13.1_13685_Structural_Calculations.pdf

1501 Quail St, Ste. 150, Newport Beach, CA 92660 | 949.418.6722 | www.srssinc.com

THESE STRUCTURAL CALCULATIONS ARE A WORK IN PROGRESS PROVIDED HEREWITH FOR THE SOLE PURPOSE OF GOVERNING AGENCY/BUILDING OFFICIAL PLAN CHECK. THESE CALCULATIONS ARE USED AS ONE MEANS FOR OBTAINING THE SIZES OF STRUCTURAL MEMBERS AND COMPONENTS OF CONNECTIONS SHOWN ON THE DRAWINGS, THOUGH THERE IS NO WARRANTY THAT THE CALCULATIONS RELATE DIRECTLY TO OR INCLUDE ALL MEMBERS AND CONNECTIONS ON THE DRAWINGS. THE DRAWINGS THAT ACCOMPANY THESE CALCULATIONS ARE CONSIDERED LIVING DOCUMENTS THAT MAY REQUIRE MODIFICATIONS AND/OR ADDITIONS AS A RESULT OF PLAN CHECK AND CONSTRUCTION. AS A RESULT OF POSSIBLE FUTURE MODIFICATIONS AND/OR ADDITIONS, THE DRAWINGS AND ACCOMPANYING CALCULATIONS SUBMITTED TO PLAN CHECK SHALL BE CONSIDERED OBSOLETE UPON PLAN CHECK COMPLETION AND INAPPLICABLE TO THE FINAL CONSTRUCTED STRUCTURE. THE USE OF THESE DOCUMENTS OUTSIDE OF THE SCOPE OF THIS PLAN CHECK, OR DISTRIBUTING COPIES (PHYSICAL OR ELECTRONIC) TO INDIVIDUALS WHO ARE NOT ENGAGED BY THE GOVERNING PLAN CHECK AUTHORITY/BUILDING OFFICIAL FOR THE SPECIFIC PURPOSE OF PLAN CHECKING THIS PROJECT, IS CONSIDERED A COPYRIGHT INFRINGEMENT AND UNACCEPTABLE WITHOUT OBTAINING

PRIOR WRITTEN APPROVAL FROM SOLID ROCK STRUCTURAL SOLUTIONS,

Caltrans District 5 Templeton Maintenance Station

EVSE Installation 640 N. Main Street, Templeton, CA 93465

10/21/2024

STRUCTURAL CALCULATIONS

FOR

N

I

R

No. 4306 Exp. 12/31/2

G

T

R E

TATS

S

E OFILACFO

U C T U R A R

L

R

S T

E

RED

P L

OFESS IONA

N E

R

AI

E

EN

G

I

O B

E R

T

JA M E F E C

A R

O T

R

S

T A5

Job # 24084 project by RR sheet no.

location date 05/23/24

1501 Quail St. Ste 150 client job no.

Newport Beach, CA 92660

949.418.6722

TABLE OF CONTENTS

Page

Intro Scope of Work and Basis of Design ........................................... A-1

Seismic Parameters ........................................... A-2

Fp Calculation ........................................... A-4

Wind Parameters ........................................... A-5

C&C Calculation ........................................... A-6

Equipment Anchorage Single or Double Port Charger .......................................... B-1

Panelboard .......................................... B-12

Transformer .......................................... B-13

Wall Mounted Unit .......................................... B-15

Foundation Single or Double Port Charger .......................................... C-1

Panelboard .......................................... C-4 Bollard (Pavement and Concrete) .......................................... C-5

Templeton EVCS

Templeton, CA

Goss Engineering

24084

© Solid Rock Structural Solutions project by sheet no.

location date

17850 Fitch client job no.

Irvine, CA 92614

© Solid Rock Structural Solutions

1501 QUAIL ST., STE. 150

NEWPORT BEACH CA, 92660

INTRODUCTION AND DESIGN

PARAMETERS

Templeton EVCS

Templeton, CA

Goss

RR

project by RR sheet no.

location date 05/23/24

17850 Fitch client job no.

Irvine, CA 92614

949.418.6722

SCOPE OF WORK

BASIS OF DESIGN

Gravity load combinations are derived from the CBC 2022.

Wind loads are derived from the ASCE 7-16. See following sheets for ATC Hazard tool wind loading parameters.

Seismic Loads are derived from the ASCE 7-16. See following sheets for ATC

Hazard tool seismic loading parameters.

SRSS's scope of work for this project consists of the structural engineering associated with the installation of a new EV charger (double and single), bollards to protect the EV chargers, electrical panel anchorage, and Equipment pad for the

Transformer 'TEV' .

Templeton EVCS

Templeton, CA

Goss Engineering

24084

© Solid Rock Structural Solutions

A-1

�0 �)�/���11 �22 ���

6789:;

<=>?@ABCDAE=F=AGHIHJAK??LDCMANOPKN

A-2

�0 �)�/���11 �22 ���

A-3 project by client job no.

