HomeMy WebLinkAbout220 S Daisy Ave & Unit MET01 - PlanE
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30'-3" (TYP)
8'
(
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P
)
9'
(
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P
)
30'
30'
30'
6'
8'
4'
-
5
"
2'
3'
-
1
"
2'
-
6
"
3'
2'-10"
2'-8"
C2
CIVIL SITE PLAN
SCE ID:00002141204
CITY OF SANTA ANA
CORPORATE YARD
220 S DAISY AVE
SANTA ANA, CA 92703
SOUTHERN CALIFORNIA EDISON CO.
CHARGE READY PROGRAM
2244 WALNUT GROVE AVENUE
ROSEMEAD, CA 91770
TEL: (800) 665-4555
S8
GG
MW
05/01/26
07/08/25HLSP/SLD
877.706.6858 www.NV5.com
12/04/2550% CONSTRUCTION DOCUMENTS
02/17/26100% CONSTRUCTION DOCUMENTS
05/01/26100% CONSTRUCTION DOCUMENTS REV1
1.FOR ELECTRICAL INFORMATION, SEE SHEET E1
1.CONTRACTOR SHALL LEGALLY DISPOSE OF ALL DEMOLISHED MATERIALS OFF SITE.
2.CONTRACTOR SHALL PROTECT ALL EXISTING UTILITY IMPROVEMENTS NOT SPECIFICALLY
DESIGNATED FOR REMOVAL.
3.THE ON-SITE UNDERGROUND UTILITIES SHOWN ON THIS SHEET ARE AT AN APPROXIMATE
LOCATION. THE EXTENT, LOCATIONS AND SIZES ARE UNKNOWN. THE CONTRACTOR SHALL
POTHOLE TO LOCATE AND VERIFY THE UNDERGROUND UTILITY LINES PRIOR TO REMOVAL.
4.CONTRACTOR TO PROTECT AND PRESERVE IN PLACE ANY FOUND SURVEY MONUMENTS. ANY
MONUMENTS DISTURBED SHALL BE RESET BY A LICENSED SURVEYOR AND THE APPROPRIATE
PAPERWORK FILLED WITH THE CITY OR COUNTY.
5.ALL HAZARDOUS MATERIALS ENCOUNTERED DURING SITE DEMOLITION SHALL BE REMEDIATED
AND DISPOSED OF PER STATE AND EPA REQUIREMENTS.
6.CONTRACTOR SHALL CONTACT AND COORDINATE WITH ALL UTILITY AGENCIES PRIOR TO THE
START OF ANY DEMOLITION OR CONSTRUCTION.
7.ANY EXISTING UTILITIES AND/ OR IMPROVEMENTS THAT BECOME DAMAGED DURING
CONSTRUCTION SHALL BE COMPLETELY RESTORED TO THE SATISFACTION OF THE OWNER
AND AGENCY HAVING JURISDICTION, AT THE CONTRACTOR'S SOLE EXPENSE.
GENERAL NOTES
DEMOLITION NOTES
LEGEND
EXISTING EDGE OF PAVEMENT LINE
EXISTING NATURAL GAS GEOPHYSICAL LINE
EXISTING WATER LINE
LIMITS OF WORK
W W
G G
CONSTRUCTION NOTES
EXISTING SANITARY LINE SS SS
BL
DD
E
E
E
E
G
GT
D C
D
S C
S
W
W
W
EXISTING BOLLARD
EXISTING DOWN DRAIN
EXISTING DROP INLET
EXISTING ELECTRICAL BOX
EXISTING ELECTRICAL PARKING STATION
EXISTING ELECTRICAL RISER
EXISTING ELECTRICAL TRANSFORMER
EXISTING ELECTRICAL VAULT
EXISTING ELECTRICAL LIGHT
EXISTING NATURAL GAS METER
EXISTING GATE
EXISTING STORM DRAIN CLEANOUT
EXISTING STORM DRAIN MANHOLE
EXISTING SEWER CLEANOUT
EXISTING SEWER MANHOLE
EXISTING HANDICAP PARKING
EXISTING SIGN
EXISTING WATER MARKING POST
EXISTING WATER RISER
EXISTING WATER VALVE
EXISTING WHEEL STOP
EXISTING ELECTRICAL LINE E E
EXISTING FENCE LINE
1
2
3
4
INDICATE EVSE CHARGEPORT STALL
PROPOSED SERVICE 600A 480/277V METERED SWITCHBOARD
PROPOSED 300KVA STEP DOWN XFMR
PROPOSED 1000A 208V SERVICE DISTRIBUTION
E
PROPOSED WHEELSTOP
PROPOSED BOLLARD
PROPOSED ELECTRICAL LINE
PROPOSED L2 DUAL PORT WALL MOUNTED EV CHARGER
EXISTING 500KVA 480/277V 3Ø TRANSFORMER
PROPOSED TRENCH AND PAVEMENT RESURFACING PER DETAIL 1, SHEET C3
PROPOSED CONCRETE EQUIPMENT PAD, PER DETAIL 2, SHEET C3
PROPOSED WHEELSTOP, PER DETAIL 3, SHEET C3
PROPOSED DUAL PORT L2 CHARGER TO BE MOUNTED TO WALL/COLUMN
PROPOSED UTILITY TRANSFORMER
EXISTING BUILDING
EXISTING PARCEL LINE
(TYP)
EXISTING WALL
(TYP)
(TYP)
1
2
4
4
4
4
4
4
4
4
4
4
(TYP)
3
PROPOSED CONDUIT TO BE
INSTALLED ON WALL
(TYP)
3
EXISTING WHEEL STOP
(TYP)
CORE THOUGH CMU WALL.
EXISTING WHEEL STOP
TO BE REMOVED/RELOCATED
(TYP)
EXISTING COLUMNS
(TYP)
0 2010105
SCALE: 1" = 10'
1
1
26
SIGNED: 05/01/2026
C3
CIVIL DETAILS
SCE ID:00002141204
CITY OF SANTA ANA
CORPORATE YARD
220 S DAISY AVE
SANTA ANA, CA 92703
SOUTHERN CALIFORNIA EDISON CO.
CHARGE READY PROGRAM
2244 WALNUT GROVE AVENUE
ROSEMEAD, CA 91770
TEL: (800) 665-4555
S8
GG
MW
02/17/26
07/08/25HLSP/SLD
877.706.6858 www.NV5.com
12/04/2550% CONSTRUCTION DOCUMENTS
02/17/26100% CONSTRUCTION DOCUMENTS
24
"
M
I
N
.
T
O
T
H
E
T
O
P
OF
H
I
G
H
E
S
T
C
O
N
D
U
I
T
95%
COMPACTED
NATIVE
BACKFILL
NOTE:
1.ALL PATCHES TO PEDESTRIAN SURFACES SHALL COMPLY WITH
11B-302.1 AND 11B-303, TYP.
18"
36"
2"
3"
2"3"
YELLOW PLASTIC WARNING
TAPE TO BE REQUIRED
ABOVE AND ALONG ENTIRE
LENGTH OF DUCT BANK.
SEE ELECTRICAL PLANS
FOR CONDUIT SIZE, TYPE,
AND WIRING
REPLACE TOP
SURFACE IN KIND,
RECOMPACT SOIL
TO 90%
12
"
NO SCALETRENCH AND PAVEMENT RESURFACING 1
3"
(TYP)
FINISHED GRADE
3/4" CHAMFER (TYP)
#5 @ 12" O.C. BOTH
WAYS CENTERED IN SLAB
8"
4"
M
I
N
15'-0" x 4'-0"
12
"
95% MINIMUM RELATIVE COMPACTED NATIVE
BACKFILL PER ASTM D1557. OVER EXCAVATE
12" AND RECOMPACT 95%
CONCRETE
NOTE:
1.INSTALL ANCHORAGE TO SECURE EQUIPMENT PER E1 AND TYPICAL EQUIPMENT
ANCHORAGE DETAIL.
2.MAXIMUM ENCLOSURE WEIGHT=2.000 LB. ENCLOSURE WEIGHT INCLUDES SWITCHBOARD,
TRANSFORMER, AND DISTRIBUTION BOARD WEIGHTS.
3"
C
L
R
CONCRETE PAD DETAIL NO SCALE 2
NO SCALETYPICAL EQUIPMENT ANCHORAGE DETAIL 4
SWITCHGEAR - EACH MODULE
6" MIN
EDGE DISTANCE (TYP)
6" MIN
EDGE DISTANCE (TYP)
EQUIPMENT BASE
1/2" DIAMETER SS 304/316 HILTI KWIK BOLT
TZ EXPANSION ANCHOR WITH MINIMUM
NOMINAL EMBEDMENT OF 2 1/2"
REFER TO MANUFACTURER DWGS FOR
ANCHOR ARRANGEMENT AND QUANTITY.
