Attachment 2 - Project Plans and Specifications — Camarillo City Council, March 11, 2026 (part 9 of 11)

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.1 - Retaining Wall BACK WALL (SEISMIC REVERSED 3' WROUGHT IRON 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:

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Project Descr:

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

75.0 0.50 37.8
Added Lateral Load
lbs
= -21.5
Vert. Component
Total
=
666.2
-115.1 3.04 -350.3
779.6
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
160.4 O.T.M. =
=
Resisting/Overturning Ratio = 36.30
Vertical Loads used for Soil Pressure = 666.2 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)

0.0 2.34

2.34 0.0

0.0 Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
275.6 1.19 328.8
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.

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Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
K_cover=2.0625, K_spacing=16, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = 38.14 in Development length for #5 bar specified in this stem design segment = 38.14 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 = 0.0027 in2/ft

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Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.1 - Retaining Wall BACK WALL (GRAVITY 3' WROUGHT IRON 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

2.33 3.33

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 psf
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)

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Design Summary
Wall Stability Ratios
Overturning = 1.50
Global Stability = 2.14
OK
Sliding = 3.84 OK
Total Bearing Load = 666 lbs
...resultant ecc. = 9.35 in
Eccentricity outside middle third
Soil Pressure @ Toe = 1,141 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,597 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 2.3 psi OK
Footing Shear @ Hee = 0.0 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 381.1 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
386.4
1,078.0
==

0.0 -
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction 2nd Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg ft 0.00 = 2.67
Wall Material Above "Ht" = Fence Masonry
Thickness = 8.00
Rebar Size = # 5
Rebar Spacing = 16.00
Rebar Placed at = Edge
Design Data
fb/FB + fa/Fa = 0.055
Total Force @ Section
lbs =
Moment....Actual
ft-# =
Moment.....Allowable = 4,929.7 ft-#
psi =
Shear.....Allowable = 69.7
Wall Weight = 0.0 psf
Rebar Depth 'd' = in 5.25
Masonry Data
f'm psi = 1,500
Fy psi = 60,000
Solid Grouting = Yes
Modular Ratio 'n' = 21.48
Equiv. Solid Thick. = 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 = 296.7
Service Level
Strength Level = 273.3 ft-#
Service Level
Strength Level psi = 3.2
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

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1.67 0.67

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

1.33 ft
Footing Thickness = in
= 2.34
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
Flush heel condition. No reinforcing required.
= # 4 @ 8.00 in
=
=
=
=
=
1,597
1,195
560
634

2.26 82.16
Heel:
0 0
0 0

0.00 82.16
Toe Heel
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 4 @ 7.41 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:

0.76 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 16,66 = 8
OK OK
Flush heel condition. No reinforcing required.

OK - Flush

TWO LAYERS
USED, #4 @8" OC

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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 = 105.0 1.79 188.2
=
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
=
=
=
= 153.1 0.84 127.8
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
438.1 1.17 511.9
Key Weight
=

75.0 1.83 137.5
Added Lateral Load
lbs
= 517.8
Vert. Component
Total
=
666.2 777.2
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
381.1 O.T.M. =
=
Resisting/Overturning Ratio = 1.50
Vertical Loads used for Soil Pressure = 666.2 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)

0.0 2.34

2.34 0.0

0.0 Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
276.0 1.19 329.7
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) 0.077 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.

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Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.2 - Retaining Wall BACK WALL PERMEABLE PAVER 2 (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 = 3.83 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)
Stem Weight Seismic Load F / W = Added seismic base force 0.0 lbs p p Weight Multiplier 12.000 g

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Design Summary
Wall Stability Ratios
Overturning = 1.37
Global Stability = 1.43
Ratio < 1.5!
Sliding = 2.78 OK
Total Bearing Load = 1,810 lbs
...resultant ecc. = 26.70 in
Eccentricity outside middle third
Soil Pressure @ Toe = 1,406 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,968 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 3.6 psi OK
Footing Shear @ Hee = 0.0 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 960.4 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
1,050.1
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 = # 4
Rebar Spacing = 8.00
Rebar Placed at = Center
Design Data
fb/FB + fa/Fa = 0.818
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 = 910.3
Service Level
Strength Level = 3,446.0 ft-#
Service Level
Strength Level psi = 9.9
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
CBC 1807.2.3

EXCEPTION

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5.50 0.67

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

5.17 ft
Footing Thickness = in
= 6.17
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
Flush heel condition. No reinforcing required.
= # 4 @ 8.00 in
=
=
=
=
=
1,968
11,764
5,374
6,390

3.55 82.16
Heel:
0 0
0 0

2.00 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 16,66 = 8
OK OK
Flush heel condition. No reinforcing required.

OK - Flush

TWO LAYERS
USED, #4 @8" OC

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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
=
=
=
= 504.2 2.75 1,386.5
=
=
Stem Weight(s) Seismic Stem Self Wt
Earth @ Stem Transitions=
Footing Weight =
=
1,156.3 3.08 3,565.1
Key Weight
=
150.0 5.67 850.1
Added Lateral Load
lbs
= 4,247.5
Vert. Component
Total
=
1,810.4
404.9 8.17 3,306.3
5,801.7
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
960.4 O.T.M. =
=
Resisting/Overturning Ratio = 1.37
Vertical Loads used for Soil Pressure = 1,810.4 lbs
If seismic is included, the OTM and sliding ratios
may be 1.1 per section 1807.2.3 of IBC.

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)

0.0 6.17

6.17 0.1

0.1 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) 0.063 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.

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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 = 0.2116 in2/ft

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Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.2 - Retaining Wall BACK WALL PERMEABLE PAVER 2 (GRAVITY 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
3,000.0

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)

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Design Summary
Wall Stability Ratios
Overturning = 1.56
Global Stability = 1.43
OK
Sliding = 3.19 OK
Total Bearing Load = 1,089 lbs
...resultant ecc. = 13.39 in
Eccentricity outside middle third
Soil Pressure @ Toe = 1,074 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,504 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 3.2 psi OK
Footing Shear @ Hee = 0.0 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
631.8
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 = Edge
Design Data
fb/FB + fa/Fa = 0.200
Total Force @ Section
lbs =
Moment....Actual
ft-# =
Moment.....Allowable = 4,929.7
psi =
Shear.....Allowable = 69.7 psi
Wall Weight = 0.0 psf
Rebar Depth 'd' = 5.25 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

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Project Descr:

2.92 0.67

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

2.58 ft
Footing Thickness = in
= 3.58
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
Flush heel condition. No reinforcing required.
= # 4 @ 8.00 in
=
=
=
=
=
1,504
3,417
1,588
1,829

3.20 82.16
Heel:
0 0
0 0

1.16 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 16,66 = 8
OK OK
Flush heel condition. No reinforcing required.

OK - Flush

TWO LAYERS
USED, #4 @8" OC

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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
=
=
=
= 267.4 1.46 390.0
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
671.9 1.79 1,204.0
Key Weight
=
150.0 3.08 462.5
Added Lateral Load
lbs
= 1,319.9
Vert. Component
Total
=
1,089.3 2,056.5
* 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 = 1.56
Vertical Loads used for Soil Pressure = 1,089.3 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)

0.0 3.58

3.58 0.1

0.1 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) 0.083 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 334 of 440 ends

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Project Descr:

Page 335 of 440 ends

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Page 336 of 440 ends

Engineer:

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Project Descr:

Page 337 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.2 - Retaining Wall BACK WALL PERMEABLE PAVER 2 (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 28.9 =
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 = 0.83 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 338 of 440 ends

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Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 1.13
Global Stability = 1.43
Ratio < 1.5!
Sliding = 3.39 OK
Total Bearing Load = 1,089 lbs
...resultant ecc. = 18.84 in
Eccentricity outside middle third
Soil Pressure @ Toe = 3,269 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 4,576 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 3.2 psi OK
Footing Shear @ Hee = 0.0 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 662.4 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
631.8
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 = Edge
Design Data
fb/FB + fa/Fa = 0.531
Total Force @ Section
lbs =
Moment....Actual
ft-# =
Moment.....Allowable = 4,929.7
psi =
Shear.....Allowable = 69.7 psi
Wall Weight = 0.0 psf
Rebar Depth 'd' = 5.25 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 = 790.6
Service Level
Strength Level = 2,618.1 ft-#
Service Level
Strength Level psi = 8.6
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
CBC 1807.2.3

EXCEPTION

Page 339 of 440 ends

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Project Descr:

2.92 0.67

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
Flush heel condition. No reinforcing required.
= # 4 @ 9.26 in
=
=
=
=
=
4,576
4,110
1,588
2,522

3.20 82.16
Heel:
0 0
0 0

OK - Flush

TWO LAYERS
USED, #4 @8" OC

Page 340 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
=
106.9 8.17 873.3
=
=
= 267.4 1.46 390.0
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
671.9 1.79 1,204.0
Key Weight
=
150.0 3.08 462.5
Added Lateral Load
lbs
= 1,814.5
Vert. Component
Total
=
1,089.3 2,056.5
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
662.4 O.T.M. =
=
Resisting/Overturning Ratio = 1.13
Vertical Loads used for Soil Pressure = 1,089.3 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)

0.0 3.58

3.58 0.1

0.1 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) 0.253 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 341 of 440 ends

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Project ID:

Project Descr:

Page 342 of 440 ends

Engineer:

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Project Descr:

Page 343 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 344 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.2 - Retaining Wall BACK WALL PERMEABLE PAVER 2 (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 = 3.83 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)
Stem Weight Seismic Load F / W = Added seismic base force 0.0 lbs p p Weight Multiplier 12.000 g

Page 345 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.2 - Retaining Wall BACK WALL PERMEABLE PAVER 2 (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:

Design Summary
Wall Stability Ratios
Overturning = 2.27
Global Stability = 1.43
OK
Sliding = 17.70 OK
Total Bearing Load = 1,810 lbs
...resultant ecc. = 14.22 in
Eccentricity outside middle third
Soil Pressure @ Toe = 0 psf OK
Soil Pressure @ Heel = 636 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 0 psf
ACI Factored @ Heel = 890 psf
Footing Shear @ Toe = 0.5 psi OK
Footing Shear @ Hee = 0.0 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 150.6 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
1,050.1
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 = # 4
Rebar Spacing = 8.00
Rebar Placed at = Center
Design Data
fb/FB + fa/Fa = 0.511
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 = 100.5
Service Level
Strength Level = 2,154.5 ft-#
Service Level
Strength Level psi = 1.1
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 346 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.2 - Retaining Wall BACK WALL PERMEABLE PAVER 2 (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:

5.50 0.67

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
Flush heel condition. No reinforcing required.
= # 4 @ 8.00 in
=
=
=
=
=
0 3,312
5,374
-2,062

0.49 82.16
Heel:
890
0 0
0 0.00

82.16 Toe Heel
psf
ft-#
ft-#
ft-#
psi
psi
Heel Reinforcing =
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 4 @ 7.41 in
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:

OK - Flush

TWO LAYERS
USED, #4 @8" OC

Page 347 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.2 - Retaining Wall BACK WALL PERMEABLE PAVER 2 (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:

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
=
=
=
= 504.2 3.42 1,722.6
=
=
Stem Weight(s) Seismic Stem Self Wt
Earth @ Stem Transitions=
Footing Weight =
=
1,156.3 3.08 3,565.1
Key Weight
=
150.0 0.50 75.0
Added Lateral Load
lbs
= -2,365.1
Vert. Component
Total
=
1,810.4
-404.9 8.17 -3,306.3
5,362.8
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
150.6 O.T.M. =
=
Resisting/Overturning Ratio = 2.27
Vertical Loads used for Soil Pressure = 1,810.4 lbs
If seismic is included, the OTM and sliding ratios
may be 1.1 per section 1807.2.3 of IBC.

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)

0.0 6.17

6.17 0.1

0.1 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 348 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.2 - Retaining Wall BACK WALL PERMEABLE PAVER 2 (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:

Page 349 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.2 - Retaining Wall BACK WALL PERMEABLE PAVER 2 (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:

Page 350 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.2 - Retaining Wall BACK WALL PERMEABLE PAVER 2 (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:

Page 351 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.3 - Retaining Wall (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

0.83 6.50

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 28.9 =
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 352 of 440 ends

Engineer:

Project ID:

Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 1.19
Global Stability = 1.70
Ratio < 1.5!
Sliding = 9.80 OK
Total Bearing Load = 694 lbs
...resultant ecc. = 10.80 in
Eccentricity outside middle third
Soil Pressure @ Toe = 2,518 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 3,525 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 3.0 psi OK
Footing Shear @ Hee = 0.0 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 206.0 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
402.4
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 = 0.360
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 = 324.4
Service Level
Strength Level = 1,233.8 ft-#
Service Level
Strength Level psi = 3.5
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
CBC 1807.2.3

EXCEPTION

Page 353 of 440 ends

Engineer:

Project ID:

Project Descr:

1.50 0.67

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

1.17 ft
Footing Thickness = in
= 2.17
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
Flush heel condition. No reinforcing required.
= # 4 @ 8.00 in
=
=
=
=
=
3,525
1,278
461
818

3.00 82.16
Heel:
0 0
0 0

0.70 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 16,66 = 8
OK OK
Flush heel condition. No reinforcing required.

OK - Flush

TWO LAYERS
USED, #4 @8" OC

Page 354 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
=
112.7 5.33 601.1
=
=
= 137.5 0.75 103.1
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
406.3 1.08 440.1
Key Weight
=
150.0 1.67 250.1
Added Lateral Load
lbs
= 665.9
Vert. Component
Total
=
693.8 793.3
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
206.0 O.T.M. =
=
Resisting/Overturning Ratio = 1.19
Vertical Loads used for Soil Pressure = 693.8 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)

0.0 2.17

2.17 0.0

0.0 Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)

93.3 0.69 64.8
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) 0.237 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 355 of 440 ends

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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 = 0.0758 in2/ft

Page 356 of 440 ends

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Project Descr:

Page 357 of 440 ends

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Project ID:

Project Descr:

Page 358 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.3 - Retaining Wall (GRAVITY 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

0.83 6.50

0.00 10.00
4,000.0

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)

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Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 3.75
Global Stability = 1.70
OK
Sliding = 12.55 OK
Total Bearing Load = 554 lbs
...resultant ecc. = 2.35 in
Eccentricity within middle third
Soil Pressure @ Toe = 567 psf OK
Soil Pressure @ Heel = 98 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 793 psf
ACI Factored @ Heel = 138 psf
Footing Shear @ Toe = 1.6 psi OK
Footing Shear @ Hee = 0.0 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 154.4 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
321.4
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 = Edge
Design Data
fb/FB + fa/Fa = 0.004
Total Force @ Section
lbs =
Moment....Actual
ft-# =
Moment.....Allowable = 4,929.7
psi =
Shear.....Allowable = 69.7 psi
Wall Weight = 0.0 psf
Rebar Depth 'd' = 5.25 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 = 62.9
Service Level
Strength Level = 22.9 ft-#
Service Level
Strength Level psi = 0.7
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 360 of 440 ends

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Project ID:

Project Descr:

1.00 0.67

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

0.67 ft
Footing Thickness = in
= 1.67
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
Flush heel condition. No reinforcing required.
= # 4 @ 8.00 in
=
=
=
=
=
793
331
223
108

1.63 82.16
Heel:
138
0 0
0 0.00

0.54 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 16,66 = 8
OK OK
Flush heel condition. No reinforcing required.

OK - Flush

TWO LAYERS
USED, #4 @8" OC

Page 361 of 440 ends

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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 = 61.1 1.04 63.6
=
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
=
=
=
= 91.7 0.50 45.8
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
312.5 0.83 260.4
Key Weight
=
150.0 1.17 175.5
Added Lateral Load
lbs
= 128.4
Vert. Component
Total
=
554.2 481.8
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
154.4 O.T.M. =
=
Resisting/Overturning Ratio = 3.75
Vertical Loads used for Soil Pressure = 554.2 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)

0.0 1.67

1.67 0.0

0.0 Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)

93.3 0.69 64.8
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) 0.069 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 362 of 440 ends

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Project ID:

Project Descr:

Page 363 of 440 ends

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Project Descr:

Page 364 of 440 ends

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Project ID:

Project Descr:

Page 365 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.3 - Retaining Wall (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

0.83 6.50

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 = 7.33 ft
...Height to Bottom = 0.83 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)

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Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 1.17
Global Stability = 1.71
Ratio < 1.5!
Sliding = 4.50 OK
Total Bearing Load = 1,252 lbs
...resultant ecc. = 21.18 in
Eccentricity outside middle third
Soil Pressure @ Toe = 2,624 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 3,674 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 3.3 psi OK
Footing Shear @ Hee = 0.0 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 520.2 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
726.2
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 = 0.510
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 = 450.8
Service Level
Strength Level = 1,749.1 ft-#
Service Level
Strength Level psi = 4.9
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
CBC 1807.2.3

EXCEPTION

Page 367 of 440 ends

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Project ID:

Project Descr:

3.50 0.67

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

3.17 ft
Footing Thickness = in
= 4.17
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
Flush heel condition. No reinforcing required.
= # 4 @ 8.00 in
=
=
=
=
=
3,674
5,578
2,247
3,330

3.28 82.16
Heel:
0 0
0 0

1.35 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 16,66 = 8
OK OK
Flush heel condition. No reinforcing required.

OK - Flush

TWO LAYERS
USED, #4 @8" OC

Page 368 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
=
=
=
= 320.8 1.75 561.5
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
781.3 2.08 1,627.6
Key Weight
=
150.0 3.67 550.1
Added Lateral Load
lbs
= 2,340.9
Vert. Component
Total
=
1,252.1
426.9 5.33 2,276.1
2,739.2
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
520.2 O.T.M. =
=
Resisting/Overturning Ratio = 1.17
Vertical Loads used for Soil Pressure = 1,252.1 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)

0.0 4.17

4.17 0.0

0.0 Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)

93.3 0.69 64.8
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) 0.128 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 369 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 370 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 371 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 372 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: B.3 - Retaining Wall (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

0.83 6.50

0.00 10.00
4,000.0

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 = 10.00 in
Equivalent Fluid Pressure Method
bottom of footing
Surcharge Loads Adjacent Footing Load
Load Type

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 = 7.33 ft
...Height to Bottom = 0.83 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 373 of 440 ends

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Project ID:

Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 1.12
Global Stability = 1.71
Ratio < 1.5!
Sliding = 7.20 OK
Total Bearing Load = 1,252 lbs
...resultant ecc. = 19.94 in
Eccentricity outside middle third
Soil Pressure @ Toe = 0 psf OK
Soil Pressure @ Heel = 1,980 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 0 psf
ACI Factored @ Heel = 2,772 psf
Footing Shear @ Toe = 6.6 psi OK
Footing Shear @ Hee = 0.0 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 333.6 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
726.2
1,674.4
==

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 = 0.506
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 = 403.1
Service Level
Strength Level = 1,735.9 ft-#
Service Level
Strength Level psi = 4.4
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
CBC 1807.2.3

EXCEPTION

Page 374 of 440 ends

Engineer:

Project ID:

Project Descr:

3.50 0.67

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
Flush heel condition. No reinforcing required.
= # 4 @ 8.00 in
=
=
=
=
=
0 78
2,247
-2,169

6.59 82.16
Heel:
2,772
0 0
0 0.00

OK - Flush

TWO LAYERS
USED, #4 @8" OC

Page 375 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
=
=
=
= 320.8 2.42 775.4
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
781.3 2.08 1,627.6
Key Weight
=
150.0 0.50 75.0
Added Lateral Load
lbs
= -2,211.4
Vert. Component
Total
=
1,252.1
-426.9 5.33 -2,276.1
2,478.0
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
-333.6 O.T.M. =
=
Resisting/Overturning Ratio = 1.12
Vertical Loads used for Soil Pressure = 1,252.1 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)

0.0 4.17

4.17 0.0

0.0 Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)

93.3 0.69 64.8
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 376 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 377 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 378 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 379 of 440 ends

!"#$
$$%&'&'(&)&*

$

+
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Page 380 of 440 ends

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Page 381 of 440 ends

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Page 382 of 440 ends

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Page 383 of 440 ends

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Page 384 of 440 ends

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PROVIDE 3'-6" SQ x 2'-0" THICK PAD FOOTING AT ISOLATED

COLUMN SEE ENERCALC FOR CALCULATIONS

Page 385 of 440 ends

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Page 386 of 440 ends

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Page 387 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Trash Enclosure Wall (Seismic)
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

0.83 6.50

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 = 7.33 ft
...Height to Bottom = 0.83 ft Eccentricity = 0.00 in
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 388 of 440 ends

Engineer:

Project ID:

Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 1.12
Global Stability = 5.81
Ratio < 1.5!
Sliding = 4.51 OK
Total Bearing Load = 1,252 lbs
...resultant ecc. = 22.31 in
Eccentricity outside middle third
Soil Pressure @ Toe = 3,718 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 5,205 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 8.0 psi OK
Footing Shear @ Hee = 3.9 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 519.5 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
725.9
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 = # 4
Rebar Spacing = 16.00
Rebar Placed at = Center
Design Data
fb/FB + fa/Fa = 0.747
Total Force @ Section
lbs =
Moment....Actual
ft-# =
Moment.....Allowable = 2,339.1
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 = 450.2
Service Level
Strength Level = 1,747.4 ft-#
Service Level
Strength Level psi = 4.9
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 CH 1807.2.3

EXCEPTION

Page 389 of 440 ends

Engineer:

Project ID:

Project Descr:

1.75 2.42

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

1.67 ft
Footing Thickness = in
= 4.17
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
=
=
=
=
=
5,205
2,673
611
2,062

7.98 82.16
Heel:
0 0
610
610

3.90 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:

1.35 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 390 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
=
=
=
= 160.4 0.88 140.4
=
=
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight =
=
781.3 2.08 1,627.9
Key Weight
=
150.0 2.17 325.1
Added Lateral Load
lbs
= 2,338.5
Vert. Component
Total
=
1,251.5
426.5 5.33 2,274.0
2,619.3
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
519.5 O.T.M. =
=
Resisting/Overturning Ratio = 1.12
Vertical Loads used for Soil Pressure = 1,251.5 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)
159.8 3.29

3.29 526.1
526.1
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)

93.0 0.69 64.5
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) 0.182 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 391 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=16, 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 = 0.1500 in2/ft
As Required = 0.1073 in2/ft

Page 392 of 440 ends

Engineer:

Project ID:

Project Descr:

DETAIL IN S-511

SHOWS TWO
LAYERS

Page 393 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 394 of 440 ends

Cantilevered Retaining Wall
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Trash Enclosure Wall (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

1.08 6.25

0.00 13.00
3,000.0

0.0 Lateral Load = 0.0 #/ft

0.0 300.0
160.0

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 395 of 440 ends

Engineer:

Project ID:

Project Descr:

Design Summary
Wall Stability Ratios
Overturning = 15.24
Global Stability = 4.06
OK
Sliding = 12.37 OK
Total Bearing Load = 1,199 lbs
...resultant ecc. = 0.92 in
Eccentricity within middle third
Soil Pressure @ Toe = 526 psf OK
Soil Pressure @ Heel = 372 psf OK
Allowable = 3,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 737 psf
ACI Factored @ Heel = 521 psf
Footing Shear @ Toe = 2.0 psi OK
Footing Shear @ Hee = 1.3 psi OK
Allowable = 82.2 psi
Sliding Calcs
Lateral Sliding Force = 117.0 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
= 0.0
602.8
844.4
==

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 = 16.00
Rebar Placed at = Center
Design Data
fb/FB + fa/Fa = 0.039
Total Force @ Section
lbs =
Moment....Actual
ft-# =
Moment.....Allowable = 2,339.1
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 = 40.3
Service Level
Strength Level = 14.6 ft-#
Service Level
Strength Level psi = 0.4
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 396 of 440 ends

Engineer:

Project ID:

Project Descr:

1.00 1.67

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
=

0.00 0.00

1.92 ft
Footing Thickness = in
= 2.67
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:
=
No key defined
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 @ 9.26 in
=
=
=
=
=
737
355
245
110

2.03 82.16
Heel:
521
276
247
-29

1.29 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:

0.87 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

Page 397 of 440 ends

Engineer:

Project ID:

Project Descr:

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

1.92 Added Lateral Load
lbs
= 91.0
Vert. Component
Total
=
1,039.3 1,387.1
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.
117.0 O.T.M. =
=
Resisting/Overturning Ratio = 15.24
Vertical Loads used for Soil Pressure = 1,199.3 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)
119.5 2.17

2.17 259.2
259.2
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
117.0 0.78 91.0
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) 0.040 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 398 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 399 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 400 of 440 ends

Engineer:

Project ID:

Project Descr:

Page 401 of 440 ends

Steel Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: HSS FENCE POST (WORST CASE)
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 AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield : 46.0 ksi
Beam Bracing : E: Modulus : 29,000.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : W = 0.8880, E = 0.7620 k @ 3.580 ft, (LATERAL) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.245 : 1
Load Combination +1.156D+0.8750E
Span # where maximum occurs Span # 1

0.7512 k
Mn / Omega : Allowable 10.765 k-ft Vn/Omega : Allowable Section used for this span HSS4x4x1/4
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.156D+0.8750E

25.423 k
Section used for this span HSS4x4x1/4
Ma : Applied
Maximum Shear Stress Ratio = 0.030 : 1

0.000 ft

2.640 k-ft Va : Applied
0 <360
1026
Ratio = 0 <180
Maximum Deflection
Max Downward Transient Deflection 0.209 in Ratio = >=360 690 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.140 in Ratio = >=180
Max Upward Total Deflection 0 in
Span: 1 : W Only
n/a
Span: 1 : +D+0.70E
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV Mmax + Rm Vn Mmax - Ma Max Mnx Mnx/Omega Cb Va Max xVnx/Omega D Only
Dsgn. L = 6.00 ft 1 0.020 0.003 -0.22 0.22 17.98 10.77 1.00 1.00 0.07 42.46 25.42 +D+0.60W
Dsgn. L = 6.00 ft 1 0.198 0.024 -2.13 2.13 17.98 10.77 1.00 1.00 0.61 42.46 25.42 +1.156D+0.8750E
Dsgn. L = 6.00 ft 1 0.245 0.030 -2.64 2.64 17.98 10.77 1.00 1.00 0.75 42.46 25.42 +D+0.450W
Dsgn. L = 6.00 ft 1 0.153 0.019 -1.65 1.65 17.98 10.77 1.00 1.00 0.47 42.46 25.42 +1.117D+0.6563E
Dsgn. L = 6.00 ft 1 0.189 0.023 -2.04 2.04 17.98 10.77 1.00 1.00 0.58 42.46 25.42 +0.60D+0.60W
Dsgn. L = 6.00 ft 1 0.189 0.023 -2.04 2.04 17.98 10.77 1.00 1.00 0.58 42.46 25.42 +0.4440D+0.8750E
Dsgn. L = 6.00 ft 1 0.231 0.028 -2.48 2.48 17.98 10.77 1.00 1.00 0.70 42.46 25.42 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
W Only 1 0.2086 6.000 0.0000 0.000

Page 402 of 440 ends

Engineer:

Project ID:

Project Descr:

Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.888
Max Upward from Load Combinations 0.606
Max Upward from Load Cases 0.888
D Only 0.073
+D+0.60W 0.606
+D+0.70E 0.606
+D+0.450W 0.473
+D+0.5250E 0.473
+0.60D+0.60W 0.577
+0.60D+0.70E 0.577
W Only 0.888
E Only 0.762

Page 403 of 440 ends

Steel Beam
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: HSS COL
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 AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Analysis Method :
ksi
Bending Axis : Major Axis Bending
Completely Unbraced
Load Resistance Factor Design Fy : Steel Yield : 46.0 ksi Beam Bracing : E: Modulus : 29,000.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : E = 1.370 k @ 3.0 ft, (LATERAL)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.322 : 1
Load Combination +1.423D+1.250E
Span # where maximum occurs Span # 1

1.764 k
Mn * Phi : Allowable 16.181 k-ft Vn * Phi : Allowable
Section used for this span HSS4x4x1/4
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +1.423D+1.250E

38.211 k
Section used for this span HSS4x4x1/4
Mu : Applied
Maximum Shear Stress Ratio = 0.046 : 1

0.000 ft

5.215 k-ft Vu : Applied
766 >=360
1079
Ratio = 1104 >=180
Maximum Deflection
Max Downward Transient Deflection 0.094 in Ratio = >=360 766 Max Upward Transient Deflection -0.094 in Ratio =
Max Downward Total Deflection 0.067 in Ratio = >=180
Max Upward Total Deflection -0.065 in
Span: 1 : E Only
Span: 1 : E Only * -1.0
Span: 1 : +D+0.70E
Span: 1 : +0.60D-0.70E
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length MV max Mu + Rm Vn max Mu - Mu Max Mnx Phi*Mnx Cb VuMax x Phi*Vnx +1.40D
Dsgn. L = 3.00 ft 1 0.005 0.001 -0.08 0.08 17.98 16.18 1.00 1.00 0.05 42.46 38.21 +1.20D
Dsgn. L = 3.00 ft 1 0.004 0.001 -0.07 0.07 17.98 16.18 1.00 1.00 0.04 42.46 38.21 +1.423D+1.250E
Dsgn. L = 3.00 ft 1 0.322 0.046 -5.22 5.22 17.98 16.18 1.00 1.00 1.76 42.46 38.21 +0.90D
Dsgn. L = 3.00 ft 1 0.003 0.001 -0.05 0.05 17.98 16.18 1.00 1.00 0.03 42.46 38.21 +0.6772D+1.250E
Dsgn. L = 3.00 ft 1 0.320 0.045 -5.17 5.17 17.98 16.18 1.00 1.00 1.74 42.46 38.21 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
1 0.0000 0.000 -0.0940 3.000 E Only * -1.0
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.370
Max Upward from Load Combinations 0.996
Max Upward from Load Cases 1.370
Max Downward from all Load Conditions (Resi -1.370

Page 404 of 440 ends

Engineer:

Project ID:

Project Descr:

Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Downward from Load Combinations (Resi -0.937
Max Downward from Load Cases (Resisting U -1.370
D Only 0.037
+D+0.70E 0.996
+D-0.70E -0.922
+D+0.5250E 0.756
+D-0.5250E -0.683
+0.60D 0.022
+0.60D+0.70E 0.981
+0.60D-0.70E -0.937
E Only 1.370
E Only * -1.0 -1.370

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Page 414 of 440 ends

B_1
B_2

TRASH ENCLOSURE GRAVITY FRAMING MAP
RT
GT
GT
HR
HR
HR
HR
JT
JT
JT JT
JT
JT

Page 415 of 440 ends

ARNEILL ROAD
1081-03-HS24

TRASH ENCLOSURE - POST CONNECTION
12/2024

CHECK TRASH ENCLOSURE POSTS

COLUMNS TO BE ADJACENT TO CMU WALL SPANNING FULL HEIGHT (6) L1 = 3'-0" COLUMNS
STEEL ORDINARY CANTILEVER COLUMN SYSTEM PER ASCE 7-16 TBL 12.2-1 R = 1.25, Ω = 1.25, Cd = 1.25
S_DS = 1.114
Cs = S_DS / (R / Ie) = 0.8912
WT = 29 PSF

WEIGHT OF COLUMNS AND ROOF
ASSUME HSS 4x4x1/4 FOR COLUMNS
COLUMN Wt = 22 plf
Column Wt = 3'*22plf*6 Columns = 396lbs
ROOF AREA = 19.5*16.75 = 327 SQ FT
Roof Wt = 27 PSF * 327 SQ FT = 8829lbs
V = (Roof + Column) * Cs = (8829lbs + 396lbs) * 0.8912
V = 8221 lbs
F1
M1
19'-6" 16'-9"
L1 = 3'-0"
TOP OF
POST
F1 = 8221lb / 6 COLUMNS = 1370#
M1 = F1 * L1 = 1370lb * 3ft = 4110 lb-ft

Page 416 of 440 ends

Calculating uplift tension in column bolts:

WIND:
p = qh * G * CN (ASCE 7-16, Sec. 27.3.2)
qh = 14.9 psf (solved previously)
G = 0.85 (ASCE 7-16, Sec. 26.11)
CN = net pressure coefficient (ASCE 7-16, Fig. 27.3-5)
CASE A
pNW = (14.9 psf)*(0.85)*(1.1) = 13.932 psf
pNL = (14.9 psf)*(0.85)*(-0.15) = -1.9 psf
Total roof uplift = (327 sf / 2) * 13.932 psf
+ (327 sf / 2) * -1.9 psf
= 1967lbs
CASE B
pNW = (14.9 psf)*(0.85)*(0) = -0 psf
pNL = (14.9 psf)*(0.85)*(-.95) = -12.032 psf
Total roof uplift = (327 sf / 2) * (-12.032 psf ) = -1967 lbs

SAME FOR BOTH SIDES
Uplift Tension per column = -1967lbs
T1 = -1967lbs/ 6 COLUMNS = -328lbs
SEISMIC:

Sum of moment about point a = 0
T1(3.5") - (F1)(36") = 0
T1 = (F1)(36")/(3.5")
= (1370 lbs)(36")/(3.5")
= 14091 lbs <- Governs
Tension per bolt, T1 = 14091 lbs / 4 = 3523 lbs

SEE OUTPUT ATTACHED
V_base shear
h =36"
T

3.5"
a
8"

CNL CNW
Wind
8" 8"

ARNEILL ROAD
1081-03-HS24

TRASH ENCLOSURE - POST CONNECTION
12/2024

Page 417 of 440 ends

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

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
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
Load for Span Number 1
Varying Uniform Load : D= 0.0320->0.0320, Lr= 0.020->0.020, W= -0.0130->-0.0130 ksf, Extent = 0.0 -->> 6.0 ft, Trib Width =

