94 psf)*(0.85)*(-1.1) = -15.84 psf
pNL = (16.94 psf)*(0.85)*(-0.1) = -1.44 psf
Total uplift = (70 sf / 2) * (-15.84 psf ) =
+ (70 sf / 2) * -1.44 psf
= -605 lbs
Uplift Tension per column = 756 lbs
SEISMIC:

T1(d) - (F1)(H) = 0
T1 = (F1)(96")/(36")
= (172 lbs)(96")/(36")
= 459 lbs <- Governs
SHEAR:

T=V= 459 lbs
USE MSTC48b3 STRAP WITH (2) HGA10KT(s).

SEE OUTPUT ATTACHED

ARNEILL
1081-03-HS24

TRELLIS - POST CONNECTION
10/2024
F
C
T
H
d
MSTC48B3
HGA10KT

Page 249 of 440 ends

Calculating qZ: (ASCE 7-16 Chapter 26)
WIND:

Exposure Category: C
Kz = 0.9
Kzt=1.0
Ke=1.0
Kd=0.85
V=93 mph
qz = 16.94 psf

ARNEILL
1081-03-HS24

TRELLIS - POST CONNECTION
10/2024

Page 250 of 440 ends

ARNEILL
1081-03-HS24

TRELLIS - POST CONNECTION
10/2024

Page 251 of 440 ends

ARNEILL
1081-03-HS24

TRELLIS - POST CONNECTION
10/2024
17'-6" 8'-0" L1 = 8'-0" TOP OF POST

CHECK TRELLIS FLOOR POSTS

COLUMNS TO BE ADJACENT TO CMU WALL SPANNING FULL HEIGHT (2) L1 = 8'-0" COLUMNS
CANTILEVER ELEMENTS PER ASCE 7-16 TBL 12.2-1
F. 6 - Timber Frame (Cantilever Column)
R = 1.5, Ω = 1.5, Cd = 1.5
S_DS = 1.114
Ie = 1
Cs = 0.743
WT = 4 PSF

WEIGHT OF COLUMNS AND ROOF
ASSUME 6x6 D.F. No. 1 FOR COLUMNS
COLUMN Wt = 56.5 lbs
L1 Column Wt = 56.5 lbs*2 Columns = 113 lbs
ROOF AREA (1/2) = (8*17.5)(0.5) = 70 SQ FT
Roof Wt = 4 PSF * 70 SQ FT = 280lbs
Wp = (Roof + Column)= (280lbs + 113lbs )
Wp = 393 lbs
V=Cs*W
V=0.743*393 = 292 lbs
V per Column = 292 lbs / 2 Columns = 146 lbs
M1 = F1 * L1 = 146lbs * 8ft = 1168 lb-ft @ 1.0 E
F
M1

Page 252 of 440 ends

CNW
Wind CNL
Calculating uplift tension in column bolts:

T1(7.25") - (F1)(92.375") = 0
T1 = (F1)(92.375")/(7.25")
= (146 lbs)(92.375")/(7.25")
= 1860 lbs <- Governs
SHEAR:

T=V= 1,860 lbs
USE MPB66Z AS POST BASE

SEE OUTPUT ATTACHED

ARNEILL
1081-03-HS24

TRELLIS - POST CONNECTION
10/2024
F
H
d
T
C
T = F*H/d
H

Page 253 of 440 ends

ARNEILL
1081-03-HS24

TRELLIS - POST CONNECTION
10/2024

Page 254 of 440 ends

General Footing
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Single Trellis Footing.

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 ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values

3.0 Analysis Settings
380.0
ksi No
Allowable Soil Bearing = ksf
=

3.0 60.0
3,122.0
145.0
Flexure = 0.90 = 0.580
Shear =
 Values

0.00180

2.0 Soil Passive Resistance (for Sliding)

1.10 =
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No :

Use Pedestal wt for stability, mom & shear No :

Allowable pressure increase per foot of depth
= ksf
when max. length or width is greater than
= ft
:
=
Add Ftg Wt for Soil Pressure Yes
Use ftg wt for stability, moments & shears : Yes
when footing base is below ft
pcf Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth 0.750
=
Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus
=
= Footing base depth below soil surface ft
Allow press. increase per foot of depth ksf =
=
Min. Sliding Safety Factor = 1.10 : 1
=
Concrete Density
=
Min Allow % Temp Reinf.
f'c : Concrete 28 day strength ksi
fy : Rebar Yield ksi
Min Steel % Bending Reinf.