Component Description

Unit & Anchorage Properties

W 1 lb Equipment Weight l 30.08 in Length of Unit w 27.44 in Width of Unit

H 33.5 in Height of Unit h 22.3 in Height to C.G. above Base z 1 ft Component Height in Structure hr 1 ft Structure Height

Seismic Accelerations

SDS 0.874 %g

Ip 1.0 13.1.3 ap 1 Table 13.6-1

Rp 2 1/2 Table 13.6-1

Ω0 2 Table 13.6-1

Fp,calc 0.42 Wp Controls Eq. 13.3-1

Fp,min 0.26 Wp Eq. 13.3-3

Fp,max 1.40 Wp Eq. 13.3-2

Fv 0.17 Wp 13.3.1.2

Fp 0 lb

Fv 0 lb

Ω0Fp 1 lb

Fv 0 lb

Wind Pressures

Req'd? No

V 105 mph Fig 26.5-1a-c

Exp. Cat. B Sec. 26.7.3 h 50 ft Mean Roof Height

B 100 ft Width of Roof

L 200 ft Length of Roof

Elev 500 ft Above Sea Level

Ke 0.98 Sec. 26.8

Kd 0.85 Table 26.6-1 Eq. 13.3-1

Kzt 1.25 Sec. 26.8

Kh 0.81 Table 26.10-1 qh 23.9 psf Eq. 26.10-1 Eq. 13.3-3

Af 7.0 ft 2 Vert. Proj. Area Eq. 13.3-2

Ar 5.7 ft 2 Horiz. Proj. Area Sec. 13.3.1.2

GCr,h 1.90 Sec. 29.4.1

GCr,v 1.50 Sec. 29.4.1 Eq. 26.10-1

Fh 317 lb Eq. 29.4-2 Eq. 29.4-2

Fv 205 lb Eq. 29.4-3 Eq. 29.4-3

Generators, batteries, inverters, motors, transformers, and other electrical components constructed of high-deformability materials Component

Base Material

Equip Description

Templeton, CA 5/23/2024

Templeton EVCS RR sheet no.

(ASCE 7-16 - 13.2 thru 13.6)

24084

Goss

Lateral Demand on Nonstructural Components

Component Type Vibration Isolated Components and Systems

Slab on Grade

Equiment Pad on Grade

0.4���

1 � 2 ℎ

��,��� � 0.3�

��,��� � 1.6�

�� � 0.00256���� �!�"#

�, � -0.2�

A-4

,-�-$$,",/)�!0"&� &% $"/

/0&�

"&"%!&-!""�"01"&1-"�- 02

3���

(45�0&!6��

(45�"-!6��

(45�-&!6��

(45�0&&!6��

4������ �7� ��5 /$*��

4������ �7� ��55 +"*��

4������ �7� ��555 +/*��

4������ �7� ��58 0&"*��

(45�0&!6��

(45�"-!6��

(45�-&!6��

(45�0&&!6�� +0*��

4������ �7� ��5 0&&*��

4������ �7� ��55 00&*��

4������ �7� ��555!58 00-*��

����� !&-�3��������� /-*��

��9:�':��

�������7��� �

����7��

�;����������������� �� �������7� �����7�� ��':��1�#� �7����������

������7�������*����

�7����

���)�7� 7��)�������� �7���������������>�*�����

3����� �����

���������)���;��7��>�� �����������������7����� ���

����7�

���7�;� ���7��������7������������� ��������7���������

BCDEFG

HIJKLMNOPMQIRIMSTUTVMWKKXPOYMZ[\WZ

]̂__̂_̀ab_c_dbef ghibjklkmnobpqbrstkuvsw xuuyoĉ̂xklkmnozkuts{wtv|zsm}̂~̂�vwn�|ku��]z]���_���|w}���_dz�d̀��_��knnm�oo��̀db�bfkvwb�u�_ibh��y|�usw�_ibigb��̀�]�_ib��zb��z �̂�

A-5 client job no.

Wind Coefficients

II Table 1.5-1 810 ft

92 mph, Fig. 26.5-1B No Kzt 1.00

0.85 Table 26.6-1 1.54 Kzt @ h 1.18

C Sec. 26.7.3 25 H (ft) 20

0.85 Sec. 26.11.1 7 Lh (ft) 20

0.97 Table 26.9-1

0.90 Table 26.10-1

15.2 psf, Eq. 26.10-1

Sign Dimensions

Sign 7.0 ft

Single 2.0 ft

Enclosed 1.0 ft

0.08 =t/min(B,s) 0.5

0.04 =t/max(B,s) 0.3

No

Case A: 6.0

1.80 Fig. 29.3-1 3.0

1.00 1.0 in

1.0 100.0 % evert 0.0 ft Solid ε ≥ 70 ehoriz 0.0 ft

23.2 psf, Eq. 29.3-1

0.0 kips

Case B:

1.80 Fig. 29.3-1

1.00

1.0 evert 0.0 ft ehoriz 0.2 ft

23.2 psf, Eq. 29.3-1

0.0 kips

Case C: B/s < 2, N/A

1.00 Fig. 29.3-1, s/h ≤ 0.8

1.00 No Return Corner

1.0 evert 0.0 ft ehoriz 0.0 ft

Zone (ft) Cf F (kips)

0 to 2 2.25 0.1

2 to 4 1.50 0.1

Eq. 26.10-1

Eq. 26.8-1

Eq. 29.3-1

Version: 02/24/2022 OK

Reduction for ε

Force Coefficient, Cf

Reduction for Rmin

Calculation Check:

Sign Thickness, t

Ratio of Solid Area to Gross Area, ε

Reduction for ε

Horiz Pressure, p

Resultant Force, F

Reduction for s/h

Corner Reduction

Pos. from Crest Upwind

Sign Width, B

Return Corner?

Length of Return, Lr

Sign Definition

Return Corner Ratio, Lr/s z (ft)

Hill Shape 2D Ridge (or Valley)

Force Coefficient, Cf

Ground to top of Sign, h

Ke

Horiz Pressure, p

Resultant Force, F

Reduction for ε

Rmax

Reduction for Rmin

Double-Faced Sides

Elevation and Topography

Calculate Kzt?

x (ft)

Risk Category Ground Elevation Above Sea Level

Basic Wind Speed

(ASCE 7-16 Ch. 29.3)

Wind Load Calculations - Solid Freestanding Walls and Solid Signs sheet no.