0.0->3.750 ft, (GT)
Varying Uniform Load : D= 0.0320->0.0320, Lr= 0.020->0.020, W= -0.0130->-0.0130 ksf, Extent = 12.0 -->> 17.50 ft, Trib Width = 3.750->0.0 ft, (GT)
Uniform Load : D = 0.0320, Lr = 0.020, W = -0.0130 ksf, Extent = 6.0 -->> 12.0 ft, Tributary Width = 7.0 ft, (FULL LENGTH RT) Point Load : D = 0.410, Lr = 0.210, W = -0.140 k @ 6.0 ft, (GT) Point Load : D = 0.410, Lr = 0.210, W = -0.140 k @ 12.0 ft, (GT) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.852: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.814ft
= 57.13 psi
=
1,643.83psi
Section used for this span 6x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 6x12
Maximum Shear Stress Ratio 0.269 : 1
= 16.542ft
=
1,400.56psi
Maximum Deflection
1311 >=360
306
Ratio = 0 <180
Max Downward Transient Deflection 0.245 in Ratio = >=360 857 Max Upward Transient Deflection -0.160 in Ratio =
Max Downward Total Deflection 0.684 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 1 : W Only
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 17.50 ft 1 0.752 0.241 0.90 1.000 1.00 1.00 1.00 9.07 898.1 1,194.9 1.55 153.0 0.98 1.00 1.00 36.8 +D+Lr 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.98 1.00 1.00 0.0 Length = 17.50 ft 1 0.852 0.269 1.25 1.000 1.00 1.00 1.00 14.15 1,400.6 1,643.8 2.41 212.5 0.97 1.00 1.00 57.1

Page 418 of 440 ends

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
+D+0.750Lr 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.97 1.00 1.00 0.0 Length = 17.50 ft 1 0.776 0.245 1.25 1.000 1.00 1.00 1.00 12.88 1,274.9 1,643.8 2.20 212.5 0.97 1.00 1.00 52.1 +D+0.60W 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.97 1.00 1.00 0.0 Length = 17.50 ft 1 0.337 0.106 1.60 1.000 1.00 1.00 1.00 7.08 700.9 2,078.8 1.22 272.0 0.96 1.00 1.00 28.9 +D+0.750Lr+0.450W 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.96 1.00 1.00 0.0 Length = 17.50 ft 1 0.542 0.169 1.60 1.000 1.00 1.00 1.00 11.39 1,127.1 2,078.8 1.94 272.0 0.96 1.00 1.00 46.1 +D+0.450W 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.96 1.00 1.00 0.0 Length = 17.50 ft 1 0.361 0.113 1.60 1.000 1.00 1.00 1.00 7.58 750.2 2,078.8 1.30 272.0 0.96 1.00 1.00 30.8 +0.60D+0.60W 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.96 1.00 1.00 0.0 Length = 17.50 ft 1 0.164 0.052 1.60 1.000 1.00 1.00 1.00 3.45 341.7 2,078.8 0.60 272.0 0.96 1.00 1.00 14.1 +0.60D 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.96 1.00 1.00 0.0 Length = 17.50 ft 1 0.259 0.081 1.60 1.000 1.00 1.00 1.00 5.44 538.8 2,078.8 0.93 272.0 0.96 1.00 1.00 22.1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.6843 8.814 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 2.347 2.438
Max Upward from Load Combinations 2.347 2.438
Max Upward from Load Cases 1.518 1.576
Max Downward from all Load Conditio -0.542 -0.564
Max Downward from Load Cases (Resis -0.542 -0.564
D Only 1.518 1.576
+D+Lr 2.347 2.438
+D+0.750Lr 2.139 2.223
+D+0.60W 1.193 1.237
+D+0.750Lr+0.450W 1.896 1.969
+D+0.450W 1.274 1.322
+0.60D+0.60W 0.585 0.607
+0.60D 0.911 0.946
Lr Only 0.829 0.862
W Only -0.542 -0.564

Page 419 of 440 ends

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

Engineer:

Project ID:

Project Descr:

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

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Load for Span Number 1
Varying Uniform Load : D= 0.0320->0.0320, Lr= 0.020->0.020, W= -0.0130->-0.0130 ksf, Extent = 0.0 -->> 6.917 ft, Trib Width = 0.0->3.50 ft, (JT)
Uniform Load : D = 0.0320, Lr = 0.020, W = -0.0130 ksf, Extent = 6.917 -->> 7.670 ft, Tributary Width = 3.50 ft, (JT) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.057: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 4.367ft
= 8.91 psi
=
1,500.00psi
Section used for this span 6x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 6x12
Maximum Shear Stress Ratio 0.042 : 1
= 6.718 ft
=

85.05psi
Maximum Deflection
51959 >=360
11438
Ratio = 0 <180
Max Downward Transient Deflection 0.003 in Ratio = >=360 33773 Max Upward Transient Deflection -0.002 in Ratio =
Max Downward Total Deflection 0.008 in Ratio = >=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 1 : W Only
Span: 1 : +D+Lr
n/a
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
D Only 0.0 0.00 0.0 0.0
Length = 7.670 ft 1 0.052 0.038 0.90 1.000 1.00 1.00 1.00 0.57 56.1 1,080.0 0.25 153.0 1.00 1.00 1.00 5.8 +D+Lr 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 7.670 ft 1 0.057 0.042 1.25 1.000 1.00 1.00 1.00 0.86 85.0 1,500.0 0.38 212.5 1.00 1.00 1.00 8.9 +D+0.750Lr 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 7.670 ft 1 0.052 0.038 1.25 1.000 1.00 1.00 1.00 0.79 77.8 1,500.0 0.34 212.5 1.00 1.00 1.00 8.1 +D+0.60W 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 7.670 ft 1 0.023 0.017 1.60 1.000 1.00 1.00 1.00 0.45 44.8 1,920.0 0.20 272.0 1.00 1.00 1.00 4.6

Page 420 of 440 ends

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length Cfu M V CD M fb F'b V F'v fv
+D+0.750Lr+0.450W 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 7.670 ft 1 0.036 0.027 1.60 1.000 1.00 1.00 1.00 0.70 69.3 1,920.0 0.31 272.0 1.00 1.00 1.00 7.2 +D+0.450W 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 7.670 ft 1 0.025 0.018 1.60 1.000 1.00 1.00 1.00 0.48 47.6 1,920.0 0.21 272.0 1.00 1.00 1.00 4.9 +0.60D+0.60W 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 7.670 ft 1 0.012 0.008 1.60 1.000 1.00 1.00 1.00 0.23 22.4 1,920.0 0.10 272.0 1.00 1.00 1.00 2.3 +0.60D 1.000 1.00 1.00 1.00 0.0 0.00 0.0 1.00 1.00 1.00 0.0 Length = 7.670 ft 1 0.018 0.013 1.60 1.000 1.00 1.00 1.00 0.34 33.7 1,920.0 0.15 272.0 1.00 1.00 1.00 3.5 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.0080 3.975 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 0.310 0.561
Max Upward from Load Combinations 0.310 0.561
Max Upward from Load Cases 0.211 0.366
Max Downward from all Load Conditio -0.064 -0.127
Max Downward from Load Cases (Resis -0.064 -0.127
D Only 0.211 0.366
+D+Lr 0.310 0.561
+D+0.750Lr 0.286 0.512
+D+0.60W 0.173 0.289
+D+0.750Lr+0.450W 0.257 0.455
+D+0.450W 0.182 0.308
+0.60D+0.60W 0.088 0.143
+0.60D 0.127 0.219
Lr Only 0.099 0.196
W Only -0.064 -0.127

Page 421 of 440 ends

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Page 422 of 440 ends

DSX0-LED
Rev. 11/15/24

Page 1 of 9 ends

COMMERCIAL OUTDOOR
D-Series Size 0
LED Area Luminaire
Specifications
Catalog
Number
Notes
Type
Introduction
The modern styling of the D-Series features a
highly refined aesthetic that blends seamlessly
with its environment. The D-Series offers the
benefits of the latest in LED technology into
a high performance, high efficacy, long-life
luminaire.

The photometric performance results in sites
with excellent uniformity, greater pole spacing
and lower power density. D-Series outstanding
photometry aids in reducing the number of
poles required in area lighting applications, with
typical energy savings of 70% and expected
service life of over 100,000 hours.

EPA: 0.44 ft2
(0.04 m2)
Length: 26.18"
(66.5 cm)
Width: 14.06"
(35.7 cm)
Height H1: 2.26"
(5.7 cm)
Height H2: 7.46"
(18.9 cm)
Weight: 23 lbs
(10.4 kg)
Hit the Tab key or mouse over the page to see all interactive elements.

Ordering Information EXAMPLE: DSX0 LED P6 40K 70CRI T3M MVOLT SPA NLTAIR2 PIRHN DDBXD DSX0 LED
Series LEDs Color temperature 2 Color Rendering
Index 2 Distribution Voltage Mounting
DSX0 LED Forward optics
P1 P5
P2 P6
P3 P7
P4
Rotated optics
P10 1 P12 1
P11 1 P13 1
(this section 70CRI only)
30K 3000K
40K 4000K
50K 5000K
(this section 80CRI only,
extended lead times
apply)
27K 2700K
30K 3000K
35K 3500K
40K 4000K
50K 5000K
70CRI
70CRI
70CRI
80CRI
80CRI
80CRI
80CRI
80CRI
AFR Automotive front
row
T1S Type I short
T2M Type II medium
T3M Type III medium
T3LG Type III low glare 3
T4M Type IV medium
T4LG Type IV low glare 3
TFTM Forward throw
medium
T5M Type V medium
T5LG Type V low glare
T5W Type V wide
BLC3 Type III backlight
control 3
BLC4 Type IV backlight
control 3
LCCO Left corner cutoff 3
RCCO Right corner cutoff 3
MVOLT (120V-277V) 4
HVOLT (347V-480V) 5,6
XVOLT (277V-480V) 7,8
120 16, 24
208 16, 24
240 16, 24
277 16, 24
347 16, 24
480 16, 24
Shipped included
SPA Square pole mounting (#8
drilling, 3.5" min. SQ pole)
RPA Round pole mounting (#8
drilling, 3" min. RND pole)
SPA5 Square pole mounting (#5
drilling. 3" min. SQ pole) 9
RPA5 Round pole mounting (#5
drilling, 3" min. RND pole) 9
SPA8N Square narrow pole mounting
(#8 drilling, 3" min. SQ pole)
WBA Wall bracket 10
MA Mast arm adapter (mounts on
2 3/8" OD horizontal tenon)
Control options Other options Finish (required)
Shipped installed
NLTAIR2 PIRHN nLight AIR gen 2 enabled with
bi-level motion / ambient sensor,
8-40' mounting height, ambient
sensor enabled at 2fc. 11, 12, 18, 19
PIR High/low, motion/ambient sensor,
8-40’ mounting height, ambient
sensor enabled at 2fc 13, 18, 19
PER NEMA twist-lock receptacle only
(controls ordered separate) 14
PER5 Five-pin receptacle only (controls
ordered separate) 14, 19
PER7 Seven-pin receptacle only
(controls ordered separate) 14, 19
FAO Field adjustable output 15, 19
BL30 Bi-level switched dimming,
30% 16, 19
BL50 Bi-level switched dimming,
50% 16, 19
DMG 0-10v dimming wires pulled
outside fixture (for use with
an external control, ordered
separately) 17
Shipped installed
HS Houseside shield (black finish standard) 20
L90 Left rotated optics 1
R90 Right rotated optics 1
CCE Coastal Construction 21
HA 50°C ambient operation22
BAA Buy America(n) Act and/or Build America Buy America Qualified SF Single fuse (120, 277, 347V) 24
DF Double fuse (208, 240, 480V) 24
Shipped separately
EGSR External Glare Shield (reversible, field install required, matches housing finish) BSDB Bird Spikes (field install required)
DDBXD Dark Bronze
DBLXD Black
DNAXD Natural Aluminum
DWHXD White
DDBTXD Textured dark bronze
DBLBXD Textured black
DNATXD Textured natural aluminum
DWHGXD Textured white
L
H1
W
H2 Items marked by a shaded background qualify for the Design Select program and ship in 15 days or less. To learn more about Design Select, visit www.acuitybrands.com/designselect. *See ordering tree for details Design Select options indicated by this color background.

DSX0LED
P1
30K 80CRI
T4M
MVOLT
SPA
HS
23 lbs

0.44 ft2

Page 423 of 440 ends

OUTDOOR POLESSS
Catalog
Number
Notes
Type

FEATURES & SPECIFICATIONS
INTENDED USE — These specifications are for USA standards only. Square Straight Steel is a general purpose light pole for up to 39-foot mounting heights. This pole provides a robust yet cost effective option for mounting area lights and floodlights.

CONSTRUCTION —
Pole Shaft: The pole shaft is of uniform dimension and wall thickness and is made of a weldable-grade, hot-rolled, commercial-quality steel tubing with a minimum yield of 55 KSI (11-gauge, 0.120"), or 50 KSI (7-gauge, 0.179").

Shaft is one-piece with a full-length longitudinal high-frequency electric resistance weld. Uniformly square in crosssection with flat sides, small corner radii and excellent torsional qualities. Available shaft widths are 4", 5" and 6".

Pole Top: Options include 4" tenon top, drilled for side mount fixture, tenon with drilling (includes extra handhole) and open top. Side drilled and open top poles include a removable top cap.

Handhole: A reinforced handhole with grounding provision is provided at 18" from the base on side A. Positioning the handhole lower may not be possible and requires engineering review; consult Tech Support-Outdoor for further information. Every handhole includes a cover and cover attachment hardware.

The handhole has a nominal dimension of 2.5" x 5".

Base Cover: A durable ABS plastic two-piece full base cover, finished to match the pole, is provided with each pole assembly. Additional base cover options are available upon request.

Anchor Base/Bolts: Anchor base is fabricated from steel that meets ASTM A36 standards and can be altered to match existing foundations; consult factory for modifications. Anchor bolts are manufactured to ASTM F1554 Standards grade 55, (55 KSI minimum yield strength and tensile strength of 75-95 KSI).

Top threaded portion (nominal 12") is hot-dipped galvanized per ASTM A-153.

HARDWARE — All structural fasteners are high-strength galvanized carbon steel. All non-structural fasteners are galvanized or zinc-plated carbon steel or stainless steel.

FINISH — Extra durable painted finish is coated with TGIC (Triglycidyl Isocyanurate) Polyester powder that meets 5A and 5B classifications of ASTM D3359. Powder-coat finishes include Dark Bronze, White, Black, and Natural Aluminum colors. Architectural Colors and Special Finishes are available by quote and include, but are not limited to Paint over Hot-dipped Galvanized, RAL Colors, Custom Colors and Extended Warranty Finishes.

GOVERNEMENT PROCUREMENT —
BAA – Buy America(n) Act: Product qualifies as a domestic end product under the Buy American Act as implemented in the FAR and DFARS. Product also qualifies as manufactured in the United States under DOT Buy America regulations.

BABA – Build America Buy America: Product qualifies as produced in the United States under the definitions of the Build America, Buy America Act.

Please refer to www.acuitybrands.com/buy-american for additional information.

INSTALLATION — Do not erect poles without having fixtures installed. Factory-supplied templates must be used when setting anchor bolts. Lithonia Lighting will not accept claim for incorrect anchorage placement due to failure to use Lithonia Lighting factory templates. If poles are stored outside, all protective wrapping must be removed immediately upon delivery to prevent finish damage. Lithonia Lighting is not responsible for the foundation design.

WARRANTY — 1-year limited warranty. This is the only warranty provided and no other statements in this specification sheet create any warranty of any kind. All other express and implied warranties are disclaimed.

Complete warranty terms located at: www.acuitybrands.com/support/warranty/terms-and-conditions NOTE: Actual performance may differ as a result of end-user environment and application.

Specifications subject to change without notice.

Anchor Base Poles
SSS

SQUARE STRAIGHT STEEL

Page 424 of 440 ends

POLESSS
OUTDOOR: One Lithonia Way Conyers, GA 30012 Phone: 800-705-SERV (7378) www.lithonia.com ©1994-2024 Acuity Brands Lighting, Inc. All rights reserved. Rev. 03/27/24 SSS Square Straight Steel Poles
SSS
Series Nominal fixture
mounting height
Nominal shaft base
size/wall thickness1 Mounting2 Options Finish
SSS 10'-39'
(for 1/2 ft increments,
add -6 to the pole
height. Ex: 20-6 equals
20ft 6in.)
(See technical
information table for
complete ordering
information.)
4C 4" 11g (0.120")
4G 4" 7g (0.179")
5C 5" 11g (0.120")
5G 5" 7g (0.179")
6G 6" 7g (0.179")
(See technical information
table for complete ordering
information.)
Tenon mounting
PT Open top (includes
top cap)
T20 2-3/8" O.D. (2" NPS)
T25 2-7/8" O.D. (2-1/2"
NPS)
T30 3-1/2" O.D. (3" NPS)
T35 4" O.D. (3-1/2" NPS)

KAC/KAD/KSE/KSF/KVR/KVF
Drill mounting3
DM19 1 at 90°
DM28 2 at 180°
DM28 PL 2 at 180° with one
side plugged
DM29 2 at 90°
DM39 3 at 90°
DM49 4 at 90°
CSX/DSX/RSX/AERIS™/OMERO™/
KAX Drill mounting3
DM19AS 1 at 90°
DM28AS 2 at 180°
DM29AS 2 at 90°
DM39AS 3 at 90°
DM49AS 4 at 90°
RAD drill mounting3
DM19RAD 1 at 90°
DM28RAD 2 at 180°
DM29RAD 2 at 90°
DM39RAD 3 at 90°
DM49RAD 4 at 90°
ESX Drill mounting3
DM19ESX 1 at 90°
DM28ESX 2 at 180°
DM29ESX 2 at 90°
DM39ESX 3 at 90°
DM49ESX 4 at 90°
Shipped installed
VD Vibration damper4
HAxy Horizontal arm bracket
(1 fixture)5,6
FDLxy Festoon outlet less electrical5,7
CPL12/xy 1/2" coupling5
CPL34/xy 3/4" coupling5
CPL1/xy 1" coupling5
NPL12/xy 1/2" threaded nipple5
NPL34/xy 3/4" threaded nipple5
NPL1/xy 1" threaded nipple5
EHHxy Extra handhole5,8
STLHHC Steel handhole cover (standard is
plastic, finish is smooth)9
FBCSTL2PC 2 Piece steel base cover (standard
is plastic)9
IC Interior coating10
L/AB Less anchor bolts (Include when
anchor bolts are not needed)
TP Tamper resistant handhole cover
fasteners
NEC NEC 410.30 compliant gasketed
handhole (Not UL Labeled)
UL UL listed with label (Includes NEC
compliant cover)
BAA Buy America(n) Act Compliant11
VM/original order# Match pole to prior order or
project12
Super durable paint colors
DDBXD Dark bronze
DBLXD Black
DNAXD Natural aluminum
DWHXD White
DSSXD Sandstone
DGCXD Charcoal gray
DTGXD Tennis green
DBRXD Bright red
DSBXD Steel blue
DDBTXD Textured dark bronze
DBLBXD Textured black
DNATXD Textured natural
aluminum
DWHGXD Textured white
Other finishes
GALV Galvanized finish
Architectural colors and special finishes13
[PAINT] GALV Paint over galvanizing
VP30 3 year warranty extension
VP53 5 year warranty extension
RAL#### Use designated Lithonia
Lighting nomenclature in
brochure
Custom color Nomenclature assigned
through Customer Care
"Custom Color Process"
ORDERING INFORMATION Lead times will vary depending on options selected. Consult with your sales representative. Example: SSS 20 5C DM19 DDBXD Accessories: Order as separate catalog number.

PL DT20 Plugs for ESX drillings
PL DT8 Plugs for DMxxAS drillings
FVD xxFT Field installed vibration damper (snake style) NOTES:

1. Wall thickness will be signified with a "C" (11 Gauge) or a "G" (7-Gauge) in nomenclature. "C" - 0.120" | "G" - 0.179".

2. PT open top poles include top cap. When ordering tenon mounting and drill mounting for the same pole, specify as drilling option/tenon option. The combination includes a required extra handhole.

Example: DM28/T20.

3. Refer to the fixture spec sheet for the correct drilling template pattern and orientation compatibility.

4. On 4" and 5" poles, VD cannot be installed if provisions (EHH, FDL, NPL, CPL) are located higher than 2/3 of the pole's total height.

Example: Pole height is 25ft, A provision cannot be placed above 16ft.

5. Specify location and orientation when ordering option.

For "x": Specify the height above the base of pole in feet or feet and inches; separate feet and inches with a "-".

Example: 5ft = 5 and 20ft 3in = 20-3
For "y": Specify orientation from handhole (A,B,C,D) Refer to the Handhole Orientation diagram below.

Example: 1/2" coupling at 5' 8 ", orientation C = CPL12/5-8C

6. Horizontal arm is 18" x 2-3/8" O.D. tenon standard, with radius curve providing 12" rise and 2-3/8" O.D. If ordering two horizontal arm at the same height, specify with HAxyy.

Example: HA20BD.

7. FDL does not come with GFCI outlet or handhole cover. These must be supplied by contractor or electrician.

8. Combination of tenon-top and drill mount includes extra handhole. EHH includes cover.

9. Plastic hand hole cover and base covers come standard with all poles. Items ship separately. Additional parts can be ordered as replacements.

10. Provides enhanced corrosion resistance. N/A with GALV.

11. Use when mill certifications are required.

12. Must add original order number. Not for replacement parts or post sales issues, contact tech support or post sales teams.

VM is used to ensure poles match in appearance exactly from order to order, on a single project site. A common use case would be a multi-phase project with multiple orders.

Example: VM/010-36784

13. Must be quoted through AQD. Finishes do not require RFA. RAL colors available are shown in "Architectural Colors brochure". Lead times may be extended up to 2 weeks due to paint procurement.

SS 4C
DM19AS
SS

Page 425 of 440 ends

14'
POLESSS
OUTDOOR: One Lithonia Way Conyers, GA 30012 Phone: 800-705-SERV (7378) www.lithonia.com ©1994-2024 Acuity Brands Lighting, Inc. All rights reserved. Rev. 03/27/24 SSS Square Straight Steel Poles
TECHNICAL INFORMATION — EPA (ft2) with 1.3 gust
Catalog Number Nominal Shaft
Length (ft.)*
Pole Shaft Size
(Base in. x Top in.
x ft.)
Wall thick (in) Gauge
EPA (ft2
) with 1.3 gust
Approximate ship
80 MPH Max. weight 90 MPH Max. weight 100 MPH Max. weight weight (lbs.) SSS 10 4C 10 4.0 x 10.0 0.120" 11 30.6 765 23.8 595 18.9 473 75 SSS 12 4C 12 4.0 x 12.0 0.120" 11 24.4 610 18.8 470 14.8 370 90 SSS 14 4C 14 4.0 x 14.0 0.120" 11 19.9 498 15.1 378 11.7 293 100 SSS 16 4C 16 4.0 x 16.0 0.120" 11 15.9 398 11.8 295 8.9 223 115 SSS 18 4C 18 4.0 x 18.0 0.120" 11 12.6 315 9.2 230 6.7 168 125 SSS 20 4C 20 4.0 x 20.0 0.120" 11 9.6 240 6.7 167 4.5 150 140 SSS 20 4G 20 4.0 x 20.0 0.179" 7 14 350 11 275 8 200 198 SSS 20 5C 20 5.0 x 20.0 0.120" 11 17.7 443 12.7 343 9.4 235 185 SSS 20 5G 20 5.0 x 20.0 0.179" 7 28.1 703 21.4 535 16.2 405 265 SSS 25 4C 25 4.0 x 25.0 0.120" 11 4.8 150 2.6 100 1 50 170 SSS 25 4G 25 4.0 x 25.0 0.179" 7 10.8 270 7.7 188 5.4 135 245 SSS 25 5C 25 5.0 x 25.0 0.120" 11 9.8 245 6.3 157 3.7 150 225 SSS 25 5G 25 5.0 x 25.0 0.179" 7 18.5 463 13.3 333 9.5 238 360 SSS 30 4G 30 4.0 x 30.0 0.179" 7 6.7 168 4.4 110 2.6 65 295 SSS 30 5C 30 5.0 x 30.0 0.120" 11 4.7 150 2 50 -- -- 265 SSS 30 5G 30 5.0 x 30.0 0.179" 7 10.7 267 6.7 167 3.9 100 380 SSS 30 6G 30 6.0 x 30.0 0.179" 7 19 475 13.2 330 9 225 520 SSS 35 5G 35 5.0 x 35.0 0.179" 7 5.9 150 2.5 100 -- -- 440 SSS 35 6G 35 6.0 x 35.0 0.179" 7 12.4 310 7.6 190 4.2 105 540 SSS 39 6G 39 6.0 x 39.0 0.179" 7 7.2 180 3 75 -- -- 605 NOTE: EPA values are based ASCE 7-93 wind map.
* For 1/2 ft increments, add -6 to the pole height. Ex: 20-6 equals 20ft 6in.

TECHNICAL INFORMATION — EPA (ft2) WITH 3-SECOND GUST PER AASHTO 2013 Series Mounting
Height (ft)*
Shaft Base
Size
90 MPH Max.
weight
100 MPH Max.
weight
110 MPH Max.
weight
120 MPH Max.
weight
130 MPH Max.
weight
140 MPH Max.
weight
150 MPH Max.
weight
Approximate ship
weight (lbs.)
SSS 10 4C 20 500 16 400 13 325 10.5 263 8.5 213 7 175 6 150 75 SSS 12 4C 16 400 13 325 10 250 8 200 6.5 163 5 125 4 100 90 SSS 14 4C 13.5 338 10 250 7.5 188 6 150 4.5 113 3.5 88 2.5 63 100 SSS 16 4C 10.5 263 7.5 188 5.5 138 4 100 3 75 1.5 38 1 25 115 SSS 18 4C 8 200 5.5 138 4 100 2.5 63 1.5 38 0.5 13 - - 125 SSS 18 4G 13 325 9.5 238 7 175 5 125 3.5 88 2.5 63 1.5 38 185 SSS 18 5C 13 325 9.5 238 6.5 163 4.5 113 3 75 1.5 38 .5 13 170 SSS 20 4C 6 150 4 100 2.5 63 1 25 - - - - - - 140
SSS 20 4G 10.5 263 7.5 188 5.5 138 3.5 88 2 50 1 25 205 SSS 20 5C 10 250 7 175 4.5 113 2.5 63 1 25 - - - - 185
SSS 20 5G 20 500 15 375 11.5 288 8.5 213 6 150 4.5 113 3 75 265 SSS 25 4C 2 50 0.5 13 - - - - - - - - - - 170
SSS 25 4G 5.5 138 3 75 1.5 38 - - - - - - - - 245
SSS 25 5C 4.5 113 2 50 - - - - - - - - - - 225
SSS 25 5G 12 300 8.5 213 5.5 138 3 75 1.5 38 - - - - 360 SSS 25 6G 19 475 13.5 338 9 225 5.5 138 3 75 1 25 445
SSS 30 4G 1.5 38 - - - - - - - - - - - - 291
SSS 30 5C - - - - - - - - - - - - - - 265
SSS 30 5G 6.5 163 3.5 88 1 25 - - - - - - - - 380
SSS 30 6G 11 275 6 150 2.5 63 - - - - - - - - 520
SSS 35 5G 2 50 - - - - - - - - - - - - 440
SSS 35 6G 4 100 - - - - - - - - - - - - 540
SSS 39 6G - - - - - - - - - - - - - - 605
NOTE: AASHTO 2013 criteria is the most conservative existing EPA calculation. For poles not showing EPA values under AASHTO 2013, EPA values may exist under commercial criteria (see table above). *For 1/2 ft increments, add -6 to the pole height. Ex: 20-6 equals 20ft 6in.

SSS 14 4C 14 4.0 x 14.0 0.120" 11 19.9 498 15.1 378 11.7 293 100

Page 426 of 440 ends

BASE DETAIL
18"

ANCHORAGE AND TEMPLATE INFORMATION
Shaft base
size
Bolt
circle
A
Bolt
projection
B
Base
square
C
Base plate
thickness
Template
description
Anchor bolt
description
Bolt size
(in. x in. x in.)
Anchor bolt
and template
description
4"C 8" – 9" 3.25"- 3.75" 8"- 8.25" 0.75" ABTEMPLATE PJ50004 AB18-0 3/4 x 18 x 3 ABSSS-4C 4"G 8" – 9" 3.38"- 3.75" 8"- 8.25" 0.875" ABTEMPLATE PJ50004 AB30-0 3/4 x 30 x 3 ABSSS-4G 5" 10" – 12" 3.5"- 4" 11" 1" ABTEMPLATE PJ50010 AB36-0 1 x 36 x 4 ABSSS-5 6" 11" – 13" 4"- 4.50" 12.5" 1" ABTEMPLATE PJ50011 AB36-0 1 x 36 x 4 N/A IMPORTANT INSTALLATION NOTES:
• Do not erect poles without having fixtures installed. • Factory-supplied templates must be used when setting anchor bolts. Lithonia Lighting will not accept claim for incorrect anchorage placement due to failure to use Lithonia Lighting factory templates.
• If poles are stored outside, all protective wrapping must be removed immediately upon delivery to prevent finish damage. • Lithonia Lighting is not responsible for the foundation design. • Bolt circles have +/- 1/2" tolerance.

A
C

HANDHOLE ORIENTATION
A
Handhole
B
C
D
Default DM19
is on side B.

CAUTION: These specifications are intended for general purposes only. Lithonia Lighting reserves the right to change material or design, without prior notice, in a continuing effort to upgrade its products. 4"C 8" – 9" 3.25"- 3.75" 8"- 8.25" 0.75" ABTEMPLATE PJ50004 AB18-0 3/4 x 18 x 3 ABSSS-4C

Page 427 of 440 ends

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Pole Footing Embedded in Soil
LIC# : KW-06017541, Build:20.23.12.07 RRM Design Group (c) ENERCALC INC 1983-2023 DESCRIPTION: Light Pole 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 IBC 2021 1807.3, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Circular

48.0 380.0
3,000.0
No Lateral Restraint at Ground Surface
Pole Footing Shape
Pole Footing Diameter . . . . . . . . . in
Allow Passive . . . . . . . . . . . . . . . . pcf
Max Passive . . . . . . . . . . . . . . . . . psf
Calculate Min. Depth for Allowable Pressures
Governing Load CombinatioE Only * 0.70
Lateral Load 0.1540
Moment 1.186 k-ft
Minimum Required Depth 2.0 ft
k
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual 246.292 psf
Allowable 246.312 psf
Controlling Values
Footing Base Area 12.566 ft^2
Maximum Soil Pressure 0.0 ksf
k
k
k
k
k
Applied Loads
k
Lateral Concentrated Load (k)
D : Dead Load
L : Live
Lr : Roof Live
S : Snow
W : Wind
E : Earthquake
H : Lateral Earth
Load distance above

0.1740

0.220

7.70 k
k
k
k
k
k
k
ft
Lateral Distributed Loads (k
TOP of Load above ground surface
BOTTOM of Load above ground surface
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
ground surface ft
ft
Vertical Load (k)
k
Load Combination Results
Factor
Forces @ Ground Surface Soil Increase
Load Combination
Required
Loads - (k) Moments - (ft-k) Depth - (ft)
Pressure at 1/3 Depth
Actual - (psf) Allow - (psf)

0.000 0.000 0.13 0.0 0.0 1.000
+0.60W 0.104 0.804 1.75 214.5 214.7 1.000
-0.60W 0.104 0.804 1.75 214.5 214.7 1.000
E Only * 0.70 0.154 1.186 2.00 246.3 246.3 1.000
E Only * -0.70 0.154 1.186 2.00 246.3 246.3 1.000
+0.450W 0.078 0.603 1.63 193.2 194.3 1.000
-0.450W 0.078 0.603 1.63 193.2 194.3 1.000
E Only * 0.5250 0.116 0.889 1.88 220.2 223.6 1.000
E Only * -0.5250 0.116 0.889 1.88 220.2 223.6 1.000

Page 440 of 440 ends

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Design / Engineering Office
15916 Bernardo Center Drive
San Diego, CA 92127
Phone: 760 489 5647
Fax: 760 489 9563
Re:

The attached truss drawings have been prepared by JMW Truss and Component, under my direct supervision based on the parameters provided by:

Pages or sheets covered by this seal:

My license renewal date for the state of California is June 30, 2026.

Jiqiang, Cao
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown and certifies that the engineering analyses accurately represent the truss capacity and performance of each truss component.

Responsibility for the building design, including the loading and performance criteria, remains with the Engineer of Record.

B2411002

ARNEILL PROJECT

RRM DESIGN GROUP

January 21, 2025
This review is only for general conformance with
the design concept of the project and general
compliance with the information given in the
contract documents.Corrections or comments
made on the shop drawings during this review do
not relieve contractor from compliance with the
requirements of the plans and specifications.

Approval of a specific item shall not include
approval of an assembly of which the item is a
component. Contractor is responsible for:
dimensions to be confirmed and correlated at
the job site; information that pertains solely to the
fabrication processes or to the means, methods,
techniques, sequences, and procedures of
construction; coordination of his/her work with
that of all other trades; and for performing all
work in a safe and satisfactory manner.