CONCRETE SLAB
TRANSFORMER
EQUIPMENT BASE
1/2" DIAMETER SS 304/316 HILTI KWIK BOLT
TZ EXPANSION ANCHOR WITH MINIMUM
NOMINAL EMBEDMENT OF 2 1/2"
CONCRETE SLAB
NO SCALECONCRETE WHEEL STOP 3
SE
E
N
O
T
E
1
*CONCRETE TO TEST AT
3000 PSI AT 28 DAYS
FILL HOLE WITH
NON-SHRINK GROUT
PRECAST CONC
WHEEL STOP
#3 BARS
PROPOSED
AC PVMT
1"
1"
#6 x 30" BAR AT
EACH END
6"
2.5"
2"
6"
72"
26
SIGNED: 02/17/2026
T1
TITLE SHEET
SCE ID:00002141204
CITY OF SANTA ANA
CORPORATE YARD
220 S DAISY AVE
SANTA ANA, CA 92703
SOUTHERN CALIFORNIA EDISON CO.
CHARGE READY PROGRAM
2244 WALNUT GROVE AVENUE
ROSEMEAD, CA 91770
TEL: (800) 665-4555
S8
GG
MW
02/17/26
07/08/25HLSP/SLD
877.706.6858 www.NV5.com
12/04/2550% CONSTRUCTION DOCUMENTS
02/17/26100% CONSTRUCTION DOCUMENTS
GENERAL GRADING AND DRAINAGE NOTES:
THE REQUIREMENTS AND INFORMATION SET OUT BELOW ARE PROVIDED FOR THE
CONTRACTOR'S CONVENIENCE AND DO NOT ENCOMPASS ALL PROJECT
REQUIREMENTS DESCRIBED BY THE PROJECT PLANS AND SPECIFICATIONS AND/OR
APPLICABLE LAWS, REGULATIONS AND/OR BUILDING CODES
1.CONSTRUCTION OF ALL PROJECT SITE IMPROVEMENTS SUBJECT TO ADA ACCESS
COMPLIANCE, INCLUDING ACCESSIBLE PATH OF TRAVEL, CURB RETURNS, PARKING
STALL(S) AND UNLOADING AREAS, BARRIER FREE AMENITIES AND/OR OTHER
APPLICABLE SITE IMPROVEMENTS SHALL CONFORM TO THE AMERICANS WITH
DISABILITIES ACT, CALIFORNIA TITLE 24, AND THE CALIFORNIA BUILDING CODE,
CURRENT EDITION(S).
2.CONTRACTOR SHALL FIELD VERIFY ALL GRADE AND SLOPES PRIOR TO THE
PLACEMENT OF CONCRETE AND/OR PAVEMENT FOR CONFORMANCE WITH ADA
ACCESS COMPLIANCE REQUIREMENTS. EXAMPLES OF MINIMUM AND MAXIMUM
LIMITS RELATED TO ADA ACCESS COMPLIANCE INCLUDE, BUT ARE NOT LIMITED TO:
A) ACCESSIBLE PATH OF TRAVEL CROSS-SLOPE SHALL NOT EXCEED 2%
B) ACCESSIBLE PATH OF TRAVEL LONGITUDINAL SLOPES SHALL NOT EXCEED 5%
C) RAMP LONGITUDINAL SLOPES SHALL NOT EXCEED 8.33%
WALKS SHALL NOT HAVE LESS THAN 48 INCHES IN UNOBSTRUCTED WIDTH.
3.CONTRACTOR MUST IMMEDIATELY NOTIFY THE ENGINEER OF RECORD, IDENTIFIED
BY THE PROFESSIONAL ENGINEERING SEAL AND SIGNATURE ON THESE PLANS, OF
ANY SITE CONDITIONS(S) AND/OR DESIGN INFORMATION THAT PREVENTS THE
CONTRACTOR FROM COMPLYING WITH THE LAWS, REGULATIONS AND/OR BUILDING
CODES GOVERNING ADA ACCESS COMPLIANCE.
4.GROUND SLOPES AWAY FROM BUILDING PADS IN LANDSCAPED OR DIRT AREAS
SHALL BE NO LESS THAN 5.0% FOR AT LEAST TEN (10) FEET, OR AS OTHERWISE
NOTED ON THE PLANS.
5.DRAINAGE SHALL NOT BE ALLOWED ONTO ADJACENT PROPERTY.
6.ALL FILL MATERIAL USED TO SUPPORT THE FOUNDATIONS OF ANY BUILDING OR
STRUCTURE SHALL BE PLACED UNDER THE DIRECTION OF A LICENSED
GEOTECHNICAL ENGINEER, AND IN COMPLIANCE WITH THE PROJECT
SPECIFICATIONS. A SOILS COMPACTION REPORT SHALL BE SUBMITTED TO THE
ENGINEER OF RECORD AS REQUIRED BY THE PROJECT SPECIFICATIONS.
7.THE CONTRACTOR SHALL IMPLEMENT DUST CONTROL MEASURES AS REQUIRED
BY THE PROJECT SPECIFICATIONS, AND BY GOVERNING PUBLIC AGENCIES.
8.CONTRACTOR TO MATCH EXISTING PAVEMENT GRADE AT ALL NEW PAVEMENT
LOCATIONS UNLESS OTHERWISE NOTED ON THE PLANS.
1.CONTRACTOR SHALL PROVIDE ALL MATERIALS SUCH AS TOOLS, EQUIPMENT,
LABOR, AND INCIDENTALS REQUIRED INCLUDING THE CONSTRUCTION OF ALL
PROPOSED IMPROVEMENTS SHOWN ON THE PLANS AND AS SPECIFIED BY THE
GOVERNING STANDARDS AND/OR THE CIVIL AND ELECTRICAL ENGINEERS.
2.CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL EXISTING UTILITIES PRIOR TO
CONSTRUCTION OF THE PROPOSED IMPROVEMENTS.
3.IF DAMAGED DURING CONSTRICTION, THE CONTRACTOR SHALL REPLACE IN KIND
ALL EXISTING STRUCTURES, WALKWAYS, CURB & GUTTER, LANDSCAPING, AND/OR
OTHER IMPROVEMENTS TO AN EXISTING OR BETTER CONDITION.
4.CONTRACTOR SHALL REPLACE ALL EXISTING STRIPING, SIGNAGE AND MARKINGS
DAMAGED IN KIND DUE TO PROJECT CONSTRUCTION ACTIVITIES.
5.ALL WORK SHALL BE CONFINED WITHIN THE EASEMENTS AND/OR CONSTRUCTION
LIMITS AS SHOWN ON THE PLANS.
6.APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT AUTHORIZE ANY
WORK TO BE PERFORMED UNTIL A PERMIT OR NOTICE TO PROCEED HAS BEEN
ISSUED
7.BEFORE COMMENCING WORK, THE CONTRACTOR SHALL NOTIFY ALL UTILITY
AUTHORITIES OR UTILITY COMPANIES HAVING POSSIBLE INTEREST IN THE WORK
OF THE CONTRACTOR'S INTENTION TO EXCAVATE PROXIMATE TO EXISTING
FACILITIES AND THE CONTRACTOR SHALL VERIFY THE LOCATION OF ANY UTILITIES
IN THE WORK AREA. THE CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE
ALERT (U.S.A.) TWO (2) DAYS PRIOR TO BEGINNING ANY EXCAVATION.
8.THE CONTRACTOR SHALL OBTAIN WRITTEN AUTHORIZATION FROM ANY PROPERTY
OWNER GIVING PERMISSION TO ENTER THE PROPERTY FOR THE PURPOSE OF
CONSTRUCTING THE IMPROVEMENTS DELINEATED ON THE PLANS AND TRANSITION
THERETO.
9.ALL BILL OF MATERIALS AND/OR EQUIPMENT SHALL BE PROVIDED AS SPECIFIED
WITHIN THIS SET OR APPROVED EQUAL. ALL BULL OF MATERIALS AND/OR
EQUIPMENT SHALL MATCH THE SAME QUALITY AND CAPACITY AS INDICATED
HEREIN
GENERAL CONTRACT NOTES:
1.LOCATIONS OF ALL UNDERGROUND FACILITIES ARE TAKEN FROM AVAILABLE MAPS
AND RECORDS. ACTUAL FIELD LOCATIONS OF ALL UTILITIES MUST BE VERIFIED BY
CONTRACTOR PRIOR TO TRENCHING. CONTACT USA DIGALERT, 1-800-227-2600,
PRIOR TO DIGGING.
2.CONTRACTOR TO HAND-DIG ANY AND ALL LOCATIONS WHERE UNDERGROUND
UTILITIES ARE SUSPECTED OR KNOWN.
SURVEY NOTE:
UTILITY NOTE:
UTILITY INFORMATION SHOWN HEREON IS BASED ON RECORD INFORMATION
SUPPLIED TO THE ENGINEER BY UTILITY COMPANIES, PUBLIC AGENCIES AND THE
PROPERTY OWNER, TOGETHER WITH EVIDENCE GATHERED FROM SURFACE
LOCATING METHODS AND OBSERVATION OF VISIBLE EVIDENCE BY A FIELD SURVEY.