Soil Density = 120.0 pcf
#
Dimensions
Width parallel to X-X Axis 4.50 ft
Length parallel to Z-Z Axis
=

4.50 ft
Load location offset from footing center...
ez : Prll to Z-Z Axis 8.25 in =
= in
= Pedestal dimensions...
px : parallel to X-X Axis 19.250 in
pz : parallel to Z-Z Axis 19.250 in
Height =
=

11.50 in
Footing Thickness
=
= 24.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing 3.0 = in
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5 Number of Bars
=

8.0 Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5
Number of Bars = 8.0
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads

0.1970 0.70
D Lr
ksf
LS
P : Column Load
OB : Overburden =
k
WE
M-zz
V-x
=
= k
V-z k
M-xx =
= k-ft

1.168 k-ft
H
=

Page 255 of 440 ends

General Footing
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Single Trellis Footing.

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:

PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.1248 Soil Bearing 0.3745 ksf 3.0 ksf +D+Lr about X-X axis PASS 9.922 Overturning - X-X 0.8176 k-ft 8.113 k-ft +0.60D+0.70E PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.001384 Z Flexure (+X) 0.07021 k-ft/ft 50.740 k-ft/ft +1.20D+1.60Lr PASS 0.001384 Z Flexure (-X) 0.07021 k-ft/ft 50.740 k-ft/ft +1.20D+1.60Lr PASS 0.001115 X Flexure (+Z) 0.05657 k-ft/ft 50.740 k-ft/ft +1.423D+2.50E PASS 0.006138 X Flexure (-Z) 0.3114 k-ft/ft 50.740 k-ft/ft +1.423D-2.50E PASS n/a 1-way Shear (+X) 0.0 psi 34.263 psi n/a
PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a
PASS n/a 1-way Shear (+Z) 0.0 psi 34.263 psi n/a
PASS 0.008314 1-way Shear (-Z) 0.2849 psi 34.263 psi +1.423D-2.50E PASS n/a 2-way Punching 0.6752 psi 34.263 psi +1.40D
Top reinforcing mat required (see 'Bending' tab).

Hand check required for anchor pullout.

Detailed Results
Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing
Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 3.0 n/a n/a 0.2678 0.2909 0.3086 n/a 0.103
X-X, +D+Lr 3.0 n/a n/a 1.093 0.2941 0.3745 n/a 0.125
X-X, +D+0.750Lr 3.0 n/a n/a 0.9033 0.2933 0.3580 n/a 0.119 X-X, +D+0.70E 3.0 n/a n/a 1.884 0.2376 0.3619 n/a 0.121 X-X, +D-0.70E 3.0 n/a n/a -1.349 0.3442 0.2553 n/a 0.115 X-X, +D+0.5250E 3.0 n/a n/a 1.480 0.2509 0.3485 n/a 0.116 X-X, +D-0.5250E 3.0 n/a n/a -0.9446 0.3309 0.2686 n/a 0.110 X-X, +0.60D 3.0 n/a n/a 0.2678 0.1745 0.1851 n/a 0.062
X-X, +0.60D+0.70E 3.0 n/a n/a 2.962 0.1212 0.2384 n/a 0.079 X-X, +0.60D-0.70E 3.0 n/a n/a -2.426 0.2278 0.1318 n/a 0.076 Z-Z, D Only 3.0 0.299 0.0 n/a n/a n/a 0.299 7 7 0.100
Z-Z, +D+Lr 3.0 0.334 0.0 n/a n/a n/a 0.334 3 3 0.111
Z-Z, +D+0.750Lr 3.0 0.325 0.0 n/a n/a n/a 0.325 7 7 0.109 Z-Z, +D+0.70E 3.0 0.299 0.0 n/a n/a n/a 0.299 7 7 0.100 Z-Z, +D-0.70E 3.0 0.299 0.0 n/a n/a n/a 0.299 7 7 0.100 Z-Z, +D+0.5250E 3.0 0.299 0.0 n/a n/a n/a 0.299 7 7 0.100 Z-Z, +D-0.5250E 3.0 0.299 0.0 n/a n/a n/a 0.299 7 7 0.100 Z-Z, +0.60D 3.0 0.179 0.0 n/a n/a n/a 0.179 8 8 0.060
Z-Z, +0.60D+0.70E 3.0 0.179 0.0 n/a n/a n/a 0.179 8 8 0.060 Z-Z, +0.60D-0.70E 3.0 0.179 0.0 n/a n/a n/a 0.179 8 8 0.060 Rotation Axis &
Overturning Stability
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 13.792 k-ft Infinity OK
X-X, +D+Lr None 15.848 k-ft Infinity OK
X-X, +D+0.750Lr None 15.334 k-ft Infinity OK
X-X, +D+0.70E 0.8176 k-ft 13.521 k-ft 16.537 OK
X-X, +D-0.70E 0.8176 k-ft 13.792 k-ft 16.869 OK
X-X, +D+0.5250E 0.6132 k-ft 13.521 k-ft 22.050 OK
X-X, +D-0.5250E 0.6132 k-ft 13.792 k-ft 22.492 OK
X-X, +0.60D None 8.275 k-ft Infinity OK
X-X, +0.60D+0.70E 0.8176 k-ft 8.113 k-ft 9.922 OK
X-X, +0.60D-0.70E 0.8176 k-ft 8.275 k-ft 10.121 OK
Z-Z, D Only None 0.0 k-ft Infinity OK
Z-Z, +D+Lr None 0.0 k-ft Infinity OK