No exceptions noted
Rejected
Submit specified item
Implement exceptions noted
Revise and resubmit
date________________________
by __________________________ IKelly
01/21/2025
OC
SHEET Arneill Project
N.T.S
RRM Design Group
Camarillo, CA 93011
Arneill Road
11/07/2024 OC B2411002

ROOF TRUSS PLACEMENT PLAN
ROOF TRUSS NOTES:

1. WALL & BEAM LOCATIONS ARE FOR REFERENCE ONLY, TO ASSIST IN DETERMINING TRUSS LOCATION.

2. DO NOT ATTACH SPRINKLER SYSTEM TO THE BOTTOM CHORD OF ANY TRUSS.

3. USE LUS24 HANGERS U.N.O.
12-19-24
12-20-24 OC
01-21-25 OC
UP
UP
DS
DS
DS
DS
DS
DS
DS

A B C D E
F
TYPE 1C
TYPE 1C
TYPE 1D
TYPE 1A
TYPE 1A
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KDD
Ed/KE^͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϭ 'Z/E'͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϮ WƌĞͲ'ƌĂĚŝŶŐŽŶƐŝĚĞƌĂƚŝŽŶƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϮ ZŽƵŐŚ'ƌĂĚŝŶŐͬƌĞĂƐŽĨĞǀĞůŽƉŵĞŶƚ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϮ hƚŝůŝƚǇdƌĞŶĐŚĞƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϱ
ǆĐĂǀĂƚŝŽŶƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϱ ^dZhdhZ>
^/'E͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϲ ŽŶǀĞŶƚŝŽŶĂů^ŚĂůůŽǁ&ŽƵŶĚĂƚŝŽŶƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϲ ^ůĂďƐͲŽŶͲ'ƌĂĚĞ&ůŽŽƌƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϴ &ƌŝĐƚŝŽŶĂůĂŶĚ>ĂƚĞƌĂůŽĞĨĨŝĐŝĞŶƚƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϴ ZĞƚĂŝŶŝŶŐtĂůů͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϭϵ ^ĞƚƚůĞŵĞŶƚŽŶƐŝĚĞƌĂƚŝŽŶƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϮϬ WƌĞůŝŵŝŶĂƌǇƐƉŚĂůƚWĂǀŝŶŐ^ĞĐƚŝŽŶƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘Ϯϭ WƌĞůŝŵŝŶĂƌǇŽŶĐƌĞƚĞWĂǀŝŶŐ^ĞĐƚŝŽŶƐ͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘ϮϮ /d/KE>^
Zs/
^͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘Ϯϯ >/D/dd/KE^EhE/&KZD/dzK&KE/d/KE^͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘Ϯϯ />/K'ZW,z͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘͘Ϯϰ

Zd,^z^d
D^W/&/
d>
K&KEd
Ed^;ŽŶƚŝŶƵĞĚͿ
WW
E/y
sŝĐŝŶŝƚǇDĂƉ
ZĞŐŝŽŶĂů'ĞŽůŽŐŝĐDĂƉϭ;ŝďďůĞĞͿ
ZĞŐŝŽŶĂů'ĞŽůŽŐŝĐDĂƉϮ;h^'^ͬ'^΀^DW΁Ϳ
^ĞŝƐŵŝĐ,ĂǌĂƌĚŽŶĞƐDĂƉ
,ŝƐƚŽƌŝĐĂů,ŝŐŚ'ƌŽƵŶĚǁĂƚĞƌDĂƉ
&ŝĞůĚ^ƚƵĚǇ
^ŝƚĞWůĂŶ
>ŽŐƐŽĨŽƌŝŶŐƐ
ŽƌŝŶŐ>ŽŐ^ǇŵďŽůƐ
hŶŝĨŝĞĚ^ŽŝůůĂƐƐŝĨŝĐĂƚŝŽŶ^ǇƐƚĞŵ
WW
E/y
>ĂďŽƌĂƚŽƌǇdĞƐƚŝŶŐ
dĂďƵůĂƚĞĚ>ĂďŽƌĂƚŽƌǇdĞƐƚZĞƐƵůƚƐ
/ŶĚŝǀŝĚƵĂů>ĂďŽƌĂƚŽƌǇdĞƐƚZĞƐƵůƚƐ
WW
E/y
dĂďůĞϭϴϬϵ͘ϳ
WW
E/y
h^^ĞŝƐŵŝĐĞƐŝŐŶDĂƉƐ
&ĂƵůƚWĂƌĂŵĞƚĞƌƐ
WW
E/y

/ŶĨŝůƚƌĂƚŝŽŶdĞƐƚŝŶŐZĞƐƵůƚƐ
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
/EdZKhd/KE
WƌŽũĞĐƚĞƐĐƌŝƉƚŝŽŶ
dŚŝƐƌĞƉŽƌƚƉƌĞƐĞŶƚƐƚŚĞƌĞƐƵůƚƐŽĨĂŶ
ŶŐŝŶĞĞƌŝŶŐ'ĞŽůŽŐǇĂŶĚ'ĞŽƚĞĐŚŶŝĐĂů
ŶŐŝŶĞĞƌŝŶŐƐƚƵĚǇ
ĐŽŶĚƵĐƚĞĚ ĨŽƌ Ă ƉƌŽƉŽƐĞĚ ĚĞǀĞůŽƉŵĞŶƚ ƚŽ ďĞ ĐŽŶƐƚƌƵĐƚĞĚ Ăƚ Ϯϲϰ ƌŶĞŝůů ZŽĂĚ ŝŶ ĂŵĂƌŝůůŽ͕ ĂůŝĨŽƌŶŝĂ;ƐĞĞsŝĐŝŶŝƚǇDĂƉŝŶƉƉĞŶĚŝǆͿ͘dŚĞĐƵƌƌĞŶƚĚĞǀĞůŽƉŵĞŶƚƉůĂŶƐŝŶĐůƵĚĞƚǁŽϮͲƐƚŽƌǇ ďƵŝůĚŝŶŐƐ;ŽŶĞŵŝǆĞĚͲƵƐĞĂŶĚŽŶĞƌĞƐŝĚĞŶƚŝĂůͿ͕ĂƉĂƌŬŝŶŐĂƌĞĂǁŝƚŚďŽƚŚĐŽŶĐƌĞƚĞƉĂǀĞŵĞŶƚĂŶĚ ƉĞƌŵĞĂďůĞƉĂǀĞƌƐ͕ĂŶĚĂƉƌŽƉŽƐĞĚďŝŽͲŝŶĨŝůƚƌĂƚŝŽŶďĂƐŝŶ͘ ^ƚƌƵĐƚƵƌĂůĐŽŶƐŝĚĞƌĂƚŝŽŶƐĨŽƌďƵŝůĚŝŶŐĐŽůƵŵŶůŽĂĚƐŽĨƵƉƚŽϰϬŬŝƉƐǁŝƚŚŵĂǆŝŵƵŵǁĂůůůŽĂĚƐŽĨ ϯŬŝƉƉĞƌůŝŶĞĂůĨŽŽƚǁĞƌĞƵƐĞĚĂƐĂďĂƐŝƐĨŽƌƚŚĞƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐŽĨƚŚŝƐƌĞƉŽƌƚ͘/ĨĂĐƚƵĂůůŽĂĚƐ ǀĂƌǇ ƐŝŐŶŝĨŝĐĂŶƚůǇ ĨƌŽŵ ƚŚĞƐĞ ĂƐƐƵŵĞĚ ůŽĂĚƐ͕
ĂƌƚŚ ^ǇƐƚĞŵƐ ƐŚŽƵůĚ ďĞ ŶŽƚŝĨŝĞĚ ƐŝŶĐĞ
ƌĞĞǀĂůƵĂƚŝŽŶŽĨƚŚĞƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐĐŽŶƚĂŝŶĞĚŝŶƚŚŝƐƌĞƉŽƌƚŵĂǇďĞƌĞƋƵŝƌĞĚ͘ WƵƌƉŽƐĞĂŶĚ^ĐŽƉĞŽĨtŽƌŬ
dŚĞƉƵƌƉŽƐĞŽĨ ƚŚĞŐĞŽůŽŐŝĐͬŐĞŽƚĞĐŚŶŝĐĂůƐƚƵĚǇƚŚĂƚůĞĚƚŽ ƚŚŝƐ ƌĞƉŽƌƚǁĂƐ ƚŽĂŶĂůǇǌĞ ƚŚĞƐŽŝů ĐŽŶĚŝƚŝŽŶƐĂƚƚŚĞƉƌŽũĞĐƚƐŝƚĞĂŶĚƚŽƉƌŽǀŝĚĞŐĞŽůŽŐŝĐͬŐĞŽƚĞĐŚŶŝĐĂůƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐĨŽƌĚĞƐŝŐŶ ĂŶĚ ĐŽŶƐƚƌƵĐƚŝŽŶ ŽĨ ƚŚĞ ƉƌŽƉŽƐĞĚ ŝŵƉƌŽǀĞŵĞŶƚƐ͘ dŚĞ ƐŽŝů ĐŽŶĚŝƚŝŽŶƐ ŝŶĐůƵĚĞ ƐƵƌĨĂĐĞ ĂŶĚ ƐƵďƐƵƌĨĂĐĞ ƐŽŝů ƚǇƉĞƐ͕ ƐŽŝů ĞǆƉĂŶƐŝŽŶ ƉŽƚĞŶƚŝĂů͕ ƐŽŝů ƐƚƌĞŶŐƚŚ͕ ƐĞƚƚůĞŵĞŶƚ ƉŽƚĞŶƚŝĂů͕ ďĞĂƌŝŶŐ ĐĂƉĂĐŝƚǇ͕ĂŶĚƚŚĞƉƌĞƐĞŶĐĞŽƌĂďƐĞŶĐĞŽĨƐƵďƐƵƌĨĂĐĞǁĂƚĞƌ͘dŚĞƐĐŽƉĞŽĨǁŽƌŬŝŶĐůƵĚĞĚ͗ x WĞƌĨŽƌŵŝŶŐĂƌĞĐŽŶŶĂŝƐƐĂŶĐĞŽĨƚŚĞƉƌŽũĞĐƚƐŝƚĞ͘
x ƌŝůůŝŶŐ͕ƐĂŵƉůŝŶŐ͕ĂŶĚůŽŐŐŝŶŐŚŽůůŽǁͲƐƚĞŵͲĂƵŐĞƌĂƚŽƚĂůŽĨŶŝŶĞ;ϵͿďŽƌŝŶŐƐƚŽƐƚƵĚǇƐŽŝů ĂŶĚŐƌŽƵŶĚǁĂƚĞƌĐŽŶĚŝƚŝŽŶƐ͘^ŝǆŽĨƚŚĞďŽƌŝŶŐƐǁĞƌĞƵƐĞĚĨŽƌŝŶĨŝůƚƌĂƚŝŽŶƚĞƐƚŝŶŐ͘ x >ĂďŽƌĂƚŽƌǇƚĞƐƚŝŶŐƐŽŝůƐĂŵƉůĞƐŽďƚĂŝŶĞĚĚƵƌŝŶŐƚŚĞƐƵďƐƵƌĨĂĐĞĞǆƉůŽƌĂƚŝŽŶƚŽĚĞƚĞƌŵŝŶĞ ƚŚĞŝƌƉŚǇƐŝĐĂůĂŶĚĞŶŐŝŶĞĞƌŝŶŐƉƌŽƉĞƌƚŝĞƐ͘
x WĞƌĨŽƌŵŝŶŐŝŶĨŝůƚƌĂƚŝŽŶƚĞƐƚŝŶŐ͘
x ŶĂůǇǌŝŶŐƚŚĞŐĞŽƚĞĐŚŶŝĐĂůĚĂƚĂŽďƚĂŝŶĞĚ͘
x WƌĞƉĂƌŝŶŐƚŚŝƐƌĞƉŽƌƚ͘
ŽŶƚĂŝŶĞĚŝŶƚŚŝƐƌĞƉŽƌƚĂƌĞ͗
x ĞƐĐƌŝƉƚŝŽŶƐĂŶĚƌĞƐƵůƚƐŽĨĨŝĞůĚĂŶĚůĂďŽƌĂƚŽƌǇƚĞƐƚƐƚŚĂƚǁĞƌĞƉĞƌĨŽƌŵĞĚ͘ x ŽŶĐůƵƐŝŽŶƐĂŶĚƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐƉĞƌƚĂŝŶŝŶŐƚŽƐŝƚĞŐƌĂĚŝŶŐĂŶĚƐƚƌƵĐƚƵƌĂůĚĞƐŝŐŶ͘ KĐƚŽďĞƌϮϰ͕ϮϬϮϰ Ϯ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
^ŝƚĞ^ĞƚƚŝŶŐ
dŚĞƉƌŽũĞĐƚƐŝƚĞŝƐďŽƵŶĚĞĚďǇƌŶĞŝůůZŽĂĚƚŽƚŚĞǁĞƐƚ͕ĐŽŵŵĞƌĐŝĂůďƵŝůĚŝŶŐƐƚŽƚŚĞŶŽƌƚŚĂŶĚ ƐŽƵƚŚ͕ĂŶĚĂůŽĐĂůĂĐĐĞƐƐ ƌŽĂĚ ƚŽ ƚŚĞĞĂƐƚƚŚĂƚƐĞƌǀĞƐŶĞĂƌďǇ ƌĞƐŝĚĞŶƚŝĂůƉƌŽƉĞƌƚŝĞƐ͘ĐĐĞƐƐ ƚŽ ƚŚĞƐŝƚĞŝƐĂǀĂŝůĂďůĞĚŝƌĞĐƚůǇĨƌŽŵƌŶĞŝůůZŽĂĚ͘
dŚĞƐŝƚĞŝƐ ƌĞůĂƚŝǀĞůǇ ĨůĂƚ͕ǁŝƚŚŶŽƐŝŐŶŝĨŝĐĂŶƚĞůĞǀĂƚŝŽŶĐŚĂŶŐĞƐŽƌǀŝƐŝďůĞƐůŽƉĞƐ͘dŚĞƐƵƌĨĂĐĞŝƐ ƉƌĞĚŽŵŝŶĂŶƚůǇďĂƌĞ͕ǁŝƚŚ ƐŽŵĞĂƌĞĂƐŽĨǀĞŐĞƚĂƚŝŽŶ͕ŝŶĐůƵĚŝŶŐĂƚƌĞĞŝŶ ƚŚĞĐĞŶƚĞƌŽĨ ƚŚĞ ƐŝƚĞ͘ ^ĐĂƚƚĞƌĞĚ ƌĞŵŶĂŶƚƐ ŽĨ ĐŽŶĐƌĞƚĞ ƐůĂďƐ ƐƵŐŐĞƐƚ ƚŚĞ ƉƌĞƐĞŶĐĞ ŽĨ ƉƌĞǀŝŽƵƐ ƐƚƌƵĐƚƵƌĞƐ Žƌ ĨŽƵŶĚĂƚŝŽŶƐ͕ǁŚŝĐŚŵĂǇŝŵƉĂĐƚĨƵƚƵƌĞĚĞǀĞůŽƉŵĞŶƚĐŽŶƐŝĚĞƌĂƚŝŽŶƐ͘ dŚĞ ŐĞŽŐƌĂƉŚŝĐ ĐŽŽƌĚŝŶĂƚĞƐ ŽĨ ƚŚĞ ƐŝƚĞ ĂƌĞ ĂƉƉƌŽǆŝŵĂƚĞůǇ ϯϰ͘ϮϭϵϬΣ EŽƌƚŚ ůĂƚŝƚƵĚĞ ĂŶĚ ϭϭϵ͘ϬϯϴϵΣtĞƐƚůŽŶŐŝƚƵĚĞ͘
Z
'/KE>'
K>K'z
dŚĞƐŝƚĞůŝĞƐǁŝƚŚŝŶƚŚĞsĞŶƚƵƌĂďĂƐŝŶŝŶƚŚĞǁĞƐƚĞƌŶƉŽƌƚŝŽŶŽĨƚŚĞdƌĂŶƐǀĞƌƐĞZĂŶŐĞƐŐĞŽůŽŐŝĐ ƉƌŽǀŝŶĐĞ͘EƵŵĞƌŽƵƐĞĂƐƚͲǁĞƐƚƚƌĞŶĚŝŶŐĨŽůĚƐĂŶĚƌĞǀĞƌƐĞĨĂƵůƚƐĂƌĞŝŶĚŝĐĂƚŝǀĞŽĨŽŶŐŽŝŶŐŶŽƌƚŚͲ ƐŽƵƚŚ ƚƌĂŶƐƉƌĞƐƐŝŽŶĂů ƚĞĐƚŽŶŝĐƐ ĐŚĂƌĂĐƚĞƌŝǌĞ ƚŚĞ ƌĞŐŝŽŶ͘ KŶŐŽŝŶŐ ĨŽůĚŝŶŐ͕ ƵƉůŝĨƚ͕ ĂŶĚ ĨĂƵůƚŝŶŐ ŚĂǀĞ ƚŝůƚĞĚ WůĞŝƐƚŽĐĞŶĞ ƚŽ dĞƌƚŝĂƌǇ ĂŐĞ ƐĞĚŝŵĞŶƚĂƌǇ ƌŽĐŬƐ ŝŶ ƚŚĞ ƌĞŐŝŽŶ͘ ĞĚƌŽĐŬ ǁĂƐ ŶŽƚ ĞŶĐŽƵŶƚĞƌĞĚĚƵƌŝŶŐƚŚĞƐƵďƐƵƌĨĂĐĞŝŶǀĞƐƚŝŐĂƚŝŽŶ͕ǁŚŝĐŚŝŶĐůƵĚĞĚďŽƌŝŶŐƐƵƉƚŽĂŶĂƉƉƌŽǆŝŵĂƚĞ ĚĞƉƚŚŽĨϱϬĨĞĞƚďĞůŽǁƚŚĞŐƌŽƵŶĚƐƵƌĨĂĐĞ͘
ůƚŚŽƵŐŚƚŚĞƌĞĂƌĞƐĞǀĞƌĂůĨĂƵůƚƐůŽĐĂƚĞĚǁŝƚŚŝŶƚŚĞƌĞŐŝŽŶ͕ƚŚĞŶĞĂƌĞƐƚŬŶŽǁŶĨĂƵůƚĂĐĐŽƌĚŝŶŐ ƚŽƚŚĞŐĞŽůŽŐŝĐŵĂƉƉŝŶŐďǇd͘t͘ŝďďůĞĞ͕:ƌ͘;'ĞŽůŽŐŝĐDĂƉŽĨƚŚĞĂŵĂƌŝůůŽĂŶĚEĞǁďƵƌǇWĂƌŬ YƵĂĚƌĂŶŐůĞƐ͕ϭϵϵϬͿ͕ŝƐƚŚĞĂŵĂƌŝůůŽ&ĂƵůƚŝƐůŽĐĂƚĞĚĂƉƉƌŽǆŝŵĂƚĞůǇϮ͕ϮϬϬĨĞĞƚƐŽƵƚŚŽĨƚŚĞƐŝƚĞ ;ƌĞĨĞƌƚŽZĞŐŝŽŶĂů'ĞŽůŽŐŝĐDĂƉϭŝŶƉƉĞŶĚŝǆͿ͘
'ĞŽůŽŐŝĐ ŵĂƉƉŝŶŐ ďǇ hŶŝƚĞĚ ^ƚĂƚĞƐ 'ĞŽůŽŐŝĐ ^ƵƌǀĞǇͬĂůŝĨŽƌŶŝĂ 'ĞŽůŽŐŝĐ ^ƵƌǀĞǇ ;^DW 'ĞŽůŽŐŝĐDĂƉŽĨ ƚŚĞ ĂŵĂƌŝůůŽ ϳ͘ϱ͛YƵĂĚƌĂŶŐůĞ͕ ϮϬϬϰͿƉůĂĐĞƐ ƚŚĞĂŵĂƌŝůůŽ&ĂƵůƚĂďŽƵƚ Ϯ͕ϮϬϬ ĨĞĞƚƐŽƵƚŚŽĨƚŚĞƐŝƚĞ;ƐĞĞZĞŐŝŽŶĂů'ĞŽůŽŐŝĐDĂƉϮŝŶƉƉĞŶĚŝǆͿ͘ ĂŵĂƌŝůůŽ&ĂƵůƚ͕ĂƐ ƚŚĞ ĐůŽƐĞƐƚ ĨĂƵůƚ ƚŽ ƚŚĞƉƌŽũĞĐƚ ƐŝƚĞ͕ŝƐŶŽƚŐĞŶĞƌĂůůǇĐŽŶƐŝĚĞƌĞĚĐĂƉĂďůĞŽĨ ƉƌŽĚƵĐŝŶŐ Ă ƐŝŐŶŝĨŝĐĂŶƚ ƐĞŝƐŵŝĐ ĞǀĞŶƚ͘ dŚĞ ĐŽŶƐĞŶƐƵƐ ŝƐ ƚŚĂƚ ƚŚĞ ŶĞĂƌĞƐƚ ĨĂƵůƚ ĐĂƉĂďůĞ ŽĨ ƉƌŽĚƵĐŝŶŐ Ă ƐŝŐŶŝĨŝĐĂŶƚ ƐĞŝƐŵŝĐ ĞǀĞŶƚ ŝƐ ƚŚĞ ^ŝŵŝͲ^ĂŶƚĂ ZŽƐĂ &ĂƵůƚ͕ ƉŽƌƚŝŽŶƐ ŽĨ ǁŚŝĐŚ ĂƌĞ ĐŽŶƐŝĚĞƌĞĚ͞ĂĐƚŝǀĞ͘͟/ƚŝƐĂŶŽƌƚŚĚŝƉƉŝŶŐƌĞǀĞƌƐĞĨĂƵůƚŝŶƚĞƌƉƌĞƚĞĚƚŽĂůƐŽŚĂǀĞƐŝŐŶŝĨŝĐĂŶƚůĂƚĞƌĂů ĚŝƐƉůĂĐĞŵĞŶƚƐ͘ ƚ ŝƚƐ ĐůŽƐĞƐƚ ƉŽƐŝƚŝŽŶ ƚŽ ƚŚĞ ƉƌŽũĞĐƚ ƐŝƚĞ͕ ŝƚ ŝƐ ĂƉƉƌŽǆŝŵĂƚĞůǇ ϭ͘ϱ ŵŝůĞƐ ƚŽ ƚŚĞ ŶŽƌƚŚ͘
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϯ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
dŚĞƐŝƚĞŝƐŶŽƚůŽĐĂƚĞĚǁŝƚŚŝŶĂŶǇ
ĂƌƚŚƋƵĂŬĞ&ĂƵůƚ͕>ŝƋƵĞĨĂĐƚŝŽŶ͕Žƌ^ĞŝƐŵŝĐͲ/ŶĚƵĐĞĚ>ĂŶĚƐůŝĚĞ ,ĂǌĂƌĚŽŶĞƐĂĐĐŽƌĚŝŶŐƚŽƐĞŝƐŵŝĐŚĂǌĂƌĚŵĂƉƉŝŶŐďǇƚŚĞĂůŝĨŽƌŶŝĂ'ĞŽůŽŐŝĐĂů^ƵƌǀĞǇ;^ĞŝƐŵŝĐ ,ĂǌĂƌĚ ŽŶĞƐ KĨĨŝĐŝĂů DĂƉ͕ ĂŵĂƌŝůůŽ YƵĂĚƌĂŶŐůĞ͕ ϮϬϬϮͿ ;ƐĞĞ ^ĞŝƐŵŝĐ ,ĂǌĂƌĚ ŽŶĞƐ DĂƉ ŝŶ ƉƉĞŶĚŝǆ Ϳ͘ ůƐŽ͕ ĂĐĐŽƌĚŝŶŐ ƚŽ ƚŚĞ &ĂƵůƚ ZƵƉƚƵƌĞ ,ĂǌĂƌĚ DĂƉ ;WůĂƚĞƐ ϲ͘ ƚŽ ϲ͘Ϳ ŝŶ ƚŚĞ ĂŵĂƌŝůůŽ'ĞŽƚĞĐŚŶŝĐĂů'ƵŝĚĞůŝŶĞƐ ;:ƵůǇϮϬϬϯͿ͕ƚŚĞƐŝƚĞŝƐŶŽƚůŽĐĂƚĞĚǁŝƚŚŝŶ ĂŶǇůƋƵŝƐƚͲWƌŝŽůŽ &ĂƵůƚŽŶĞŽƌŝƚǇŽĨĂŵĂƌŝůůŽ&ĂƵůƚƌĞĂ͘
dŚĞ ƐŝƚĞ ŝƐ ŵĂƉƉĞĚ ďǇ d͘t͘ ŝďďůĞĞ͕ :ƌ͘ ĂŶĚ ƚŚĞ hŶŝƚĞĚ ^ƚĂƚĞƐ 'ĞŽůŽŐŝĐĂů ^ƵƌǀĞǇ ĂƐ ďĞŝŶŐ ƵŶĚĞƌůĂŝŶďǇŽůĚĞƌĂůůƵǀŝƵŵ͕ǁŚŝĐŚǁĂƐĐŽŶĨŝƌŵĞĚďǇŽƵƌĨŝĞůĚƐƚƵĚǇ͘ ^
/^D//dzE^
/^D/
^/'E
dŚĞƉƌŽũĞĐƚƐŝƚĞŝƐůŽĐĂƚĞĚŝŶĂŶĂĐƚŝǀĞƐĞŝƐŵŝĐƌĞŐŝŽŶǁŚĞƌĞůĂƌŐĞŶƵŵďĞƌƐŽĨĞĂƌƚŚƋƵĂŬĞƐĂƌĞ ƌĞĐŽƌĚĞĚĞĂĐŚǇĞĂƌ͘,ŝƐƚŽƌŝĐĂůůǇ͕ŵĂũŽƌĞĂƌƚŚƋƵĂŬĞƐ ĨĞůƚŝŶƚŚĞǀŝĐŝŶŝƚǇŽĨƚŚĞƐƵďũĞĐƚƐŝƚĞŚĂǀĞ ŽƌŝŐŝŶĂƚĞĚ ĨƌŽŵ ĨĂƵůƚƐ ŝŶƐŝĚĞ ĂŶĚͬŽƌ ŽƵƚƐŝĚĞ ƚŚĞ ĂƌĞĂ͘ dŚĞƐĞ ŝŶĐůƵĚĞ ƚŚĞ ĞĐĞŵďĞƌ Ϯϭ͕ ϭϴϭϮ ͞^ĂŶƚĂ ĂƌďĂƌĂ ZĞŐŝŽŶ͟ ĞĂƌƚŚƋƵĂŬĞ͕ ƚŚĂƚ ǁĂƐ ƉƌĞƐƵŵĂďůǇ ĐĞŶƚĞƌĞĚ ŝŶ ƚŚĞ ^ĂŶƚĂ ĂƌďĂƌĂ ŚĂŶŶĞů͕ ƚŚĞ ϭϴϱϳ &Žƌƚ dĞũŽŶ ĞĂƌƚŚƋƵĂŬĞ͕ ƚŚĞ ϭϴϳϮ KǁĞŶƐ sĂůůĞǇ ĞĂƌƚŚƋƵĂŬĞ͕ ĂŶĚ ƚŚĞ ϭϵϱϮ ƌǀŝŶͲdĞŚĂĐŚĂƉŝĞĂƌƚŚƋƵĂŬĞ͘
/ƚ ŝƐ ĂƐƐƵŵĞĚ ƚŚĂƚ ƚŚĞ ϮϬϮϮ ĂŶĚ ^
ϳͲϭϲ ŐƵŝĚĞůŝŶĞƐ ǁŝůů ĂƉƉůǇ ĨŽƌ ƚŚĞ ƐĞŝƐŵŝĐ ĚĞƐŝŐŶ ƉĂƌĂŵĞƚĞƌƐ͘ dŚĞ ϮϬϮϮ ŝŶĐůƵĚĞƐ ƐĞǀĞƌĂů ƐĞŝƐŵŝĐ ĚĞƐŝŐŶ ƉĂƌĂŵĞƚĞƌƐ ƚŚĂƚ ĂƌĞ ŝŶĨůƵĞŶĐĞĚ ďǇ ƚŚĞŐĞŽŐƌĂƉŚŝĐƐŝƚĞůŽĐĂƚŝŽŶǁŝƚŚƌĞƐƉĞĐƚƚŽĂĐƚŝǀĞĂŶĚƉŽƚĞŶƚŝĂůůǇĂĐƚŝǀĞĨĂƵůƚƐ͕ĂŶĚǁŝƚŚƌĞƐƉĞĐƚ ƚŽƐƵďƐƵƌĨĂĐĞƐŽŝůŽƌƌŽĐŬĐŽŶĚŝƚŝŽŶƐ͘dŚĞ͞ŐĞŶĞƌĂůƉƌŽĐĞĚƵƌĞ͟;ŝ͘Ğ͕͘ƉƌŽďĂďŝůŝƐƚŝĐͿƐĞŝƐŵŝĐĚĞƐŝŐŶ ƉĂƌĂŵĞƚĞƌƐƉƌĞƐĞŶƚĞĚďĞůŽǁǁĞƌĞ ƌĞƚƌŝĞǀĞĚ ĨƌŽŵ ƚŚĞh͘^͘^ĞŝƐŵŝĐĞƐŝŐŶDĂƉƐǁĞď ƐĞƌǀŝĐĞƐ ƵƐŝŶŐ ƚŚĞ ^
KͬK^,W ǁĞďƐŝƚĞ ǁŚŝĐŚ ƉƌĞƐĞŶƚƐ ƚŚĞ ĚĂƚĂ ŝŶ Ă ƌĞƉŽƌƚ ĨŽƌŵĂƚ͘ dŚĞ ĚĂƚĂ ǁĞƌĞ ƌĞƚƌŝĞǀĞĚ ĨŽƌ ƚŚĞ ^
ϳͲϭϲ ĚĞƐŝŐŶ ĐŽĚĞ͕ ƐŝƚĞ ĐŽŽƌĚŝŶĂƚĞƐ ϯϰ͘ϮϭϵϬΣ EŽƌƚŚ >ĂƚŝƚƵĚĞ ĂŶĚ ϭϭϵ͘ϬϯϴϵΣtĞƐƚ>ŽŶŐŝƚƵĚĞ͕^ŝƚĞůĂƐƐ͕ĂŶĚKĐĐƵƉĂŶĐǇ;ZŝƐŬͿĂƚĞŐŽƌǇ//͘ůŝƐƚŝŶŐŽĨƚŚĞϮϬϮϮ ĂŶĚ^
ϳͲϭϲ^ĞŝƐŵŝĐWĂƌĂŵĞƚĞƌƐŝƐƉƌĞƐĞŶƚĞĚďĞůŽǁĂŶĚĂŐĂŝŶŝŶƉƉĞŶĚŝǆ͘ ^ƵŵŵĂƌǇŽĨ^ĞŝƐŵŝĐWĂƌĂŵĞƚĞƌƐʹϮϬϮϮ͞'ĞŶĞƌĂůWƌŽĐĞĚƵƌĞ͟ ^ŝƚĞůĂƐƐ;^
ϳͲϭϲͿ
KĐĐƵƉĂŶĐǇ;ZŝƐŬͿĂƚĞŐŽƌǇ //
^ĞŝƐŵŝĐĞƐŝŐŶĂƚĞŐŽƌǇ ^ĞĞ^
ϳͲϭϲ
^ĞĐƚŝŽŶϭϭ͘ϰ͘ϴ
DĂǆŝŵƵŵŽŶƐŝĚĞƌĞĚ
ĂƌƚŚƋƵĂŬĞ;D
Ϳ'ƌŽƵŶĚDŽƚŝŽŶ
^ƉĞĐƚƌĂůZĞƐƉŽŶƐĞĐĐĞůĞƌĂƚŝŽŶ͕^ŚŽƌƚWĞƌŝŽĚʹ^Ɛ ϭ͘ϲϳϭŐ KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϰ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
^ƉĞĐƚƌĂůZĞƐƉŽŶƐĞĐĐĞůĞƌĂƚŝŽŶĂƚϭƐĞĐ͘ʹ^ϭ Ϭ͘ϲϭϴŐ
^ŝƚĞŽĞĨĨŝĐŝĞŶƚʹ&Ă ϭ͘Ϭ
^ŝƚĞŽĞĨĨŝĐŝĞŶƚʹ&ǀ ^ĞĞ^
ϳͲϭϲ
^ĞĐƚŝŽŶϭϭ͘ϰ͘ϴ
^ŝƚĞͲDŽĚŝĨŝĞĚ^ƉĞĐƚƌĂůZĞƐƉŽŶƐĞĐĐĞůĞƌĂƚŝŽŶ͕^ŚŽƌƚWĞƌŝŽĚʹ^D^ ϭ͘ϲϳϭŐ ^ŝƚĞͲDŽĚŝĨŝĞĚ^ƉĞĐƚƌĂůZĞƐƉŽŶƐĞĐĐĞůĞƌĂƚŝŽŶĂƚϭƐĞĐ͘ʹ^Dϭ ^ĞĞ^
ϳͲϭϲ
^ĞĐƚŝŽŶϭϭ͘ϰ͘ϴ
ĞƐŝŐŶ
ĂƌƚŚƋƵĂŬĞ'ƌŽƵŶĚDŽƚŝŽŶ
^ŚŽƌƚWĞƌŝŽĚ^ƉĞĐƚƌĂůZĞƐƉŽŶƐĞʹ^^ ϭ͘ϭϭϰŐ
KŶĞ^ĞĐŽŶĚ^ƉĞĐƚƌĂůZĞƐƉŽŶƐĞʹ^ϭ
^ĞĞ^
ϳͲϭϲ
^ĞĐƚŝŽŶϭϭ͘ϰ͘ϴ
^ŝƚĞDŽĚŝĨŝĞĚWĞĂŬ'ƌŽƵŶĚĐĐĞůĞƌĂƚŝŽŶͲW'D Ϭ͘ϴϬϮŐ
sĂůƵĞƐĂƉƉƌŽƉƌŝĂƚĞĨŽƌĂϮйƉƌŽďĂďŝůŝƚǇŽĨĞǆĐĞĞĚĂŶĐĞŝŶϱϬǇĞĂƌƐ ĞĐĂƵƐĞ ƚŚĞ ƐĞŝƐŵŝĐ ĨĂĐƚŽƌ^ϭŝƐŐƌĞĂƚĞƌ ƚŚĂŶ Ϭ͘ϮŐĂŶĚ ƚŚĞ^ŝƚĞůĂƐƐŝƐ͕ ǆĐĞƉƚŝŽŶEŽ͘ ϮŽĨ
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ϳͲϭϲ^ĞĐƚŝŽŶϭϭ͘ϰ͘ϴŵĂǇĂƉƉůǇ͘/Ĩ ƚŚĞ^ƚƌƵĐƚƵƌĂů
ŶŐŝŶĞĞƌĚĞƚĞƌŵŝŶĞƐ ƚŚĂƚ ƚŚĞĞǆĐĞƉƚŝŽŶ
ĚŽĞƐŶŽƚĂƉƉůǇ͕ĂƐŝƚĞͲƐƉĞĐŝĨŝĐ;ŝ͘Ğ͕͘ĚĞƚĞƌŵŝŶŝƐƚŝĐͿŐƌŽƵŶĚŵŽƚŝŽŶŚĂǌĂƌĚĂŶĂůǇƐŝƐŝƐƌĞƋƵŝƌĞĚĂŶĚ ĐĂŶďĞƉĞƌĨŽƌŵĞĚďǇ
ĂƌƚŚ^ǇƐƚĞŵƐƵƉŽŶƌĞƋƵĞƐƚ
dŚĞ&ĂƵůƚWĂƌĂŵĞƚĞƌƐ ƚĂďůĞŝŶƉƉĞŶĚŝǆůŝƐƚƐ ƚŚĞƐŝŐŶŝĨŝĐĂŶƚΗĂĐƚŝǀĞΗĂŶĚΗƉŽƚĞŶƚŝĂůůǇĂĐƚŝǀĞΗ ĨĂƵůƚƐ ǁŝƚŚŝŶ ĂŶ ĂƉƉƌŽǆŝŵĂƚĞ ϯϮͲŵŝůĞ ƌĂĚŝƵƐ ŽĨ ƚŚĞ ƉƌŽũĞĐƚ ƐŝƚĞ͘ dŚĞ ĚŝƐƚĂŶĐĞ ďĞƚǁĞĞŶ ƚŚĞ ƉƌŽũĞĐƚƐŝƚĞĂŶĚƚŚĞŶĞĂƌĞƐƚƉŽƌƚŝŽŶŽĨĞĂĐŚĨĂƵůƚŝƐƐŚŽǁŶĂƐǁĞůůĂƐƚŚĞƌĞƐƉĞĐƚŝǀĞĞƐƚŝŵĂƚĞĚ ŵĂǆŝŵƵŵĞĂƌƚŚƋƵĂŬĞŵĂŐŶŝƚƵĚĞƐ͘
^K/>E'ZKhEtd
ZKE/d/KE^
dŚĞƐƵďƐƵƌĨĂĐĞĞǀĂůƵĂƚŝŽŶŽĨƚŚĞƉƌŽũĞĐƚƐŝƚĞŝŶĚŝĐĂƚĞƐƚŚĂƚƚŚĞŵĂũŽƌŝƚǇŽĨƚŚĞƐŝƚĞŝƐĐŽǀĞƌĞĚďǇ ĂůĂǇĞƌŽĨĂƌƚŝĨŝĐŝĂůĨŝůůĐŽŶƐŝƐƚŝŶŐŽĨĂƐŝůƚĂŶĚƐĂŶĚŵŝǆƚƵƌĞ;ŝ͘Ğ͕͘ƐŝůƚǇƐĂŶĚĂŶĚͬŽƌƐĂŶĚǇƐŝůƚͿ͘dŚĞ ƚŚŝĐŬŶĞƐƐ ŽĨ ƚŚŝƐ Ĩŝůů ŚĂƐ ďĞĞŶ ĨŽƵŶĚ ƚŽ ďĞ ĂďŽƵƚ ϰ͘ϱ ĨĞĞƚ ŝŶ ďŽƌŝŶŐƐ Ͳϭ͕ ͲϮ͕ ĂŶĚ Ͳϯ͕ ĚƌŝůůĞĚ ǁŝƚŚŝŶƚŚĞĂƌĞĂŽĨƚŚĞƉƌŽƉŽƐĞĚďƵŝůĚŝŶŐƐ͕ƚŽĂƉƉƌŽǆŝŵĂƚĞůǇϲ ĨĞĞƚŝŶďŽƌŝŶŐͲϱ͕ĚƌŝůůĞĚŝŶƚŚĞ ƉƌŽƉŽƐĞĚ ƉĂƌŬŝŶŐͬƉĂǀĞĚ ĂƌĞĂ͘ ĞĐĂƵƐĞ ĚŽĐƵŵĞŶƚĂƚŝŽŶ ƌĞŐĂƌĚŝŶŐ ƚŚĞ ƉůĂĐĞŵĞŶƚ ĂŶĚ ĐŽŵƉĂĐƚŝŽŶ ǁĂƐ ŶŽƚ ƌĞǀŝĞǁĞĚ ĨŽƌ ƉƌĞƉĂƌĂƚŝŽŶ ŽĨ ƚŚŝƐ ƌĞƉŽƌƚ͕ ŝƚ ŝƐ ĐŽŶƐŝĚĞƌĞĚ ƚŽ ďĞ ŶŽŶͲ ĞŶŐŝŶĞĞƌĞĚĂŶĚƵŶĐĞƌƚŝĨŝĞĚĨŽƌƚŚĞƉƵƌƉŽƐĞƐŽĨƚŚŝƐƌĞƉŽƌƚ͘ dŚĞ ĂƌƚŝĨŝĐŝĂů Ĩŝůů ƐŽŝůƐ ŝŶ ŽƵƌ ďŽƌŝŶŐƐ ǁĞƌĞ ƵŶĚĞƌůĂŝŶ ďǇ ƚŚĞ ŽůĚĞƌ ĂůůƵǀŝƵŵ ƐŽŝůƐ͘ dŚĞ ŽůĚĞƌ ĂůůƵǀŝƵŵĐŽŶƐŝƐƚĞĚŽĨƐŝůƚǇƐĂŶĚ;^DͿǁŝƚŚƚƌĂĐĞƐŽĨĐůĂǇ͕ĞǆƚĞŶĚŝŶŐƚŽĂŵĂǆŝŵƵŵĚĞƉƚŚŽĨϭϯ͘ϱ KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϱ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
ĨĞĞƚ͕ǁŝƚŚǀĂƌŝĂƚŝŽŶƐƌĂŶŐŝŶŐĨƌŽŵϳ͘ϱƚŽϭϯ͘ϱĨĞĞƚĂĐƌŽƐƐďŽƌŝŶŐƐ͘ĞŶĞĂƚŚƚŚĂƚ͕ĂĚĞŶƐĞůĂǇĞƌŽĨ ĨŝŶĞƚŽŵĞĚŝƵŵƐĂŶĚ ;^Wͬ^tͿǁŝƚŚŽĐĐĂƐŝŽŶĂůŐƌĂǀĞůĞǆƚĞŶĚĞĚƚŽϯϴ ĨĞĞƚŝŶŽƌŝŶŐͲϭĂŶĚϰϮ ĨĞĞƚ ŝŶ ŽƌŝŶŐ Ͳϯ͘ dŚĞ ůŽǁĞƐƚ ůĂǇĞƌ ƵƉ ƚŽ ϱϭ͘ϱ ĨĞĞƚ ŚĂĚ ƐŝŵŝůĂƌ ĐŚĂƌĂĐƚĞƌŝƐƚŝĐƐ ƚŽ ƚŚĞ ƵƉƉĞƌ ĂůůƵǀŝƵŵ͘ ZĞĨĞƌ ƚŽ ƚŚĞ ůŽŐƐ ŽĨ ƚŚĞ ďŽƌŝŶŐƐ ĐŽŶƚĂŝŶĞĚ ŝŶ ƉƉĞŶĚŝǆ ĨŽƌ ŵŽƌĞ ĚĞƚĂŝůĞĚ ĚĞƐĐƌŝƉƚŝŽŶƐŽĨƚŚĞĞŶĐŽƵŶƚĞƌĞĚƐƵďƐƵƌĨĂĐĞĐŽŶĚŝƚŝŽŶƐ͘ dĞƐƚŝŶŐŝŶĚŝĐĂƚĞƐƚŚĂƚĂŶƚŝĐŝƉĂƚĞĚďĞĂƌŝŶŐƐŽŝůƐůŝĞŝŶƚŚĞΗsĞƌǇ>ŽǁΗĞǆƉĂŶƐŝŽŶƌĂŶŐĞďĂƐĞĚŽŶ Ă ŵĞĂƐƵƌĞĚ ĞǆƉĂŶƐŝŽŶ ŝŶĚĞǆ ŽĨ ǌĞƌŽ͘ dŚĞƌĞĨŽƌĞ͕ Ăůů ƚŚĞ ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ ƉƌŽǀŝĚĞĚ ŝŶ ƚŚŝƐ ƌĞƉŽƌƚǁŝůůďĞďĂƐĞĚŽŶƚŚĞΗsĞƌǇ>ŽǁΗĞǆƉĂŶƐŝŽŶƌĂŶŐĞ͘ ůŽĐĂůůǇ ĂĚŽƉƚĞĚ ǀĞƌƐŝŽŶ ŽĨ ƚŚŝƐ ĐůĂƐƐŝĨŝĐĂƚŝŽŶ ŽĨ ƐŽŝů ĞǆƉĂŶƐŝŽŶ͕ dĂďůĞ ϭϴϬϵ͘ϳ͕ ŝƐ ŝŶĐůƵĚĞĚ ŝŶ ƉƉĞŶĚŝǆ ŽĨ ƚŚŝƐ ƌĞƉŽƌƚ͘ dŚĞ ĐŽŶƚƌĂĐƚŽƌ ƐŚŽƵůĚ ďĞ ĂǁĂƌĞ ŽĨ ƚŚĞ ƉŽƚĞŶƚŝĂů ŽĨ ĚŝĨĨŝĐƵůƚ ĞǆĐĂǀĂƚŝŽŶďĞĐĂƵƐĞŽĨƚŚĞǀĞƌǇĚĞŶƐĞŽůĚĞƌĂůůƵǀŝƵŵƚŚĂƚĐŽŶƚĂŝŶƐŐƌĂǀĞůůǇůĂǇĞƌƐ͘ 'ƌŽƵŶĚǁĂƚĞƌǁĂƐŶŽƚĞŶĐŽƵŶƚĞƌĞĚƚŽĂŵĂǆŝŵƵŵĚĞƉƚŚĞǆƉůŽƌĞĚŽĨĂďŽƵƚϱϭ͘ϱĨĞĞƚďĞůŽǁƚŚĞ ĞǆŝƐƚŝŶŐ ŐƌŽƵŶĚ ƐƵƌĨĂĐĞ͘ ĐĐŽƌĚŝŶŐ ƚŽ ƚŚĞ ^ĞŝƐŵŝĐ,ĂǌĂƌĚ ŽŶĞƐZĞƉŽƌƚ ĨŽƌ ƚŚĞ ĂŵĂƌŝůůŽ ϳ͘ϱͲ DŝŶƵƚĞYƵĂĚƌĂŶŐůĞ͕sĞŶƚƵƌĂŽƵŶƚǇ͕ĂůŝĨŽƌŶŝĂ;'^͕ϮϬϬϮͿ͕ĂŶĚďĂƐĞĚŽŶůŝŶĞĂƌŝŶƚĞƌƉŽůĂƚŝŽŶ͕ ƚŚĞĚĞƉƚŚŽĨŚŝƐƚŽƌŝĐĂůŚŝŐŚŐƌŽƵŶĚǁĂƚĞƌĂƚƚŚĞƉƌŽũĞĐƚƐŝƚĞŝƐĞƐƚŝŵĂƚĞĚƚŽďĞĂďŽƵƚ ϰϱĨĞĞƚŝŶ ƚŚĞǀŝĐŝŶŝƚǇŽĨƚŚĞƐŝƚĞ͘^ĞĞ,ŝƐƚŽƌŝĐĂů,ŝŐŚ'ƌŽƵŶĚǁĂƚĞƌDĂƉŝŶƉƉĞŶĚŝǆ͘/ƚƐŚŽƵůĚďĞŶŽƚĞĚ ƚŚĂƚ ĨůƵĐƚƵĂƚŝŽŶƐ ŝŶ ŐƌŽƵŶĚǁĂƚĞƌ ůĞǀĞůƐ ŵĂǇ ŽĐĐƵƌ ďĞĐĂƵƐĞ ŽĨ ǀĂƌŝĂƚŝŽŶƐ ŝŶ ƌĂŝŶĨĂůů͕ ƌĞŐŝŽŶĂů ĐůŝŵĂƚĞ͕ĂŶĚŽƚŚĞƌĨĂĐƚŽƌƐ͘
ƐĂŵƉůĞ ŽĨ ŶĞĂƌͲƐƵƌĨĂĐĞ ƐŽŝů ǁĂƐ ƚĞƐƚĞĚ ĨŽƌ Ɖ,͕ ƌĞƐŝƐƚŝǀŝƚǇ͕ ƐŽůƵďůĞ ƐƵůĨĂƚĞƐ͕ ĂŶĚ ƐŽůƵďůĞ ĐŚůŽƌŝĚĞƐ͘dŚĞƚĞƐƚƌĞƐƵůƚƐƉƌŽǀŝĚĞĚŝŶƉƉĞŶĚŝǆƐŚŽƵůĚďĞĚŝƐƚƌŝďƵƚĞĚƚŽƚŚĞĚĞƐŝŐŶƚĞĂŵĨŽƌ ƚŚĞŝƌŝŶƚĞƌƉƌĞƚĂƚŝŽŶƐƉĞƌƚĂŝŶŝŶŐƚŽƚŚĞĐŽƌƌŽƐŝǀŝƚǇŽƌƌĞĂĐƚŝǀŝƚǇŽĨǀĂƌŝŽƵƐĐŽŶƐƚƌƵĐƚŝŽŶŵĂƚĞƌŝĂůƐ ;ƐƵĐŚ ĂƐ ĐŽŶĐƌĞƚĞ ĂŶĚ ƉŝƉŝŶŐͿ ǁŝƚŚ ƚŚĞ ƐŽŝůƐ͘ /ƚ ƐŚŽƵůĚ ďĞ ŶŽƚĞĚ ƚŚĂƚ ƚŚĞ ƐƵůĨĂƚĞ ĐŽŶƚĞŶƚ ;ϯϰ ŵŐͬ<ŐͿŝƐŝŶƚŚĞΗ^ϬΗĞǆƉŽƐƵƌĞĐůĂƐƐŽĨdĂďůĞϭϵ͘ϯ͘ϭ͘ϭŽĨ/ϯϭϴͲϭϰ͘dŚĞƌĞĨŽƌĞ͕ƐƉĞĐŝĂůĐŽŶĐƌĞƚĞ ĚĞƐŝŐŶƐǁŝůůŶŽƚďĞŶĞĐĞƐƐĂƌǇ ĨŽƌ ƚŚĞŵĞĂƐƵƌĞĚƐƵůĨĂƚĞĐŽŶƚĞŶƚĂĐĐŽƌĚŝŶŐ ƚŽdĂďůĞϭϵ͘ϯ͘Ϯ͘ϭŽĨ /ϯϭϴͲϭϰ͘
ĂƐĞĚŽŶĐƌŝƚĞƌŝĂĞƐƚĂďůŝƐŚĞĚďǇ ƚŚĞ ŽƵŶƚǇŽĨ>ŽƐŶŐĞůĞƐ ;ϮϬϭϯͿ͕ƚŚĞŵĞĂƐƵƌĞĚ ƌĞƐŝƐƚŝǀŝƚǇŽĨ Ă ŶĞĂƌͲƐƵƌĨĂĐĞ ƐŽŝů ƐĂŵƉůĞ ;ϴ͕ϭϬϬ ŽŚŵƐͲĐŵͿ ŝŶĚŝĐĂƚĞƐ ƚŚĂƚ ŶĞĂƌͲƐƵƌĨĂĐĞ ƐŽŝůƐ ĂƌĞ ΗDŽĚĞƌĂƚĞůǇ ŽƌƌŽƐŝǀĞΗ ƚŽ ĨĞƌƌŽƵƐŵĞƚĂů ;ŝ͘Ğ͕͘ ĐĂƐƚ ŝƌŽŶ͕ĞƚĐ͘Ϳ ƉŝƉĞƐ͘/ƚ ƐŚŽƵůĚ ďĞ ŶŽƚĞĚ ƚŚĂƚ ĂƌƚŚ ^ǇƐƚĞŵƐ
ĚŽĞƐŶŽƚƉƌĂĐƚŝĐĞƐŽŝůĐŽƌƌŽƐŝŽŶĞŶŐŝŶĞĞƌŝŶŐ͘
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϲ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
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Ͳ/Eh
&>KK/E'