THE ENGINEER CAN MAKE NO GUARANTEE AS TO THE ACCURACY OR COMPLETENESS
OF THE UNDERGROUND UTILITY FACILITIES SHOWN. PRIOR TO ANY SITE
EXCAVATIONS, THE CONTRACTOR SHALL CONTACT THE OWNER AND UNDERGROUND
SERVICE ALERT (U.S.A.) AND REQUEST THE THEY IDENTIFY THE LOCATION OF ALL
UNDERGROUND UTILITIES AT THE SITE. SEE SPECIFICATIONS FOR ADDITIONAL
REQUIREMENTS.
FLOOD ZONE NOTES:
DIGALERT NOTES
CONCRETE NOTES:
1.CONCRETE COMPRESSIVE STRENGTH: ALL CONCRETE SHALL ATTAIN A MINIMUM
COMPRESSIVE STRENGTH AS SHOWN IN THE TABLE 1 BELOW AT 28 DAYS, U.N.O.
ON PLANS. SEE ALSO SULFATE CONTENT NOTES.
2.AGGREGATES IN CONCRETE: SHALL BE NATURAL SAND AND ROCK (150 LB/CU. FT)
CONFORMING TO ASTM C33. AGGREGATE SHALL HAVE PROVEN SHRINKAGE
CHARACTERISTICS OF LESS THAN 0.04% PER ASTM C157. DO NOT CHANGE SOURCE
OF AGGREGATE DURING COURSE OF WORK WITHOUT WRITTEN CONSENT OF
ENGINEER.
3.CEMENT: SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C150. CEMENT
SHALL BE TYPE II OR AS REQUIRED TO SATISFY SITE SOIL CONDITIONS. REFER TO
TABLE 1 FOR MAXIMUM WATER TO CEMENT RATIO. MINIMUM OF (6) SACKS OF
CEMENT FOR EACH CUBIC YARD OF CONCRETE.
*SLUMP SHALL BE MEASURED PRIOR TO THE ADDITION OF SUPERPLASTICIZER
(IF USED.)
REBAR CLEAR COVER CONCRETE: THE FOLLOWING MINIMUM CLEAR DISTANCES
BETWEEN REINFORCING STEEL AND FACE OF CONCRETE SHALL BE MAINTAINED
UNLESS NOTED OTHERWISE:
4.VIBRATION: VIBRATION OF CONCRETE SHALL BE IN ACCORDANCE WITH GENERAL
PROVISIONS OUTLINES IN PORTLAND CEMENT ASSOCIATION SPECIFICATION ST26
5.CURING: CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM
OF FIVE DAYS AFTER PLACEMENT. FOR CONCRETE OTHER THAN SLAB ON GRADE,
APPROVE CURING COMPOUNDS MAY BE USED IN LIEU OF MOIST CURING ONLY IF
APPROVED BY THE ENGINEER.
6.INSPECTIONS, TESTING & QUALITY ASSURANCE: A MINIMUM OF ONE COMPRESSION
TEST AT 7 DAYS AND 2 TESTS AT 28 DAYS FOR ALL CONCRETE SAMPLE. TAKE TEST
AT A FREQUENCY OF ONCE EVERY 150 CU. YDS OR 5,000 SQ. FT MINIMUM.
7.ANCHOR BOLTS, DOWELS, INSERTS: SHALL BE TIED IN PLACE PRIOR TO POURING
CONCRETE.
8.CONSTRUCTION AND POUR JOINTS:LOCATIONS SHALL BE APPROVED BY ENGINEER
PRIOR TO POURING CONCRETE.
9.FORMWORK:FORMWORK TOLERANCE SHALL BE IN ACCORDANCE WITH THE C.B.C.
AND A.C.I. STANDARDS.
10.PIPES IN CONCRETE: PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN
SLEEVES BUT SHALL NOT BE EMBEDDED THEREIN. PIPES OR DUCTS EXCEEDING
ONE-THIRD THE SLAB OR WALL THICKNESS SHALL NOT BE PLACED IN THE
STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED.
11.EXPOSED CORNERS: PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS.
12.DRYPACK OR GROUT: CONCRETE STRENGTH SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 2,000 PSI AND BE COMPOSED OF ONE PART
PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND.
13.FLY ASH: NOT PERMITTED.
CONCRETE STRENGTH
CONDITION
MIN 28-DAY
COMPRESSIVE
STRENGTH, F'C
CONCRETE
TYPE*
MAXIMUM
AGGREGATE
SIZE
WATER TO
CEMENT RATIO MAX SLUMP**
SLAB ON
GRADE/ CONC
PADS
3,000 PSI NWC
REBAR CLEAR OVER FOR CAST-IN-PLACE CONCRETE
CONDITION COVER
CONCRETE CAST AGAINST EARTH 3" MIN
OTHERWISE 2" MIN
SOIL NOTE:
1.ALLOWABLE BEARING PRESSURE IS ASSUMED 1,500PSF.
BASIS OF BEARINGS:
1.ALL WORK SHALL CONFORM TO 2022 TITLE 24, CALIFORNIA CODE OF REGULATIONS
(CCR).
2.CHANGES TO THE APPROVED DRAWINGS AND SPECIFICATIONS SHALL BE MADE BY
AN ADDENDUM OR A CONSTRUCTION CHANGE DOCUMENT (CCR) APPROVED BY
THE DIVISION OF THE STATE ARCHITECT, AS REQUIRED BY SECTION 4-338, PART 1,
TITLE 24, CCR.
3.GRADING PLANES, DRAINAGE IMPROVEMENTS, ROAD AND ACCESS REQUIREMENTS
AND ENVIRONMENTAL HEALTH CONSIDERATIONS SHALL COMPLY WITH ALL LOCAL
ORDINANCES.
4.FIRE SAFETY DURING DEMOLITION AND CONSTRUCTION SHALL COMPLY WITH CBC
CHARTER 33 AND CFC CHAPTER 33.
DSA NOTES
1.THE UNDERGROUND UTILITIES SHOWN HEREON HAVE BEEN LOCATED FROM
UTILITY MARK OUTS PROVIDED BY CONAWAY GEOMATICS ON NOVEMBER 7, 2025.
THE CERTIFYING SURVEYOR MAKES NO GUARANTEE THAT THE UNDERGROUND
UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN
SERVICE OR ABANDONED. THE CERTIFYING SURVEYOR FURTHER DOES NOT
WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT
LOCATION INDICATED, ALTHOUGH THEY DO CERTIFY THAT THEY ARE LOCATED
AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE CERTIFYING
SURVEYOR HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES.
2.ELEVATIONS SHOWN HEREON WERE DERIVED FROM GPS OBSERVATIONS, WITH
RELATIVE ACCURACY OF ±0.1.
THE BASIS OF BEARINGS FOR THIS MAP IS THE INTERNATIONAL TERRESTRIAL
REFERENCE FRAME 2020 (ITRF2020), DERIVED FROM THE TRIMBLE RTX (REAL TIME
EXTENDED) SOLUTION, ADJUSTED TO THE 2025.85 EPOCH, NAD 83, ZONE 6.
COORDINATES SHOWN HEREON ARE GRID VALUES. USE THE FOLLOWING LOCAL SITE
VALUES TO OBTAIN GROUND VALUES:
·LOCAL SITE -LAT: 33°44'36.488452"N LON: 117°53'43.103803"W
E HGT: -38.62 FT
GSF:1.0000185431
ELEVATIONS SHOWN HEREON ARE EXPRESSED IN US SURVEY FEET, BASED ON THE
NORTH AMERICAN VERTICAL DATUM 1988 (NAVD88), AND ARE DERIVED FROM GPS
OBSERVATIONS PER THE ADJUSTMENT SHOWN ABOVE.
1.PROJECTED SITE LOCATION WITHIN FLOOD HAZARD ZONE X SHADED; AREA OF
REDUCED FLOOD RISK DUE TO LEVEE.
2.FIRM PANEL: 06059C0257J
3.MAP EFFECTIVE DATE; DECEMBER 3, 2009
26
SIGNED: 02/17/2026
TITLE SHEET
T1
SCE ID:00002141204
CITY OF SANTA ANA
CORPORATE YARD
220 S DAISY AVE
SANTA ANA, CA 92703
SOUTHERN CALIFORNIA EDISON CO.