Page 256 of 440 ends

TOP REINF PROVIDED.

SIMPSON MPBZ RESOLVES
THE MOMENT.

General Footing
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Single Trellis Footing.

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:

Rotation Axis &
Overturning Stability
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z, +D+0.750Lr None 0.0 k-ft Infinity OK
Z-Z, +D+0.70E None 0.0 k-ft Infinity OK
Z-Z, +D-0.70E None 0.0 k-ft Infinity OK
Z-Z, +D+0.5250E None 0.0 k-ft Infinity OK
Z-Z, +D-0.5250E None 0.0 k-ft Infinity OK
Z-Z, +0.60D None 0.0 k-ft Infinity OK
Z-Z, +0.60D+0.70E None 0.0 k-ft Infinity OK
Z-Z, +0.60D-0.70E None 0.0 k-ft Infinity OK
Force Application Axis
Sliding Stability All units k
Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding
Flexure Axis & Load Combination in^2 in^2 in^2 k-ft
As Req'd
Footing Flexure
Tension
k-ft
Mu Side Actual As Status
Surface
Gvrn. As Phi*Mn
X-X, +1.40D 0.007140 +Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.40D 0.01159 -Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.20D+0.50Lr 0.01518 +Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.20D+0.50Lr 0.02465 -Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.20D 0.006120 +Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.20D 0.009936 -Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.20D+1.60Lr 0.03511 +Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.20D+1.60Lr 0.05701 -Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.423D+2.50E 0.05657 +Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.423D+2.50E 0.2879 -Z Top 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.423D-2.50E 0.04206 +Z Top 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +1.423D-2.50E 0.3114 -Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +0.90D 0.004590 +Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +0.90D 0.007452 -Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +0.6772D+2.50E 0.05277 +Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +0.6772D+2.50E 0.2940 -Z Top 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +0.6772D-2.50E 0.04586 +Z Top 0.5184 ACI 7.6.1.1 0.5511 50.740 OK X-X, +0.6772D-2.50E 0.3053 -Z Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.40D 0.01428 -X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.40D 0.01428 +X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.20D+0.50Lr 0.03035 -X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.20D+0.50Lr 0.03035 +X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.20D 0.01224 -X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.20D 0.01224 +X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.20D+1.60Lr 0.07021 -X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.20D+1.60Lr 0.07021 +X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.423D+2.50E 0.01451 -X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.423D+2.50E 0.01451 +X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.423D-2.50E 0.01451 -X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +1.423D-2.50E 0.01451 +X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +0.90D 0.009178 -X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +0.90D 0.009178 +X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +0.6772D+2.50E 0.006906 -X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +0.6772D+2.50E 0.006906 +X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +0.6772D-2.50E 0.006906 -X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK Z-Z, +0.6772D-2.50E 0.006906 +X Bottom 0.5184 ACI 7.6.1.1 0.5511 50.740 OK One Way Shear X
Load Combination... Vu @ -X Vu:Max Vu @ +X Phi Vn Vu / Phi*Vn Status +1.40D 0.00 psi 0.00 0.00 34.26 0.00 psi psi psi OK
+1.20D+0.50Lr 0.00 psi 0.00 0.00 34.26 0.00 psi psi psi OK +1.20D 0.00 psi 0.00 0.00 34.26 0.00 psi psi psi OK
+1.20D+1.60Lr 0.00 psi 0.00 0.00 34.26 0.00 psi psi psi OK +1.423D+2.50E 0.00 psi 0.00 0.00 34.26 0.00 psi psi psi OK +1.423D-2.50E 0.00 psi 0.00 0.00 34.26 0.00 psi psi psi OK