ĂƌƚŚƋƵĂŬĞͲŝŶĚƵĐĞĚĨůŽŽĚŝŶŐƚǇƉĞƐŝŶĐůƵĚĞƚƐƵŶĂŵŝƐ͕ƐĞŝĐŚĞƐ͕ĂŶĚƌĞƐĞƌǀŽŝƌĨĂŝůƵƌĞ͘ƵĞƚŽƚŚĞ ŝŶůĂŶĚůŽĐĂƚŝŽŶŽĨƚŚĞƐŝƚĞ͕ŚĂǌĂƌĚƐĨƌŽŵƚƐƵŶĂŵŝƐĂŶĚƐĞŝĐŚĞƐĂƌĞĐŽŶƐŝĚĞƌĞĚĞǆƚƌĞŵĞůǇƵŶůŝŬĞůǇ͘ ŶǇ ŶĞĂƌďǇ ƌĞƐĞƌǀŽŝƌ ƚŚĂƚ ŵĂǇ ĨĂŝů ǁŽƵůĚ ŶŽƌŵĂůůǇ ĚƌĂŝŶ ŝŶƚŽ ĞƐƚĂďůŝƐŚĞĚ ŵĂũŽƌ ĚƌĂŝŶĂŐĞ ĐŚĂŶŶĞůƐ͕ ĂŶĚ ĂǁĂǇ ĨƌŽŵ ƚŚĞ ƐŝƚĞ͖ ƚŚĞƌĞĨŽƌĞ͕ ĨůŽŽĚŝŶŐ ƐŚŽƵůĚ ŶŽƚ ďĞ ĐŽŶƐŝĚĞƌĞĚ Ă ƉŽƚĞŶƚŝĂů ŚĂǌĂƌĚ͘
Kd,
Z&>KK/E'
dŚĞƉƌŽũĞĐƚƐŝƚĞĚŽĞƐŶŽƚĂƉƉĞĂƌƚŽďĞǁŝƚŚŝŶĂŶǇŽĨƚŚĞĨůŽŽĚŚĂǌĂƌĚĂƌĞĂƐŵĂƉƉĞĚďǇ&ĞĚĞƌĂů

ŵĞƌŐĞŶĐǇDĂŶĂŐĞŵĞŶƚŐĞŶĐǇ;&
DͿ͕&
D&ůŽŽĚDĂƉĨŽƌsĞŶƚƵƌĂŽƵŶƚǇ͕ĞĨĨĞĐƚŝǀĞ:ƵůǇϭ͕
ϮϬϭϱ͕DĂƉEŽ͘ϬϲϭϭϭϬϵϯϭ&͘
/E&/>dZd/KEd
^d/E'
KŶ^ĞƉƚĞŵďĞƌϱ͕ϮϬϮϰ͕ƐŝǆŝŶĨŝůƚƌĂƚŝŽŶďŽƌŝŶŐƐ;/dͲϭƚŚƌŽƵŐŚ/dͲϲͿ͕ĞĂĐŚĂƉƉƌŽǆŝŵĂƚĞůǇϵŝŶĐŚĞƐ ŝŶĚŝĂŵĞƚĞƌ͕ǁĞƌĞĚƌŝůůĞĚƚŽĚĞƚĞƌŵŝŶĞƐŽŝůƉƌŽĨŝůĞƐĂŶĚƚŽŝŶƐƚĂůůƉůĂƐƚŝĐĐĂƐŝŶŐƐ ĨŽƌŝŶĨŝůƚƌĂƚŝŽŶ ƚĞƐƚŝŶŐ͘dŚĞŝŶĨŝůƚƌĂƚŝŽŶƚĞƐƚƐǁĞƌĞĐŽŶĚƵĐƚĞĚǁŝƚŚŝŶŽƌŝŶĐůŽƐĞƉƌŽǆŝŵŝƚǇƚŽƚŚĞƉƌŽƉŽƐĞĚŽŶƐŝƚĞ ƐƚŽƌŵǁĂƚĞƌ ŝŶĨŝůƚƌĂƚŝŽŶ ĂƌĞĂƐ͘ dŚĞ ĂƉƉƌŽǆŝŵĂƚĞ ĚĞƉƚŚƐ ŽĨ ƚŚĞ ŝŶĨŝůƚƌĂƚŝŽŶ ƚĞƐƚ ďŽƌŝŶŐƐ ĂƌĞ ĂƐ ĨŽůůŽǁƐ͗/dͲϭĂŶĚ/dͲϯǁĞƌĞĚƌŝůůĞĚƚŽĂďŽƵƚϭϰĨĞĞƚ͕/dͲϮĂŶĚ/dͲϰƚŽĂďŽƵƚϯĨĞĞƚ͕/dͲϱƚŽĂďŽƵƚ ϭϱĨĞĞƚ͕ĂŶĚ/dͲϲƚŽĂďŽƵƚϰĨĞĞƚďĞůŽǁƚŚĞĞǆŝƐƚŝŶŐŐƌŽƵŶĚƐƵƌĨĂĐĞ͘ZĞĨĞƌƚŽƚŚĞ^ŝƚĞ'ĞŽůŽŐŝĐ DĂƉŝŶƉƉĞŶĚŝǆĨŽƌƚŚĞĂƉƉƌŽǆŝŵĂƚĞůŽĐĂƚŝŽŶƐŽĨƚŚĞŝŶĨŝůƚƌĂƚŝŽŶƚĞƐƚďŽƌŝŶŐƐ͘ ĨƚĞƌ ĚƌŝůůŝŶŐ ǁĂƐ ĐŽŵƉůĞƚĞĚ͕ ϮͲŝŶĐŚ ĚŝĂŵĞƚĞƌ ƐůŽƚƚĞĚ Ws ĐĂƐŝŶŐƐ ǁĞƌĞ ůŽǁĞƌĞĚ ŝŶƚŽ ƚŚĞ ďŽƌĞŚŽůĞƐ͘dŚĞĂŶŶƵůŝďĞƚǁĞĞŶ ƚŚĞ ĐĂƐŝŶŐƐĂŶĚďŽƌŝŶŐǁĂůůƐǁĞƌĞ ƚŚĞŶ ĨŝůůĞĚǁŝƚŚ ƉĞĂŐƌĂǀĞů͘ dŚĞ ŚŽůĞƐ ǁĞƌĞ ƚŚĞŶ ƉƌĞͲƐĂƚƵƌĂƚĞĚ͘ dŚĞ ĨĂůůŝŶŐͲŚĞĂĚ ďŽƌĞŚŽůĞ ŝŶĨŝůƚƌĂƚŝŽŶ ƚĞƐƚ ƉƌŽĐĞĚƵƌĞ ǁĂƐ ƵƐĞĚĨŽƌŝŶĨŝůƚƌĂƚŝŽŶƚĞƐƚŝŶŐ͘dŽƐƚĂƌƚƚŚĞƚĞƐƚƐ͕ǁĂƚĞƌǁĂƐĂĚĚĞĚƚŽƚŚĞŚŽůĞƐƵŶƚŝůŝƚǁĂƐĂďŽƵƚϮ ĨĞĞƚ ĚĞĞƉ͕ ĂŶĚ ƚŚĞŶ ƚŚĞ ĚƌŽƉ ŝŶ ƚŚĞ ǁĂƚĞƌ ƐƵƌĨĂĐĞ ǁĂƐ ŵŽŶŝƚŽƌĞĚ ďǇ ƚĂŬŝŶŐ ƉĞƌŝŽĚŝĐ ŵĞĂƐƵƌĞŵĞŶƚƐ͘ZĞĂĚŝŶŐƐǁĞƌĞƚĂŬĞŶĂƚƌĞĂƐŽŶĂďůĞƚŝŵĞŝŶƚĞƌǀĂůƐďĂƐĞĚŽŶƚŚĞŝŶĨŝůƚƌĂƚŝŶŐƌĂƚĞ͕ KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϵ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
ĂŶĚĂĨƚĞƌĞĂĐŚŽĨƚŚĞƐĞŝŶƚĞƌǀĂůƐ͕ǁĂƚĞƌǁĂƐĂĚĚĞĚƚŽƌĞƚƵƌŶƚŚĞǁĂƚĞƌůĞǀĞůƚŽŝƚƐĂƉƉƌŽǆŝŵĂƚĞ ŽƌŝŐŝŶĂů ĚĞƉƚŚ ĂďŽǀĞ ƚŚĞ ŚŽůĞ ďŽƚƚŽŵ͘ dŚĞ ƚĞƐƚƐ ǁĞƌĞ ƌƵŶ ƵŶƚŝů ƚŚĞ ŝŶĨŝůƚƌĂƚŝŽŶ ƌĂƚĞƐ ǁĞƌĞ ƌĞĂƐŽŶĂďůǇƐƚĂďůĞ͘
/ƚ ƐŚŽƵůĚ ďĞ ŶŽƚĞĚ ƚŚĂƚ ƚŚĞ ƌĂƚĞ ƚŚĞ ǁĂƚĞƌ ƐƵƌĨĂĐĞ ĚƌŽƉƐ ŝŶ Ă ďŽƌĞŚŽůĞ ŝƐ Ă ƉĞƌĐŽůĂƚŝŽŶ ƌĂƚĞ͕ ǁŚŝĐŚ ŝƐ ƌĞůĂƚĞĚ ƚŽ͕ ďƵƚ ŝƐ ŶŽƚ ĂŶ ŝŶĨŝůƚƌĂƚŝŽŶ ƌĂƚĞ͘ WĞƌĐŽůĂƚŝŽŶ ƌĂƚĞ ŝŐŶŽƌĞƐ ƚŚĞ ǁĞƚƚĞĚ ƐŽŝů ƐƵƌĨĂĐĞĂƌĞĂŝŶƚŽǁŚŝĐŚƚŚĞǁĂƚĞƌŝƐŝŶĨŝůƚƌĂƚŝŶŐĂŶĚĚŽĞƐŶŽƚĂĐĐŽƵŶƚĨŽƌƚŚĞǀŽůƵŵĞŽĨǁĂƚĞƌ ŝŶĨŝůƚƌĂƚĞĚ͘ Ŷ ŝŶĨŝůƚƌĂƚŝŽŶ ƌĂƚĞ ĐŽŶƐŝĚĞƌƐ ďŽƚŚ ĨĂĐƚŽƌƐ͘,ĞŶĐĞ͕ ƉĞƌĐŽůĂƚŝŽŶ ƌĂƚĞƐ ;ŝŶ ƵŶŝƚ ůĞŶŐƚŚ ƉĞƌƵŶŝƚƚŝŵĞͿĂƌĞĂŶŽǀĞƌĞƐƚŝŵĂƚŝŽŶŽĨŝŶĨŝůƚƌĂƚŝŽŶƌĂƚĞƐ;ĂůƐŽŝŶƵŶŝƚůĞŶŐƚŚƉĞƌƵŶŝƚƚŝŵĞͿ͘ ĂƌƚŚ
^ǇƐƚĞŵƐƵƐĞƐƚŚĞWŽƌĐŚĞƚĞƋƵĂƚŝŽŶƚŽĂĐĐŽƵŶƚĨŽƌƚŚĞǁĞƚƚĞĚƐƵƌĨĂĐĞĂƌĞĂĂŶĚǀŽůƵŵĞŽĨǁĂƚĞƌ ŝŶĨŝůƚƌĂƚĞĚƚŽĞƐƚŝŵĂƚĞĂŶŝŶĨŝůƚƌĂƚŝŽŶƌĂƚĞ͘&ŽƌŵƐŽĨƚŚĞĞƋƵĂƚŝŽŶĐĂŶďĞĨŽƵŶĚŝŶƚŚĞZŝǀĞƌƐŝĚĞ ŽƵŶƚǇ Ͳ >Žǁ /ŵƉĂĐƚ ĞǀĞůŽƉŵĞŶƚ DW ĞƐŝŐŶ ,ĂŶĚďŽŽŬ ;ϮϬϬϭͿ͕ ƚŚĞ ^ŽƵƚŚ KƌĂŶŐĞ ŽƵŶƚǇ sĞƌƐŝŽŶ͕dĞĐŚŶŝĐĂů'ƵŝĚĂŶĐĞŽĐƵŵĞŶƚƐƉƉĞŶĚŝĐĞƐ ;ϮϬϭϳͿ͕ŽƌŝŶĂƉĂƉĞƌďǇ :͘t͘sĂŶ,ŽŽƌŶ͕ ͞ĞƚĞƌŵŝŶŝŶŐ,ǇĚƌĂƵůŝĐŽŶĚƵĐƚŝǀŝƚǇǁŝƚŚƚŚĞ/ŶǀĞƌƐĞĚƵŐĞƌ,ŽůĞĂŶĚ/ŶĨŝůƚƌŽŵĞƚĞƌDĞƚŚŽĚƐ͘͟ dŚĞWŽƌĐŚĞƚĞƋƵĂƚŝŽŶŝŶŝƚƐŵŽƐƚƐŝŵƉůĞĨŽƌŵŝƐƚŚĞǀŽůƵŵĞŽĨǁĂƚĞƌŝŶĨŝůƚƌĂƚĞĚĚŝǀŝĚĞĚďǇƚŚĞ ƉƌŽĚƵĐƚŽĨƚŚĞĐŚĂŶŐĞŝŶƚŝŵĞĂŶĚƚŚĞǁĞƚƚĞĚƐƵƌĨĂĐĞĂƌĞĂ͘ǇƐƵďƐƚŝƚƵƚŝŽŶ͕ƚŚĞĞƋƵĂƚŝŽŶĐĂŶďĞ ƐŚŽǁŶƚŽďĞĞƋƵĂůƚŽ͗
ȴ,ΎƌΎϲϬ
/ŶĨŝůƚƌĂƚŝŽŶZĂƚĞ;ŝŶĐŚĞƐͬŚƌ͘Ϳс
ȴƚΎ;ƌнϮ,ĂǀŐͿ
tŚĞƌĞ͗ ȴ,сŚĂŶŐĞŝŶǁĂƚĞƌůĞǀĞů;ŝŶĐŚĞƐͿ
ȴƚсŚĂŶŐĞŝŶƚŝŵĞ;ŵŝŶƵƚĞƐͿ
ƌсZĂĚŝƵƐŽĨƚĞƐƚŚŽůĞ;ŝŶĐŚĞƐͿ
,ĂǀŐсǀĞƌĂŐĞŚĞŝŐŚƚŽĨǁĂƚĞƌŝŶƚĞƐƚŚŽůĞ;ŝŶĐŚĞƐͿ
dŚĞĂďŽǀĞĞƋƵĂƚŝŽŶĚŽĞƐŶŽƚĂĐĐŽƵŶƚĨŽƌƚŚĞŐƌĂǀĞůƉĂĐŬŝŶƚŚĞĂŶŶƵůƵƐďĞƚǁĞĞŶƚŚĞďŽƌĞŚŽůĞ ǁĂůůĂŶĚƚŚĞƐůŽƚƚĞĚƉŝƉĞĨŝƚƚĞĚŝŶƚŚĞƚĞƐƚŚŽůĞ͘/ŐŶŽƌŝŶŐƚŚĞŐƌĂǀĞůƉĂĐŬŝŶĨůĂƚĞƐƚŚĞĂŵŽƵŶƚŽĨ ǁĂƚĞƌŝŶĨŝůƚƌĂƚĞĚĂŶĚ͕ŚĞŶĐĞ͕ǇŝĞůĚƐĂŶƵŶĐŽŶƐĞƌǀĂƚŝǀĞŝŶĨŝůƚƌĂƚŝŽŶƌĂƚĞ͘ŵĞƚŚŽĚƚŽĂĐĐŽƵŶƚĨŽƌ ƚŚĞ ǀŽůƵŵĞ ŽĐĐƵƉŝĞĚ ďǇ ƚŚĞ ŐƌĂǀĞů ;ĂŶĚ ƚŚĞ ƐůŽƚƚĞĚ ƉŝƉĞͿ ĂŶĚ ĂĚũƵƐƚ ƚŚĞ ŝŶĨŝůƚƌĂƚŝŽŶ ƌĂƚĞ ĂĐĐŽƌĚŝŶŐůǇŝƐƉƌĞƐĞŶƚĞĚŝŶĂůƚƌĂŶƐdĞƐƚϳϱϬ͘
ĂƌƚŚ^ǇƐƚĞŵƐŵĂŬĞƐ ƚŚŝƐĂĚĚŝƚŝŽŶĂůĂĚũƵƐƚŵĞŶƚ
ƚŽŽƵƌƚĞƐƚĚĂƚĂ͘dŚĞĞƋƵĂƚŝŽŶŝƐ͗
ŽƌƌĞĐƚŝŽŶ&ĂĐƚŽƌсŶΎ΀ϭͲ;KͬͿϮ΁н;/ͬͿϮ

tŚĞƌĞ͗ ŶсWĞĂŐƌĂǀĞůƉŽƌŽƐŝƚǇ
KсKƵƚƐŝĚĞĚŝĂŵĞƚĞƌŽĨƐůŽƚƚĞĚƉŝƉĞ;ŝŶĐŚĞƐͿ
сdĞƐƚŚŽůĞĚŝĂŵĞƚĞƌ;ŝŶĐŚĞƐͿ
/с/ŶƐŝĚĞĚŝĂŵĞƚĞƌŽĨƐůŽƚƚĞĚƉŝƉĞ;ŝŶĐŚĞƐͿ
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭϬ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/