CHARGE READY PROGRAM
2244 WALNUT GROVE AVENUE
ROSEMEAD, CA 91770
TEL: (800) 665-4555
S8
GG
MW
02/17/26
07/08/25HLSP/SLD
877.706.6858 www.NV5.com
12/04/2550% CONSTRUCTION DOCUMENTS
02/17/26100% CONSTRUCTION DOCUMENTS
CHARGE READY PROGRAM
SOUTHERN CALIFORNIA EDISON
SCE ID-00002041204 | CITY OF SANTA ANA CORPORATE YARD
220 S DAISY AVE, SANTA ANA, CA 92703
SITE MAP
VICINITY MAP
PROJECT INFORMATION:OWNER/REPRESENTATIVE INFORMATION
LIST OF CONSULTANTS
UNDERGROUND SERVICE ALERT
UTILITY NOTIFICATION CENTER OF SOUTHERN CALIFORNIA
811 OR (800) 422-4133
3 WORKING DAYS UTILITY NOTIFICATION PRIOR TO CONSTRUCTION
CONTRACTOR SHALL VERIFY ALL PLANS & EXISTING LOCATIONS,
CONDITIONS ON THE JOB SITE & SHALL IMMEDIATELY NOTIFY THE
ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE
PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR SAME
ELECTRICAL:
CAMERON CEDERLIND, PE
NV5, INC
15092 AVENUE OF SCIENCE, #200
SAN DIEGO, CA 92128
858-385-0500
TITLE SHEET T1, T2
OVERALL SITE PLAN C1
CIVIL SITE PLAN C2
CIVIL DETAILS C3,
ELECTRICAL SITE LAYOUT E1
SINGLE LINE DIAGRAM E2
ELECTRICAL LOAD SCHEDULE TABLE E3
ELECTRICAL DETAILS E4, E5
CIVIL AND STRUCTURAL:
NAT LLOYD
NV5, INC
15092 AVENUE OF SCIENCE, #200
SAN DIEGO, CA 92128
559-676-7988
TRANSPORTATION ELECTRIFICATION
PROJECT MANAGER:
CHRIS KANOWSKY
PROJECT MANAGER
6090 N IRWINDALE AVE SUITE B
IRWINDALE, CA, 91702
310-803-4956
EV CHARGING PORTS QTY L2
PUBLIC 0 0
FLEET 20 20
TOTAL 20 20
AREA OF WORK
2025 CALIFORNIA BUILDING CODE (CBC)
2025 CALIFORNIA ELECTRICAL CODE (CEC)
NATIONAL ELECTRICAL CODE (NEC) 2023
LOCATION: 1001 COUGAR WAY, BEAUMONT, CA 92223
1.TOTAL LOT SIZE: 37.46 ACRES
2.APN 404-230-003
DESIGN CRITERIA:
UNDERGROUND SERVICE ALERT
INDEX SHEET:
SCOPE OF WORK
BEAUMONT UNIFIED SCHOOL DISTRICT
KEN MUELLER
KEMUELLER@BEAUMONTUSD.K12.CA.US
951-797-5398
1.INSTALLATION OF LOAD-SIDE INFRASTRUCTURE FOR THE CHARGE READY PROGRAM
2.INFRASTRUCTURE TO SUPPORT 20 WALL MOUNTED EVCS.
3.(1) NEW 150KVA 480/277V TRANSFORMER BY SCE.
4.INSTALL (1) NEW 400A, 480V, 3Ø, 4W METERED SWITCHBOARD.
5.INSTALL (1) NEW 225KVA 480/208V STEP DOWN TRANSFORMER.
6.INSTALL (1) NEW 600A 208/120V DISTRIBUTION SWITCHBOARD.
7.INSTALL (10) NEW DUAL WALL MOUNTED TERMINAL BLOCKS.
8.INSTALL PROTECTIVE EQUIPMENT FOR PROPOSED CHARGER INFRASTRUCTURE AND
SUPPORTING EQUIPMENT.
9.CHARGERS ARE NOT IN THIS SCOPE OF WORK AND ARE FOR REFERENCE ONLY.
SITE LOCATION
26
SIGNED: 02/17/2026
TKJ Structural Engineering
9820 Willow Creek Rd., Suite 490
San Diego, CA 92131
858.649.1700
www.tkjse.com
STRUCTURAL CALCULATIONS
For:
Charge Ready Program at
City of Santa Ana Corp Yard
220 S Daisy Ave
Santa Ana, CA 92703
Date:
TKJSE Job #:
May 1, 2026
26035
1 of 32
6-30-27
S 4845
EXP.
STRUCTURAL
TIMOTHY KYL E JAQUESS
STATE OF CALIFORNIA
REG
ISTERED PROFESSIONAL
ENGINEE
R
TKJ Structural Engineering
9820 Willow Creek Rd., Suite 490
San Diego, CA 92131
858.649.1700
www.tkjse.com
SCOPE AND TABLE OF CONTENTS
Project Description:
Project:
Address:
Client:
Scope:
Table of Contents:
Section
Basis of Design 3 to 3
ASCE 7 Hazards Report 4 to 8
Equipment Anchorage Design Approach 9 to 10
Switchboard A 11 to 15
Forces 14 to 14
Pad 15 to 15
Switchboard B 16 to 20
Forces 19 to 19
Pad 20 to 20
Transformer 21 to 24
Forces 23 to 23
Pad 24 to 24
Anchor Design 25 to 32
The calculations provided herein are the property of TKJ Structural Engineering, Inc., and may be used solely by
the Client for the Project located at the Address noted above.
The project involves support and anchorage of the newelectrical equipment shown on the contract
drawings. Calculations are provided for the support and anchorage of this equipment.
Pages
City of Santa Ana Corp Yard
220 S Daisy Ave
Santa Ana, CA 92703
NV5
2 of 32
Project:
Project No.:
Date:
BASIS OF DESIGN
•2025 California Building Code
•ASCE 7-22 Minimum design loads for buildings and other structures
•2019 ACI 318-19 Building Code Requirements for Structural Concrete
Material Specifications & Strengths
•Concrete* 3,000 psi specified, design for 2,500 psi
•Reinforcing Steel Fy = 60 ksi
Allowable Soil Pressures
Max Bearing Pressure:
Lateral Soil Pressure:
Seismic Design Data: ASCE 7-22 Wind Design Data: ASCE 7-22
Risk Category II Basic Wind Speed V=mph
Seismic Importance Factor Ie=Exposure Category
Mapped Acceleration SS=g Gust Factor G =
Mapped Acceleration S1=g Velocity Pressure Coefficient Kz=
Design Spectral Acceleration SDS=g Directionality Factor Kd=
Design Spectral Acceleration SD1=g Topographic Factor Kzt=
Site Class DEFAULT
Seismic Design Category D
Analysis Procedure Nonstructural Components
Components
Switchboard
Transformer
2.0 2.001.0 1.4
City of Santa Ana Corp Yard
1.170 0.85
5/1/2026
26035
1.00
*Concrete is exempt from special inspections per CBC 2025 1705.3 Exceptions 1. TKJSE is voluntarily specifying Mix Design on plan
to ensure a qualified inspector reviews and verifies compliance with the specifications prior to concrete placement to maintain
quality assurance.
0.820 1.00
1500 psf** 1/3 increase permitted for load cases
including short-term loads
95
1.49
0.56 0.85
100 psf*
2.00
C
0.85
1.0 1.4 1.5
Ip CAR Rpo Ωop
3 of 32
ASCE Hazards Report
Address:
220 S Daisy Ave
Santa Ana, California
92703
Standard:ASCE/SEI 7-22 Latitude:33.74378
Risk Category:II Longitude:-117.8955
Soil Class:Default Elevation:78.87017635258572 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
300-year MRI 89 Vmph
700-year MRI 95 Vmph
1,700-year MRI 101 Vmph
3,000-year MRI 106 Vmph
10,000-year MRI 115 Vmph
100,000-year MRI 133 Vmph
1,000,000-year MRI 151 Vmph
Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Fri May 01 2026
Page 1 of 5https://ascehazardtool.org/Fri May 01 2026
4 of 32
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service
Level wind speeds, all other wind speeds are Ultimate wind speeds.
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.
Page 2 of 5https://ascehazardtool.org/Fri May 01 2026
5 of 32
PGA M : 0.67
SMS : 1.75
SM1 : 1.23
SDS : 1.17
SD1 : 0.82
T L : 8
SS : 1.49
S1 : 0.56
VS30 : 260
Seismic Design Category:D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
DefaultSite Soil Class:
Results:
Page 3 of 5https://ascehazardtool.org/Fri May 01 2026
6 of 32
Data Accessed: Fri May 01 2026
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
Page 4 of 5https://ascehazardtool.org/Fri May 01 2026
7 of 32
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 5 of 5https://ascehazardtool.org/Fri May 01 2026
8 of 32
9 of 32
10 of 32
Project:
Project #:
Prepared By: Date:
11 of 32
CITY OF SANTA ANA CORP YARD CR 690
26035
AUSTIN SPINELLI
SWITCHBOARD A
Enclosure Specification
Additional Information
Shipping may loosen electrical connections.
Check tightness before energizing. Bonded
neutral - Remove neutral load conductors for test
purposes only! Field-installed conductors shall
be 60º C, 70º C, or 90º C, sized to 60º C rating
for 110 amps or less; and 75º C or 90º C for 125
amps and above.