Page 257 of 440 ends

General Footing
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Single Trellis Footing.

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:

One Way Shear X
Load Combination... Vu @ -X Vu:Max Vu @ +X Phi Vn Vu / Phi*Vn Status +0.90D 0.00 psi 0.00 0.00 34.26 0.00 psi psi psi OK
+0.6772D+2.50E 0.00 psi 0.00 0.00 34.26 0.00 psi psi psi OK +0.6772D-2.50E 0.00 psi 0.00 0.00 34.26 0.00 psi psi psi OK One Way Shear Z
Load Combination... Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 0.00 0.00 0.00 34.26 0.00 psi psi psi psi OK
+1.20D+0.50Lr 0.01 0.00 0.01 34.26 0.00 psi psi psi psi OK +1.20D 0.00 0.00 0.00 34.26 0.00 psi psi psi psi OK
+1.20D+1.60Lr 0.02 0.00 0.02 34.26 0.00 psi psi psi psi OK +1.423D+2.50E 0.28 0.00 0.28 34.26 0.01 psi psi psi psi OK +1.423D-2.50E 0.28 0.00 0.28 34.26 0.01 psi psi psi psi OK +0.90D 0.00 0.00 0.00 34.26 0.00 psi psi psi psi OK
+0.6772D+2.50E 0.28 0.00 0.28 34.26 0.01 psi psi psi psi OK +0.6772D-2.50E 0.28 0.00 0.28 34.26 0.01 psi psi psi psi OK Vu / Phi*Vn
Two-Way "Punching" Shear All units k
Load Combination... Vu Phi*Vn Status
+1.40D 0.68 164.32 0.00410 psi psi 9 OK
+1.20D+0.50Lr 0.68 164.32 0.00410 psi psi 9 OK
+1.20D 0.68 164.32 0.00410 psi psi 9 OK
+1.20D+1.60Lr 0.68 164.32 0.00410 psi psi 9 OK
+1.423D+2.50E 0.68 164.32 0.00410 psi psi 9 OK
+1.423D-2.50E 0.68 164.32 0.00410 psi psi 9 OK
+0.90D 0.68 164.32 0.00410 psi psi 9 OK
+0.6772D+2.50E 0.68 164.32 0.00410 psi psi 9 OK
+0.6772D-2.50E 0.68 164.32 0.00410 psi psi 9 OK

Page 258 of 440 ends

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Page 259 of 440 ends

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Page 260 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: A.1 - Retaining Wall TYP 3' (Gravity)
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 IBC 2021 1807.3, ASCE 7-16

3.83 6.17

0.00 10.00
3,000.0

43.0 0.0
380.0
Criteria Soil Data
Retained Height = ft
Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in
Water table above
= ft =
=
= pcf 110.00
=
Soil Density, Heel
=
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 110.00 pcf
Footing||Soil Friction = 0.580
Soil height to ignore
for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
bottom of footing
Surcharge Loads Adjacent Footing Load
Load Type

75.0 Lateral Load = 0.0 #/ft

0.0 0.0

0.0 0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf 0.0 =
Lateral Load Applied to Stem
Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs Axial Dead Load
(Service Level)
= lbs
Footing Type Spread Footing
Surcharge Over Toe
Footing Width = 0.00 ft ...Height to Top = 7.17 ft
...Height to Bottom = 0.92 ft Eccentricity = 0.00 in
NOT Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity = Poisson's Ratio 0.300 =
at Back of Wall
in
(Strength Level)
= Seismic (E)