ĂƌƚŚ^ǇƐƚĞŵƐŚĂƐĚĞƚĞƌŵŝŶĞĚĂŶĂǀĞƌĂŐĞƉŽƌŽƐŝƚǇ ĨŽƌ ƚŚĞƉĞĂŐƌĂǀĞůƵƐĞĚŝŶŽƵƌ ƚĞƐƚŝŶŐ͘dŚĞ ŽƚŚĞƌǀĂůƵĞƐĂƌĞƐŝŵƉůĞŵĞĂƐƵƌĞŵĞŶƚƐ͘
ĂƐĞĚŽŶ ƚŚĞŝŶĨŝůƚƌĂƚŝŽŶ ƚĞƐƚŝŶŐ ƌĞƐƵůƚƐŝŶƉƉĞŶĚŝǆ ͕ ƚŚĞŵĞĂƐƵƌĞĚ ƚĞƐƚŝŶĨŝůƚƌĂƚŝŽŶ ƌĂƚĞƐ ĨŽƌ
ƚŚĞĚĞƉƚŚƐƚĞƐƚĞĚĂŶĚďŽƌŝŶŐůŽĐĂƚŝŽŶƐĂƌĞƐƵŵŵĂƌŝǌĞĚŝŶƚŚĞĨŽůůŽǁŝŶŐƚĂďůĞ͗ ŽƌŝŶŐ ƉƉƌŽǆŝŵĂƚĞĞƉƚŚ;ĨĞĞƚͿ /ŶĨŝůƚƌĂƚŝŽŶZĂƚĞ;ŝŶĐŚͬŚŽƵƌͿ /dʹϭ ϭϰ ϭϰ͘Ϭϭ
/dʹϮ ϯ ϭ͘ϭϭ
/dʹϯ ϭϰ ϮϮ͘ϵϯ
/dʹϰ ϯ Ϭ͘ϰϵ
/dʹϱ ϭϱ ϵϳ͘ϵϯ
/dʹϲ ϰ Ϭ͘ϰϱ
ĂƐĞĚ ŽŶ ƚŚĞ sĞŶƚƵƌĂ ŽƵŶƚǇ dĞĐŚŶŝĐĂů 'ƵŝĚĂŶĐĞ DĂŶƵĂů ĨŽƌ ^ƚŽƌŵǁĂƚĞƌ YƵĂůŝƚǇ ŽŶƚƌŽů DĞĂƐƵƌĞƐ;ϮϬϭϬͿ͕ŝŶĨŝůƚƌĂƚŝŽŶĨĂĐŝůŝƚŝĞƐƌĞƋƵŝƌĞĂŵŝŶŝŵƵŵƐŽŝůŝŶĨŝůƚƌĂƚŝŽŶƌĂƚĞŽĨϬ͘ϱŝŶĐŚĞƐͬŚŽƵƌ͘ /ĨŝŶĨŝůƚƌĂƚŝŽŶƌĂƚĞƐĞǆĐĞĞĚϮ͘ϰŝŶĐŚĞƐͬŚŽƵƌ͕ƌƵŶŽĨĨƐŚŽƵůĚďĞĨƵůůǇƚƌĞĂƚĞĚŝŶĂŶƵƉƐƚƌĞĂŵDW ;ĞƐƚDĂŶĂŐĞŵĞŶƚ WƌĂĐƚŝĐĞͿ ƉƌŝŽƌ ƚŽ ŝŶĨŝůƚƌĂƚŝŽŶ ƚŽ ƉƌŽƚĞĐƚ ŐƌŽƵŶĚǁĂƚĞƌ ƋƵĂůŝƚǇ͘ ĚĚŝƚŝŽŶĂůůǇ͕ ƉƌĞƚƌĞĂƚŵĞŶƚĨŽƌĐŽĂƌƐĞƐĞĚŝŵĞŶƚƌĞŵŽǀĂůŝƐƌĞƋƵŝƌĞĚŝŶĂůůŝŶƐƚĂŶĐĞƐ͘ ůů ƚĞƐƚĞĚ ƌĂƚĞƐ ĨƌŽŵďŽƌŝŶŐƐ/dͲϭ͕/dͲϮ͕/dͲϯ͕ĂŶĚ/dͲϱŵĞĞƚ ƚŚĞŵŝŶŝŵƵŵ ƌĞƋƵŝƌĞŵĞŶƚ͕ĂƐ ƚŚĞ ƌĂƚĞƐĞǆĐĞĞĚϬ͘ϱŝŶĐŚĞƐͬŚŽƵƌ͘,ŽǁĞǀĞƌ͕ĨŽƌƚŚĞďŽƌŝŶŐƐǁŝƚŚƌĂƚĞƐŚŝŐŚĞƌƚŚĂŶϮ͘ϰŝŶĐŚĞƐͬŚŽƵƌ ;/dͲϭ͕/dͲϯ͕ĂŶĚ/dͲϱͿ͕ŝĨĂŶǇƐƚŽƌŵǁĂƚĞƌDWǁŝůůďĞŝŶƐƚĂůůĞĚŝŶƚŚŝƐĂƌĞĂ͕ƚŚĞƌƵŶŽĨĨƐŚŽƵůĚďĞ ĨƵůůǇ ƚƌĞĂƚĞĚŝŶĂŶƵƉƐƚƌĞĂŵDWďĞĨŽƌĞŝŶĨŝůƚƌĂƚŝŽŶ͕ĂƐƌĞĐŽŵŵĞŶĚĞĚďǇ ƚŚĞsĞŶƚƵƌĂŽƵŶƚǇ dĞĐŚŶŝĐĂů'ƵŝĚĂŶĐĞDĂŶƵĂů͘
dŚĞŵŝŶŝŵƵŵ ƌĞĐŽƌĚĞĚŝŶĨŝůƚƌĂƚŝŽŶ ƌĂƚĞƐ ĨŽƌ ďŽƌŝŶŐƐ/dͲϰĂŶĚ/dͲϲ ǁĞƌĞ Ϭ͘ϰϵ ŝŶĐŚĞƐͬŚŽƵƌ ĂŶĚ Ϭ͘ϰϱ ŝŶĐŚĞƐͬŚŽƵƌ͕ ƌĞƐƉĞĐƚŝǀĞůǇ͘ dŚĞƐĞ ǀĂůƵĞƐ ĂƌĞ ďĞůŽǁ ƚŚĞ ƌĞƋƵŝƌĞĚŵŝŶŝŵƵŵ ƐŽŝů ŝŶĨŝůƚƌĂƚŝŽŶ ƌĂƚĞŽĨϬ͘ϱŝŶĐŚĞƐͬŚŽƵƌ͕ŝŶĚŝĐĂƚŝŶŐƚŚĂƚƚŚĞƐŽŝůŝŶƚŚĞƐĞůŽĐĂƚŝŽŶƐĚŽĞƐŶŽƚŵĞĞƚƚŚĞŝŶĨŝůƚƌĂƚŝŽŶ ĐƌŝƚĞƌŝĂ͘
dŚĞƌĞĂƌĞŵĂŶǇ ĨĂĐƚŽƌƐ ƚŚĂƚŝŶĨůƵĞŶĐĞ ƚŚĞŝŶĨŝůƚƌĂƚŝŽŶ ƌĂƚĞ͘ ůĞĂƌǁĂƚĞƌǁĂƐƵƐĞĚŝŶŽƵƌ ƚĞƐƚƐ͕ ǁŚĞƌĞĂƐ ĚĞůĞƚĞƌŝŽƵƐ ŵĂƚĞƌŝĂů ǁŝůů ůŝŬĞůǇ ďĞ ĐŽŶƚĂŝŶĞĚ ŝŶ ƚŚĞ ƐƚŽƌŵ ǁĂƚĞƌ͘ sĂƌŝĂƚŝŽŶƐ ŝŶ ƐŽŝů ĐŽŶĚŝƚŝŽŶƐ ǁŝƚŚŝŶ ƚŚĞ ůŝŵŝƚƐ ŽĨ ƚŚĞ ƉƌŽƉŽƐĞĚ ŝŶĨŝůƚƌĂƚŝŽŶ ƐǇƐƚĞŵ ǁŝůů ůŝŬĞůǇ ĂĨĨĞĐƚ ŝŶĨŝůƚƌĂƚŝŽŶ ĐŚĂƌĂĐƚĞƌŝƐƚŝĐƐ͘dŚĞĚĞƐŝŐŶĞƌǁŚŽƵƚŝůŝǌĞƐ ƚŚĞŝŶĨŝůƚƌĂƚŝŽŶ ƌĞƐƵůƚƐƐŚŽƵůĚĐŽŶƐŝĚĞƌ ƚŚĞƐĞ ĨĂĐƚŽƌƐ͕ ĂƐ ǁĞůů ĂƐ ĂƉƉůǇ Ă ĨĂĐƚŽƌͲŽĨͲƐĂĨĞƚǇ ƚŽ ƚŚĞ ŝŶĨŝůƚƌĂƚŝŽŶ ƌĂƚĞ ƚŽ ĂĐĐŽƵŶƚ ĨŽƌ ĨƵƚƵƌĞ ĚŝƐƉŽƐĂů ďĞĚ ƐŝůƚĂƚŝŽŶ͘
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭϭ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
KE>h^/KE^EZ
KDD
Ed/KE^
ĂƐĞĚ ŽŶ ƚŚĞ ĚĂƚĂ ƉƌŽǀŝĚĞĚ ŝŶ ƚŚŝƐ ƌĞƉŽƌƚ͕ ŝƚ ĂƉƉĞĂƌƐ ƚŚĂƚ ƚŚĞ ƉƌŽũĞĐƚ ƐŝƚĞ ŝƐ ƐƵŝƚĂďůĞ ĨŽƌ ƚŚĞ ƉƌŽƉŽƐĞĚ ĚĞǀĞůŽƉŵĞŶƚ ĨƌŽŵĂŶĞŶŐŝŶĞĞƌŝŶŐŐĞŽůŽŐǇĂŶĚŐĞŽƚĞĐŚŶŝĐĂůĞŶŐŝŶĞĞƌŝŶŐ ƐƚĂŶĚƉŽŝŶƚ ƉƌŽǀŝĚĞĚƚŚĂƚƚŚĞƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐƉƌŽǀŝĚĞĚŚĞƌĞŝŶĂƌĞƉƌŽƉĞƌůǇŝŵƉůĞŵĞŶƚĞĚŝŶƚŽƚŚĞƉƌŽũĞĐƚ͘ ĞĐĂƵƐĞƚŚĞĐƵƌƌĞŶƚƉůĂŶƐĂƉƉĞĂƌƚŽďĞĐŽŶĐĞƉƚƵĂů͕
ĂƌƚŚ^ǇƐƚĞŵƐƌĞƐĞƌǀĞƐƚŚĞƌŝŐŚƚƚŽŵŽĚŝĨǇ
ŽƵƌĐƵƌƌĞŶƚƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐďĂƐĞĚŽŶƚŚĞĨŝŶĂůƉƌŽũĞĐƚƉůĂŶƐ͘

ĂƌƚŚ^ǇƐƚĞŵƐďĞůŝĞǀĞƐƚŚĂƚĂĐŽŶǀĞŶƚŝŽŶĂůƐƉƌĞĂĚĨŽƵŶĚĂƚŝŽŶƐǇƐƚĞŵǁŝƚŚĂƐůĂďͲŽŶͲŐƌĂĚĞĨůŽŽƌ ŝƐ ƐƵŝƚĂďůĞ ĨŽƌ ƚŚĞ ƉƌŽƉŽƐĞĚ ďƵŝůĚŝŶŐƐ͘ ,ŽǁĞǀĞƌ͕ ďĂƐĞĚ ŽŶ ƚŚĞ ŽďƐĞƌǀĞĚ ƐŝƚĞ ĐŽŶĚŝƚŝŽŶƐ͕ ǁĞ ƌĞĐŽŵŵĞŶĚ ƌĞŵĞĚŝĂů ŐƌĂĚŝŶŐ͕ ŝŶĐůƵĚŝŶŐ ŽǀĞƌĞǆĐĂǀĂƚŝŽŶ ĂŶĚ ƌĞĐŽŵƉĂĐƚŝŽŶ͕ ƚŽ ƌĞŵŽǀĞ ƵŶĐĞƌƚŝĨŝĞĚĨŝůůĂŶĚĐƌĞĂƚĞĂŵŽƌĞƵŶŝĨŽƌŵ͕ŵŽŝƐƚƵƌĞͲĐŽŶĚŝƚŝŽŶĞĚƐƵďŐƌĂĚĞŝŶĂƌĞĂƐĚĞƐŝŐŶĂƚĞĚ ĨŽƌƚŚĞƉƌŽƉŽƐĞĚďƵŝůĚŝŶŐƐ͘
^ŝŶĐĞƚŚĞĞǆŝƐƚŝŶŐĂƌƚŝĨŝĐŝĂůĨŝůůŚĂƐďĞĞŶĐŽŶƐŝĚĞƌĞĚƚŽďĞŶŽŶͲĞŶŐŝŶĞĞƌĞĚĂŶĚƵŶĐĞƌƚŝĨŝĞĚĨŽƌƚŚĞ ƉƵƌƉŽƐĞƐ ŽĨ ƚŚŝƐ ƌĞƉŽƌƚ͕ ǁĞ ĞǀĂůƵĂƚĞĚ ƚŚĞ ƌĞůĂƚŝǀĞ ĐŽŵƉĂĐƚŝŽŶ ŽĨ ƚŚĞ ĂƌƚŝĨŝĐŝĂů Ĩŝůů ƐŽŝůƐ ĞŶĐŽƵŶƚĞƌĞĚ ŝŶ ƚŚĞ ďŽƌŝŶŐƐ ĚƌŝůůĞĚ Ăƚ ƚŚĞ ƉĂƌŬŝŶŐͬƉĂǀĞĚ ĂƌĞĂ ďǇ ĐŽŵƉĂƌŝŶŐ ƚŚĞ ŝŶͲƐŝƚƵ ĚƌǇ ĚĞŶƐŝƚǇ ŽĨ ƚŚĞ ƐĂŵƉůĞƐ ƚŽ ƚŚĞ ŵĂǆŝŵƵŵ ĚƌǇ ĚĞŶƐŝƚǇ ŽďƚĂŝŶĞĚ ĨƌŽŵ ůĂď ĚĂƚĂ͘ dŚĞ ƌĞůĂƚŝǀĞ ĐŽŵƉĂĐƚŝŽŶƐĚĞƌŝǀĞĚďǇƚŚŝƐĂƉƉƌŽĂĐŚǁĞƌĞĂďŽǀĞϵϬйĨŽƌƐĂŵƉůĞƐĐŽůůĞĐƚĞĚĨƌŽŵďŽƌŝŶŐƐͲϰ ĂŶĚ Ͳϱ ǁŝƚŚŝŶ ƚŚĞ ƉĂƌŬŝŶŐͬƉĂǀĞĚ ĂƌĞĂ͘ 'ŝǀĞŶ ƚŚĞ ƐĂƚŝƐĨĂĐƚŽƌǇ ĐŽŵƉĂĐƚŝŽŶ ůĞǀĞůƐ͕ ƚŚĞ ŽǁŶĞƌ ŵĂǇĐŚŽŽƐĞƚŽƌĞƚĂŝŶĂƉŽƌƚŝŽŶŽĨƚŚĞĂƌƚŝĨŝĐŝĂůĨŝůůŝŶƉůĂĐĞŝŶƚŚĞƉĂƌŬŝŶŐͬƉĂǀĞĚĂƌĞĂ͕ƚŚŽƵŐŚĂƚ ƚŚĞŝƌŽǁŶƌŝƐŬ͘,ŽǁĞǀĞƌ͕ĂƐƉƌĞǀŝŽƵƐůǇŶŽƚĞĚ͕ƚŚĞĨŝůůŵĂƚĞƌŝĂůĐŽŶƐŝƐƚƐŽĨĂƐŝůƚͲƐĂŶĚŵŝǆƚƵƌĞƚŚĂƚ ŵĂǇďĞƉƌŽŶĞƚŽŚǇĚƌŽĐŽůůĂƉƐĞ͘/ĨƚŚŝƐŵĂƚĞƌŝĂůŝƐƵƐĞĚĂƐĂƐƵďŐƌĂĚĞĨŽƌƉĞƌŵĞĂďůĞƉĂǀĞŵĞŶƚ͕ ƚŚĞ ŝŶĐƌĞĂƐĞĚ ĚĞŐƌĞĞ ŽĨ ƐŽŝů ƐĂƚƵƌĂƚŝŽŶ ĐŽƵůĚ ƚƌŝŐŐĞƌ ŚǇĚƌŽĐŽůůĂƉƐĞ͕ ůĞĂĚŝŶŐ ƚŽ ƉŽƚĞŶƚŝĂů ƐĞƚƚůĞŵĞŶƚŝƐƐƵĞƐ͘
^ƉĞĐŝĨŝĐ ĐŽŶĐůƵƐŝŽŶƐ ĂŶĚ ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ ĂĚĚƌĞƐƐŝŶŐ ƚŚĞƐĞ ŐĞŽůŽŐŝĐ ĂŶĚ ŐĞŽƚĞĐŚŶŝĐĂů ĐŽŶƐŝĚĞƌĂƚŝŽŶƐ͕ ĂƐ ǁĞůů ĂƐ ŐĞŶĞƌĂů ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ ƌĞŐĂƌĚŝŶŐ ƚŚĞ ŐĞŽƚĞĐŚŶŝĐĂů ĂƐƉĞĐƚƐ ŽĨ ĚĞƐŝŐŶĂŶĚĐŽŶƐƚƌƵĐƚŝŽŶ͕ĂƌĞƉƌĞƐĞŶƚĞĚŝŶƚŚĞĨŽůůŽǁŝŶŐƐĞĐƚŝŽŶƐ͘ KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭϮ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
͘ 'ƌĂĚŝŶŐ
ϭ͘ WƌĞͲ'ƌĂĚŝŶŐŽŶƐŝĚĞƌĂƚŝŽŶƐ
Ă͘ ZŽŽĨĚƌĂŝŶŝŶŐƐǇƐƚĞŵƐƐŚŽƵůĚďĞĚĞƐŝŐŶĞĚƐŽƚŚĂƚǁĂƚĞƌŝƐŶŽƚĚŝƐĐŚĂƌŐĞĚŝŶƚŽ ďĞĂƌŝŶŐƐŽŝůƐŽƌŶĞĂƌƐƚƌƵĐƚƵƌĞƐ͘&ŝŶĂůƐŝƚĞŐƌĂĚĞƐŚŽƵůĚďĞĚĞƐŝŐŶĞĚƐŽƚŚĂƚĂůů ǁĂƚĞƌ ŝƐ ĚŝǀĞƌƚĞĚ ĂǁĂǇ ĨƌŽŵ ƚŚĞ ƐƚƌƵĐƚƵƌĞƐ ŽǀĞƌ ƉĂǀĞĚ ƐƵƌĨĂĐĞƐ͕ Žƌ ŽǀĞƌ ůĂŶĚƐĐĂƉĞĚ ƐƵƌĨĂĐĞƐ ŝŶ ĂĐĐŽƌĚĂŶĐĞ ǁŝƚŚ ĐƵƌƌĞŶƚ ĐŽĚĞƐ͘ tĂƚĞƌ ƐŚŽƵůĚ ŶŽƚ ďĞ ĂůůŽǁĞĚƚŽƉŽŶĚĂŶǇǁŚĞƌĞŽŶƚŚĞƉĂĚ͘
ď͘ ^ŚƌŝŶŬĂŐĞŽĨ ƐŽŝůƐ ;ƵŶĐĞƌƚŝĨŝĞĚ ĨŝůůƐͿĂĨĨĞĐƚĞĚďǇĐŽŵƉĂĐƚŝŽŶŝƐĞƐƚŝŵĂƚĞĚ ƚŽďĞ ĂďŽƵƚϱƉĞƌĐĞŶƚďĂƐĞĚŽŶĂŶĂŶƚŝĐŝƉĂƚĞĚĂǀĞƌĂŐĞĐŽŵƉĂĐƚŝŽŶŽĨϵϮƉĞƌĐĞŶƚ͘ Đ͘
ĂƌƚŚ ^ǇƐƚĞŵƐ ƐŚŽƵůĚ ďĞ ƌĞƚĂŝŶĞĚ ƚŽ ƉƌŽǀŝĚĞ ĞŶŐŝŶĞĞƌŝŶŐ ŐĞŽůŽŐǇ ĂŶĚ ŐĞŽƚĞĐŚŶŝĐĂů ĞŶŐŝŶĞĞƌŝŶŐ ƐĞƌǀŝĐĞƐ ĚƵƌŝŶŐ ƐŝƚĞ ĚĞǀĞůŽƉŵĞŶƚ ĂŶĚ ŐƌĂĚŝŶŐ͕ ĂŶĚ ĨŽƵŶĚĂƚŝŽŶ ĐŽŶƐƚƌƵĐƚŝŽŶ ƉŚĂƐĞƐ ŽĨ ƚŚĞ ǁŽƌŬ ƚŽ ŽďƐĞƌǀĞ ĐŽŵƉůŝĂŶĐĞ ǁŝƚŚ ƚŚĞ ĚĞƐŝŐŶĐŽŶĐĞƉƚƐ͕ƐƉĞĐŝĨŝĐĂƚŝŽŶƐĂŶĚƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ͘dŚŝƐǁŝůůĂůůŽǁĨŽƌƚŝŵĞůǇ ĚĞƐŝŐŶ ĐŚĂŶŐĞƐ ŝŶ ƚŚĞ ĞǀĞŶƚ ƚŚĂƚ ƐƵďƐƵƌĨĂĐĞ ĐŽŶĚŝƚŝŽŶƐ ĚŝĨĨĞƌ ĨƌŽŵ ƚŚŽƐĞ ĂŶƚŝĐŝƉĂƚĞĚƉƌŝŽƌƚŽƚŚĞƐƚĂƌƚŽĨĐŽŶƐƚƌƵĐƚŝŽŶ͘
Ě͘ WůĂŶƐĂŶĚƐƉĞĐŝĨŝĐĂƚŝŽŶƐƐŚŽƵůĚďĞƉƌŽǀŝĚĞĚƚŽ
ĂƌƚŚ^ǇƐƚĞŵƐƉƌŝŽƌƚŽŐƌĂĚŝŶŐ͘
WůĂŶƐ ƐŚŽƵůĚ ŝŶĐůƵĚĞ ƚŚĞ ŐƌĂĚŝŶŐ ƉůĂŶƐ͕ ĨŽƵŶĚĂƚŝŽŶ ƉůĂŶƐ͕ ĂŶĚ ĨŽƵŶĚĂƚŝŽŶ ĚĞƚĂŝůƐ͘
ĂƌƚŚ ^ǇƐƚĞŵƐ ǁŝůů ƌĞǀŝĞǁ ƚŚĞƐĞ ƉůĂŶƐ ŽŶůǇ ĨŽƌ ĐŽŶĨŽƌŵŝƚǇ ǁŝƚŚ ŐĞŽƚĞĐŚŶŝĐĂů ƉĂƌĂŵĞƚĞƌƐ ŶŽƚŝŶĐůƵĚŝŶŐĚƌĂŝŶĂŐĞ͘/ƚŝƐ ƚŚĞ ƌĞƐƉŽŶƐŝďŝůŝƚǇ ŽĨ ƚŚĞ ůŝĞŶƚ ĂŶĚ ŽƚŚĞƌ
ŶŐŝŶĞĞƌƐ ƚŽ ƌĞǀŝĞǁ ĂŶĚ ĂƉƉƌŽǀĞ ĚĞƐŝŐŶƐ ĂŶĚ ƉůĂŶƐ ĨŽƌ ĐŽŶĨŽƌŵŝƚǇ ǁŝƚŚ Ăůů ĞŶŐŝŶĞĞƌŝŶŐ ĂŶĚ ĚĞƐŝŐŶ ƌĞƋƵŝƌĞŵĞŶƚƐ ŶĞĐĞƐƐĂƌǇ ĨŽƌ ƚŚĞ ƉƌŽƉĞƌĨƵŶĐƚŝŽŶĂŶĚƉĞƌĨŽƌŵĂŶĐĞŽĨƚŚĞƐƚƌƵĐƚƵƌĞ͘
Ğ͘ ŽŵƉĂĐƚŝŽŶƚĞƐƚƐƐŚŽƵůĚďĞŵĂĚĞŝŶĂĐĐŽƌĚĂŶĐĞǁŝƚŚ^dDϲϵϯϴŽƌ^dD ϭϱϱϲ ƚŽĚĞƚĞƌŵŝŶĞ ƚŚĞ ƌĞůĂƚŝǀĞĐŽŵƉĂĐƚŝŽŶŽĨ ƚŚĞ ĨŝůůƐŝŶĂĐĐŽƌĚĂŶĐĞǁŝƚŚ ƚŚĞ ĨŽůůŽǁŝŶŐ ŵŝŶŝŵƵŵ ŐƵŝĚĞůŝŶĞƐ͗ ƚǁŽ ƚĞƐƚƐ ĨŽƌ ĞĂĐŚ ϭͲĨŽŽƚ ǀĞƌƚŝĐĂů ůŝĨƚ ŝŶ ĞǀĞƌǇ ŝƐŽůĂƚĞĚĂƌĞĂŐƌĂĚĞĚ͖ŽŶĞƚĞƐƚĨŽƌĞĂĐŚϱϬϬĐƵďŝĐǇĂƌĚƐŽĨŵĂƚĞƌŝĂůƉůĂĐĞĚ͖ĂŶĚ ƚǁŽƚĞƐƚƐĂƚĨŝŶŝƐŚĞĚƐƵďŐƌĂĚĞĞůĞǀĂƚŝŽŶŝŶĞǀĞƌǇĂƌĞĂŽĨƌĞŵĞĚŝĂůŐƌĂĚŝŶŐ͘ Ϯ͘ ZŽƵŐŚ'ƌĂĚŝŶŐͬƌĞĂƐŽĨĞǀĞůŽƉŵĞŶƚ
Ă͘ 'ƌĂĚŝŶŐ Ăƚ Ă ŵŝŶŝŵƵŵ ƐŚŽƵůĚ ĐŽŶĨŽƌŵ ƚŽ ƉƉĞŶĚŝǆ : ŽĨ ƚŚĞ ϮϬϮϮ ĂůŝĨŽƌŶŝĂ ƵŝůĚŝŶŐŽĚĞĂŶĚůŽĐĂůŐƌĂĚŝŶŐŽƌĚŝŶĂŶĐĞƐ͕ĨŽůůŽǁŝŶŐƚŚĞƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐŽĨ ƚŚĞ 'ĞŽƚĞĐŚŶŝĐĂů
ŶŐŝŶĞĞƌ ĚƵƌŝŶŐ ĐŽŶƐƚƌƵĐƚŝŽŶ͘tŚĞƌĞ ƚŚĞ ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ ŽĨƚŚŝƐƌĞƉŽƌƚĂŶĚƚŚĞĐŝƚĞĚƐĞĐƚŝŽŶŽĨƚŚĞϮϬϮϮĂƌĞŝŶĐŽŶĨůŝĐƚ͕ƚŚĞKǁŶĞƌ ƐŚŽƵůĚƌĞƋƵĞƐƚĐůĂƌŝĨŝĐĂƚŝŽŶĨƌŽŵƚŚĞ'ĞŽƚĞĐŚŶŝĐĂů
ŶŐŝŶĞĞƌ͘
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭϯ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
ď͘ dŚĞ ĞǆŝƐƚŝŶŐ ŐƌŽƵŶĚ ƐƵƌĨĂĐĞ ƐŚŽƵůĚ ďĞ ŝŶŝƚŝĂůůǇ ƉƌĞƉĂƌĞĚ ĨŽƌ ŐƌĂĚŝŶŐ ďǇ ƌĞŵŽǀŝŶŐ ƚŚĞ ƌĞŵŶĂŶƚƐŽĨĐŽŶĐƌĞƚĞƐůĂďƐ͕ĂďĂŶĚŽŶĞĚƵƚŝůŝƚǇůŝŶĞƐ͕ǀĞŐĞƚĂƚŝŽŶ͕ ĚĞďƌŝƐ͕ŽƚŚĞƌŽƌŐĂŶŝĐŵĂƚĞƌŝĂůĂŶĚŶŽŶͲĐŽŵƉůǇŝŶŐ Ĩŝůů ĨƌŽŵĐŽŶƐƚƌƵĐƚŝŽŶĂƌĞĂƐ͘ KƌŐĂŶŝĐƐĂŶĚĚĞďƌŝƐ ƐŚŽƵůĚďĞ ƐƚŽĐŬƉŝůĞĚĂǁĂǇ ĨƌŽŵĂƌĞĂƐ ƚŽ ďĞ ŐƌĂĚĞĚ͕ĂŶĚ ƵůƚŝŵĂƚĞůǇ ƌĞŵŽǀĞĚ ĨƌŽŵ ƚŚĞ ƉƌŽũĞĐƚ ƐŝƚĞ ƚŽ ƉƌĞǀĞŶƚ ƚŚĞŝƌ ŝŶĐůƵƐŝŽŶ ŝŶ ĨŝůůƐ͘ sŽŝĚƐ ĐƌĞĂƚĞĚ ďǇ ƌĞŵŽǀĂů ŽĨ ƐƵĐŚŵĂƚĞƌŝĂů ƐŚŽƵůĚ ďĞ ƉƌŽƉĞƌůǇ ďĂĐŬĨŝůůĞĚ ĂŶĚ ĐŽŵƉĂĐƚĞĚ͘EŽĐŽŵƉĂĐƚĞĚ ĨŝůůƐŚŽƵůĚďĞƉůĂĐĞĚƵŶůĞƐƐƚŚĞƵŶĚĞƌůǇŝŶŐƐŽŝůŚĂƐ ďĞĞŶŽďƐĞƌǀĞĚďǇƚŚĞ'ĞŽƚĞĐŚŶŝĐĂů
ŶŐŝŶĞĞƌŽƌŚŝƐŽƌŚĞƌƌĞƉƌĞƐĞŶƚĂƚŝǀĞ͘
Đ͘ dŽ ƌĞŵŽǀĞ ƚŚĞ ƵŶĐĞƌƚŝĨŝĞĚ Ĩŝůů ĂŶĚ ƉƌŽǀŝĚĞ Ă ŵŽƌĞ ƵŶŝĨŽƌŵ ĂŶĚ ŵŽŝƐƚƵƌĞͲ ĐŽŶĚŝƚŝŽŶĞĚ ƐƵďŐƌĂĚĞ͕ ŽǀĞƌĞǆĐĂǀĂƚŝŽŶ ĂŶĚ ƌĞĐŽŵƉĂĐƚŝŽŶ ŽĨ ƐŽŝůƐ ďĞŶĞĂƚŚ ƚŚĞ ƉƌŽƉŽƐĞĚŝŵƉƌŽǀĞŵĞŶƚƐǁŝůůďĞŶĞĐĞƐƐĂƌǇ͘
Ě͘ /ĨĐŽŶǀĞŶƚŝŽŶĂůƐƉƌĞĂĚĨŽƵŶĚĂƚŝŽŶƐĂƌĞƵƐĞĚƚŽƐƵƉƉŽƌƚƚŚĞƉƌŽƉŽƐĞĚďƵŝůĚŝŶŐƐ͕ ƐŽŝůƐ ƐŚŽƵůĚ ďĞ ŽǀĞƌĞǆĐĂǀĂƚĞĚ ƚŽ Ă ĚĞƉƚŚ ŽĨ ϯ ĨĞĞƚ ďĞůŽǁ ƚŚĞ ďŽƚƚŽŵ ŽĨ ƚŚĞ ĨŽŽƚŝŶŐŽƌĂƐĚĞĞƉĂƐŶĞĐĞƐƐĂƌǇƚŽƌĞŵŽǀĞĂůůĞǆŝƐƚŝŶŐĨŝůůŵĂƚĞƌŝĂů͕ǁŚŝĐŚĞǀĞƌŝƐ ĚĞĞƉĞƌ͘ KǀĞƌĞǆĐĂǀĂƚŝŽŶ ƐŚŽƵůĚ ďĞ ĞǆƚĞŶĚĞĚ ƚŽ Ă ĚŝƐƚĂŶĐĞ ŽĨ Ăƚ ůĞĂƐƚ ϱ ĨĞĞƚ ůĂƚĞƌĂůůǇ͕ ďƵƚŶŽƚůĞƐƐ ƚŚĂŶĂ ĚŝƐƚĂŶĐĞĞƋƵĂů ƚŽ ƚŚĞ ĚĞƉƚŚ ŽĨ ƌĞŵŽǀĂů͕ďĞǇŽŶĚ ƚŚĞŽƵƚƐŝĚĞĞĚŐĞŽĨƚŚĞĨŽƵŶĚĂƚŝŽŶĞůĞŵĞŶƚƐ͘
Ğ͘ ^ŽŝůďĞŶĞĂƚŚ ƌĞƚĂŝŶŝŶŐǁĂůů ĨŽƵŶĚĂƚŝŽŶƐ ƐŚŽƵůĚďĞŽǀĞƌĞǆĐĂǀĂƚĞĚ ƚŚĞ ƐĂŵĞĂƐ ƌĞĐŽŵŵĞŶĚĞĚĨŽƌƐƵƉƉŽƌƚƚŚĞƉƌŽƉŽƐĞĚďƵŝůĚŝŶŐƐ͕ĞǆĐĞƉƚƚŚĞůĂƚĞƌĂůĞǆƚĞŶƚŽĨ ƚŚĞ ŐƌĂĚŝŶŐ ĐĂŶ ďĞ ůŝŵŝƚĞĚ ƚŽ Ϯ ĨĞĞƚ ďĞǇŽŶĚ ƚŚĞ ǁĂůů ĨŽƵŶĚĂƚŝŽŶ ĞĚŐĞƐ͕ ŝĨ ƉŽƐƐŝďůĞ͘
Ĩ͘ /Ŷ ĂƌĞĂƐ ƚŽ ƌĞĐĞŝǀĞ ƐŝĚĞǁĂůŬƐ Žƌ ƉĂǀŝŶŐ͕ ƐŽŝůƐ ƐŚŽƵůĚ ďĞ ŽǀĞƌĞǆĐĂǀĂƚĞĚ ƚŽ Ă ĚĞƉƚŚŽĨϮĨĞĞƚďĞůŽǁĞǆŝƐƚŝŶŐŐƌĂĚĞŽƌϮĨĞĞƚďĞůŽǁĨŝŶŝƐŚĞĚŐƌĂĚĞ͕ǁŚŝĐŚĞǀĞƌ ŝƐ ĚĞĞƉĞƌ͘ /Ĩ ƚŚĞ ŽǁŶĞƌ ĚĞĐŝĚĞƐ ƚŽ ůĞĂǀĞ ĞǆŝƐƚŝŶŐ Ĩŝůů ŝŶ ƉůĂĐĞ ƵŶĚĞƌ ĂŶĚͬŽƌ ǁŝƚŚŝŶ ƚŚĞ ŝŶĨůƵĞŶĐĞ ŽĨ ƉƌŽƉŽƐĞĚ ƉĂƌŬŝŶŐͬƉĂǀĞĚ ĂƌĞĂ͕ ƚŚĞŶ ƚŚĞ ŽǁŶĞƌ ƐŚŽƵůĚ ďĞĂǁĂƌĞ ƚŚĂƚ ƚŚĞƌĞŝƐĂ ƌŝƐŬ ŽĨ ƐĞƚƚůĞŵĞŶƚ ƚŚĂƚŵĂǇ ĐĂƵƐĞ ĚŝƐƉůĂĐĞŵĞŶƚĂŶĚ ĐƌĂĐŬŝŶŐ ŽĨ ĞǆƚĞƌŝŽƌ ŝŵƉƌŽǀĞŵĞŶƚƐ͘ KǀĞƌĞǆĐĂǀĂƚŝŽŶ ƐŚŽƵůĚ ďĞ ĞǆƚĞŶĚĞĚ ƚŽ Ă ĚŝƐƚĂŶĐĞ ŽĨ Ăƚ ůĞĂƐƚ ϯ ĨĞĞƚ ůĂƚĞƌĂůůǇ͕ ďƵƚ ŶŽƚ ůĞƐƐ ƚŚĂŶ Ă ĚŝƐƚĂŶĐĞĞƋƵĂů ƚŽ ƚŚĞ ĚĞƉƚŚŽĨƌĞŵŽǀĂů͕ďĞǇŽŶĚƚŚĞŽƵƚƐŝĚĞĞĚŐĞŽĨƚŚĞƉƌŽƉŽƐĞĚŝŵƉƌŽǀĞŵĞŶƚ͘dŚĞ ƵƉƉĞƌ ϭϮ ŝŶĐŚĞƐ ŽĨ ƐƵďŐƌĂĚĞ ďĞŶĞĂƚŚ ƉĂǀĞŵĞŶƚ ƐŚŽƵůĚ ďĞ ĐŽŵƉĂĐƚĞĚ ƚŽ ϵϱ ƉĞƌĐĞŶƚŽĨƚŚĞ^dDϭϱϱϳŵĂǆŝŵƵŵĚƌǇĚĞŶƐŝƚǇ͘
Ő͘ dŚĞďŽƚƚŽŵƐŽĨĂůůĞǆĐĂǀĂƚŝŽŶƐƐŚŽƵůĚďĞŽďƐĞƌǀĞĚďǇĂƌĞƉƌĞƐĞŶƚĂƚŝǀĞŽĨ ĂƌƚŚ
^ǇƐƚĞŵƐƉƌŝŽƌƚŽƉƌŽĐĞƐƐŝŶŐƚŚĞďŽƚƚŽŵŽƌƉůĂĐŝŶŐĨŝůů͘ Ś͘ dŚĞ ƌĞƐƵůƚŝŶŐ ƐƵƌĨĂĐĞ;ƐͿ ƐŚŽƵůĚ ƚŚĞŶ ďĞ ƐĐĂƌŝĨŝĞĚ ĂŶ ĂĚĚŝƚŝŽŶĂů ϲ ŝŶĐŚĞƐ͕ ƵŶŝĨŽƌŵůǇŵŽŝƐƚƵƌĞ ĐŽŶĚŝƚŝŽŶĞĚ ƚŽ ĂďŽǀĞ ƚŚĞ ŽƉƚŝŵƵŵŵŽŝƐƚƵƌĞ ĐŽŶƚĞŶƚ ĂŶĚ KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭϰ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
ĐŽŵƉĂĐƚĞĚ ƚŽ ĂĐŚŝĞǀĞ Ă ŵŝŶŝŵƵŵ ƌĞůĂƚŝǀĞ ĐŽŵƉĂĐƚŝŽŶ ŽĨ ϵϬ ƉĞƌĐĞŶƚ ŽĨ ƚŚĞ ^dD ϭϱϱϳ ŵĂǆŝŵƵŵ ĚƌǇ ĚĞŶƐŝƚǇ͘ ŽŵƉĂĐƚŝŽŶ ŽĨ ƚŚĞ ƉƌĞƉĂƌĞĚ ƐƵďŐƌĂĚĞ ƐŚŽƵůĚďĞǀĞƌŝĨŝĞĚďǇƚĞƐƚŝŶŐƉƌŝŽƌƚŽƚŚĞƉůĂĐĞŵĞŶƚŽĨƌĞĐŽŵƉĂĐƚĞĚĨŝůů͘ ŝ͘ ůƚŚŽƵŐŚ ŶŽƚ ĞŶĐŽƵŶƚĞƌĞĚ Žƌ ŝĚĞŶƚŝĨŝĞĚ ĚƵƌŝŶŐ ŽƵƌ ĨŝĞůĚ ŝŶǀĞƐƚŝŐĂƚŝŽŶƐ͕ ŝƚ ŝƐ ƉŽƐƐŝďůĞƚŚĂƚŽƚŚĞƌďƵƌŝĞĚŽďũĞĐƚƐƐƵĐŚĂƐƵŶĚĞƌŐƌŽƵŶĚ ƚĂŶŬƐŽƌŽƚŚĞƌƐŝŵŝůĂƌ ƐƵďƐƚƌƵĐƚƵƌĞƐ͕ ŝƌƌŝŐĂƚŝŽŶͬƐƉƌŝŶŬůĞƌ ůŝŶĞƐ͕ ƵŶĚĞƌŐƌŽƵŶĚ ƵƚŝůŝƚŝĞƐ͕ ĞƚĐ͕͘ ŵĂǇ ĞǆŝƐƚ ǁŝƚŚŝŶ ƚŚĞ ůŝŵŝƚƐ ŽĨ ĐŽŶƐƚƌƵĐƚŝŽŶ ŶŽƚ ĞǆƉůŽƌĞĚ͘ /Ĩ ĞŶĐŽƵŶƚĞƌĞĚ ǁŝƚŚŝŶ ƚŚĞ ĐŽŶƐƚƌƵĐƚŝŽŶůŝŵŝƚƐ͕ƚŚĞƐĞŝƚĞŵƐƐŚŽƵůĚďĞƌĞŵŽǀĞĚĂŶĚĚŝƐƉŽƐĞĚŽĨŽĨĨƐŝƚĞ͘dŚĞ ǀŽŝĚƐƌĞƐƵůƚŝŶŐĨƌŽŵƌĞŵŽǀĂůŽĨƚŚĞƐĞďƵƌŝĞĚŽďũĞĐƚƐƐŚŽƵůĚďĞďĂĐŬĨŝůůĞĚǁŝƚŚ ƐƵŝƚĂďůĞƐŽŝůƐƉůĂĐĞĚĂƐƌĞĐŽŵŵĞŶĚĞĚďĞůŽǁ͘
ũ͘ KŶͲƐŝƚĞƐŽŝůƐ͕ŝŶĐůƵĚŝŶŐƚŚĞƌĞŵŽǀĞĚĞǆŝƐƚŝŶŐĨŝůů͕ŵĂǇďĞƵƐĞĚĨŽƌĨŝůůŽŶĐĞƚŚĞǇ ĂƌĞĐůĞĂŶĞĚŽĨĂůůŽƌŐĂŶŝĐŵĂƚĞƌŝĂů͕ƌŽĐŬƐ͕ĚĞďƌŝƐ͕ĂŶĚŝƌƌĞĚƵĐŝďůĞŵĂƚĞƌŝĂůůĂƌŐĞƌ ƚŚĂŶϲŝŶĐŚĞƐ͘
Ŭ͘ &ŝůůĂŶĚďĂĐŬĨŝůůƉůĂĐĞĚĂďŽǀĞŽƉƚŝŵƵŵŵŽŝƐƚƵƌĞŝŶůĂǇĞƌƐǁŝƚŚĂůŽŽƐĞƚŚŝĐŬŶĞƐƐ ŶŽƚŐƌĞĂƚĞƌƚŚĂŶϲŝŶĐŚĞƐƐŚŽƵůĚďĞĐŽŵƉĂĐƚĞĚƚŽĂŵŝŶŝŵƵŵŽĨϵϬƉĞƌĐĞŶƚŽĨ ƚŚĞŵĂǆŝŵƵŵĚƌǇĚĞŶƐŝƚǇŽďƚĂŝŶĂďůĞďǇƚŚĞ^dDϭϱϱϳƚĞƐƚŵĞƚŚŽĚ͕ƵŶůĞƐƐ ŽƚŚĞƌǁŝƐĞƌĞĐŽŵŵĞŶĚĞĚŽƌƐƉĞĐŝĨŝĞĚďǇƚŚĞ'ĞŽƚĞĐŚŶŝĐĂů ŶŐŝŶĞĞƌŽƌŚŝƐͬŚĞƌ
ƌĞƉƌĞƐĞŶƚĂƚŝǀĞ͘ ZĂŶĚŽŵ ĐŽŵƉĂĐƚŝŽŶ ƚĞƐƚƐ ďǇ
ĂƌƚŚ ^ǇƐƚĞŵƐ ĐĂŶ ĂƐƐŝƐƚ ƚŚĞ
'ƌĂĚŝŶŐ ŽŶƚƌĂĐƚŽƌ ŝŶ ĞǀĂůƵĂƚŝŶŐ ǁŚĞƚŚĞƌ ƚŚĞ 'ƌĂĚŝŶŐ ŽŶƚƌĂĐƚŽƌ ŝƐ ŵĞĞƚŝŶŐ ĐŽŵƉĂĐƚŝŽŶ ƌĞƋƵŝƌĞŵĞŶƚƐ͘,ŽǁĞǀĞƌ͕ĐŽŵƉĂĐƚŝŽŶ ƚĞƐƚƐƉĞƌƚĂŝŶŽŶůǇ ƚŽƐƉĞĐŝĨŝĐ ůŽĐĂƚŝŽŶƐ ĂŶĚ ĚŽ ŶŽƚ ŐƵĂƌĂŶƚĞĞ ƚŚĂƚ Ăůů Ĩŝůů ŚĂƐ ďĞĞŶ ĐŽŵƉĂĐƚĞĚ ƚŽ ƚŚĞ ƉƌĞƐĐƌŝďĞĚƉĞƌĐĞŶƚĂŐĞŽĨŵĂǆŝŵƵŵĚĞŶƐŝƚǇ͘/ƚŝƐƚŚĞƵůƚŝŵĂƚĞƌĞƐƉŽŶƐŝďŝůŝƚǇŽĨ ƚŚĞ'ƌĂĚŝŶŐŽŶƚƌĂĐƚŽƌƚŽĂĐŚŝĞǀĞƵŶŝĨŽƌŵĐŽŵƉĂĐƚŝŽŶŝŶĂĐĐŽƌĚĂŶĐĞǁŝƚŚƚŚĞ ƌĞƋƵŝƌĞŵĞŶƚƐŽĨƚŚŝƐƌĞƉŽƌƚĂŶĚƚŚĞŐƌĂĚŝŶŐŽƌĚŝŶĂŶĐĞ͘ ů͘ ĞĐĂƵƐĞŽĨ ƚŚĞŶĂƚƵƌĞŽĨŽůĚĞƌĂůůƵǀŝƵŵ ƐŽŝůƐĂŶĚĂůƐŽ ƚŚĞŐƌĂǀĞůůǇůĂǇĞƌƐ ƚŚĂƚ ǁĞƌĞ ĞŶĐŽƵŶƚĞƌĞĚ ĚƵƌŝŶŐ ƐƵďƐƵƌĨĂĐĞ ĞǆƉůŽƌĂƚŝŽŶ ǁŝƚŚŝŶ ƚŚĞ ĚŝĨĨĞƌĞŶƚ ƉĂƌƚƐ ƉƌŽũĞĐƚ ƐŝƚĞ͕ ƚŚĞ ŐƌĂĚŝŶŐ ĐŽŶƚƌĂĐƚŽƌ ƐŚŽƵůĚ ďĞ ĂǁĂƌĞ ƚŚĂƚ ŐƌĂǀĞůƐ ŽƌͬĂŶĚ ĐŽďďůĞƐŵĂǇďĞĞŶĐŽƵŶƚĞƌĞĚĚƵƌŝŶŐƐŝƚĞŐƌĂĚŝŶŐ͘ƉƉƌŽƉƌŝĂƚĞŵĞĂƐƵƌĞƐƐŚŽƵůĚ ďĞĐŽŶƐŝĚĞƌĞĚƉƌŝŽƌƚŽŐƌĂĚŝŶŐƚŽƉƌĞƉĂƌĞĨŽƌŵŝƚŝŐĂƚŝŽŶŽĨƚŚŝƐƉƌŽďůĞŵ͘ ŵ͘ /ŵƉŽƌƚƐŽŝůƐƵƐĞĚ;ŝĨĂŶǇͿƚŽƌĂŝƐĞƐŝƚĞŐƌĂĚĞƐŚŽƵůĚďĞĞƋƵĂůƚŽ͕ŽƌďĞƚƚĞƌƚŚĂŶ͕ ŽŶͲƐŝƚĞƐŽŝůƐŝŶƐƚƌĞŶŐƚŚ͕ĞǆƉĂŶƐŝŽŶ͕ĂŶĚĐŽŵƉƌĞƐƐŝďŝůŝƚǇĐŚĂƌĂĐƚĞƌŝƐƚŝĐƐ͘/ŵƉŽƌƚ ƐŽŝůĐĂŶďĞĞǀĂůƵĂƚĞĚďƵƚǁŝůůŶŽƚďĞƉƌĞƋƵĂůŝĨŝĞĚďǇƚŚĞ'ĞŽƚĞĐŚŶŝĐĂů ŶŐŝŶĞĞƌ͘
&ŝŶĂů ĐŽŵŵĞŶƚƐ ŽŶ ƚŚĞ ĐŚĂƌĂĐƚĞƌŝƐƚŝĐƐ ŽĨ ƚŚĞ ŝŵƉŽƌƚ ǁŝůů ďĞ ŐŝǀĞŶ ĂĨƚĞƌ ƚŚĞ ŵĂƚĞƌŝĂůŝƐĂƚƚŚĞƉƌŽũĞĐƚƐŝƚĞ͘
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭϱ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
ϯ͘ hƚŝůŝƚǇdƌĞŶĐŚĞƐ
Ă͘ hƚŝůŝƚǇ ƚƌĞŶĐŚ ďĂĐŬĨŝůů ƐŚŽƵůĚ ďĞ ŐŽǀĞƌŶĞĚ ďǇ ƚŚĞ ƉƌŽǀŝƐŝŽŶƐ ŽĨ ƚŚŝƐ ƌĞƉŽƌƚ ƌĞůĂƚŝŶŐ ƚŽ ŵŝŶŝŵƵŵ ĐŽŵƉĂĐƚŝŽŶ ƐƚĂŶĚĂƌĚƐ͘ /Ŷ ŐĞŶĞƌĂů͕ ŽŶͲƐŝƚĞ ƐĞƌǀŝĐĞ ůŝŶĞƐ ŵĂǇ ďĞ ďĂĐŬĨŝůůĞĚ ǁŝƚŚ ƌĞĐŽŵƉĂĐƚĞĚ Ĩŝůů ĐŽŵƉĂĐƚĞĚ ƚŽ ϵϬƉĞƌĐĞŶƚ ŽĨ ƚŚĞ ŵĂǆŝŵƵŵ ĚĞŶƐŝƚǇ͘ ĂĐŬĨŝůů ŽĨ ŽĨĨƐŝƚĞ ƐĞƌǀŝĐĞ ůŝŶĞƐ ǁŝůů ďĞ ƐƵďũĞĐƚ ƚŽ ƚŚĞ ƐƉĞĐŝĨŝĐĂƚŝŽŶƐŽĨƚŚĞũƵƌŝƐĚŝĐƚŝŽŶĂůĂŐĞŶĐǇŽƌƚŚŝƐƌĞƉŽƌƚ͕ǁŚŝĐŚĞǀĞƌĂƌĞŐƌĞĂƚĞƌ͘ ď͘ hƚŝůŝƚǇ ƚƌĞŶĐŚĞƐ ƌƵŶŶŝŶŐ ƉĂƌĂůůĞů ƚŽ ĨŽŽƚŝŶŐƐ ƐŚŽƵůĚ ďĞ ůŽĐĂƚĞĚ Ăƚ ůĞĂƐƚ ϱ ĨĞĞƚ ŽƵƚƐŝĚĞ ƚŚĞ ĨŽŽƚŝŶŐůŝŶĞ͕ĂŶĚĂďŽǀĞĂ ϭͲŚŽƌŝǌŽŶƚĂůǀĞƌƐƵƐ ϭͲǀĞƌƚŝĐĂůƉƌŽũĞĐƚŝŽŶ ĚŽǁŶǁĂƌĚĨƌŽŵƚŚĞŽƵƚƐŝĚĞĞĚŐĞŽĨƚŚĞďŽƚƚŽŵŽĨƚŚĞĨŽŽƚŝŶŐ͘/ĨƚŚĞƵƚŝůŝƚǇůŝŶĞ ŝƐůŽĐĂƚĞĚďĞůŽǁ ƚŚĞϭ͗ϭƉƌŽũĞĐƚŝŽŶ͕ƚŚĞ ƚƌĞŶĐŚǁŝůůŶĞĞĚƚŽďĞďĂĐŬĨŝůůĞĚǁŝƚŚ ƐůƵƌƌǇƚŽĂůĞǀĞůĂďŽǀĞƚŚĞϭ͗ϭƉƌŽũĞĐƚŝŽŶ͘
Đ͘ ŽŵƉĂĐƚĞĚ ĨŝůůƐ ƐŚŽƵůĚ ďĞ ƵƚŝůŝǌĞĚ ĨŽƌ ďĂĐŬĨŝůů͘ ůĞĂŶ ƐĂŶĚ ďĂĐŬĨŝůů ƐŚŽƵůĚ ďĞ ĂǀŽŝĚĞĚ ƵŶĚĞƌ ƐƚƌƵĐƚƵƌĞƐ ďĞĐĂƵƐĞ ŝƚ ƉƌŽǀŝĚĞƐ Ă ĐŽŶĚƵŝƚ ĨŽƌ ǁĂƚĞƌ ƚŽ ŵŝŐƌĂƚĞ ƵŶĚĞƌĨŽƵŶĚĂƚŝŽŶƐ͘
Ě͘ ĂĐŬĨŝůů ŽƉĞƌĂƚŝŽŶƐ ƐŚŽƵůĚ ďĞ ŽďƐĞƌǀĞĚ ĂŶĚ ƚĞƐƚĞĚ ďǇ ƚŚĞ 'ĞŽƚĞĐŚŶŝĐĂů