D E T A I L S
CP3F-F ENCLOSURE - 56"W x 64"H x 27"D
TYPE 3R ENCLOSURE
ALUMINUM ENCLOSURE MATERIAL
PAINTED GRAY
480Y/277V 3PH 4 WIRE
SCCR 50kA
UTILITY - Southern California Edison
SCE Charge Ready Program
CATALOG SPECIFIC NAMEPLATE
LABEL OF ESTIMATED WEIGHT INSIDE DIST DOOR
MILBANK K6300 CT RACK
COVERED EMBEDDED METER SOCKET WITH METER HOOD AND SKIRT
MILBANK 15T RT CT RATED METER SOCKET
TEST SWITCH PROVIDED AND INSTALLED BY OTHERS
DISTRIBUTION:
MAIN BREAKER 400AF 3VA63 WITH DIAL ADJUSTABLE LSI ETU
WITH PADLOCK DEVICE
LED POWER INDICATOR LIGHT
U T I L I T Y S P E C I F I C AT I O N S
UTILITY METERING AMPERAGE
METER SOCKET
400 AMPS
15T RT CT Rated Meter Socket
Please consult serving utility for their requirements prior to ordering or installing, as specifications and approvals vary by utility, and may require
local electrical inspector approval. All installations must be installed by a licensed electrician and must comply with all national and local codes,
laws and regulations. Milbank reserves the right to make changes in specifications and features shown without notice or obligation.
12 of 32
CUTHSEET FOR REFERENCE ONLY - SWITCHBOARD A
ASSUMED WEIGHTS:
400# MINIMUM
600# MAXIMUM
6&(&+$5*(5($'<&86720(5'5$:,1*
WůĞĂƐĞĐŽŶƐƵůƚƐĞƌǀŝŶŐƵƚŝůŝƚLJĨŽƌƚŚĞŝƌƌĞƋƵŝƌĞŵĞŶƚƐƉƌŝŽƌƚŽŽƌĚĞƌŝŶŐŽƌŝŶƐƚĂůůŝŶŐ͕ĂƐƐƉĞĐŝĨŝĐĂƚŝŽŶƐĂŶĚĂƉƉƌŽǀĂůƐǀĂƌLJďLJƵƚŝůŝƚLJ͕ĂŶĚŵĂLJƌĞƋƵŝƌĞůŽĐĂůĞůĞĐƚƌŝĐĂůŝŶƐƉĞĐƚŽƌĂƉƉƌŽǀĂů͘ůůŝŶƐƚĂůůĂƚŝŽŶƐŵƵƐƚďĞŝŶƐƚĂůůĞĚďLJĂůŝĐĞŶƐĞĚĞůĞĐƚƌŝĐŝĂŶĂŶĚŵƵƐƚĐŽŵƉůLJǁŝƚŚĂůůŶĂƚŝŽŶĂůĂŶĚůŽĐĂůĐŽĚĞƐ͕ůĂǁƐĂŶĚƌĞŐƵůĂƚŝŽŶƐ͘DŝůďĂŶŬƌĞƐĞƌǀĞƐƚŚĞƌŝŐŚƚƚŽŵĂŬĞĐŚĂŶŐĞƐŝŶƐƉĞĐŝĨŝĐĂƚŝŽŶƐĂŶĚĨĞĂƚƵƌĞƐƐŚŽǁŶǁŝƚŚŽƵƚŶŽƚŝĐĞŽƌŽďůŝŐĂƚŝŽŶ͘
$OOGLPHQVLRQVDUH´'UDZLQJYLHZVDUHQRWWRVFDOH
^tϬϮͲϮϯͲϮϰ
ZĞǀŝƐŝŽŶ͗
ϯK&ϱ^, d
13 of 32
CUTHSEET FOR REFERENCE ONLY - SWITCHBOARD A
Project:
Job #:
Date:
EQUIPMENT ANCHORAGE: WIND & SEISMIC LOADS
Equipment:
Model #:
Component Info: Loads:
Weight Wp =Wp =
Length L =in.Fp =
Width B =in.Fp* =
Height H =in.Ev =
HCOG =in.Fh =
# Curbs:Fh* =
Seismic Loading: ASCE Ch. 13 Fv =
SDS =g
z/h =
Type of Equip:
Ip =Component Importance Factor
Supporting Building:
Ta =s Ie =
a1 =Ω0 =Wind Loading: ASCE Ch. 29
a2 =R =V = mph qh = 0.00256 KzKztKeV2
Hf =Rμ =Exp.:[26.7.3](26.10-1)
h = ft.
Component Seismic Loading:Kz =Kz per 26.10.1
CAR =Kzt =Kzt per 26.8.2
Rpo =Kd =Kd per 26.6
Ωop =Ke =Ke per 26.9
Fp per Eq. 13.3-1 through 13.3-3:G =Section 29.3.1
Fp, max = 1.6SDSIpW p B/s =Fh = GCfqhKdAs
Fp, min = 0.3SDSIpW p Cf =
Fp =g qh =psf
Ev =g Fh =psf
Fv =psf
Increases Ry due to F* to account for load angle
Reactions @ Base of Component (Total on Each Side of Length 'L'):
#
#
Attachment Description:
LC LC
#
#
#
0
273 73 147
.9D+E
1.170
95
0.00
C
1.0
1.0
400 #400 #
1.00
0
0.85
0.88
Pe
r
T
a
b
l
e
13
.
6
-
1
2
Rx1 =0 73 273 164
2.00
100 + 30 concurrent orthogonal
θ =
DL EL WL .6D+.6W
0.00°
Direction of Load:
1.044
1.000
224
Rx1
Ry1
51
Ω0
1.4
.6D+.7E
236-
1.00
2.0 0.85
21.03
0.351
21.03
0.234
ASD LRFD
140 #
523 #
546 #
94 #
56.0''
147 #
NA
NA
NA
21.5''
[13.3.1.1] [13.3.1.2]
1.0
Electrical: sheet metal
NA
1.00
1.00
LR
F
D
Anchor - ΩLRFD Anchor - LRFD
901
1.48
SRSS
R / N
73 137
361
R / N
2
Resultant F* / F =
Ry Overturning Incr =
Ry1 =-200 338
City of Santa Ana Corp Yard
26035
5/1/2026
N*
.9D+W
-386
AX.1
Switchboard A
Co
m
p
o
n
e
n
t
64.0''
42.7''
.9D+Ω0E
421 116 721 158 449
N**N = # of attachments per long
side resisting Rx or Ry2
2
19.67
176 #
0.85
14 of 32
WIND LOADING
GOVERNS, MINIMUM
WEIGHT SHOWN
DOES NOT GOVERN
ANCHOR DESIGN
Project:
Job #:
Date:
Concrete Equipment Pad Foundation Design:
Location:
Service Loads: Overturning Stability Check:
PDL =Superimposed weight of equipment MOT == M E/W + P E/W x (B/2 ±e p )
PE/W =0.6W or 0.7E; up or down Mr == 0.6 (PDL x [B/2 ± ep]+ Po x B/2)
eP =Eccentricity of vertical loads D/C =
Po =self-weight of pad
ME/W =0.6W or 0.7E
Pad Dimensions:
L =Length
B =Width
t =Thickness
D =Embedded Depth
Allowable Soil Pressures
σa1 =For sustained loads
σa2 =For short-term loads (wind, seismic)
σLB =Lateral bearing used w/ Cohesion
σLB =Lateral bearing used w/ Friction
Demand/Capacity Checks:
DL Only D + 0.6W/0.7E 0.6D + 0.6W/0.7E
P =
M =
e =
Lb =
σ =
σa =
D/C =
Sliding:
VE/W =0.6W or 0.7E
σc =cohesion Cf =coefficient of friction
Vr, sliding == σc x LB Vr, sliding == Cf x 0.6(PDL + Po)
Vr, lat brg == σLB x B x D2 /2 Vr, lat brg == σLB x B x D2 /2
Vr, total =Vr, total =
D/C = D/C =
874 ft-#
1500 psf
2467 #
0 ft-#
2000 psf
150 psf/ft
100 psf/ft
0.67 ft
105 #
0.00 ft
AX.1
2572 #
0.0 ft
5.17 ft
4.00 ft
874 ft-#
400 #
2067 #
26.58%
130 psf
1233 #
0.25
4.00 ft
328 #
1500 psf 2000 psf
9.40%
2000 psf
6.50%7.96%
370 #
4.00 ft
130 psf
0 #
1233 #
0 #
370 #
0.00 ft
4.00 ft
119 psf
0.64 ft
188 psf
0.34 ft
City of Santa Ana Corp Yard
26035
5/1/2026
88.60%
1375 #
874 ft-#
1085 ft-#
2960 ft-#
36.66%
15 of 32
MINIMUM WEIGHT GOVERNS
SLIDING, DESIGN OK FOR 600# MAX
EQUIPMENT WEIGHT
MINIMUM PAD SIZE,
ADD FOR OTHER
EQUIPMENT FOR
TOTAL SLAB DIM,
TYP
PROVIDE CODE MINIMUM REINFORCING: 12" x 8" x 0.0018 = 0.173 IN^2/FT REQUIRED
PROVIDE #5 @ 12" = 0.20 IN^2/FT :: OK
Project:
Project #:
Prepared By: Date:
16 of 32
CITY OF SANTA ANA CORP YARD CR 690
26035
AUSTIN SPINELLI
SWITCHBOARD B
Enclosure Specification
Additional Information
Shipping may loosen electrical connections.