Templeton AKZ

Templeton, CA 5/23/2024

24084

Goss

Kzt @ Base

Top of Sign to Bottom of Sign, s

Kd

Kz @ h qh

Exposure Category

G

Clearance Ratio, s/h

Aspect Ratio, B/s

Sign or Wall?

No. Faces

Rmin

�� � 0.00256

� � �1 � � � ��

A-6

17850 Fitch client job no.

Irvine, CA 92614

© Solid Rock Structural Solutions

1501 QUAIL ST., STE. 150

NEWPORT BEACH CA, 92660

EQUIPMENT ANCHORAGE

Templeton EVCS

Templeton, CA

Goss

RR

project Templeton EVCS by KH sheet no.

location Templeton, CA date 10/14/2024 client Goss job no. 24084

Anchorage of Mechanical and Electrical Equipment Calculation (ASCE 7-16 - 13.2 thru 13.6 & 29.4.1)

Component Description Equip Description EV Charger Base Material Slab on Grade Component Type Mechanical and Electrical Components

Component Other mechanical or electircal components

Unit & Anchorage Properties W 170 lb Equipment Weight l 10 in Length of Unit w 12 in Width of Unit H 97 in Height of Unit h 64.7 in Height to C.G. above Base z 0 ft Component Height in Structure hr 1 ft Mean Roof Height of Structure

CGx 6 in Center of Mass, x-direction Cgy 5 in Center of Mass, y-direction n 3 Anchorage Locations m 1 anchors (at each anchorage location)

Seismic Accelerations SDS 0.874 %g Ip 1.00 13.1.3 ap 1 Table 13.6-1 Rp 1 1/2 Table 13.6-1 Ω0 2 Table 13.6-1

Fp,calc 0.23 Wp Eq. 13.3-1 Fp,min 0.26 Wp Controls Eq. 13.3-3 Fp,max 1.40 Wp Eq. 13.3-2

Fv 0.17 Wp 13.3.1.2

Ω0Fp 89 lb Ω0Fv 59 lb

Wind Forces Req'd? Yes

V 92 mph Fig 26.5-1a-c Exp. Cat. C Sec. 26.7.3 h 0 ft Mean Roof Height B 0 ft Width of Roof L 0 ft Length of Roof

Elev 810 ft Above Sea Level Ke 0.97 Sec. 26.8 Kd 0.85 Table 26.6-1 Kzt 1.00 Sec. 26.8 Kh 0.85 Table 26.10-1 Eq. 13.3-1 qh 15.2 psf Eq. 26.10-1 Af 8.1 ft2 Vert. Proj. Area Av 0.8 ft2 Horiz. Proj. Area Eq. 13.3-3

GCr,h 1.00 Sec. 29.4.1 Eq. 13.3-2 GCr,v 1.00 Sec. 29.4.1 Sec. 13.3.1.2

Fh 123 lb Eq. 29.4-2 Eq. 26.10-1 Fv 13 lb Eq. 29.4-3 Eq. 29.4-2

Eq. 29.4-3

Version: 02/18/2021

𝐹𝑝=

0.4𝑎𝑝𝑆𝐷𝑆𝑊𝑝

𝑅𝑝 𝐼𝑝

(1 + 2 𝑧 h )

𝐹𝑝,𝑚𝑖𝑛=0.3𝑆𝐷𝑆𝐼𝑝𝑊𝑝

𝐹𝑝,𝑚𝑎𝑥=1.6𝑆𝐷𝑆𝐼𝑝𝑊𝑝

𝑞h=0.00256𝐾𝑧𝐾𝑧𝑡𝐾𝑑𝐾𝑒𝑉

𝐹h=𝑞h(𝐺𝐶𝑟,h)𝐴𝑓 𝐹𝑣=𝑞h(𝐺𝐶𝑟,𝑣)𝐴𝑟

𝐹𝑣=±0.2𝑆𝐷𝑆𝑊𝑝

B-1 www.hilti.com

Hilti PROFIS Engineering 3.1.4

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

24084 - Templeton (Non-seismic)

Page:

Specifier:

E-Mail:

Date:

10/15/2024

Specifier's comments:

1 Input data

Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 5/8

Item number: not available

Specification text: Hilti Hex Head headed stud anchor with 12 in embedment, 5/8, Steel galvanized, installation per instruction for use

Effective embedment depth: hef = 12.000 in.

Material: ASTM F 1554

Evaluation Service Report: Hilti Technical Data

Issued I Valid: - | -

Proof: Design Method ACI 318-19 / CIP

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.

Anchor plateR : lx x ly x t = 8.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 24.000 in.