ŶŐŝŶĞĞƌƚŽŵŽŶŝƚŽƌĐŽŵƉůŝĂŶĐĞǁŝƚŚƚŚĞƐĞƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ͘ Ğ͘ ůƚŚŽƵŐŚ ŶŽƚ ĂŶƚŝĐŝƉĂƚĞĚ͕ ƐŚŽƌŝŶŐĂŶĚͬŽƌ ƐůŽƉŝŶŐ ŽĨ ƐŚĂůůŽǁ ƚƌĞŶĐŚĞƐŵĂǇ ďĞ ƌĞƋƵŝƌĞĚ ďĞĐĂƵƐĞ ŽĨ ƚŚĞ ƉŽƚĞŶƚŝĂů ƉƌĞƐĞŶĐĞ ŽĨ ĐĂǀŝŶŐ ƐĂŶĚǇ ƐŽŝůƐ͘ dƌĞŶĐŚĞƐ ĚĞĞƉĞƌ ƚŚĂŶ ϱ ĨĞĞƚ ƐŚŽƵůĚ ďĞ ƐůŽƉĞĚ Žƌ ƐŚŽƌĞĚ ŝŶ ĂĐĐŽƌĚĂŶĐĞ ǁŝƚŚ K^, ŐƵŝĚĞůŝŶĞƐ͘
Ĩ͘ ZŽĐŬƐŐƌĞĂƚĞƌƚŚĂŶϲŝŶĐŚĞƐŝŶĚŝĂŵĞƚĞƌƐŚŽƵůĚŶŽƚďĞƉůĂĐĞĚŝŶƚƌĞŶĐŚǌŽŶĞƐ ;ĨƌŽŵ ϭϮ ŝŶĐŚĞƐ ďĞůŽǁ ƉĂǀĞŵĞŶƚ ƐƵďŐƌĂĚĞ Žƌ ŐƌŽƵŶĚ ƐƵƌĨĂĐĞ ƚŽ ϭϮ ŝŶĐŚĞƐ ĂďŽǀĞƚŽƉŽĨƉŝƉĞŽƌďŽǆͿ͖ƌŽĐŬƐŐƌĞĂƚĞƌƚŚĂŶϮ͘ϱŝŶĐŚĞƐŝŶĚŝĂŵĞƚĞƌƐŚŽƵůĚŶŽƚ ďĞƉůĂĐĞĚŝŶƉŝƉĞǌŽŶĞƐ ;ĨƌŽŵϭϮŝŶĐŚĞƐĂďŽǀĞƚŽƉŽĨƉŝƉĞŽƌďŽǆƚŽϲŝŶĐŚĞƐ ďĞůŽǁďŽƚƚŽŵŽĨƉŝƉĞŽƌďŽǆĞǆƚĞƌŝŽƌͿ͘
Ő͘ :ĞƚƚŝŶŐƐŚŽƵůĚŶŽƚďĞƵƚŝůŝǌĞĚĨŽƌĐŽŵƉĂĐƚŝŽŶŝŶƵƚŝůŝƚǇƚƌĞŶĐŚĞƐ͘ Ś͘ /ĨĂŶǇƵƚŝůŝƚŝĞƐĂƌĞƚŽďĞůŽĐĂƚĞĚŝŶƉƵďůŝĐƌŝŐŚƚƐͲŽĨͲǁĂǇ͕ĐŽŶƐƚƌƵĐƚŝŽŶǁŝůůŶĞĞĚ ƚŽĐŽŵƉůǇǁŝƚŚƚŚĞƌĞƋƵŝƌĞŵĞŶƚƐŽĨƚŚĞƉƵďůŝĐĂŐĞŶĐǇ͘
ϰ͘
ǆĐĂǀĂƚŝŽŶƐ
Ă͘
ǆĐĂǀĂƚŝŽŶƐ ǁŝƚŚŝŶ ƚŚĞ ĚĞƉƚŚ ŽĨ ƚŚĞ ƌĞĐŽŵŵĞŶĚĞĚ ƌĞŵĞĚŝĂů ŐƌĂĚŝŶŐ ǁŝůů ƚǇƉŝĐĂůůǇĞŶĐŽƵŶƚĞƌ ƌĞůĂƚŝǀĞůǇ ƐŝůƚͲƐĂŶĚŵŝǆƚƵƌĞ͘dŚŝƐŵĂƚĞƌŝĂů ƐŚŽƵůĚ ďĞĞĂƐŝůǇ ĞǆĐĂǀĂƚĞĚǁŝƚŚĐŽŶǀĞŶƚŝŽŶĂůĞĂƌƚŚŵŽǀŝŶŐĞƋƵŝƉŵĞŶƚ͘
ď͘ dĞŵƉŽƌĂƌǇƵŶƐŚŽƌĞĚ͕ƵŶƐƵƌĐŚĂƌŐĞĚ͕ŽƉĞŶĞǆĐĂǀĂƚŝŽŶƐĂďŽǀĞƚŚĞŐƌŽƵŶĚǁĂƚĞƌ ůĞǀĞů ŵĂǇ ďĞ ĐƵƚ ǀĞƌƚŝĐĂůůǇ ƚŽ Ă ŵĂǆŝŵƵŵ ŚĞŝŐŚƚ ŽĨ ŶŽ ŵŽƌĞ ƚŚĂŶ ϰ ĨĞĞƚ͘ KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭϲ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/