Page 261 of 440 ends

Engineer:

Project ID:

Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 1.53
Global Stability = 1.86
OK
Sliding = 2.42 OK
Total Bearing Load = 1,086 lbs
...resultant ecc. = 11.81 in
Eccentricity outside middle third
Soil Pressure @ Toe = 1,131 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,638 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 5.8 psi OK
Footing Shear @ Hee = 2.8 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 704.5 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
630.0
1,078.0
==

0.0 -
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg ft = 0.00
Wall Material Above "Ht" = Masonry
Thickness = 8.00
Rebar Size = # 4
Rebar Spacing = 8.00
Rebar Placed at = Center
Design Data
fb/FB + fa/Fa = 0.235
Total Force @ Section
lbs =
Moment....Actual
ft-# =
Moment.....Allowable = 4,209.4
psi =
Shear.....Allowable = 69.7 psi
Wall Weight = 0.0 psf
Rebar Depth 'd' = 3.81 in
Masonry Data
f'm psi = 1,500
Fy psi = 60,000
Solid Grouting = Yes
Modular Ratio 'n' = 21.48
Equiv. Solid Thick. in = 7.63
Concrete Data
f'c = psi
Fy =
Masonry Design Method SD =
Load Factors
Building Code
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000 psi
Service Level
Strength Level lbs = 685.2
Service Level
Strength Level = 990.3 ft-#
Service Level
Strength Level psi = 7.5
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry) = 91.50 in2

Page 262 of 440 ends

Engineer:

Project ID:

Project Descr:

2.08 1.17

15.00 Footing Torsion, Tu =
=

0.00 ft-lbs
Min. As %
Footing Allow. Torsion, phi Tu

0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c

0.00 = 3,000 psi
Toe Width = ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width = in
= in
=

12.00 6.00

2.08 ft
Footing Thickness = in
= 3.25
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Total Footing Width
Footing Concrete Density = 150.00 pcf
Fy = 60,000 psi
Footing Design Results
Key:
=
phiMn = phi*5*lambda*sqrt(fc)*Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe: #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@

37.03 in, #10@ 47.03 in
#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@

37.03 in, #10@ 47.03 in
= # 4 @ 8.00 in
=
=
=
=
=
1,638
2,270
843
1,426

5.79 82.16
Heel:
0 0
177
177

2.84 82.16
Toe Heel
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing = # 5 @ 8.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 5 @ 8.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:

1.05 0.32
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
supplemental design for footing torsion.
phiMn 25,59 = ft-# 23,502 5
OK OK

Page 263 of 440 ends

Engineer:

Project ID:

Project Descr:

Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....

Force Distance Moment Distance Moment
Item
Force
lbs ft ft-# lbs ft ft-#
Sloped Soil Over Hee
Surcharge over Heel = 149.0 2.54 378.7
=
Surcharge Over Heel
=
=
Adjacent Footing Load
Adjacent Footing Load =
Axial Dead Load on Stem=
* Axial Live Load on Stem =
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
= 190.9 1.04 198.9
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
609.4 1.63 990.2
Key Weight
=

75.0 2.58 193.7
Added Lateral Load
lbs
= 1,319.9
Vert. Component
Total
=
1,086.3 2,015.7
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
704.5 O.T.M. =
=
Resisting/Overturning Ratio = 1.53
Vertical Loads used for Soil Pressure = 1,086.3 lbs
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.

Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.

Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
211.0 3.00

3.00 632.8
632.8
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
555.5 1.69 941.2
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.097 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.