Reinforcement: tension: not present, shear: not present;

edge reinforcement: none or < No. 4 bar

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]

B-2

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

24084 - Templeton (Non-seismic)

Page:

Specifier:

E-Mail:

Date:

10/15/2024

1.1 Design results

Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = 0; Vx = -123; Vy = 0;

Mx = 0; My = -5,904; Mz = 0;

no 14

TensionCompression

3x y2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 141 41 -41 0 2 141 41 -41 0 3 836 41 -41 0

Max. concrete compressive strain: 0.04 [‰] Max. concrete compressive stress: 171 [psi] Resulting tension force in (x/y)=(1.827/0.000): 1,118 [lb] Resulting compression force in (x/y)=(-3.455/0.000): 1,118 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 836 9,831 9 OK

Pullout Strength* 836 6,356 14 OK

Concrete Breakout Failure** 1,118 16,317 7 OK

Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (anchors in tension)

B-3

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

24084 - Templeton (Non-seismic)

Page:

Specifier:

E-Mail:

Date:

10/15/2024

3.1 Steel Strength

Nsa = Ase,N futa ACI 318-19 Eq. (17.6.1.2) f Nsa ³ Nua ACI 318-19 Table 17.5.2

Variables

Ase,N [in.2] futa [psi]

0.23 58,000

Calculations

Nsa [lb] 13,108

Results

Nsa [lb] f steel f Nsa [lb] Nua [lb] 13,108 0.750 9,831 836

3.2 Pullout Strength

NpN = y c,p Np ACI 318-19 Eq. (17.6.3.1) Np = 8 Abrg f c ACI 318-19 Eq. (17.6.3.2.2a) f NpN ³ Nua ACI 318-19 Table 17.5.2

Variables y c,p Abrg [in.2] l a f'c [psi]

1.000 0.45 1.000 2,500

Calculations

Np [lb] 9,080

Results

Npn [lb] f concrete f Npn [lb] Nua [lb] 9,080 0.700 6,356 836

B-4

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

24084 - Templeton (Non-seismic)

Page:

Specifier:

E-Mail:

Date:

10/15/2024

3.3 Concrete Breakout Failure

Ncbg = (ANc ANc0

) y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = ( 1

1 + 2 e'

N 3 hef

) £ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac

1.5hef cac ) £ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)

Nb = kc l a √f'c h 1.5 ef ACI 318-19 Eq. (17.6.2.2.1)

Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N

7.020 1.827 0.000 9.060 1.000 cac [in.] kc l a f'c [psi]

- 24 1.000 2,500

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]

567.36 443.52 0.852 1.000 0.958 1.000 22,320

Results

Ncbg [lb] f concrete f Ncbg [lb] Nua [lb] 23,311 0.700 16,317 1,118

B-5

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

24084 - Templeton (Non-seismic)

Page:

Specifier:

E-Mail:

Date:

10/15/2024

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 41 5,112 1 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 123 38,298 1 OK

Concrete edge failure in direction x-** 123 6,704 2 OK

* highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength

Vsa = 0.6 Ase,V futa ACI 318-19 Eq. (17.7.1.2b) f Vsteel ³ Vua ACI 318-19 Table 17.5.2

Variables

Ase,V [in.2] futa [psi]

0.23 58,000

Calculations

Vsa [lb] 7,865

Results

Vsa [lb] f steel f Vsa [lb] Vua [lb] 7,865 0.650 5,112 41

B-6

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

24084 - Templeton (Non-seismic)

Page:

Specifier:

E-Mail:

Date:

10/15/2024

4.2 Pryout Strength

Vcpg = kcp [(ANc ANc0

) y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = ( 1

1 + 2 e'

N 3 hef

) £ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac

1.5hef cac ) £ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)

Nb = kc l a √f'c h 1.5 ef ACI 318-19 Eq. (17.6.2.2.1)

Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 7.020 0.000 0.000 9.060 y c,N cac [in.] kc l a f'c [psi]

1.000 ∞ 24 1.000 2,500

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]

567.36 443.52 1.000 1.000 0.958 1.000 22,320

Results

Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 54,711 0.700 38,298 123

B-7

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

24084 - Templeton (Non-seismic)

Page:

Specifier:

E-Mail:

Date:

10/15/2024

4.3 Concrete edge failure in direction x-

Vcbg = (AVc AVc0

) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b) f Vcbg ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ec,V = ( 1

1 + e' v 1.5ca1

) £ 1.0 ACI 318-19 Eq. (17.7.2.3.1) y ed,V = 0.7 + 0.3( ca2 1.5ca1

) £ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha

³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)

Vb = (7 ( le da

0.2

√da) l a √f'c c 1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a)

Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.]

10.530 9.460 0.000 1.000 24.000 le [in.] l a da [in.] f'c [psi] y parallel,V

5.000 1.000 0.625 2,500 1.000

Calculations

AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb]

379.08 498.96 1.000 0.880 1.000 14,331

Results

Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 9,578 0.700 6,704 123

5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%] Status

0.131 0.018 5/3 4 OK

bNV = bz N + bz

V <= 1

B-8

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

24084 - Templeton (Non-seismic)

Page:

Specifier:

E-Mail:

Date:

10/15/2024

6 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/

Fastening meets the design criteria!

B-9

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

24084 - Templeton (Non-seismic)

Page:

Specifier:

E-Mail:

Date:

10/15/2024

Coordinates Anchor [in.]

Anchor x y c-x c+x c-y c+y

1 -1.470 -2.540 10.530 13.470 9.460 14.540 2 -1.470 2.540 10.530 13.470 14.540 9.460 3 2.940 0.000 14.940 9.060 12.000 12.000

7 Installation data Anchor type and diameter: Hex Head ASTM F 1554 GR.

36 5/8

Profile: no profile Item number: not available Hole diameter in the fixture: df = 0.687 in. Maximum installation torque: - Plate thickness (input): 0.500 in. Hole diameter in the base material: - in.

Recommended plate thickness: not calculated Hole depth in the base material: 12.000 in.

Minimum thickness of the base material: 12.922 in.

Hilti Hex Head headed stud anchor with 12 in embedment, 5/8, Steel galvanized, installation per instruction for use x y

4.000 4.000

2.530 4.410 1.060

1.