ǆĐĂǀĂƚŝŽŶƐĞǆƚĞŶĚŝŶŐŚŝŐŚĞƌƚŚĂŶϰǀĞƌƚŝĐĂůĨĞĞƚƐŚŽƵůĚďĞƐůŽƉĞĚďĂĐŬĂďŽǀĞ ƚŚĞ ϰͲĨŽŽƚ ǀĞƌƚŝĐĂů ĐƵƚ ƚŽ Ăƚ ůĞĂƐƚ Ă ϭ͘ϱͲŚŽƌŝǌŽŶƚĂů ǀĞƌƐƵƐ ϭͲǀĞƌƚŝĐĂů ƐůŽƉĞ Žƌ ĨůĂƚƚĞƌ͘ /Ĩ ĞǆĐĂǀĂƚŝŽŶƐ ĚƌǇ ŽƵƚ͕ ƐůŽƵŐŚŝŶŐ ǁŝůů ŽĐĐƵƌ͘ EŽ ĞǆĐĂǀĂƚŝŽŶ ƐŚŽƵůĚ ďĞ ŵĂĚĞǁŝƚŚŝŶĂϭ͗ϭůŝŶĞƉƌŽũĞĐƚĞĚŽƵƚǁĂƌĚĨƌŽŵƚŚĞƚŽĞŽĨĂŶǇĞǆŝƐƚŝŶŐĨŽŽƚŝŶŐ ŽƌƐƚƌƵĐƚƵƌĞ͘
Đ͘ ƵƌŝŶŐ ƚŚĞ ƚŝŵĞĞǆĐĂǀĂƚŝŽŶƐ ĂƌĞ ŽƉĞŶ͕ ŶŽ ŚĞĂǀǇ ŐƌĂĚŝŶŐĞƋƵŝƉŵĞŶƚ Žƌ ŽƚŚĞƌ ƐƵƌĐŚĂƌŐĞůŽĂĚƐ ;ŝ͘Ğ͕͘ĞǆĐĂǀĂƚŝŽŶ ƐƉŽŝůƐͿ ƐŚŽƵůĚďĞĂůůŽǁĞĚǁŝƚŚŝŶĂŚŽƌŝǌŽŶƚĂů ĚŝƐƚĂŶĐĞĨƌŽŵƚŚĞƚŽƉŽĨĂŶǇƐůŽƉĞĞƋƵĂůƚŽƚŚĞĚĞƉƚŚŽĨƚŚĞĞǆĐĂǀĂƚŝŽŶ;ďŽƚŚ ĚŝƐƚĂŶĐĞƐŵĞĂƐƵƌĞĚĨƌŽŵƚŚĞƚŽƉŽĨƚŚĞĞǆĐĂǀĂƚŝŽŶƐůŽƉĞͿ͘ Ě͘ ^ŚŽƌŝŶŐŽĨ ƚƌĞŶĐŚĞƐŵĂǇďĞ ƌĞƋƵŝƌĞĚĚƵĞ ƚŽ ƚŚĞƉŽƚĞŶƚŝĂůƉƌĞƐĞŶĐĞ ŽĨĐĂǀŝŶŐ ƐĂŶĚ͘
Ğ͘ ůů ŽƉĞŶ ĐƵƚƐ ƐŚŽƵůĚ ďĞ ŝŶ ĐŽŵƉůŝĂŶĐĞ ǁŝƚŚ ĂƉƉůŝĐĂďůĞ KĐĐƵƉĂƚŝŽŶĂů ^ĂĨĞƚǇ ,ĞĂůƚŚ ĚŵŝŶŝƐƚƌĂƚŝŽŶ ;K^,Ϳ ƌĞŐƵůĂƚŝŽŶƐ ;ĂůŝĨŽƌŶŝĂ ŽŶƐƚƌƵĐƚŝŽŶ ^ĂĨĞƚǇ KƌĚĞƌƐ͕dŝƚůĞ ϴͿĂŶĚ ƐŚŽƵůĚďĞŵŽŶŝƚŽƌĞĚ ĨŽƌĞǀŝĚĞŶĐĞ ŽĨŝŶĐŝƉŝĞŶƚŝŶƐƚĂďŝůŝƚǇ͘ ^ƚĂŶĚĂƌĚ ĐŽŶƐƚƌƵĐƚŝŽŶ ƚĞĐŚŶŝƋƵĞƐ ƐŚŽƵůĚ ďĞ ƐƵĨĨŝĐŝĞŶƚ ĨŽƌ ƚĞŵƉŽƌĂƌǇ ƐŝƚĞ ĞǆĐĂǀĂƚŝŽŶƐ͘ WƌŽũĞĐƚ ƐĂĨĞƚǇ ŝƐ ƚŚĞ ƌĞƐƉŽŶƐŝďŝůŝƚǇ ŽĨ ƚŚĞ ŽŶƚƌĂĐƚŽƌ ĂŶĚ ƚŚĞ KǁŶĞƌ͘
ĂƌƚŚ^ǇƐƚĞŵƐǁŝůůŶŽƚďĞƌĞƐƉŽŶƐŝďůĞĨŽƌƉƌŽũĞĐƚƐĂĨĞƚǇ͘ Ĩ͘ tŚĞƌĞ ƚŚĞ ƌĞƚĂŝŶŝŶŐ ǁĂůů ŝƐ ƉƌŽƉŽƐĞĚ ƚŽ ďĞ ůŽĐĂƚĞĚ ĂĚũĂĐĞŶƚ ƚŽ ƉƌŽƉĞƌƚǇ ďŽƵŶĚĂƌŝĞƐ͕ŝƚŵĂǇ ďĞ ŶĞĐĞƐƐĂƌǇ ƚŽ ĐŽŵƉůĞƚĞ ƚŚĞ ƌĞŵĞĚŝĂůŐƌĂĚŝŶŐ ŝŶƐŝĚĞ ƚŚĞ ƐƵďũĞĐƚ ƉƌŽƉĞƌƚǇ ďǇ ŵĞĂŶƐ ŽĨ Ă ƐĞƌŝĞƐ ŽĨ ƐůŽƚ ĐƵƚƐ͘ ^ůŽƚ ĐƵƚƐ ƐŚŽƵůĚ ďĞ ĐŽŵƉůĞƚĞĚ ŝŶ ĂŶ ͞ͲͲ͟ ƐĞƋƵĞŶĐĞ͘ dŚĞ ǁŝĚƚŚ ŽĨ ĂŶǇ ƐůŽƚ ĐƵƚ ƐŚŽƵůĚ ŶŽƚ ĞǆĐĞĞĚϴ ĨĞĞƚ͘dŚĞĐŽŵƉůĞƚĞĐŽŶƐƚƌƵĐƚŝŽŶĂŶĚďĂĐŬĨŝůůŽĨƚŚĞΖΖƐůŽƚŵƵƐƚďĞ ƉĞƌĨŽƌŵĞĚƉƌŝŽƌƚŽĞǆĐĂǀĂƚŝŽŶŽĨƚŚĞΖΖƐůŽƚ͕ĂŶĚůŝŬĞǁŝƐĞƚŚĞΖΖƐůŽƚ͘ ͘ ^ƚƌƵĐƚƵƌĂůĞƐŝŐŶ
ϭ͘ ŽŶǀĞŶƚŝŽŶĂů^ŚĂůůŽǁ&ŽƵŶĚĂƚŝŽŶƐ
Ă͘ ŽŶǀĞŶƚŝŽŶĂů ĐŽŶƚŝŶƵŽƵƐ ĨŽŽƚŝŶŐƐ ĂŶĚͬŽƌ ŝŶƚĞƌŝŽƌ ƉĂĚ ĨŽŽƚŝŶŐƐ ƐƵƉƉŽƌƚĞĚ ŽŶ ĐŽŵƉĂĐƚĞĚ ĨŝůůŵĂǇ ďĞƵƐĞĚ ƚŽ ƐƵƉƉŽƌƚ ďŽƚŚƉƌŽƉŽƐĞĚ ďƵŝůĚŝŶŐƐ͘/ƚ ƐŚŽƵůĚ ďĞ ŶŽƚĞĚƚŚĂƚŝĨƉĂĚĨŽŽƚŝŶŐƐĂƌĞƚŽďĞƵƐĞĚ͕ƚŚĞǇƐŚŽƵůĚďĞƚŝĞĚƚŽŐĞƚŚĞƌďǇŐƌĂĚĞ ďĞĂŵƐ;ĞĂĐŚǁĂǇͿŽƌďǇƐůĂďƐďĞĐĂƵƐĞŽĨƚŚĞĞǆƉĂŶƐŝǀĞŶĞƐƐŽĨƚŚĞƐŽŝůƐ͘ ď͘ ĂƐĞĚ ŽŶ ƚŚĞ ϮͲƐƚŽƌǇ ĐŽŶƐƚƌƵĐƚŝŽŶ ĂŶĚ ƚŚĞ ƚĞƐƚĞĚ ĞǆƉĂŶƐŝŽŶ ŝŶĚĞǆ ŽĨ ǌĞƌŽ͕ ƉĞƌŝŵĞƚĞƌĂŶĚŝŶƚĞƌŝŽƌ ĨŽŽƚŝŶŐƐƐŚŽƵůĚŚĂǀĞĂŵŝŶŝŵƵŵĞŵďĞĚŵĞŶƚĚĞƉƚŚŽĨ ϭϴŝŶĐŚĞƐ͘
Đ͘ &ŽŽƚŝŶŐƐ ƐŚŽƵůĚ ďĞ ĞŵďĞĚĚĞĚ ŝŶƚŽ ƌĞĐŽŵƉĂĐƚĞĚ Ĩŝůů ĂƐ ƌĞĐŽŵŵĞŶĚĞĚ ĞůƐĞǁŚĞƌĞ ŝŶ ƚŚŝƐ ƌĞƉŽƌƚ͘ &ŽƵŶĚĂƚŝŽŶ ĞǆĐĂǀĂƚŝŽŶƐ ƐŚŽƵůĚ ďĞ ŽďƐĞƌǀĞĚ ďǇ Ă KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭϳ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
ƌĞƉƌĞƐĞŶƚĂƚŝǀĞŽĨƚŚŝƐ ĨŝƌŵĂĨƚĞƌĞǆĐĂǀĂƚŝŽŶ͕ďƵƚƉƌŝŽƌƚŽƉůĂĐŝŶŐŽĨƌĞŝŶĨŽƌĐŝŶŐ ƐƚĞĞůŽƌĐŽŶĐƌĞƚĞ͕ƚŽǀĞƌŝĨǇďĞĂƌŝŶŐĐŽŶĚŝƚŝŽŶƐ͘
Ě͘ ŽŶƚŝŶƵŽƵƐ ĨŽŽƚŝŶŐƐ ĞŵďĞĚĚĞĚ ϭϴ ŝŶĐŚĞƐ ĚĞĞƉ ŝŶƚŽ ƌĞĐŽŵƉĂĐƚĞĚ ŵĂǇ ďĞ ĚĞƐŝŐŶĞĚďĂƐĞĚŽŶĂŶĂůůŽǁĂďůĞďĞĂƌŝŶŐǀĂůƵĞŽĨϯ͕ϬϬϬƉƐĨ͘dŚŝƐǀĂůƵĞŝŶĐůƵĚĞƐ ĂƐĂĨĞƚǇĨĂĐƚŽƌŽĨϯ͘dŚŝƐĂůůŽǁĂďůĞďĞĂƌŝŶŐǀĂůƵĞŝƐŶĞƚ;ǁĞŝŐŚƚŽĨĨŽŽƚŝŶŐĂŶĚ ƐŽŝůƐƵƌĐŚĂƌŐĞŵĂǇďĞŶĞŐůĞĐƚĞĚͿĂŶĚŝƐĂƉƉůŝĐĂďůĞĨŽƌĚĞĂĚƉůƵƐƌĞĂƐŽŶĂďůĞůŝǀĞ ůŽĂĚƐ͘
Ğ͘ /ƐŽůĂƚĞĚ ƉĂĚ ĨŽŽƚŝŶŐƐ ĞŵďĞĚĚĞĚ ϭϴ ŝŶĐŚĞƐ ĚĞĞƉ ŝŶƚŽ ƌĞĐŽŵƉĂĐƚĞĚ ŵĂǇ ďĞ ĚĞƐŝŐŶĞĚďĂƐĞĚŽŶĂŶĂůůŽǁĂďůĞďĞĂƌŝŶŐǀĂůƵĞŽĨϯ͕ϱϬϬƉƐĨ͘dŚŝƐǀĂůƵĞŝŶĐůƵĚĞƐ ĂƐĂĨĞƚǇĨĂĐƚŽƌŽĨϯ͘dŚŝƐĂůůŽǁĂďůĞďĞĂƌŝŶŐǀĂůƵĞŝƐŶĞƚ;ǁĞŝŐŚƚŽĨĨŽŽƚŝŶŐĂŶĚ ƐŽŝůƐƵƌĐŚĂƌŐĞŵĂǇďĞŶĞŐůĞĐƚĞĚͿĂŶĚŝƐĂƉƉůŝĐĂďůĞĨŽƌĚĞĂĚƉůƵƐƌĞĂƐŽŶĂďůĞůŝǀĞ ůŽĂĚƐ͘
Ĩ͘ ĞĐĂƵƐĞ ƚŚĞ ůĂƚĞƌĂů ĞǆƚĞŶƚ ŽĨ ƌĞŵĞĚŝĂů ŐƌĂĚŝŶŐ ĐĂŶŶŽƚ ďĞ ƉĞƌĨŽƌŵĞĚ ĨŽƌ ƚŚĞ ƌĞƚĂŝŶŝŶŐǁĂůů ĨŽƵŶĚĂƚŝŽŶƐ ĂůŽŶŐ ƉƌŽƉĞƌƚǇďŽƵŶĚĂƌŝĞƐ͕ĂŶĂůůŽǁĂďůĞ ΗŶĞƚΗďĞĂƌŝŶŐ ĐĂƉĂĐŝƚǇ ŽĨ ϭ͕ϱϬϬ ƉƐĨ ĐĂŶ ďĞ ƵƚŝůŝǌĞĚ ĨŽƌ ĚĞĂĚ ĂŶĚ ƐƵƐƚĂŝŶĞĚ ůŝǀĞ ůŽĂĚƐ ŽŶ ƚŚĞƐĞ ĨŽŽƚŝŶŐƐ͘
Ő͘ ŽŶĞͲƚŚŝƌĚŝŶĐƌĞĂƐĞŝŶƚŚĞĂůůŽǁĂďůĞďĞĂƌŝŶŐǀĂůƵĞƐŝƐƉĞƌŵŝƚƚĞĚ ĨŽƌƵƐĞǁŝƚŚ ƚŚĞĂůƚĞƌŶĂƚŝǀĞůŽĂĚĐŽŵďŝŶĂƚŝŽŶƐŐŝǀĞŶŝŶ^ĞĐƚŝŽŶϭϴϬϲ͘ϭŽĨƚŚĞϮϬϮϮ͘dŚĞ ĞĚŐĞ ƉƌĞƐƐƵƌĞ ŽĨ ĂŶǇ ĞĐĐĞŶƚƌŝĐĂůůǇ ůŽĂĚĞĚ ĨŽŽƚŝŶŐ ƐŚŽƵůĚ ŶŽƚ ĞǆĐĞĞĚ ƚŚĞƐĞ ďĞĂƌŝŶŐǀĂůƵĞƐĨŽƌĞŝƚŚĞƌƉĞƌŵĂŶĞŶƚŽƌƚĞŵƉŽƌĂƌǇůŽĂĚƐ͘ Ś͘ >ĂƚĞƌĂůůŽĂĚƐŵĂǇďĞƌĞƐŝƐƚĞĚďǇƐŽŝůĨƌŝĐƚŝŽŶŽŶĨůŽŽƌƐůĂďƐĂŶĚĨŽƵŶĚĂƚŝŽŶƐĂŶĚ ďǇ ƉĂƐƐŝǀĞ ƌĞƐŝƐƚĂŶĐĞ ŽĨ ƚŚĞ ƐŽŝůƐ ĂĐƚŝŶŐ ŽŶ ĨŽƵŶĚĂƚŝŽŶ ƐƚĞŵ ǁĂůůƐ͘ >ĂƚĞƌĂů ĐĂƉĂĐŝƚǇĂƐƐƵŵĞƐƚŚĂƚĂŶǇƌĞƋƵŝƌĞĚďĂĐŬĨŝůůĂĚũĂĐĞŶƚƚŽĨŽƵŶĚĂƚŝŽŶƐĂŶĚŐƌĂĚĞ ďĞĂŵƐŝƐƉƌŽƉĞƌůǇĐŽŵƉĂĐƚĞĚ͘
ŝ͘ dŚĞ ŝŶĨŽƌŵĂƚŝŽŶ ƚŚĂƚ ĨŽůůŽǁƐ ƌĞŐĂƌĚŝŶŐ ƌĞŝŶĨŽƌĐĞŵĞŶƚĂŶĚ ƉƌĞͲŵŽŝƐƚĞŶŝŶŐ ĨŽƌ ĨŽŽƚŝŶŐƐŝƐƚŚĞƐĂŵĞĂƐƚŚĂƚŐŝǀĞŶŝŶdĂďůĞϭϴϬϵ͘ϳĨŽƌƚŚĞΗsĞƌǇ>ŽǁΗĞǆƉĂŶƐŝŽŶ ƌĂŶŐĞ͘ ĐƚƵĂů ĨŽŽƚŝŶŐ ĚĞƐŝŐŶƐ ƐŚŽƵůĚ ďĞ ƉƌŽǀŝĚĞĚ ďǇ ƚŚĞ ƉƌŽũĞĐƚ ^ƚƌƵĐƚƵƌĂů