Check tightness before energizing. Bonded
neutral - Remove neutral load conductors for test
purposes only! Field-installed conductors shall
be 60º C, 70º C, or 90º C, sized to 60º C rating
for 110 amps or less; and 75º C or 90º C for 125
amps and above.
D E T A I L S
CP3F-L ENCLOSURE - 46"W x 64"H x 27"D
TYPE 3R ENCLOSURE
ALUMINUM ENCLOSURE MATERIAL
PAINTED GRAY
208Y/120V 3PH 4 WIRE
SCCR 50kA
UTILITY - Unmetered
SCE Charge Ready Program
CATALOG SPECIFIC NAMEPLATE
LABEL OF ESTIMATED WEIGHT INSIDE DIST DOOR
MILBANK LUG LANDING
COVERED EMBEDDED METER SOCKET WITH METER HOOD AND SKIRT
DISTRIBUTION:
MAIN BREAKER 600AF 3VA65 WITH DIAL ADJUSTABLE LSI ETU
WITH PADLOCK DEVICE
(2) 400A 3VA53 SUB-MAIN BREAKERS
(2) 400A 30CKT 3PH PANELBOARD FOR BL BREAKERS
(20) 50A 2P BOLT-ON BREAKERS FULLY RATED
(2) 20A 1P BOLT-ON BREAKERS FULLY RATED FOR SPARES
(1) 20A 1P BOLT-ON BREAKER FULLY RATED FOR GFI RECEPTACLE
GFI RECEPTACLE 20A 120V
(1) 20A 1P BOLT-ON BREAKER FULLY RATED FOR STRIP HEATER
STRIP HEATER W/ THERMOSTAT
U T I L I T Y S P E C I F I C AT I O N S
CABINET AMPERAGE
METER SOCKET
1000 AMPS
UNMETERED
Please consult serving utility for their requirements prior to ordering or installing, as specifications and approvals vary by utility, and may require
local electrical inspector approval. All installations must be installed by a licensed electrician and must comply with all national and local codes,
laws and regulations. Milbank reserves the right to make changes in specifications and features shown without notice or obligation.
17 of 32
CUTHSEET FOR REFERENCE ONLY - SWITCHBOARD B
ASSUMED WEIGHTS:
700# MINIMUM
900# MAXIMUM
46.06
64.13
46.44
CC
HINGED EXTERIOR DOOR
WITH DOOR STOP TO HOLD
DOOR IN OPEN POSITION
21.50 27.02
44.56
46.06
9.37
13.89
3.00 IN. RECOMMENDED MIN. FOUNDATION
EXTENSION ALL SIDES.
DEPTH SHOULD BE DETERMINED
BY SOIL CONDITIONS AND LOCAL
CODE REQUIREMENTS
SECTION C-C
SCALE 1 : 20
6.78
STUD TO
DOOR ID
16.00 .88
27.00 O.D.
17.27
PADLOCKABLE
L-HANDLE WITH
3-POINT LATCH
LIFTING EYES
UTILITY
SECTION
CUSTOMER
SECTION
FOLLOW NEC 110-6
OR LOCAL REQUIREMENTS
FOR MINIMUM CLEARANCES
FRONT VIEW
LOAD SIDE EQUIPMENT
CP3F L-SIZE ALUM
Material:
Finish:
Catalog No.:
Title:
Customer:
Drawing No.:
KANSAS CITY, MO USA
Drawn By:
Scale:NTS
Date:
.125 ALUMINUM
CT-RATED (800A Max), 46" W x 27" D x
64" H OUTDOOR 3R RATED
ENCLOSURE
Sheet:1 of 302-16-21
Tolerances:
Unless Specified OtherwiseX.X
X.XX
X.XXX
X 2
.015
.03
.1
Third Angle
Checked By:
Approved By:
Part Wt.:
REV.DATE DESCRIPTION BY
** 1/19/20 NEW DRAWING BNM
Shear/Die No.:
PAINT PER CUSTOMER REQUEST
BNM
CP3F L-SIZE ALUM
Square Inches:
LBS. EA.
ECO No.
046938
18 of 32CUTHSEET FOR REFERENCE ONLY - SWITCHBOARD B
Project:
Job #:
Date:
EQUIPMENT ANCHORAGE: WIND & SEISMIC LOADS
Equipment:
Model #:
Component Info: Loads:
Weight Wp =Wp =
Length L =in.Fp =
Width B =in.Fp* =
Height H =in.Ev =
HCOG =in.Fh =
# Curbs:Fh* =
Seismic Loading: ASCE Ch. 13 Fv =
SDS =g
z/h =
Type of Equip:
Ip =Component Importance Factor
Supporting Building:
Ta =s Ie =
a1 =Ω0 =Wind Loading: ASCE Ch. 29
a2 =R =V = mph qh = 0.00256 KzKztKeV2
Hf =Rμ =Exp.:[26.7.3](26.10-1)
h = ft.
Component Seismic Loading:Kz =Kz per 26.10.1
CAR =Kzt =Kzt per 26.8.2
Rpo =Kd =Kd per 26.6
Ωop =Ke =Ke per 26.9
Fp per Eq. 13.3-1 through 13.3-3:G =Section 29.3.1
Fp, max = 1.6SDSIpW p B/s =Fh = GCfqhKdAs
Fp, min = 0.3SDSIpW p Cf =
Fp =g qh =psf
Ev =g Fh =psf
Fv =psf
Increases Ry due to F* to account for load angle
Reactions @ Base of Component (Total on Each Side of Length 'L'):
#
#
Attachment Description:
LC LC
#
#
#SRSS -531 -211
2 114
Ry1 2 505 2 177
N* R / N N* R / N *N = # of attachments per long
side resisting Rx or RyRx1
Ω0
2 165
LR
F
D
Anchor - ΩLRFD Anchor - LRFD
Ry1 =-450 760 755 183 262 350 355 1009
229 165 330Rx1 =0 165 229 137 115
.9D+E .9D+Ω0EDL EL WL .6D+.6W .6D+.7E .9D+W
ASD LRFD
Resultant F* / F =1.044
Ry Overturning Incr =1.000
0.351 19.67
0.234 21.45
21.45
Direction of Load:100 + 30 concurrent orthogonal
θ =0.00°
1.00
0.85
0.72
1.51
0.85
Pe
r
T
a
b
l
e
13
.