2.

2.

1.

4.

4.

B-10

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

24084 - Templeton (Non-seismic)

Page:

Specifier:

E-Mail:

Date:

10/15/2024

8 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

B-11 client job no.

Wind Loads

W 23.2 PSF

Panel Board Dimensions

H= 4.5 ft

B= 2 ft

A= 9.0 ft

Loads

Wind Seismic

Pw= 208.8 lbs Governs Fp=0.36Wp

Wp= 100 lbs

Note:

Fp= 36 lbs

Col Check

Mu= 5011.2 lbs-in LRFD

Mu= 3.01 kips-in ASD

� Δ= 0.5333333 in

P1000' Properties

S= 0.202 in

I= 0.185 in

Fy= 33.00 ksi

E= 29000.00 ksi

Omega= 1.67

3.9916168

Version: 03/03/2022

*Bolts connecting to unistrut (4 total) oway by inspection

*'P1000' Unistrut from Col to Col oway by inspection

Templeton EVCS

Templeton, CA

RR

sheet no.

5/23/2024

Goss

24084

Unistrut - PanelBoard Support

Δ=

Ώ

Ώ 33 ∗ (0.202)

1.67

B-12 client job no.

Component Description

Unit & Anchorage Properties

W 661 lb Equipment Weight l 30.08 in Length of Unit w 27.44 in Width of Unit

H 33.5 in Height of Unit h 22.3 in Height to C.G. above Base z 1 ft Component Height in Structure hr 1 ft Mean Roof Height of Structure

CGx 13.72 in Center of Mass, x-direction

Cgy 15.04 in Center of Mass, y-direction n 4 Anchorage Locations m 1 anchors (at each anchorage location)

Seismic Accelerations

SDS 0.874 %g

Ip 1.00 13.1.3 ap 1 Table 13.6-1

Rp 2 1/2 Table 13.6-1

Ω0 2 Table 13.6-1

Fp,calc 0.42 Wp Controls Eq. 13.3-1

Fp,min 0.26 Wp Eq. 13.3-3

Fp,max 1.40 Wp Eq. 13.3-2

Fv 0.17 Wp 13.3.1.2

Ω0Fp 555 lb

Fv 231 lb

Wind Forces

Req'd? Yes

V 92 mph Fig 26.5-1a-c

Exp. Cat. B Sec. 26.7.3 h 50 ft Mean Roof Height

B 100 ft Width of Roof

L 200 ft Length of Roof

Elev 0 ft Above Sea Level

Ke 1.00 Sec. 26.8 Kd 0.85 Table 26.6-1

Kzt 1.00 Sec. 26.8

Kh 0.81 Table 26.10-1 Eq. 13.3-1 qh 14.9 psf Eq. 26.10-1

Af 7.0 ft 2 Vert. Proj. Area

Av 5.7 ft 2 Horiz. Proj. Area Eq. 13.3-3

GCr,h 1.90 Sec. 29.4.1 Eq. 13.3-2

GCr,v 1.50 Sec. 29.4.1 Sec. 13.3.1.2

Fh 199 lb Eq. 29.4-2 Eq. 26.10-1

Fv 128 lb Eq. 29.4-3 Eq. 29.4-2

Eq. 29.4-3

Version: 02/18/2021

Templeton EVCS RR sheet no.

Component Type Mechanical and Electrical Components

Slab on Grade

Goss

Transformer

Base Material

Equip Description

(ASCE 7-16 - 13.2 thru 13.6 & 29.4.1)

Templeton, CA 5/23/2024

24084

Anchorage of Mechanical and Electrical Equipment Calculation

Generators, batteries, inverters, motors, transformers, and other electrical components constructed of high-deformability materials Component

0.4���

1 � 2 ℎ

��,��� � 0.3�

��,��� � 1.6�

�� � 0.00256���� �!�"#$

�, � -0.2�

B-13 client job no.

Anchorage Locations Anchorage Group Properties

# X Y dx dy d 2 x 7.0 in x-dist. of C.R.from Origin

1 2.00 2.00 25 169 194 y 15.0 in y-dist. of C.R.from Origin

2 2.00 28.00 25 169 194 ex 6.7 in x-eccen. of C.G.from C.R.

3 12.00 28.00 25 169 194 ey 0.0 in y-eccen. of C.G.from C.R.

4 12.00 2.00 25 169 194 Ix 676 in 2 Σ dxi

Iy 100 in 2 Σ dyi

Ipolar 776 in 2 Ipolar = Ix + Iy

Base Connection Eccentricity Factor

EF 1.0

Individual Bolts in Tension (+ indicates tension/uplift) Individual Bolts in Shear θmax Sx Sy Tdirect T θmax Vtorsion Vdirect V degrees in in lbs lbs degrees lbs lbs lbs

1 21 -86 -878 223 741 1 89.7 67 139 206

2 339 -86 -878 223 741 2 90.3 67 139 206

3 201 -85 -456 91 450 3 89.7 67 139 206

4 159 -85 -456 91 450 4 90.3 67 139 206

Summary: Tension:

The maximum bolt in Tension: 0.7252D - Ω｡E

Tmax 741 lb/bolt

TmaxEF 741 lb/bolt

Vmax 162 lb/bolt

Shear:

The maximum bolt in Shear: 0.7252D - Ω｡E

Tmax 741 lb/bolt

TmaxEF 741 lb/bolt

Vmax 206 lb/bolt

Version: 02/18/2021

Note: the Eccentricity Factor (EF) arises from an indirect connection at the base.