ŶŐŝŶĞĞƌ͕ďƵƚƚŚĞĚŝŵĞŶƐŝŽŶƐĂŶĚƌĞŝŶĨŽƌĐĞŵĞŶƚƐŚŽƵůĚŶŽƚďĞůĞƐƐƚŚĂŶƚŚŽƐĞ ƌĞĐŽŵŵĞŶĚĞĚ ŝŶ ƚŚŝƐ ƌĞƉŽƌƚ͕ Žƌ ƚŚĞ ĐƌŝƚĞƌŝĂ ƐĞƚ ĨŽƌƚŚ ŝŶ dĂďůĞ ϭϴϬϵ͘ϳ ĨŽƌ ƚŚĞ ĂƉƉƌŽƉƌŝĂƚĞĞǆƉĂŶƐŝŽŶƌĂŶŐĞ͘
ũ͘ ŽŶƚŝŶƵŽƵƐĨŽŽƚŝŶŐƐďŽƚƚŽŵĞĚŝŶƐŽŝůŝŶƚŚĞΗsĞƌǇ>ŽǁΗĞǆƉĂŶƐŝŽŶƌĂŶŐĞƐŚŽƵůĚ ďĞ ƌĞŝŶĨŽƌĐĞĚ͕ĂƚĂŵŝŶŝŵƵŵ͕ǁŝƚŚ ƚǁŽEŽ͘ ϰďĂƌƐĂůŽŶŐ ƚŚĞďŽƚƚŽŵĂŶĚ ƚǁŽ EŽ͘ϰďĂƌƐĂůŽŶŐƚŚĞƚŽƉ͘/ĨŽƚŚĞƌƌĞƋƵŝƌĞŵĞŶƚƐŽĨƚŚŝƐƌĞƉŽƌƚĞǆĐĞĞĚƚŚŽƐĞŽĨ dĂďůĞ ϭϴϬϵ͘ϳ ĨŽƌ ƚŚĞ ΗsĞƌǇ >ŽǁΗ ĞǆƉĂŶƐŝŽŶ ƌĂŶŐĞ͕ ƚŚĞ ƌĞƉŽƌƚ͛Ɛ ƌĞƋƵŝƌĞŵĞŶƚƐ ǁŝůů ŐŽǀĞƌŶ͘ ,ŽǁĞǀĞƌ͕ ǁŚĞŶ ƚŚĞ ƌĞƋƵŝƌĞŵĞŶƚƐ ŽĨ ƚŚĞ ^ƚƌƵĐƚƵƌĂů ŶŐŝŶĞĞƌ
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭϴ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
ĞǆĐĞĞĚƚŚŽƐĞŽĨƚŚŝƐƌĞƉŽƌƚ͕ƚŚĞƉƌŽũĞĐƚ^ƚƌƵĐƚƵƌĂů
ŶŐŝŶĞĞƌ͛ƐƌĞƋƵŝƌĞŵĞŶƚƐǁŝůů
ŐŽǀĞƌŶ͘
Ŭ͘ ^ŽŝůƐ ƐŚŽƵůĚ ďĞ ůŝŐŚƚůǇ ŵŽŝƐƚĞŶĞĚ ƉƌŝŽƌ ƚŽ ƉůĂĐŝŶŐ ĐŽŶĐƌĞƚĞ͘ dĞƐƚŝŶŐ ŽĨ ƉƌĞŵŽŝƐƚĞŶŝŶŐŝƐŶŽƚƌĞƋƵŝƌĞĚ͘
Ϯ͘ ^ůĂďƐͲŽŶͲ'ƌĂĚĞ&ůŽŽƌƐ
Ă͘ ŽŶĐƌĞƚĞ ƐůĂďƐͲŽŶͲŐƌĂĚĞ ƐŚŽƵůĚ ďĞ ƐƵƉƉŽƌƚĞĚ ďǇ Ĩŝƌŵ ƌĞĐŽŵƉĂĐƚĞĚ Ĩŝůů ĂƐ ƌĞĐŽŵŵĞŶĚĞĚĞůƐĞǁŚĞƌĞŝŶƚŚŝƐƌĞƉŽƌƚ͘
ď͘ dŚĞŝŶĨŽƌŵĂƚŝŽŶƚŚĂƚĨŽůůŽǁƐƌĞŐĂƌĚŝŶŐĚĞƐŝŐŶĐƌŝƚĞƌŝĂĨŽƌƐůĂďƐŝƐŐĞŶĞƌĂůůǇƚŚĞ ƐĂŵĞĂƐƚŚĂƚŐŝǀĞŶŝŶdĂďůĞϭϴϬϵ͘ϳĨŽƌƚŚĞΗsĞƌǇ>ŽǁΗĞǆƉĂŶƐŝŽŶƌĂŶŐĞ͘ĐƚƵĂů ƐůĂď ĚĞƐŝŐŶƐ ƐŚŽƵůĚ ďĞ ƉƌŽǀŝĚĞĚ ďǇ ƚŚĞ ƉƌŽũĞĐƚ ^ƚƌƵĐƚƵƌĂů ŶŐŝŶĞĞƌ͕ ďƵƚ ƚŚĞ
ƌĞŝŶĨŽƌĐĞŵĞŶƚĂŶĚƐůĂďƚŚŝĐŬŶĞƐƐĞƐƌĞĐŽŵŵĞŶĚĞĚƐŚŽƵůĚŶŽƚďĞůĞƐƐƚŚĂŶƚŚĞ ĐƌŝƚĞƌŝĂ ƐĞƚ ĨŽƌƚŚ ŝŶ dĂďůĞ ϭϴϬϵ͘ϳ ĨŽƌ ƚŚĞ ĂƉƉƌŽƉƌŝĂƚĞ ĞǆƉĂŶƐŝŽŶ ƌĂŶŐĞ͕ Žƌ ĂƐ ƌĞĐŽŵŵĞŶĚĞĚďĞůŽǁ͕ǁŚŝĐŚĞǀĞƌŝƐŵŽƌĞƐƚƌŝŶŐĞŶƚ͘
Đ͘ ^ůĂďƐďĞĂƌŝŶŐŽŶƐŽŝůƐŝŶ ƚŚĞΗsĞƌǇ>ŽǁΗĞǆƉĂŶƐŝŽŶ ƌĂŶŐĞƐŚŽƵůĚďĞƵŶĚĞƌůĂŝĚ ǁŝƚŚĂŵŝŶŝŵƵŵŽĨϰŝŶĐŚĞƐŽĨĐůĞĂŶƐĂŶĚ͘ƌĞĂƐǁŚĞƌĞĨůŽŽƌǁĞƚŶĞƐƐǁŽƵůĚďĞ ƵŶĚĞƐŝƌĂďůĞ ƐŚŽƵůĚ ďĞ ƵŶĚĞƌůĂŝĚ ǁŝƚŚ Ă ǀĂƉŽƌ ƌĞƚĂƌĚĞƌ ;ĂƐ ƐƉĞĐŝĨŝĞĚ ďǇ ƚŚĞ WƌŽũĞĐƚ ƌĐŚŝƚĞĐƚ Žƌ ŝǀŝů
ŶŐŝŶĞĞƌͿ ƚŽ ƌĞĚƵĐĞŵŽŝƐƚƵƌĞ ƚƌĂŶƐŵŝƐƐŝŽŶ ĨƌŽŵ ƚŚĞ ƐƵďŐƌĂĚĞ ƐŽŝůƐ ƚŽ ƚŚĞ ƐůĂď͘ dŚĞ ƌĞƚĂƌĚĞƌ ƐŚŽƵůĚ ďĞ ƉůĂĐĞĚ ĂƐ ƐƉĞĐŝĨŝĞĚ ďǇ ƚŚĞ ƉƌŽũĞĐƚ^ƚƌƵĐƚƵƌĂů
ŶŐŝŶĞĞƌŽƌƌĐŚŝƚĞĐƚ͘
Ě͘ ^ůĂďƐďĞĂƌŝŶŐŽŶƐŽŝůƐŝŶƚŚĞΗsĞƌǇ>ŽǁΗĞǆƉĂŶƐŝŽŶƌĂŶŐĞƐŚŽƵůĚĂƚĂŵŝŶŝŵƵŵ ďĞƌĞŝŶĨŽƌĐĞĚĂƚŵŝĚͲƐůĂďǁŝƚŚEŽ͘ϰďĂƌƐŽŶϯϲͲŝŶĐŚĐĞŶƚĞƌƐ͕ĞĂĐŚǁĂǇ͘ Ğ͘ ^ŽŝůƐ ƐŚŽƵůĚ ďĞ ůŝŐŚƚůǇ ŵŽŝƐƚĞŶĞĚ ƉƌŝŽƌ ƚŽ ƉůĂĐŝŶŐ ĐŽŶĐƌĞƚĞ͘ dĞƐƚŝŶŐ ŽĨ ƉƌĞŵŽŝƐƚĞŶŝŶŐŝƐŶŽƚƌĞƋƵŝƌĞĚ͘
Ĩ͘ /ƚ ŝƐ ƌĞĐŽŵŵĞŶĚĞĚ ƚŚĂƚ ƉĞƌŝŵĞƚĞƌ ƐůĂďƐ ;ǁĂůŬǁĂǇƐ͕ ƉĂƚŝŽƐ͕ ĞƚĐ͘Ϳ ďĞ ĚĞƐŝŐŶĞĚ ƌĞůĂƚŝǀĞůǇ ŝŶĚĞƉĞŶĚĞŶƚ ŽĨ ĨŽŽƚŝŶŐ ƐƚĞŵƐ ;ŝ͘Ğ͕͘ ĨƌĞĞ ĨůŽĂƚŝŶŐͿ ƐŽ ĨŽƵŶĚĂƚŝŽŶ ĂĚũƵƐƚŵĞŶƚǁŝůůďĞůĞƐƐůŝŬĞůǇƚŽĐĂƵƐĞĐƌĂĐŬŝŶŐ͘
ϯ͘ &ƌŝĐƚŝŽŶĂůĂŶĚ>ĂƚĞƌĂůŽĞĨĨŝĐŝĞŶƚƐ
Ă͘ ZĞƐŝƐƚĂŶĐĞƚŽůĂƚĞƌĂůůŽĂĚŝŶŐŵĂǇďĞƉƌŽǀŝĚĞĚďǇƐŽŝůĨƌŝĐƚŝŽŶĂĐƚŝŶŐŽŶƚŚĞďĂƐĞ ŽĨ ĨŽƵŶĚĂƚŝŽŶƐ ŝŶ ĐŽŵƉĂĐƚĞĚ ĞŶŐŝŶĞĞƌĞĚ Ĩŝůů͘ ĐŽĞĨĨŝĐŝĞŶƚ ŽĨ ĨƌŝĐƚŝŽŶ ŽĨ Ϭ͘ϱϴ ŵĂǇďĞĂƉƉůŝĞĚƚŽĚĞĂĚůŽĂĚĨŽƌĐĞƐ͘dŚŝƐǀĂůƵĞĚŽĞƐŶŽƚŝŶĐůƵĚĞĂƐĂĨĞƚǇĨĂĐƚŽƌ͘ ď͘ &Žƌ ĨŽƵŶĚĂƚŝŽŶƐĂŐĂŝŶƐƚĐŽŵƉĂĐƚĞĚĞŶŐŝŶĞĞƌĞĚ Ĩŝůů͕ĂƉĂƐƐŝǀĞ ƌĞƐŝƐƚĂŶĐĞĞƋƵĂů ƚŽϯϴϬƉĐĨŽĨĞƋƵŝǀĂůĞŶƚ ĨůƵŝĚǁĞŝŐŚƚŵĂǇďĞŝŶĐůƵĚĞĚ ĨŽƌ ƌĞƐŝƐƚĂŶĐĞ ƚŽůĂƚĞƌĂů ůŽĂĚ͘dŚŝƐǀĂůƵĞĚŽĞƐŶŽƚŝŶĐůƵĚĞĂƐĂĨĞƚǇĨĂĐƚŽƌ͘
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϭϵ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
Đ͘ &Žƌ ƚŚĞ ƌĞƚĂŝŶŝŶŐ ǁĂůů ĨŽƵŶĚĂƚŝŽŶƐ ĂĚũĂĐĞŶƚ ƚŽ ƚŚĞ ƉƌŽƉĞƌƚǇ ďŽƵŶĚĂƌŝĞƐ͕ ƚŚĞ ƋƵĂůŝƚǇ ĂŶĚ ĐŽŶƐŝƐƚĞŶĐǇ ŽĨ ƚŚĞ ƐŽŝů ŽŶ ƚŚĞ ĂĚũĂĐĞŶƚ ƉƌŽƉĞƌƚǇ ŝƐ ƵŶŬŶŽǁŶ͘ dŚĞƌĞĨŽƌĞ͕ ǁĞ ƌĞĐŽŵŵĞŶĚ Ă ƉƌĞƐƵŵƉƚŝǀĞ ůĂƚĞƌĂů ƐŽŝů ƉƌĞƐƐƵƌĞ ŽĨ ϭϬϬ ƉĐĨ ŽĨ ĞƋƵŝǀĂůĞŶƚ ĨůƵŝĚ ǁĞŝŐŚƚ ƐŚŽƵůĚ ďĞ ĂƉƉůŝĞĚ ƚŽ ĚĞƚĞƌŵŝŶĞ ƌĞƐŝƐƚĂŶĐĞ ƚŽ ůĂƚĞƌĂů ůŽĂĚƐĂƉƉůŝĞĚŝŶƚŚĂƚĚŝƌĞĐƚŝŽŶ͘
Ě͘ ŵŝŶŝŵƵŵ ƐĂĨĞƚǇ ĨĂĐƚŽƌ ŽĨ ϭ͘ϱ ƐŚŽƵůĚ ďĞƵƐĞĚǁŚĞŶ ĚĞƐŝŐŶŝŶŐ ĨŽƌ ƐůŝĚŝŶŐ Žƌ ŽǀĞƌƚƵƌŶŝŶŐ͘
Ğ͘ &Žƌ ďƵŝůĚŝŶŐƐ͕ ƉĂƐƐŝǀĞ ƌĞƐŝƐƚĂŶĐĞ ŵĂǇ ďĞ ĐŽŵďŝŶĞĚ ǁŝƚŚ ĨƌŝĐƚŝŽŶĂů ƌĞƐŝƐƚĂŶĐĞ ƉƌŽǀŝĚĞĚ ƚŚĂƚ Ă ŽŶĞͲƚŚŝƌĚ ƌĞĚƵĐƚŝŽŶ ŝŶ ƚŚĞ ĐŽĞĨĨŝĐŝĞŶƚ ŽĨ ĨƌŝĐƚŝŽŶ ŝƐ ƵƐĞĚ͘ &Žƌ ƌĞƚĂŝŶŝŶŐǁĂůůƐ͕ƉĂƐƐŝǀĞ ƌĞƐŝƐƚĂŶĐĞŵĂǇďĞĐŽŵďŝŶĞĚǁŝƚŚ ĨƌŝĐƚŝŽŶĂů ƌĞƐŝƐƚĂŶĐĞ ǁŝƚŚŽƵƚĂŶǇƌĞĚƵĐƚŝŽŶ͘
ϰ͘ ZĞƚĂŝŶŝŶŐtĂůů
Ă͘ KŶͲƐŝƚĞƐŽŝůƐĐĂŶďĞƵƐĞĚĨŽƌǁĂůůďĂĐŬĨŝůůŽŶĐĞƚŚĞǇĂƌĞƌĞƚĞƐƚĞĚĨŽƌĞǆƉĂŶƐŝŽŶ ŝŶĚĞǆĂŶĚĐůĞĂŶĞĚŽĨĂůůŽƌŐĂŶŝĐŵĂƚĞƌŝĂů͕ƌŽĐŬƐ͕ĚĞďƌŝƐ͕ĂŶĚŝƌƌĞĚƵĐŝďůĞŵĂƚĞƌŝĂů ůĂƌŐĞƌƚŚĂŶϲŝŶĐŚĞƐ͘
ď͘ ŽŶǀĞŶƚŝŽŶĂůĐĂŶƚŝůĞǀĞƌƌĞƚĂŝŶŝŶŐǁĂůůƐďĂĐŬĨŝůůĞĚǁŝƚŚĐŽŵƉĂĐƚĞĚŽŶͲƐŝƚĞƐŽŝůƐ ŵĂǇďĞĚĞƐŝŐŶĞĚĨŽƌĂĐƚŝǀĞƉƌĞƐƐƵƌĞƐĚĞǀĞůŽƉĞĚĨƌŽŵϰϯƉĐĨŽĨĞƋƵŝǀĂůĞŶƚĨůƵŝĚ ǁĞŝŐŚƚ ĨŽƌǁĞůůͲĚƌĂŝŶĞĚ͕ůĞǀĞůďĂĐŬĨŝůů͘ĐƚŝǀĞƉƌĞƐƐƵƌĞƐĚĞǀĞůŽƉĞĚĨƌŽŵϲϵƉĐĨ ŽĨ ĞƋƵŝǀĂůĞŶƚ ĨůƵŝĚ ǁĞŝŐŚƚ ŵĂǇ ďĞ ƵƐĞĚ ĨŽƌ ǁĞůůͲĚƌĂŝŶĞĚ ďĂĐŬĨŝůů ƐůŽƉŝŶŐ Ăƚ Ϯ,͗ϭs;ŚŽƌŝǌŽŶƚĂůƚŽǀĞƌƚŝĐĂůͿ͘
Đ͘ ZĞƐƚƌĂŝŶĞĚ ƌĞƚĂŝŶŝŶŐ ǁĂůůƐ ďĂĐŬĨŝůůĞĚ ǁŝƚŚ ĐŽŵƉĂĐƚĞĚ ŽŶͲƐŝƚĞ ƐŽŝůƐ ŵĂǇ ďĞ ĚĞƐŝŐŶĞĚĨŽƌĂĐƚŝǀĞƉƌĞƐƐƵƌĞƐĚĞǀĞůŽƉĞĚĨƌŽŵϲϰƉĐĨŽĨĞƋƵŝǀĂůĞŶƚĨůƵŝĚǁĞŝŐŚƚ ĨŽƌǁĞůůͲĚƌĂŝŶĞĚ͕ůĞǀĞůďĂĐŬĨŝůů͘
Ě͘ dŚĞĞƋƵŝǀĂůĞŶƚ ĨůƵŝĚǁĞŝŐŚƚƐůŝƐƚĞĚĂďŽǀĞǁĞƌĞďĂƐĞĚŽŶ ƚŚĞĂƐƐƵŵƉƚŝŽŶ ƚŚĂƚ ďĂĐŬĨŝůů ƐŽŝůƐǁŝůůďĞĐŽŵƉĂĐƚĞĚ ƚŽ ϵϬƉĞƌĐĞŶƚŽĨ ƚŚĞŵĂǆŝŵƵŵĚƌǇĚĞŶƐŝƚǇĂƐ ĚĞƚĞƌŵŝŶĞĚďǇƚŚĞ^dDϭϱϱϳdĞƐƚDĞƚŚŽĚ͘
Ğ͘ dŚĞ ĨŽƵŶĚĂƚŝŽŶƐ ŽĨ ƚŚĞ ƌĞƚĂŝŶŝŶŐ ǁĂůůƐ ƐŚŽƵůĚ ďĞ ĚĞƐŝŐŶĞĚ ĂƐ ƌĞĐŽŵŵĞŶĚĞĚ ĞůƐĞǁŚĞƌĞŝŶƚŚŝƐƌĞƉŽƌƚ͘
Ĩ͘ ZĞƚĂŝŶŝŶŐǁĂůůƐƚŚĂƚƌĞƚĂŝŶŵŽƌĞƚŚĂŶϲĨĞĞƚŽĨƐŽŝůǁŝůůŶĞĞĚƚŽďĞĚĞƐŝŐŶĞĚĨŽƌ Ă ƐĞŝƐŵŝĐ ůŽĂĚŝŶŐ ĨŽƌĐĞ ƚŚĂƚ ŝƐ ĂƉƉůŝĞĚ ŝŶ ĂĚĚŝƚŝŽŶ ƚŽ ƚŚĞ ƐƚĂƚŝĐ ĨŽƌĐĞƐ ǁŚĞŶ ƐĞŝƐŵŝĐ ƐŚĂŬŝŶŐ ŽĐĐƵƌƐ͘ ^ĞŝƐŵŝĐ ŝŶĐƌĞŵĞŶƚƐ ŽĨ ĞĂƌƚŚ ƉƌĞƐƐƵƌĞ ĐĂŶ ďĞ ĚĞƚĞƌŵŝŶĞĚƵƐŝŶŐ ϭϭĂŶĚϮϱƉĐĨŽĨĂĚĚŝƚŝŽŶĂůĞƋƵŝǀĂůĞŶƚ ĨůƵŝĚǁĞŝŐŚƚŶĞĞĚ ƚŽ ďĞĐŽŶƐŝĚĞƌĞĚĨŽƌĐĂŶƚŝůĞǀĞƌĂŶĚƌĞƐƚƌĂŝŶĞĚƌĞƚĂŝŶŝŶŐǁĂůůƐ͕ƌĞƐƉĞĐƚŝǀĞůǇ͘dŚĞƐĞ ĞƋƵŝǀĂůĞŶƚ ĨůƵŝĚ ǁĞŝŐŚƚƐ ŚĂǀĞ ďĞĞŶ ĚĞƚĞƌŵŝŶĞĚ ďǇ Ă ƉƌŽĐĞĚƵƌĞ ƉƌĞƐĞŶƚĞĚ ďǇ KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϮϬ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
ůƚŝŬĂŶĚ^ŝƚĂƌ;ϮϬϭϬͿ͘dŚĞƐĞŝƐŵŝĐŝŶĐƌĞŵĞŶƚŽĨƉƌĞƐƐƵƌĞĐĂŶďĞĂƐƐƵŵĞĚƚŽ ďĞĚŝƐƚƌŝďƵƚĞĚƐŽƚŚĂƚƚŚĞĐĞŶƚƌŽŝĚŽĨƉƌĞƐƐƵƌĞĂĐƚƐĂƚϬ͘ϯϯ,ĂďŽǀĞƚŚĞďĂƐĞŽĨ ĂƌĞƚĂŝŶŝŶŐǁĂůů͕ǁŚĞƌĞ,ŝƐƚŚĞǁĂůůŚĞŝŐŚƚŝŶĨĞĞƚ͘ĞĐĂƵƐĞƚŚŝƐƐĞŝƐŵŝĐĨŽƌĐĞŝƐ ƚƌĂŶƐŝĞŶƚ͕ ĂŶĚ ŝŶ ĂĐĐŽƌĚĂŶĐĞ ǁŝƚŚ ^ĞĐƚŝŽŶ ϭϴϬϳ͘Ϯ͘ϯ͕ Ă ŵŝŶŝŵƵŵ ƐĂĨĞƚǇ ĨĂĐƚŽƌŽĨ ϭ͘ϭŵĂǇďĞƵƐĞĚ ĨŽƌ ƐůŝĚŝŶŐĂŶĚŽǀĞƌƚƵƌŶŝŶŐǁŚĞŶ ƐĞŝƐŵŝĐůŽĂĚƐĂƌĞ ŝŶĐůƵĚĞĚ͘
Ő͘ dŚĞ ůĂƚĞƌĂů ĞĂƌƚŚ ƉƌĞƐƐƵƌĞ ƚŽ ďĞ ƌĞƐŝƐƚĞĚ ďǇ ƚŚĞ ƌĞƚĂŝŶŝŶŐ ǁĂůůƐ Žƌ ƐŝŵŝůĂƌ ƐƚƌƵĐƚƵƌĞƐ ƐŚŽƵůĚ ĂůƐŽ ďĞ ŝŶĐƌĞĂƐĞĚ ƚŽ ĂůůŽǁ ĨŽƌ ŽƚŚĞƌ ĂƉƉůŝĐĂďůĞ ƐƵƌĐŚĂƌŐĞ ůŽĂĚƐ͘dŚĞƐƵƌĐŚĂƌŐĞƐĐŽŶƐŝĚĞƌĞĚƐŚŽƵůĚŝŶĐůƵĚĞĨŽƌĐĞƐŐĞŶĞƌĂƚĞĚďǇƐƚƌƵĐƚƵƌĞƐ ŽƌƚĞŵƉŽƌĂƌǇůŽĂĚƐƚŚĂƚǁŽƵůĚŝŶĨůƵĞŶĐĞƚŚĞǁĂůůĚĞƐŝŐŶ͘ Ś͘ ƐǇƐƚĞŵŽĨďĂĐŬĨŝůůĚƌĂŝŶĂŐĞƐŚŽƵůĚďĞŝŶĐŽƌƉŽƌĂƚĞĚŝŶƚŽƌĞƚĂŝŶŝŶŐǁĂůůĚĞƐŝŐŶƐ͘ ĂĐŬĨŝůů ĐŽŵƉƌŝƐŝŶŐ ƚŚĞ ĚƌĂŝŶĂŐĞ ƐǇƐƚĞŵ ŝŵŵĞĚŝĂƚĞůǇ ďĞŚŝŶĚ ƌĞƚĂŝŶŝŶŐ ƐƚƌƵĐƚƵƌĞƐ ƐŚŽƵůĚ ďĞ ĨƌĞĞͲĚƌĂŝŶŝŶŐ ŐƌĂŶƵůĂƌ ŵĂƚĞƌŝĂů ǁŝƚŚ Ă ĨŝůƚĞƌ ĨĂďƌŝĐ ďĞƚǁĞĞŶŝƚĂŶĚƚŚĞƌĞƐƚŽĨƚŚĞďĂĐŬĨŝůůƐŽŝůƐ͘ƐĂŶĂůƚĞƌŶĂƚŝǀĞ͕ƚŚĞďĂĐŬƐŽĨǁĂůůƐ ĐŽƵůĚďĞůŝŶĞĚǁŝƚŚŐĞŽĚƌĂŝŶƐǇƐƚĞŵƐ͘dŚĞďĂĐŬĚƌĂŝŶƐƐŚŽƵůĚĞǆƚĞŶĚ ĨƌŽŵ ƚŚĞ ďŽƚƚŽŵƐ ŽĨ ƚŚĞ ǁĂůůƐ ƚŽ ĂďŽƵƚ ϭϴ ŝŶĐŚĞƐ ĨƌŽŵ ƚŚĞ ĨŝŶŝƐŚĞĚ ďĂĐŬĨŝůů ŐƌĂĚĞ͘ tĂƚĞƌƉƌŽŽĨŝŶŐŵĂǇĂŝĚŝŶƌĞĚƵĐŝŶŐƚŚĞƉŽƚĞŶƚŝĂůĨŽƌĞĨĨůŽƌĞƐĐĞŶĐĞŽŶƚŚĞĨĂĐĞƐ ŽĨƌĞƚĂŝŶŝŶŐǁĂůůƐ͘
ŝ͘ ŽŵƉĂĐƚŝŽŶ ŽŶ ƚŚĞ ƵƉŚŝůů ƐŝĚĞƐ ŽĨǁĂůůƐǁŝƚŚŝŶĂ ŚŽƌŝǌŽŶƚĂů ĚŝƐƚĂŶĐĞ ĞƋƵĂů ƚŽ ŽŶĞ ǁĂůů ŚĞŝŐŚƚ ƐŚŽƵůĚ ďĞ ƉĞƌĨŽƌŵĞĚ ďǇ ŚĂŶĚͲŽƉĞƌĂƚĞĚ Žƌ ŽƚŚĞƌ ůŝŐŚƚǁĞŝŐŚƚ ĐŽŵƉĂĐƚŝŽŶĞƋƵŝƉŵĞŶƚ͘dŚŝƐŝƐŝŶƚĞŶĚĞĚƚŽƌĞĚƵĐĞƉŽƚĞŶƚŝĂůΗůŽĐŬĞĚͲŝŶΗůĂƚĞƌĂů ƉƌĞƐƐƵƌĞƐĐĂƵƐĞĚďǇĐŽŵƉĂĐƚŝŽŶǁŝƚŚŚĞĂǀǇŐƌĂĚŝŶŐĞƋƵŝƉŵĞŶƚ͘ ũ͘ tĂƚĞƌ ƐŚŽƵůĚ ŶŽƚ ďĞ ĂůůŽǁĞĚ ƚŽ ƉŽŶĚ ŶĞĂƌ ƚŚĞ ƚŽƉƐ ŽĨ ƌĞƚĂŝŶŝŶŐ ǁĂůůƐ͘ dŽ ĂĐĐŽŵƉůŝƐŚ ƚŚŝƐ͕ ĨŝŶĂů ďĂĐŬĨŝůů ƐŝƚĞ ŐƌĂĚĞƐ ƐŚŽƵůĚ ďĞ ƐƵĐŚ ƚŚĂƚ Ăůů ǁĂƚĞƌ ŝƐ ĚŝǀĞƌƚĞĚĂǁĂǇĨƌŽŵƌĞƚĂŝŶŝŶŐǁĂůůƐ͘
ϱ͘ ^ĞƚƚůĞŵĞŶƚŽŶƐŝĚĞƌĂƚŝŽŶƐ
Ă͘ &Žƌ ĨŽƵŶĚĂƚŝŽŶƐĂŶĚ ĨůŽŽƌƐůĂďƐƐƵƉƉŽƌƚĞĚďǇƚŚĞƌĞĐŽŵŵĞŶĚĞĚƌĞĐŽŵƉĂĐƚĞĚ ĞŶŐŝŶĞĞƌĞĚĨŝůů͕ĂŵĂǆŝŵƵŵƐƚĂƚŝĐƐĞƚƚůĞŵĞŶƚŽĨůĞƐƐƚŚĂŶϭŝŶĐŚŝƐĂŶƚŝĐŝƉĂƚĞĚ͘ EŽĂĚĚŝƚŝŽŶĂůƐĞƚƚůĞŵĞŶƚĨƌŽŵƐĞŝƐŵŝĐĂĐƚŝǀŝƚǇŝƐĞǆƉĞĐƚĞĚ͘ ď͘ ŝĨĨĞƌĞŶƚŝĂůƐĞƚƚůĞŵĞŶƚŽǀĞƌĂĚŝƐƚĂŶĐĞŽĨϯϬĨĞĞƚƐŚŽƵůĚďĞĂďŽƵƚŽŶĞͲŚĂůĨƚŚĞ ŵĂǆŝŵƵŵƚŽƚĂůƐĞƚƚůĞŵĞŶƚ͘
Đ͘ dŚĞ WƌŽũĞĐƚ ^ƚƌƵĐƚƵƌĂů
ŶŐŝŶĞĞƌ ǁŝůů ŶĞĞĚ ƚŽ ĚĞƐŝŐŶ ƚŚĞ ĨŽƵŶĚĂƚŝŽŶ ƐǇƐƚĞŵ ƚŽ ĂĐĐŽŵŵŽĚĂƚĞ ƚŚĞ ĂŶƚŝĐŝƉĂƚĞĚ ƐĞƚƚůĞŵĞŶƚ ǀĂůƵĞƐ͕ ƚŚĞ ŵĂũŽƌŝƚǇ ŽĨ ǁŚŝĐŚ ŝƐ ƌĞůĂƚĞĚƚŽƐƚĂƚŝĐƐĞƚƚůĞŵĞŶƚ͘
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ Ϯϭ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
Ě͘ /Ĩ ƚŚĞ ĨŽƵŶĚĂƚŝŽŶ ŽĨ ƚŚĞ ƉƌŽƉŽƐĞĚ ŵŝǆĞĚͲƵƐĞ ďƵŝůĚŝŶŐ ŝƐ ĚĞƐŝŐŶĞĚ ƚŽ ďĞ ĐŽŶŶĞĐƚĞĚ ƚŚĞ ĨŽƵŶĚĂƚŝŽŶ ƐǇƐƚĞŵ ŽĨ ƚŚĞ ƉƌŽƉŽƐĞĚ ƌĞƐŝĚĞŶƚŝĂů ďƵŝůĚŝŶŐ͕ ƚŚĞ ĐŽŶŶĞĐƚŝŽŶ ƐŚŽƵůĚ ďĞ ƐƚƌŽŶŐ ĞŶŽƵŐŚ ƚŽ ƌĞƐŝƐƚ ƐƚƌĞƐƐĞƐ ĐĂƵƐĞĚ ďǇ ĚŝĨĨĞƌĞŶƚŝĂů ƐĞƚƚůĞŵĞŶƚ͘
ϲ͘ WƌĞůŝŵŝŶĂƌǇƐƉŚĂůƚWĂǀŝŶŐ^ĞĐƚŝŽŶƐ
Ă͘ Ŷ ZͲsĂůƵĞ ŽĨ ϱϰ ǁĂƐ ŽďƚĂŝŶĞĚ ĨƌŽŵ ƚŚĞ ƐŽŝů ƐĂŵƉůĞ ĐŽůůĞĐƚĞĚ Ăƚ ŽƌŝŶŐ Ͳϰ ǁŝƚŚŝŶ ƚŚĞƵƉƉĞƌ ϱ ĨĞĞƚ͘,ŽǁĞǀĞƌ͕ ƚŚŝƐ ǀĂůƵĞĞǆĐĞĞĚƐ ƚŚĂƚŽĨ ĂŵĂŶƵĨĂĐƚƵƌĞĚ ƐƵďͲďĂƐĞ͕ ǁŚŝĐŚ ŝƐ Z с ϱϬ͘ ,ĞŶĐĞ͕ ŝƚ ŝƐ
ĂƌƚŚ ^ǇƐƚĞŵƐ͛ ŽƉŝŶŝŽŶ ƚŚĂƚ Ă
ĐŽŶƐĞƌǀĂƚŝǀĞůǇ ƌĞĚƵĐĞĚ ZͲsĂůƵĞ ŽĨ ϱϬ ƐŚŽƵůĚ ďĞ ƵƐĞĚ ĨŽƌ ƉƌĞůŝŵŝŶĂƌǇ ĂƐƉŚĂůƚ ƉĂǀĞŵĞŶƚĚĞƐŝŐŶƐ͘
Ă͘ dŚĞ ĨŽůůŽǁŝŶŐ ƉƌĞůŝŵŝŶĂƌǇ ƉĂǀŝŶŐ ƐĞĐƚŝŽŶƐ ƚĂďůĞ ƐƵŵŵĂƌŝǌĞƐ ƚŚŝĐŬŶĞƐƐĞƐ ŽĨ ĂƐƉŚĂůƚĂŶĚĂŐŐƌĞŐĂƚĞďĂƐĞƌĞƋƵŝƌĞĚ ĨŽƌĚŝĨĨĞƌĞŶƚƚƌĂĨĨŝĐŝŶĚŝĐĞƐ ;ƌĂŶŐŝŶŐĨƌŽŵ ϰ͘Ϭ ƚŽ ϳ͘Ϭ͕ ǁŝƚŚ Ϭ͘ϱ ŝŶƚĞƌǀĂůƐͿ ƵƐŝŶŐ ĂŶ ĂƐƐƵŵĞĚ ZͲsĂůƵĞ ŽĨ ϱϬ͘ ƐƉŚĂůƚ ĂŶĚ ĂŐŐƌĞŐĂƚĞďĂƐĞƐŚŽƵůĚďĞĐŽŵƉĂĐƚĞĚƚŽĂŵŝŶŝŵƵŵŽĨϵϱƉĞƌĐĞŶƚŽĨŵĂǆŝŵƵŵ ĚƌǇ ĚĞŶƐŝƚǇ ŽŶ ƐƵďŐƌĂĚĞ ƐŽŝůƐ ĐŽŵƉĂĐƚĞĚ ƚŽ Ă ŵŝŶŝŵƵŵ ŽĨ ϵϱ ƉĞƌĐĞŶƚ ŽĨ ŵĂǆŝŵƵŵĚƌǇĚĞŶƐŝƚǇ͘
dƌĂĨĨŝĐ/ŶĚĞǆ ƐƉŚĂůƚdŚŝĐŬŶĞƐƐ;ŝŶĐŚĞƐͿ DŝŶ͘ŐŐƌĞŐĂƚĞĂƐĞdŚŝĐŬŶĞƐƐ;ŝŶĐŚĞƐͿ ϰ͘Ϭ Ϯ͘ϱ ϰ͘Ϭ
ϰ͘ϱ Ϯ͘ϱ ϰ͘Ϭ
ϱ͘Ϭ ϯ͘Ϭ ϰ͘Ϭ
ϱ͘ϱ ϯ͘Ϭ ϰ͘Ϭ
ϲ͘Ϭ ϯ͘Ϭ ϰ͘ϱ
ϲ͘ϱ ϯ͘ϱ ϰ͘ϱ
ϳ͘Ϭ ϯ͘ϱ ϱ͘ϱ
ď͘ dŚĞ ƉƌĞůŝŵŝŶĂƌǇ ƉĂǀŝŶŐ ƐĞĐƚŝŽŶƐ ƉƌŽǀŝĚĞĚ ĂďŽǀĞ ŚĂǀĞ ďĞĞŶ ĚĞƐŝŐŶĞĚ ĨŽƌ ƚŚĞ ƚǇƉĞŽĨƚƌĂĨĨŝĐŝŶĚŝĐĂƚĞĚĂŶĚƚŚĞĂƐƐƵŵĞĚĚĞƐŝŐŶůŝĨĞ͘/ĨƚŚĞƉĂǀĞŵĞŶƚŝƐƉůĂĐĞĚ ďĞĨŽƌĞ ƉƌŽũĞĐƚ ĐŽŶƐƚƌƵĐƚŝŽŶ ŝƐ ĐŽŵƉůĞƚĞ͕ ĐŽŶƐƚƌƵĐƚŝŽŶ ůŽĂĚƐ͕ ǁŚŝĐŚ ĐŽƵůĚ ŝŶĐƌĞĂƐĞ ƚŚĞdƌĂĨĨŝĐ/ŶĚŝĐĞƐĂďŽǀĞƚŚŽƐĞĂƐƐƵŵĞĚĂďŽǀĞ͕ƐŚŽƵůĚďĞƚĂŬĞŶŝŶƚŽ ĂĐĐŽƵŶƚ͘
Đ͘ ^ƵďŐƌĂĚĞZͲsĂůƵĞƐƐŚŽƵůĚďĞƌĞĞǀĂůƵĂƚĞĚĂƚŽƌŶĞĂƌƚŚĞĞŶĚŽĨƌŽƵŐŚŐƌĂĚŝŶŐ ƐŽƚŚĂƚĨŝŶĂůƉĂǀĞŵĞŶƚĚĞƐŝŐŶƐĐĂŶďĞŵĂĚĞ͘
KĐƚŽďĞƌϮϰ͕ϮϬϮϰ ϮϮ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
ϳ͘ WƌĞůŝŵŝŶĂƌǇŽŶĐƌĞƚĞWĂǀŝŶŐ^ĞĐƚŝŽŶƐ
Ă͘ dŚĞ ĐŽŶĐƌĞƚĞ ƉĂǀĞŵĞŶƚ ĚĞƐŝŐŶ ƚŚĂƚ ĨŽůůŽǁƐ ŝƐ ďĂƐĞĚ ŽŶ ĂǀĞƌĂŐĞ ĚĂŝůǇ ƚƌƵĐŬ ƚƌĂĨĨŝĐ;ddͿŽĨĂďŽƵƚϭϬ;ĂƉƉƌŽǆŝŵĂƚĞůǇĞƋƵŝǀĂůĞŶƚƚŽĂƚƌĂĨĨŝĐŝŶĚĞǆŽĨϱ͘ϱͿ͕Ă ĐŽĞĨĨŝĐŝĞŶƚŽĨƐƵďŐƌĂĚĞƌĞĂĐƚŝŽŶŽĨŬсϮϬϴƉŽƵŶĚƐƉĞƌĐƵďŝĐŝŶĐŚ;ĂƉƉƌŽǆŝŵĂƚĞůǇ ĞƋƵŝǀĂůĞŶƚ ƚŽĂŶZͲsĂůƵĞŽĨϱϬͿ͕ĂŶĚĂĚĞƐŝŐŶůŝĨĞŽĨϮϬǇĞĂƌƐ͘ĂƐĞĚŽŶƚŚĞƐĞ ǀĂůƵĞƐĂŶĚĚĞƐŝŐŶŵĞƚŚŽĚƐĚĞƐĐƌŝďĞĚďǇƚŚĞŵĞƌŝĐĂŶŽŶĐƌĞƚĞ/ŶƐƚŝƚƵƚĞ ;/ ϯϯϬZͲϬϭͿ͕ƚŚĞŵŝŶŝŵƵŵƵŶƌĞŝŶĨŽƌĐĞĚƉĂǀŝŶŐƐĞĐƚŝŽŶŝƐ͗
ϭ͘ ŽŶĐƌĞƚĞƚŚŝĐŬŶĞƐƐс ϱ͘ϬŝŶĐŚĞƐ
Ϯ͘ ůĂƐƐ//ďĂƐĞƚŚŝĐŬŶĞƐƐƵŶĚĞƌĐŽŶĐƌĞƚĞс ϲ͘ϬŝŶĐŚĞƐ ϯ͘ ŽŵƉƌĞƐƐŝǀĞƐƚƌĞŶŐƚŚŽĨĐŽŶĐƌĞƚĞ͕ĨĐс ϯ͕ϮϱϬƉƐŝĂƚϮϴĚĂǇƐ ϰ͘ DŽĚƵůƵƐŽĨĨůĞǆƵƌĂůƐƚƌĞŶŐƚŚŽĨϯ͕ϮϱϬƉƐŝĐŽŶĐƌĞƚĞс ϱϭϬƉƐŝ ϱ͘ DĂǆŝŵƵŵƐƉĂĐŝŶŐŽĨĐŽŶƚƌĂĐƚŝŽŶũŽŝŶƚƐ͕ĞĂĐŚǁĂǇс ϭϮ͘ϱĨĞĞƚ ď͘ &Žƌ ƚŚŽƐĞ ĂƌĞĂƐ ƚŚĂƚ ǁŝůů ŶŽƚ ďĞ ƐƵďũĞĐƚĞĚ ƚŽ ƚƌƵĐŬ ƚƌĂĨĨŝĐ͕ ĂŶĚ ǁŝůů ďĞ ƉĂǀĞĚ ǁŝƚŚĐŽŶĐƌĞƚĞ͕ǁĞŚĂǀĞĂƐƐƵŵĞĚĐĂƌƚƌĂĨĨŝĐŽŶůǇ͕ĂĚĞƐŝŐŶůŝĨĞŽĨ ϮϬǇĞĂƌƐ͕ĂŶĚ ĂŶZͲsĂůƵĞŽĨϱϬ͘ĂƐĞĚŽŶƚŚĞƐĞǀĂůƵĞƐ͕ƚŚĞĨŽůůŽǁŝŶŐŵŝŶŝŵƵŵƵŶƌĞŝŶĨŽƌĐĞĚ ƉĂǀŝŶŐƐĞĐƚŝŽŶǁĂƐĚĞƚĞƌŵŝŶĞĚ͗
ϭ͘ ŽŶĐƌĞƚĞƚŚŝĐŬŶĞƐƐс ϰ͘ϱŝŶĐŚĞƐ
Ϯ͘ ůĂƐƐ//ďĂƐĞƚŚŝĐŬŶĞƐƐƵŶĚĞƌĐŽŶĐƌĞƚĞс ϲ͘ϬŝŶĐŚĞƐ ϯ͘ ŽŵƉƌĞƐƐŝǀĞƐƚƌĞŶŐƚŚŽĨĐŽŶĐƌĞƚĞ͕ĨĐс ϯ͕ϮϱϬƉƐŝĂƚϮϴĚĂǇƐ ϰ͘ DŽĚƵůƵƐŽĨĨůĞǆƵƌĂůƐƚƌĞŶŐƚŚŽĨϯ͕ϮϱϬƉƐŝĐŽŶĐƌĞƚĞс ϱϭϬƉƐŝ ϱ͘ DĂǆŝŵƵŵƐƉĂĐŝŶŐŽĨĐŽŶƚƌĂĐƚŝŽŶũŽŝŶƚƐ͕ĞĂĐŚǁĂǇс ϭϬĨĞĞƚ Đ͘ dŚĞ ƉƌĞůŝŵŝŶĂƌǇ ƉĂǀŝŶŐ ƐĞĐƚŝŽŶ ƉƌĞƐĞŶƚĞĚ ĂďŽǀĞ ŝƐ ĚĞƐŝŐŶĞĚ ĨŽƌ ƚŚĞ ƚǇƉĞ ŽĨ ƚƌĂĨĨŝĐ ŝŶĚŝĐĂƚĞĚ ĂŶĚ ƚŚĞ ĂƐƐƵŵĞĚ ĚĞƐŝŐŶ ůŝĨĞ͘ /Ĩ ƚƌƵĐŬ ƚƌĂĨĨŝĐ ŝƐ ĞǆƉĞĐƚĞĚ ƚŽ ĞǆĐĞĞĚ ϭϬ dd Žƌ Ă ůŽŶŐĞƌ ĚĞƐŝŐŶ ůŝĨĞ ŝƐ ĚĞƐŝƌĞĚ͕ ƚŚŝƐ ƐĞĐƚŝŽŶ ƐŚŽƵůĚ ďĞ ƌĞĞǀĂůƵĂƚĞĚ͘ /Ĩ ƚŚĞ ƉĂǀĞŵĞŶƚ ŝƐ ƉůĂĐĞĚ ďĞĨŽƌĞ ĐŽŶƐƚƌƵĐƚŝŽŶ ŽŶ ƚŚĞ ƉƌŽũĞĐƚ ŝƐ ĐŽŵƉůĞƚĞ͕ĐŽŶƐƚƌƵĐƚŝŽŶůŽĂĚƐƐŚŽƵůĚďĞ ƚĂŬĞŶŝŶƚŽĂĐĐŽƵŶƚ͘dƌĂĨĨŝĐƐŚŽƵůĚŶŽƚ ďĞĂůůŽǁĞĚ ŽŶ ƚŚĞƉĂǀĞŵĞŶƚ ƵŶƚŝů ϮϴĚĂǇƐĂĨƚĞƌ ĐŽŶĐƌĞƚĞ ƉůĂĐĞŵĞŶƚ͕ Žƌ ƵŶƚŝů ƚŚĞϮϴͲĚĂǇĚĞƐŝŐŶƐƚƌĞŶŐƚŚŝƐĂĐŚŝĞǀĞĚ͘
Ě͘ dŚĞ ƉƌĞůŝŵŝŶĂƌǇ ƉĂǀŝŶŐ ƐĞĐƚŝŽŶ ƉƌĞƐĞŶƚĞĚ ĂďŽǀĞ ŝƐ ĂŶ ƵŶƌĞŝŶĨŽƌĐĞĚ ĚĞƐŝŐŶ͘ /Ĩ ƌĞďĂƌƐ ĂƌĞ ŝŶĐŽƌƉŽƌĂƚĞĚ ŝŶƚŽ ƚŚĞ ƉĂǀŝŶŐ ƐĞĐƚŝŽŶ͕ ĞǆƚƌĂ ĐƌĂĐŬ ĐŽŶƚƌŽů ǁŝůů ďĞ ƉƌŽǀŝĚĞĚ͘
Ğ͘ WĞƌĨŽƌŵĂŶĐĞ ŽĨ ĐŽŶĐƌĞƚĞ ƉĂǀĞŵĞŶƚ ĚĞƉĞŶĚƐ ŽŶ Ă ƵŶŝĨŽƌŵ ƐƵďŐƌĂĚĞ ƵƉŽŶ ǁŚŝĐŚ ƚŽ ĐĂƐƚ ƚŚĞ ĐŽŶĐƌĞƚĞ͘ ,ĞŶĐĞ͕ ƚŚĞ ƐƵďŐƌĂĚĞ ƐŚŽƵůĚ ďĞ ĐŽŵƉĂĐƚĞĚ ƚŽ KĐƚŽďĞƌϮϰ͕ϮϬϮϰ Ϯϯ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
ĂŵŝŶŝŵƵŵŽĨϵϱйŽĨƚŚĞŵĂǆŝŵƵŵĚƌǇĚĞŶƐŝƚǇĚĞƚĞƌŵŝŶĞĚďǇ^dDϭϱϱϳ͘ ĞĂƌŝŶŐ ƐŽŝůƐ ŝŶ ƚŚĞ ΗsĞƌǇ >ŽǁΗ ĞǆƉĂŶƐŝŽŶ ƌĂŶŐĞ ƐŚŽƵůĚ ďĞ ƉƌĞŵŽŝƐƚĞŶĞĚ ďĞĨŽƌĞƉůĂĐŝŶŐĐŽŶĐƌĞƚĞ͘
/d/KE>^
Zs/
^
dŚŝƐƌĞƉŽƌƚŝƐďĂƐĞĚŽŶƚŚĞĂƐƐƵŵƉƚŝŽŶƚŚĂƚĂŶĂĚĞƋƵĂƚĞƉƌŽŐƌĂŵŽĨŵŽŶŝƚŽƌŝŶŐĂŶĚƚĞƐƚŝŶŐǁŝůů ďĞ ƉĞƌĨŽƌŵĞĚ ďǇ
ĂƌƚŚ ^ǇƐƚĞŵƐ ĚƵƌŝŶŐ ĐŽŶƐƚƌƵĐƚŝŽŶ ƚŽ ĐŚĞĐŬ ĐŽŵƉůŝĂŶĐĞ ǁŝƚŚ ƚŚĞ ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐŐŝǀĞŶŝŶ ƚŚŝƐ ƌĞƉŽƌƚ͘dŚĞ ƌĞĐŽŵŵĞŶĚĞĚ ƚĞƐƚƐĂŶĚŽďƐĞƌǀĂƚŝŽŶƐŝŶĐůƵĚĞ͕ ďƵƚ ĂƌĞŶŽƚŶĞĐĞƐƐĂƌŝůǇůŝŵŝƚĞĚƚŽƚŚĞĨŽůůŽǁŝŶŐ͗
x ZĞǀŝĞǁŽĨƚŚĞƐƚƌƵĐƚƵƌĂůĂŶĚŐƌĂĚŝŶŐƉůĂŶƐĚƵƌŝŶŐƚŚĞĚĞƐŝŐŶƉŚĂƐĞŽĨƚŚĞƉƌŽũĞĐƚ͘ x KďƐĞƌǀĂƚŝŽŶĂŶĚƚĞƐƚŝŶŐĚƵƌŝŶŐƐŝƚĞƉƌĞƉĂƌĂƚŝŽŶ͕ŐƌĂĚŝŶŐ͕ƉůĂĐŝŶŐŽĨƌĞĐŽŵƉĂĐƚĞĚĨŝůů͕ ĂŶĚĨŽƵŶĚĂƚŝŽŶĐŽŶƐƚƌƵĐƚŝŽŶ͘
x ŽŶƐƵůƚĂƚŝŽŶĂƐƌĞƋƵŝƌĞĚĚƵƌŝŶŐĐŽŶƐƚƌƵĐƚŝŽŶ͘
>/D/dd/KE^EhE/&KZD/dzK&KE/d/KE^
dŚĞĂŶĂůǇƐĞƐĂŶĚ ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ ƐƵďŵŝƚƚĞĚŝŶ ƚŚŝƐ ƌĞƉŽƌƚĂƌĞ ďĂƐĞĚŝŶ ƉĂƌƚƵƉŽŶ ƚŚĞ ĚĂƚĂ ŽďƚĂŝŶĞĚĨƌŽŵƚŚĞŽŶͲƐŝƚĞďŽƌŝŶŐƐ͘dŚĞŶĂƚƵƌĞĂŶĚĞǆƚĞŶƚŽĨǀĂƌŝĂƚŝŽŶƐďĞƚǁĞĞŶĂŶĚďĞǇŽŶĚƚŚĞ ƉŽŝŶƚƐ ŽĨ ĞǆƉůŽƌĂƚŝŽŶ ŵĂǇ ŶŽƚ ďĞĐŽŵĞ ĞǀŝĚĞŶƚ ƵŶƚŝů ĐŽŶƐƚƌƵĐƚŝŽŶ͘ /Ĩ ǀĂƌŝĂƚŝŽŶƐ ƚŚĞŶ ĂƉƉĞĂƌ ĞǀŝĚĞŶƚ͕ŝƚǁŝůůďĞŶĞĐĞƐƐĂƌǇƚŽƌĞĞǀĂůƵĂƚĞƚŚĞƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐŽĨƚŚŝƐƌĞƉŽƌƚ͘ dŚĞ ƐĐŽƉĞ ŽĨ ƐĞƌǀŝĐĞƐ ĚŝĚ ŶŽƚ ŝŶĐůƵĚĞ ĂŶǇ ĞŶǀŝƌŽŶŵĞŶƚĂů ĂƐƐĞƐƐŵĞŶƚ Žƌ ŝŶǀĞƐƚŝŐĂƚŝŽŶ ĨŽƌ ƚŚĞ ƉƌĞƐĞŶĐĞ Žƌ ĂďƐĞŶĐĞ ŽĨ ǁĞƚůĂŶĚƐ͕ ŚĂǌĂƌĚŽƵƐ Žƌ ƚŽǆŝĐ ŵĂƚĞƌŝĂůƐ ŝŶ ƚŚĞ ƐŽŝů͕ ƐƵƌĨĂĐĞ ǁĂƚĞƌ͕ ŐƌŽƵŶĚǁĂƚĞƌŽƌĂŝƌ͕ŽŶ͕ďĞůŽǁ͕ŽƌĂƌŽƵŶĚƚŚŝƐƐŝƚĞ͘ŶǇƐƚĂƚĞŵĞŶƚƐŝŶƚŚŝƐƌĞƉŽƌƚŽƌŽŶƚŚĞƐŽŝů ďŽƌŝŶŐ ůŽŐƐ ƌĞŐĂƌĚŝŶŐ ŽĚŽƌƐ ŶŽƚĞĚ͕ ƵŶƵƐƵĂů Žƌ ƐƵƐƉŝĐŝŽƵƐ ŝƚĞŵƐ Žƌ ĐŽŶĚŝƚŝŽŶƐ ŽďƐĞƌǀĞĚ͕ ĂƌĞ ƐƚƌŝĐƚůǇĨŽƌƚŚĞŝŶĨŽƌŵĂƚŝŽŶŽĨƚŚĞĐůŝĞŶƚ͘
&ŝŶĚŝŶŐƐŽĨƚŚŝƐƌĞƉŽƌƚĂƌĞǀĂůŝĚĂƐŽĨƚŚŝƐĚĂƚĞ͖ŚŽǁĞǀĞƌ͕ĐŚĂŶŐĞƐŝŶĐŽŶĚŝƚŝŽŶƐŽĨĂƉƌŽƉĞƌƚǇĐĂŶ ŽĐĐƵƌǁŝƚŚƉĂƐƐĂŐĞŽĨƚŝŵĞǁŚĞƚŚĞƌƚŚĞǇĂƌĞďĞĐĂƵƐĞŽĨŶĂƚƵƌĂůƉƌŽĐĞƐƐĞƐŽƌǁŽƌŬƐŽĨŵĂŶŽŶ ƚŚŝƐ Žƌ ĂĚũĂĐĞŶƚ ƉƌŽƉĞƌƚŝĞƐ͘ /Ŷ ĂĚĚŝƚŝŽŶ͕ ĐŚĂŶŐĞƐ ŝŶ ĂƉƉůŝĐĂďůĞ Žƌ ĂƉƉƌŽƉƌŝĂƚĞ ƐƚĂŶĚĂƌĚƐ ŵĂǇ ŽĐĐƵƌǁŚĞƚŚĞƌƚŚĞǇƌĞƐƵůƚĨƌŽŵůĞŐŝƐůĂƚŝŽŶŽƌďƌŽĂĚĞŶŝŶŐŽĨŬŶŽǁůĞĚŐĞ͘ĐĐŽƌĚŝŶŐůǇ͕ĨŝŶĚŝŶŐƐŽĨ ƚŚŝƐƌĞƉŽƌƚŵĂǇďĞŝŶǀĂůŝĚĂƚĞĚǁŚŽůůǇŽƌƉĂƌƚŝĂůůǇďǇĐŚĂŶŐĞƐŽƵƚƐŝĚĞŽƵƌĐŽŶƚƌŽů͘dŚĞƌĞĨŽƌĞ͕ƚŚŝƐ ƌĞƉŽƌƚŝƐƐƵďũĞĐƚƚŽƌĞǀŝĞǁĂŶĚƐŚŽƵůĚŶŽƚďĞƌĞůŝĞĚƵƉŽŶĂĨƚĞƌĂƉĞƌŝŽĚŽĨϭǇĞĂƌ͘ /ŶƚŚĞĞǀĞŶƚ ƚŚĂƚĂŶǇĐŚĂŶŐĞƐŝŶ ƚŚĞŶĂƚƵƌĞ͕ĚĞƐŝŐŶ͕ŽƌůŽĐĂƚŝŽŶŽĨ ƚŚĞ ƉƌŽƉŽƐĞĚĂŶĚͬŽƌŽƚŚĞƌ ŝŵƉƌŽǀĞŵĞŶƚƐ ĂƌĞ ƉůĂŶŶĞĚ͕ ƚŚĞ ĐŽŶĐůƵƐŝŽŶƐ ĂŶĚ ƌĞĐŽŵŵĞŶĚĂƚŝŽŶƐ ĐŽŶƚĂŝŶĞĚ ŝŶ ƚŚŝƐ ƌĞƉŽƌƚ KĐƚŽďĞƌϮϰ͕ϮϬϮϰ Ϯϰ WƌŽũĞĐƚEŽ͗͘ϯϬϲϴϮϴͲϬϬϭ
;ZĞǀŝƐĞĚEŽǀĞŵďĞƌϲ͕ϮϬϮϰͿ ZĞƉŽƌƚEŽ͗͘ϮϰͲϭϬͲϴϲ

Zd,^z^d
D^W/&/
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ƉƉƌŽǆŝŵĂƚĞ
^ŝƚĞ>ŽĐĂƚŝŽŶ

Camarillo City CouncilMarch 11, 2026

Camarillo City Council
March 11, 2026