Page 264 of 440 ends

Engineer:

Project ID:

Project Descr:

Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
K_cover=7.375, K_spacing=8, K_diam=4.5, and K_min=4.5
Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) = 20.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 5.63 in As Provided = 0.3000 in2/ft
As Required = 0.0608 in2/ft

Page 265 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 266 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 267 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: A.1 - Retaining Wall TYP (WIND 6' Fence)
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 IBC 2021 1807.3, ASCE 7-16

3.83 6.17

0.00 10.00
4,000.0

0.0 Lateral Load = 0.0 #/ft

0.0 0.0

0.0 0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf 29.0 =
Lateral Load Applied to Stem
Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs Axial Dead Load
(Service Level)
= lbs
Footing Type Spread Footing
Surcharge Over Toe
Footing Width = 0.00 ft ...Height to Top = 7.17 ft
...Height to Bottom = 0.92 ft Eccentricity = 0.00 in
NOT Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity = Poisson's Ratio 0.300 =
at Back of Wall
in
(Strength Level)
= Seismic (E)

Page 268 of 440 ends

Engineer:

Project ID:

Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 1.16
Global Stability = 1.86
Ratio < 1.5!
Sliding = 2.60 OK
Total Bearing Load = 1,110 lbs
...resultant ecc. = 16.85 in
Eccentricity outside middle third
Soil Pressure @ Toe = 2,813 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 3,938 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 5.4 psi OK
Footing Shear @ Hee = 2.4 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 662.6 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
643.6
1,078.0
==

0.0 -
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg ft = 0.00
Wall Material Above "Ht" = Masonry
Thickness = 8.00
Rebar Size = # 5
Rebar Spacing = 16.00
Rebar Placed at = Center
Design Data
fb/FB + fa/Fa = 0.765
Total Force @ Section
lbs =
Moment....Actual
ft-# =
Moment.....Allowable = 3,425.7
psi =
Shear.....Allowable = 69.7 psi
Wall Weight = 0.0 psf
Rebar Depth 'd' = 3.81 in
Masonry Data
f'm psi = 1,500
Fy psi = 60,000
Solid Grouting = Yes
Modular Ratio 'n' = 21.48
Equiv. Solid Thick. in = 7.63
Concrete Data
f'c = psi
Fy =
Masonry Design Method SD =
Load Factors
Building Code
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000 psi
Service Level
Strength Level lbs = 791.1
Service Level
Strength Level = 2,621.5 ft-#
Service Level
Strength Level psi = 8.6
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry) = 91.50 in2
CBC 1807.2.3

EXCEPTION

Page 269 of 440 ends

Engineer:

Project ID:

Project Descr:

2.17 1.17

15.00 Footing Torsion, Tu =
=

0.00 ft-lbs
Min. As %
Footing Allow. Torsion, phi Tu

0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c

0.00 = 3,000 psi
Toe Width = ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width = in
= in
=

12.00 6.00

2.17 ft
Footing Thickness = in
= 3.33
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Total Footing Width
Footing Concrete Density = 150.00 pcf
Fy = 60,000 psi
Footing Design Results
Key:
=
phiMn = phi*5*lambda*sqrt(fc)*Sm
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe: #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@

37.03 in, #10@ 47.03 in
#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@

37.03 in, #10@ 47.03 in
= # 4 @ 8.00 in
=
=
=
=
=
3,938
2,958
908
2,050

5.42 82.16
Heel:
0 0
152
152

2.44 82.16
Toe Heel
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing = # 5 @ 8.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 5 @ 8.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:

1.08 0.32
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
supplemental design for footing torsion.
phiMn 25,59 = ft-# 23,502 5
OK OK

Page 270 of 440 ends

Engineer:

Project ID:

Project Descr:

Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....

75.0 2.67 200.0
Added Lateral Load
lbs
= 1,816.0
Vert. Component
Total
=
1,109.7 2,107.9
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
662.6 O.T.M. =
=
Resisting/Overturning Ratio = 1.16
Vertical Loads used for Soil Pressure = 1,109.7 lbs
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.

Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.

Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
211.0 3.08

3.08 650.6
650.6
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
555.5 1.69 941.2
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.234 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.