Templeton EVCS RR sheet no.

Goss

Templeton, CA

This Connection is Through:

5/23/2024

Anchorage of Mechanical and Electrical Equipment Calculation (ASCE 7-16 - 13.2 thru 13.6 & 29.4.1)

24084

Through equipment or no prying action

/�01

/10�

0.9� 2 Ω5�, /� � Ω8�� sin < ℎ � %0.9� 2 Ω8�,)=1

/1 � Ω8�� cos < ℎ � %0.9� 2 Ω8�,)=�

/� � ��%=� sin < � =1 cos <)

/�0

�5A�(

B-14 client job no.

Component Description

Unit & Anchorage Properties

W 100 lb Equipment Weight w 20 in Width of Wall Mount Area (x-direction) h 42 in Height of Wall Mount Area (y-direction) d 7 in Max Distance of C.G. from Wall (z-direction) z 1 ft Component Height in Structure hr 1 ft Mean Roof Height of Structure

CGx 10 in Center of Mass, x-direction

Cgy 21 in Center of Mass, y-direction

Seismic Accelerations

SDS 1.813 %g

Ip 1.50 13.1.3 ap 2 1/2 Table 13.6-1

Rp 6 Table 13.6-1

Ω0 2 Table 13.6-1

Fp,calc 1.36 Wp Controls Eq. 13.3-1

Fp,min 0.82 Wp Eq. 13.3-3

Fp,max 4.35 Wp Eq. 13.3-2

Fv 0.36 Wp 13.3.1.2

Wp 100 lb Vertical Gravity Weight

Ω0Fv 73 lb Vertical Seismic Force

Ω0Fp 272 lb Horizontal Seismic Force

Mw 650 lb-in Moment due to Weight

Ω0Mv 471 lb-in Seismic Moment due to Vertical Force

Ω0Mp 1,768 lb-in Seismic Moment due to Horizontal Force

Load Combinations

LRFD

Pvert 193 lb Vertical Force

Flat 272 lb Horizontal Force

Mx 1251 lb-in x-axis moment due to Vertical Force

My 1,768 lb-in y-axis moment due to Horizontal Force

Anchorage Loads for 4-Bolt Layout shoriz 8 in svert 8 in

Tu 209 lb

Vu 83 lb Eq. 13.3-1

Eq. 13.3-3

Eq. 13.3-2

#REF! Sec. 13.3.1.2

Templeton EVCS RR sheet no.

Templeton, CA 5/23/2024

Goss

24084

Anchorage of Wall-Mounted Mechanical and Electrical Equipment Calculation (ASCE 7-16 - 13.2 thru 13.6)

Equip Description Wall Mounted Panel

Base Material CMU Wall

Design Method Load and Resistance Factor Design (LRFD)

Component Type Mechanical and Electrical Components

Design Method

Component Motor control centers, panel boards, switch gear, instrumentation cabinets, and other components constructed of sheet metal framing

0.4���

1 � 2 ℎ

��,��� � 0.3�

��,��� � 1.6�

�� � �0.2�

� 1.0�� � 0.7Ω!��

��,"#$ � 1.2�� � 1.0Ω!��

� 0.7Ω!��

�%,"#$ � 1.0Ω!��

��-. 1.0

�% (/0*�1⁄

� 0.3

�2�+

, 0.3 �% (/0*�1⁄

� 1.0

�2�+

3' � 4�)*+ 5 � �2�+

5 46

B-15

17850 Fitch client job no.

Irvine, CA 92614

© Solid Rock Structural Solutions

1501 QUAIL ST., STE. 150

NEWPORT BEACH CA, 92660

Templeton EVCS

Templeton, CA

Goss

RR

FOUNDATION DESIGN

General Footing LIC# : KW-06013145, Build:20.23.08.30 SOLID ROCK STRUCTURAL SOLUTIONS (c) ENERCALC INC 1983-2023

DESCRIPTION: EV Charger Footing

Project File: EV Charger Ftg - Templteton NEW.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021

General Information Material Properties Soil Design Values

2.0

Analysis Settings

150.0 ksi Yes ksfAllowable Soil Bearing =

3.0 60.0

3,122.0 145.0

= 0.30Flexure = 0.90 Shear =

Values

0.00180

2.0

Soil Passive Resistance (for Sliding)

1.0

Increases based on footing plan dimension

Add Pedestal Wt for Soil Pressure No:

Use Pedestal wt for stability, mom & shear No:

Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft

Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight

= pcf

Min. Overturning Safety Factor

: 1

Increases based on footing Depth0.750

Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus

Footing base depth below soil surface ft

=Allow press. increase per foot of depth ksf

: 11.0Min. Sliding Safety Factor =

Concrete Density

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strength fy : Rebar Yield ksi

Min Steel % Bending Reinf.