6
-
1
1.4 1.00
2.0 0.85
2.00
1.0 1.0 C
[13.3.1.1] [13.3.1.2]0
NA 1.00
NA 1.00 95
Electrical: sheet metal
1.0
NA NA
439 #
0 458 #
147 #
1.170
0.00
900 #
Co
m
p
o
n
e
n
t
900 #
46.0''316 #
21.5''330 #
64.0''211 #
42.7''
City of Santa Ana Corp Yard
26035
5/1/2026
AX.2
Switchboard B
19 of 32
SEISMIC LOADING
GOVERNS, MAXIMUM
WEIGHT SHOWN
DOES NOT GOVERN
ANCHOR DESIGN
Project:
Job #:
Date:
Concrete Equipment Pad Foundation Design:
Location:
Service Loads: Overturning Stability Check:
PDL =Superimposed weight of equipment MOT == M E/W + P E/W x (B/2 ±e p )
PE/W =0.6W or 0.7E; up or down Mr == 0.6 (PDL x [B/2 ± ep]+ Po x B/2)
eP =Eccentricity of vertical loads D/C =
Po =self-weight of pad
ME/W =0.6W or 0.7E
Pad Dimensions:
L =Length
B =Width
t =Thickness
D =Embedded Depth
Allowable Soil Pressures
σa1 =For sustained loads
σa2 =For short-term loads (wind, seismic)
σLB =Lateral bearing used w/ Cohesion
σLB =Lateral bearing used w/ Friction
Demand/Capacity Checks:
DL Only D + 0.6W/0.7E 0.6D + 0.6W/0.7E
P =
M =
e =
Lb =
σ =
σa =
D/C =
Sliding:
VE/W =0.6W or 0.7E
σc =cohesion Cf =coefficient of friction
Vr, sliding == σc x LB Vr, sliding == Cf x 0.6(PDL + Po)
Vr, lat brg == σLB x B x D2 /2 Vr, lat brg == σLB x B x D2 /2
Vr, total =Vr, total =
D/C = D/C =18.52%61.74%
1483 # 445 #
0 # 0 #
1483 # 445 #
9.57% 10.51% 6.93%
275 #
130 psf 0.25
144 psf 210 psf 139 psf
1500 psf 2000 psf 2000 psf
0.00 ft 0.26 ft 0.50 ft
4.00 ft 4.00 ft 4.00 ft
2967 # 3114 # 1633 #
0 ft-# 821 ft-# 821 ft-#
0.00 ft
1500 psf
2000 psf
100 psf/ft
150 psf/ft
5.17 ft
4.00 ft
0.67 ft
147 # 3560 ft-#
0.0 ft 31.34%
2067 #
821 ft-#
City of Santa Ana Corp Yard
26035
5/1/2026
AX.2
900 # 1116 ft-#
20 of 32
Project:
Project #:
Prepared By: Date:
21 of 32
CITY OF SANTA ANA CORP YARD CR 690
26035
AUSTIN SPINELLI
TRANSFORMER
ITEM QTY
1 1
2 1
3 2
4 3
5 4
6 2
7* 2
8* 2
NOTES: 1)
2)
3)
4)
5)
CADD:
CHKD:REV:
SERIAL NO:
ID TAG:
FRONT & REAR PANEL - REMOVABLE
HV TERMINAL
LV TERMINAL
PROVISIONS FOR Ø4" KNOCKOUT
Parts List
DESCRIPTION
TOP COVER - REMOVABLE
DIAGRAMATIC NAMEPLATE
S.O. NO:
WATERSHIELD
RAIN DEFLECTOR
CUST/JOB NAME:
CUST ORDER NO:
DWG FOR:
225
480D
208Y/120
2A4B 2 1/2%
10
10
TEMP RISE - °C:
COOLING CLASS:
WINDING COND:
AA
PAINT/COATING: ANSI 61 LIGHT GRAY
HV-KV BIL:
LV-KV BIL:
PHASE:
FREQ-HZ:
KVA:
HIGH VOLTAGE:
LOW VOLTAGE:
HV TAPS:
CAD NO.
PAGE 1 OF 1SCALE : N/A 3PH, 600V GENERAL PURPOSE DRY TYPE *
TRANSFORMER OUTLINE, CASE D (CASE 6)
THIS DRAWING IS NOT FOR CONSTRUCTION PURPOSES. VERIFY WITH FACTORY BEFORE CONSTRUCTION.
TRANSFORMERS ARE MANUFACTURED AND TESTED PER APPLICABLE ANSI, NEMA, AND IEEE STANDARDS.
UNLESS OTHERWISE SPECIFIED ALL DIMENSIONS ARE IN INCHES WITH ± ¼" TOLERANCE.
TRANSFORMER IS UL & CSA LISTED AND LABLED.
* APPLIES TO OUTDOOR UNITS ONLY
APPD:REVISIONS
RECORD APPROVAL
ALUMINUM COPPER
150 115
60 50
SINGLE HREE
RECORD QUOTEAPPROVAL
ALUMINUM COPPER
150 115 80
60 50
SINGLE HREE
RECORD APPROVAL
ALUMINUM COPPER
150 115
60 50
SINGLE HREE
RECORD QUOTEAPPROVAL
ALUMINUM COPPER
150 115 80
60 50
SINGLE HREE
K4
OUTDOORINDOOR
STANDARD DOE 2016 K13 K20
APPRX WT - LBS: 1580
HT225A3B2-D16
22 of 32CUTHSEET FOR REFERENCE ONLY - TRANSFORMER
Project:
Job #:
Date:
EQUIPMENT ANCHORAGE: WIND & SEISMIC LOADS
Equipment:
Model #:
Component Info: Loads:
Weight Wp =Wp =
Length L =in.Fp =
Width B =in.Fp* =
Height H =in.Ev =
HCOG =in.Fh =
# Curbs:Fh* =
Seismic Loading: ASCE Ch. 13 Fv =
SDS =g
z/h =
Type of Equip:
Ip =Component Importance Factor
Supporting Building:
Ta =s Ie =
a1 =Ω0 =Wind Loading: ASCE Ch. 29
a2 =R =V = mph qh = 0.00256 KzKztKeV2
Hf =Rμ =Exp.:[26.7.3](26.10-1)
h = ft.
Component Seismic Loading:Kz =Kz per 26.10.1
CAR =Kzt =Kzt per 26.8.2
Rpo =Kd =Kd per 26.6
Ωop =Ke =Ke per 26.9
Fp per Eq. 13.3-1 through 13.3-3:G =Section 29.3.1
Fp, max = 1.6SDSIpW p B/s =Fh = GCfqhKdAs
Fp, min = 0.3SDSIpW p Cf =
Fp =g qh =psf
Ev =g Fh =psf
Fv =psf
Increases Ry due to F* to account for load angle
Reactions @ Base of Component (Total on Each Side of Length 'L'):
#
#
Attachment Description:
LC LC
#
#
#SRSS -752 -258
2 147
Ry1 2 692 2 213
N* R / N N* R / N *N = # of attachments per long
side resisting Rx or RyRx1
Ω0
2 293
LR
F
D
Anchor - ΩLRFD Anchor - LRFD
Ry1 =-800 1146 449 -210 322 -271 426 1384
158 293 586Rx1 =0 293 158 95 205
.9D+E .9D+Ω0EDL EL WL .6D+.6W .6D+.7E .9D+W
ASD LRFD
Resultant F* / F =1.044
Ry Overturning Incr =1.000
0.351 19.67
0.234 21.17
21.17
Direction of Load:100 + 30 concurrent orthogonal
θ =0.00°
1.00
0.85
0.78
1.49
0.85
Pe
r
T
a
b
l
e
13
.
6
-
1
1.0 1.00
1.5 0.85
2.00
1.0 1.0 C
[13.3.1.1] [13.3.1.2]0
NA 1.00
NA 1.00 95
Electrical: High-deformability
1.0
NA NA
303 #
0 316 #
123 #
1.170
0.00
1600 #
Co
m
p
o
n
e
n
t
1600 #
40.0''562 #
21.0''586 #
51.5''374 #
34.3''
City of Santa Ana Corp Yard
26035
5/1/2026
AX.3
Transformer
23 of 32
GOVERNS ANCHOR
DESIGN, DESIGNED FOR
Ω LEVEL LOADING
Project:
Job #:
Date:
Concrete Equipment Pad Foundation Design:
Location:
Service Loads: Overturning Stability Check:
PDL =Superimposed weight of equipment MOT == M E/W + P E/W x (B/2 ±e p )
PE/W =0.6W or 0.7E; up or down Mr == 0.6 (PDL x [B/2 ± ep]+ Po x B/2)
eP =Eccentricity of vertical loads D/C =
Po =self-weight of pad
ME/W =0.6W or 0.7E
Pad Dimensions:
L =Length
B =Width
t =Thickness
D =Embedded Depth
Allowable Soil Pressures
σa1 =For sustained loads
σa2 =For short-term loads (wind, seismic)
σLB =Lateral bearing used w/ Cohesion
σLB =Lateral bearing used w/ Friction
Demand/Capacity Checks:
DL Only D + 0.6W/0.7E 0.6D + 0.6W/0.7E
P =
M =
e =
Lb =
σ =
σa =
D/C =
Sliding:
VE/W =0.6W or 0.7E
σc =cohesion Cf =coefficient of friction
Vr, sliding == σc x LB Vr, sliding == Cf x 0.6(PDL + Po)
Vr, lat brg == σLB x B x D2 /2 Vr, lat brg == σLB x B x D2 /2
Vr, total =Vr, total =
D/C = D/C =24.64%82.12%
1666 # 500 #
0 # 0 #
1666 # 500 #
12.83% 15.46% 10.10%
410 #
130 psf 0.25
192 psf 309 psf 202 psf
1500 psf 2000 psf 2000 psf
0.00 ft 0.33 ft 0.68 ft
4.00 ft 4.00 ft 3.97 ft
3332 # 3594 # 1737 #
0 ft-# 1174 ft-# 1174 ft-#
0.00 ft
1500 psf
2000 psf
100 psf/ft
150 psf/ft
4.33 ft
4.00 ft
0.67 ft
262 # 3998 ft-#
0.0 ft 42.48%
1732 #
1174 ft-#
City of Santa Ana Corp Yard
26035
5/1/2026
AX.3
1600 # 1698 ft-#
24 of 32
OVERALL SLAB DIM = 5.167 x 2 + 4.33 = 14.667'
SPECIFIED PAD = 15'-0" x 4'-0" :: OK
www.hilti.com
Hilti PROFIS Engineering 3.1.30
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Transformer
Page:
Specifier:
E-Mail:
Date:
1
5/1/2026
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2) hnom1
Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304
Specification text: HILTI Æ 1/2 IN KWIK BOLT TZ2 - SS 304
WITH 2.5 IN NOMINAL EMBEDMENT DEPTH
PER ICC-ES ESR-4266 , HAMMER DRILL BIT
INSTALLATION PER MPII
Effective embedment depth: hef,act = 2.000 in., hnom = 2.500 in.