Page 271 of 440 ends

Engineer:

Project ID:

Project Descr:

Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
K_cover=7.3125, K_spacing=16, K_diam=5.625, and K_min=5.625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = 25.00 in Development length for #5 bar specified in this stem design segment = 13.99 in Hooked embedment length into footing for #5 bar specified in this stem design segment = 7.87 in As Provided = 0.2325 in2/ft
As Required = 0.1610 in2/ft

Page 272 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 273 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 274 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: A.1 - Retaining Wall TYP (SEISMIC 6' Fence) 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 IBC 2021 1807.3, ASCE 7-16

3.83 6.17

0.00 10.00
4,000.0

0.0 Lateral Load = 65.7 #/ft

0.0 0.0

0.0 0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf 0.0 =
Lateral Load Applied to Stem
Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs Axial Dead Load
(Service Level)
= lbs
Footing Type Spread Footing
Surcharge Over Toe
Footing Width = 0.00 ft ...Height to Top = 10.00 ft
...Height to Bottom = 4.00 ft Eccentricity = 0.00 in
NOT Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity = Poisson's Ratio 0.300 =
at Back of Wall
in
(Strength Level)
= Seismic (E)

Page 275 of 440 ends

Engineer:

Project ID:

Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 1.11
Global Stability = 1.87
Ratio < 1.5!
Sliding = 2.71 OK
Total Bearing Load = 1,649 lbs
...resultant ecc. = 26.54 in
Eccentricity outside middle third
Soil Pressure @ Toe = 3,830 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 5,362 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 6.4 psi OK
Footing Shear @ Hee = 2.4 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 949.4 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
956.4
1,616.3
==

0.0 -
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg ft = 0.00
Wall Material Above "Ht" = Masonry
Thickness = 8.00
Rebar Size = # 5
Rebar Spacing = 16.00
Rebar Placed at = Center
Design Data
fb/FB + fa/Fa = 0.993
Total Force @ Section
lbs =
Moment....Actual
ft-# =
Moment.....Allowable = 3,425.7
psi =
Shear.....Allowable = 69.7 psi
Wall Weight = 0.0 psf
Rebar Depth 'd' = 3.81 in
Masonry Data
f'm psi = 1,500
Fy psi = 60,000
Solid Grouting = Yes
Modular Ratio 'n' = 21.48
Equiv. Solid Thick. in = 7.63
Concrete Data
f'c = psi
Fy =
Masonry Design Method SD =
Load Factors
Building Code
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000 psi
Service Level
Strength Level lbs = 899.3
Service Level
Strength Level = 3,403.0 ft-#
Service Level
Strength Level psi = 9.8
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry) = 91.50 in2
CBC 1807.2.3

EXCEPTION

Page 276 of 440 ends

Engineer:

Project ID:

Project Descr:

3.83 1.17

15.00 Footing Torsion, Tu =
=

0.00 ft-lbs
Min. As %
Footing Allow. Torsion, phi Tu

0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c

0.00 = 3,000 psi
Toe Width = ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width = in
= in
=

12.00 12.00

3.83 ft
Footing Thickness = in
= 5.00
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Total Footing Width
Footing Concrete Density = 150.00 pcf
Fy = 60,000 psi
Footing Design Results
Key:
=
#4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18
Factored Pressure
Mu' : Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe: #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@

37.03 in, #10@ 47.03 in
#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@

37.03 in, #10@ 47.03 in
= # 4 @ 8.00 in
=
=
=
=
=
5,362
8,179
2,671
5,508

6.41 82.16
Heel:
0 0
152
152

1.62 0.32
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
supplemental design for footing torsion.
phiMn 25,59 = ft-# 23,502 5
OK OK

Page 277 of 440 ends

Engineer:

Project ID:

Project Descr:

Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....

Force Distance Moment Distance Moment
Item
Force
lbs ft ft-# lbs ft ft-#
Sloped Soil Over Hee
Surcharge over Heel =
=
Surcharge Over Heel
=
=
Adjacent Footing Load
Adjacent Footing Load =
Axial Dead Load on Stem=
* Axial Live Load on Stem =
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
= 351.1 1.92 672.3
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
936.9 2.50 2,340.9
Key Weight
=
150.0 4.33 649.5
Added Lateral Load
lbs
= 4,190.9
Vert. Component
Total
=
1,649.0
393.9 8.25 3,249.7
4,664.1
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
949.4 O.T.M. =
=
Resisting/Overturning Ratio = 1.11
Vertical Loads used for Soil Pressure = 1,649.0 lbs
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.

Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.

Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
211.0 4.75

4.75 1,001.4
1,001.4
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
555.5 1.69 941.2
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.213 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.