Soil Density = 110.0 pcf

Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis

2.0 ft

Pedestal dimensions...

px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = in

Footing Thickness

24.0 in=

Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.0

Reinforcing

Bars parallel to X-X Axis

Reinforcing Bar Size

Number of Bars

6.0

Bars parallel to Z-Z Axis

Reinforcing Bar Size = 4 Number of Bars = 6.0

Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a

Applied Loads

0.170 D Lr

ksf

L S P : Column Load OB : Overburden = k W E

M-zz V-x

= k0.1230 0.0450

V-z k

0.4920 M-xx =

k-ft= k-ft

0.180

H

C-1

DESCRIPTION: EV Charger Footing

Project File: EV Charger Ftg - Templteton NEW.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

PASS 13.537 Sliding - X-X 0.07380 k 0.9990 k +D+0.60W PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding

DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity

PASS 0.3307 Soil Bearing 0.6613 ksf 2.0 ksf +D+0.60W about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 3.004 Overturning - Z-Z 0.4428 k-ft 1.330 k-ft +D+0.60W

PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.004336 Z Flexure (+X) 0.2390 k-ft/ft 55.112 k-ft/ft +0.90D+W PASS 0.002730 Z Flexure (-X) 0.1505 k-ft/ft 55.112 k-ft/ft +1.20D+W PASS 0.000540 X Flexure (+Z) 0.02975 k-ft/ft 55.112 k-ft/ft +1.40D PASS 0.000540 X Flexure (-Z) 0.02975 k-ft/ft 55.112 k-ft/ft +1.40D PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.06599 psi 82.158 psi +0.90D+W

Top reinforcing mat required (see 'Bending' tab).

Hand check required for anchor pullout.

Detailed Results

Rotation Axis & ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing

(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...

X-X, D Only 2.0 n/a0.3325 0.3325 n/a 0.1660.0n/a X-X, +D+0.60W 2.0 n/a0.3325 0.3325 n/a 0.1660.0n/a X-X, +D+0.70E 2.0 n/a0.3325 0.3325 n/a 0.1660.0n/a X-X, +D+0.450W 2.0 n/a0.3325 0.3325 n/a 0.1660.0n/a X-X, +D+0.5250E 2.0 n/a0.3325 0.3325 n/a 0.1660.0n/a X-X, +0.90D+0.70E 2.0 n/a0.2993 0.2993 n/a 0.1500.0n/a Z-Z, D Only 2.0 0.3325n/a n/a 0.3325 0.166n/a0.0 Z-Z, +D+0.60W 2.0 0.003721n/a n/a 0.6613 0.331n/a3.995 Z-Z, +D+0.70E 2.0 0.1922n/a n/a 0.4728 0.236n/a1.705 Z-Z, +D+0.450W 2.0 0.08592n/a n/a 0.5791 0.290n/a2.996 Z-Z, +D+0.5250E 2.0 0.2273n/a n/a 0.4377 0.219n/a1.279 Z-Z, +0.90D+0.70E 2.0 0.1589n/a n/a 0.4396 0.220n/a1.895

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+0.60W None 0.0 k-ft Infinity OK X-X, +D+0.70E None 0.0 k-ft Infinity OK X-X, +D+0.450W None 0.0 k-ft Infinity OK X-X, +D+0.5250E None 0.0 k-ft Infinity OK X-X, +0.90D+0.70E None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 0.4428 k-ft 1.330 k-ft 3.004 OK Z-Z, +D+0.70E 0.1890 k-ft 1.330 k-ft 7.037 OK Z-Z, +D+0.450W 0.3321 k-ft 1.330 k-ft 4.005 OK Z-Z, +D+0.5250E 0.1418 k-ft 1.330 k-ft 9.383 OK Z-Z, +0.90D+0.70E 0.1890 k-ft 1.197 k-ft 6.333 OK

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.0 k 0.9990 k No Sliding OK X-X, +D+0.60W 0.07380 k 0.9990 k 13.537 OK X-X, +D+0.70E 0.03150 k 0.9990 k 31.714 OK

C-2

DESCRIPTION: EV Charger Footing

Project File: EV Charger Ftg - Templteton NEW.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability Ratio X-X, +D+0.450W 0.05535 k 0.9990 k 18.049 OK X-X, +D+0.5250E 0.02363 k 0.9990 k 42.286 OK X-X, +0.90D+0.70E 0.03150 k 0.9591 k 30.448 OK Z-Z, D Only 0.0 k 0.9990 k No Sliding OK Z-Z, +D+0.60W 0.0 k 0.9990 k No Sliding OK Z-Z, +D+0.70E 0.0 k 0.9990 k No Sliding OK Z-Z, +D+0.450W 0.0 k 0.9990 k No Sliding OK Z-Z, +D+0.5250E 0.0 k 0.9990 k No Sliding OK Z-Z, +0.90D+0.70E 0.0 k 0.9591 k No Sliding OK

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd

Footing Flexure Tension k-ft Actual As StatusMu Side

Surface Gvrn. As Phi*Mn

X-X, +1.40D 0.02975 +Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +1.40D 0.02975 -Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +1.20D 0.02550 +Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +1.20D 0.02550 -Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +1.20D+0.50W 0.02550 +Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +1.20D+0.50W 0.02550 -Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +1.20D+W 0.02550 +Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +1.20D+W 0.02550 -Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +1.20D+E 0.02550 +Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +1.20D+E 0.02550 -Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +0.90D+W 0.01913 +Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +0.90D+W 0.01913 -Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +0.90D+E 0.01913 +Z Bottom 0.5184 AsMin 0.60 55.112 OK X-X, +0.90D+E 0.01913 -Z Bottom 0.5184 AsMin 0.60 55.112 OK Z-Z, +1.40D 0.02975 -X Bottom 0.5184 AsMin 0.60 55.112 OK Z-Z, +1.40D 0.02975 +X Bottom 0.5184 AsMin 0.60 55.112 OK Z-Z, +1.20D 0.02550 -X Bottom 0.5184 AsMin 0.60 55.112 OK Z-Z, +1.20D 0.02550 +X Bottom 0.5184 AsMin 0.60 55.112 OK Z-Z, +1.20D+0.50W 0.06674 -X Top 0.5184 AsMin 0.60 55.112 OK Z-Z, +1.20D+0.50W 0.1177 +X Bottom 0.5184 AsMin 0.60 55.112 OK Z-Z, +1.20D+W 0.1505 -X Top 0.5184 AsMin 0.60 55.112 OK Z-Z, +1.20D+W 0.2185 +X Bottom 0.5184 AsMin 0.60 55.112 OK Z-Z, +1.20D+E 0.04199 -X Top 0.5184 AsMin 0.60 55.112 OK Z-Z, +1.20D+E 0.09299 +X Bottom 0.5184 AsMin 0.60 55.112 OK Z-Z, +0.90D+W 0.130 -X Top 0.5184 AsMin 0.60 55.112 OK Z-Z, +0.90D+W 0.2390 +X Bottom 0.5184 AsMin 0.60 55.112 OK Z-Z, +0.90D+E 0.04837 -X Top 0.5184 AsMin 0.60 55.112 OK Z-Z, +0.90D+E 0.08662 +X Bottom 0.5184 AsMin 0.60 55.112 OK