Page 278 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 279 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 280 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 281 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: A.1 - Retaining Wall TYP (SEISMIC REVERSED 6' Fence) 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 IBC 2021 1807.3, ASCE 7-16

3.83 6.17

0.00 10.00
4,000.0

0.0 Lateral Load = 65.7 #/ft

0.0 0.0

0.0 0.0
Axial Load Applied to Stem
Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf 0.0 =
Lateral Load Applied to Stem
Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs Axial Dead Load
(Service Level)
= lbs
Footing Type Spread Footing
Surcharge Over Toe
Footing Width = 0.00 ft ...Height to Top = 10.00 ft
...Height to Bottom = 4.00 ft Eccentricity = 0.00 in
NOT Used To Resist Sliding & Overturning
Used for Sliding & Overturning
= 0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity = Poisson's Ratio 0.300 =
at Back of Wall
in
(Strength Level)
= Seismic (E)

Page 282 of 440 ends

Engineer:

Project ID:

Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 1.96
Global Stability = 1.86
OK
Sliding = 15.92 OK
Total Bearing Load = 1,649 lbs
...resultant ecc. = 12.84 in
Eccentricity outside middle third
Soil Pressure @ Toe = 0 psf OK
Soil Pressure @ Heel = 770 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 0 psf
ACI Factored @ Heel = 1,077 psf
Footing Shear @ Toe = 1.5 psi OK
Footing Shear @ Hee = 0.9 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 161.6 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
956.4
1,616.3
==

0.0 -
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg ft = 0.00
Wall Material Above "Ht" = Masonry
Thickness = 8.00
Rebar Size = # 5
Rebar Spacing = 16.00
Rebar Placed at = Center
Design Data
fb/FB + fa/Fa = 0.616
Total Force @ Section
lbs =
Moment....Actual
ft-# =
Moment.....Allowable = 3,425.7
psi =
Shear.....Allowable = 69.7 psi
Wall Weight = 0.0 psf
Rebar Depth 'd' = 3.81 in
Masonry Data
f'm psi = 1,500
Fy psi = 60,000
Solid Grouting = Yes
Modular Ratio 'n' = 21.48
Equiv. Solid Thick. in = 7.63
Concrete Data
f'c = psi
Fy =
Masonry Design Method SD =
Load Factors
Building Code
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000 psi
Service Level
Strength Level lbs = 111.5
Service Level
Strength Level = 2,111.6 ft-#
Service Level
Strength Level psi = 1.2
Design Method = SD SD SD SD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry) = 91.50 in2

Page 283 of 440 ends

Engineer:

Project ID:

Project Descr:

3.83 1.17

15.00 Footing Torsion, Tu =
=

0.00 ft-lbs
Min. As %
Footing Allow. Torsion, phi Tu

0.0018
= ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c

0.00 = 3,000 psi
Toe Width = ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width = in
= in
=

12.00 12.00

37.03 in, #10@ 47.03 in
#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@

37.03 in, #10@ 47.03 in
= # 4 @ 8.00 in
=
=
=
=
=
0 1,271
2,671
-1,400

1.46 82.16
Heel:
1,077
130
152
23 0.95

82.16 Toe Heel
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing = # 5 @ 8.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 5 @ 8.00 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:

Page 284 of 440 ends

Engineer:

Project ID:

Project Descr:

Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....

Force Distance Moment Distance Moment
Item
Force
lbs ft ft-# lbs ft ft-#
Sloped Soil Over Hee
Surcharge over Heel =
=
Surcharge Over Heel
=
=
Adjacent Footing Load
Adjacent Footing Load =
Axial Dead Load on Stem=
* Axial Live Load on Stem =
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
=
=
= 351.1 3.08 1,082.0
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
936.9 2.50 2,340.9
Key Weight
=
150.0 0.67 100.1
Added Lateral Load
lbs
= -2,308.5
Vert. Component
Total
=
1,649.0
-393.9 8.25 -3,249.7
4,524.4
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
161.6 O.T.M. =
=
Resisting/Overturning Ratio = 1.96
Vertical Loads used for Soil Pressure = 1,649.0 lbs
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.

Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.

Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
211.0 4.75

4.75 1,001.4
1,001.4
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
555.5 1.69 941.2
Hydrostatic Force
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.

Page 285 of 440 ends

Camarillo City CouncilJune 10, 2026

Camarillo City Council
June 10, 2026