One Way Shear Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status

+1.40D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+0.50W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+E 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +0.90D+W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +0.90D+E 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK

Vu / Phi*Vn Two-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...

+1.40D 0.03 164.32 0.000185 OKpsipsi +1.20D 0.03 164.32 0.000159 OKpsipsi +1.20D+0.50W 0.03 164.32 0.000159 OKpsipsi +1.20D+W 0.04 164.32 0.000272 OKpsipsi +1.20D+E 0.03 164.32 0.000159 OKpsipsi +0.90D+W 0.07 164.32 0.000402 OKpsipsi +0.90D+E 0.02 164.32 0.000119 OKpsipsi

C-3 client job no.

Wind Load

Wind Pressure: 23.7 psf

Area of Sign: 4.0 ft

Demands

Load on Sign 95lbs

Inputs

Allowable Bearing Pressure

Qb = 1500.0 psf

Allowable Lateral Bearing Pressure

QL = 100.0 psf/ft

Is 1/2" motion at ground surface acceptable? [1806.3.4] Yes

QL = 200.0 psf/ft

(Note: See footnotes in Table 1806.2)

Design Parameters

Diameter Footing (b) b = 3.0 ft

Depth of Embedment (d) d = 2.0 ft

Distance to Load (h) h = 4.0 ft

Lateral Load (P)

P = 56.9 lbs (ASD)

Outputs

Analysis Parameters

Allowable Lateral Soil Pressure (based on 1/3 depth of embedment)

S1 = 133 psf = QL*(d/3)

Allowable Lateral Soil Pressure (based on depth of embedment)

S3 = 400 psf =QL*d

A = 0.33

Nonconstrained (Iterate input depth above until equal to depth below)

Depth of footing required d = 1.38 ft

Constrained (Iterate input depth above until equal to depth below)

Depth of footing required d = 0.90 ft

Goss

24084

Panel Board Footing

Templeton EVCS

Templeton, CA

RR

sheet no.

5/23/2024

� = 0.5� 1 + 1 + 4.36ℎ

4.25�ℎ

�3 ∗ �

2.34�

�1�

C-4 client job no.

Footing & Soil Properties Applied Service Loads h 1.5 ft D L Lr S E W b 1.5 ft Pdown + (K)

Pup - (K)

S 100 psf/ft V (K) 1.80

Qa 1500 psf M (K-ft) qskin,up 500 psf qskin,down 500 psf Seismic Parameters

SDS 0.748

Ω0 2

Lateral 0.0 ft

Uplift 0.0 ft Allowable Design Loads

Va,max 1.8 kips D+L

Ma,max 2.7 k-ft D+L

+Pa,max 0.0 kips D

-Pa,max 0.0 kips D Sadjusted 200 psf/ft di 7.19 ft

S1 479 psf

A 5.9 1807.3.2.1 di-d 0.0 ft dreq'd 7.19 ft Eq. 18-1

Fconstrained N/A kips Restraint Force

Uplift/Skin Friction

Dftg-weight 1.91 kips

Net Uplift 0.00 kips -Pa,max+0.6Dftg-weight

FS 3.0

qskin,up 0.79 k/ft dreq'd 0.00 ft

Vertical Bearing Pressure Eq. 18-1

Afnd 1.77 ft

Pn,brg 2.65 kips

Pn,brg,short 3.53 kips

FS 1.0 Eq. 18-2 qskin,down 2.36 k/ft dreq'd 0.00 ft

Pa,max static 0.00 kips D

Pn,static 2.65 kips OK Summary:

18 in diameter nonconstrained pier footing embedded 7.25 feet

Pa,max lateral 0.00 kips 1.10472D+0.7E Depth controlled by lateral bearing

Pn,short-term 3.53 kips OK

Version: 11/11/2022 sheet no.

24084

5/23/2024

End Bearing & Skin Friction

Do Not Act Simultaneously

1810.3.3.1.4

Nonconstrained Condition

Depth of Soil to Ignore For:

1810.3.3.1.4

1/2" Deflection

Allowed at Base?

Yes

CBC 2022 - 1807.3

Table 1806.2

Table 1806.2

Templeton EVCS

1806.3.4

RR

Based off of End Bearing

Based off of Skin Friction

Templeton, CA

Bollard Footing - Restrained Condition

Goss

Drilled Pier Footing Design (Flagpole Footing)

� � 0.5� 1 � 1 � 4.36ℎ/� �/�

� � 2.34�/�����

4.25�ℎ

12�

�� � �� � 15��

V h d b

P

GroundF

C-5