Material: AISI 304
Evaluation Service Report: ESR-4266
Issued I Valid: 12/1/2025 | 12/1/2027
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation:
Profile:
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 8.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
25 of 32
www.hilti.com
Hilti PROFIS Engineering 3.1.30
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Transformer
Page:
Specifier:
E-Mail:
Date:
2
5/1/2026
Geometry [in.] & Loading [lb, in.lb]
26 of 32
www.hilti.com
Hilti PROFIS Engineering 3.1.30
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Transformer
Page:
Specifier:
E-Mail:
Date:
3
5/1/2026
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 692; Vx = 293; Vy = 0;
Mx = 0; My = 0; Mz = 0;
yes 60
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 692 293 293 0
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*692 8,906 8 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**692 1,172 60 OK
* highest loaded anchor **anchor group (anchors in tension)
27 of 32
www.hilti.com
Hilti PROFIS Engineering 3.1.30
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Transformer
Page:
Specifier:
E-Mail:
Date:
4
5/1/2026
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.10 120,404
Calculations
Nsa [lb]
11,875
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
11,875 0.750 8,906 692
3.2 Concrete Breakout Failure
Ncb = (ANc
ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a)
f Ncb 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 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 h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ca,min [in.]y c,N cac [in.]kc l a f'
c [psi]
2.000 6.000 1.000 5.500 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
36.00 36.00 1.000 1.000 2,404
Results
Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb]
2,404 0.650 0.750 1.000 1,172 692
28 of 32
www.hilti.com
Hilti PROFIS Engineering 3.1.30
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
5
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Transformer
Page:
Specifier:
E-Mail:
Date:
5
5/1/2026
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*293 5,426 6 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**293 1,683 18 OK
Concrete edge failure in direction x+**293 2,376 13 OK
* highest loaded anchor **anchor group (relevant anchors)
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]aV,seis
0.10 120,404 1.000
Calculations
Vsa,eq [lb]
8,348
Results
Vsa,eq [lb]f steel f Vsa,eq [lb]Vua [lb]
8,348 0.650 5,426 293
29 of 32
www.hilti.com
Hilti PROFIS Engineering 3.1.30
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
6
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Transformer
Page:
Specifier:
E-Mail:
Date:
6
5/1/2026
4.2 Pryout Strength
Vcp = kcp [(ANc
ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a)
f Vcp 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 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 h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ca,min [in.]y c,N
1 2.000 6.000 1.000
cac [in.]kc l a f'
c [psi]
5.500 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
36.00 36.00 1.000 1.000 2,404
Results
Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb]
2,404 0.700 1.000 1.000 1,683 293
30 of 32
www.hilti.com
Hilti PROFIS Engineering 3.1.30
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
7
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Transformer
Page:
Specifier:
E-Mail:
Date:
7
5/1/2026
4.3 Concrete edge failure in direction x+
Vcb = (AVc
AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a)
f Vcb 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 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 c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.]
6.000 6.000 1.000 8.000 2.000
l a da [in.]f'
c [psi]y parallel,V
1.000 0.500 2,500 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb]
120.00 162.00 0.900 1.061 4,799
Results
Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb]
3,394 0.700 1.000 1.000 2,376 293
*Anchor row defined by: Anchor 1; Case 3 controls
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.590 0.174 5/3 47 OK
bNV = bz
N + bz
V <= 1
31 of 32
www.hilti.com
Hilti PROFIS Engineering 3.1.30
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
8
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Transformer
Page:
Specifier:
E-Mail:
Date:
8
5/1/2026
6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, 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 FEM 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!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• 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.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to
https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section
17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the
case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The
connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)."
• Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3
(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the
anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design
strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased
by w0.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
32 of 32
YES NO
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Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
Title: _____________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County :
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________ Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
E
X X X
X
W
WW
W W W
W
W
W
E
E
E
E
E
E
E
E
EE
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E E
E E E
E
E
E
E E E E
E
3
SS
ECGR
E
E
E
E
SS
SS
PI
RD
IR
IR
E
E
E
EE
E
IR
GT
GT
GT
GT
GT
GT
E
30'-3" (TYP)
8'
(
T
Y
P
)
9'
(
T
Y
P
)
30'
30'
30'
E1
ELECTRICAL SITE LAYOUT
SCE ID:00002141204
CITY OF SANTA ANA
CORPORATE YARD
220 S DAISY AVE
SANTA ANA, CA 92703
SOUTHERN CALIFORNIA EDISON CO.
CHARGE READY PROGRAM
2244 WALNUT GROVE AVENUE
ROSEMEAD, CA 91770
TEL: (800) 665-4555
S8
GG
MW
02/17/26
07/08/25HLSP/SLD
877.706.6858 www.NV5.com
12/04/2550% CONSTRUCTION DOCUMENTS
02/17/26100% CONSTRUCTION DOCUMENTS
GENERAL NOTES
LEGEND
EXISTING EDGE OF PAVEMENT LINE
EXISTING NATURAL GAS GEOPHYSICAL LINE
EXISTING WATER LINE
LIMITS OF WORK
W W
G G
CONSTRUCTION NOTES
EXISTING SANITARY LINE SS SS
BL
DD
E
E
E
E
G
GT
D C
D
S C
S
W
W
W
EXISTING BOLLARD
EXISTING DOWN DRAIN
EXISTING DROP INLET
EXISTING ELECTRICAL BOX
EXISTING ELECTRICAL PARKING STATION
EXISTING ELECTRICAL RISER
EXISTING ELECTRICAL TRANSFORMER
EXISTING ELECTRICAL VAULT
EXISTING ELECTRICAL LIGHT
EXISTING NATURAL GAS METER
EXISTING GATE
EXISTING STORM DRAIN CLEANOUT
EXISTING STORM DRAIN MANHOLE
EXISTING SEWER CLEANOUT
EXISTING SEWER MANHOLE
EXISTING HANDICAP PARKING
EXISTING SIGN
EXISTING WATER MARKING POST
EXISTING WATER RISER
EXISTING WATER VALVE
EXISTING WHEEL STOP
EXISTING ELECTRICAL LINE E E
EXISTING FENCE LINE
PROPOSED TERMINAL BLOCK FOR LEVEL 2 CHARGER, PER DETAIL 1, SHEET E51
PROPOSED 400A 480V METERED SWITCHBOARD, PER DETAIL 2, SHEET E52
3 PROPOSED STEP DOWN TRANSFORMER, PER DETAIL 3, SHEET E5
4
INDICATE EVSE CHARGEPORT STALL
PROPOSED DISTRIBUTION BOARD, PER DETAIL 4, SHEET E5
1. REFER TO CONDUIT AND WIRE SCHEDULE ON SHEET E2.0, E2.1, E2.2 FOR
REQUIREMENTS.
2.CONDUIT ROUTING IS DIAGRAMMATICALLY SHOWN ON PLANS AND ARE ONLY
APPROXIMATIONS. THE EXACT LOCATION AND ROUTING PATHS SHALL BE FIELD VERIFIED
AND INSTALLED PER JURISDICTIONAL REQUIREMENTS.
3.UTILITY EQUIPMENT INSTALLATIONS AND PREP WORK SHALL BE COORDINATED WITH THE
APPROPRIATE UTILITY ENGINEER TO ENSURE ACCURACY OF INSTALLATIONS.
4.BOLLARD PROTECTION TO BE INSTALLED PER UTILITY SPECIFICATION. ADDITIONAL
BOLLARD PROTECTION MAY BE REQUIRED AT THE DISCRETION OF THE UTILITY FILED
INSPECTION PERSONNEL.
5.CONTRACTOR TO INSTALL TERMINAL BLOCK PRIOR TO CUSTOMER EVSE CHARGING
DISPENSER BEING INSTALLED IN PHASE II
6.THE METHODS CONTAINED IN CEC/NEC ARTICLE 250 SHALL BE FOLLOWED TO COMPLY WITH
GROUNDING AND BONDING OF ELECTRICAL SYSTEMS AND NON-CURRENT CARRYING
CONDUCTIVE MATERIALS, ENCLOSURES, OR ITEMS FORMING PART OF ANY SUCH
EQUIPMENT THAT ENCLOSES OR CARRIES ELECTRICAL CONDUCTOR OR EQUIPMENT THAT
IS LIKELY TO BECOME ENERGIZED. SEE CEC/NEC 250.4(A)(1) THROUGH (5) FOR FURTHER
DESCRIPTION,
7.WHERE TWO OR MORE GROUND RODS ARE TO BE INSTALLED, THE MINIMUM SEPARATION
SHALL BE 6' PER CEC/NEC 250.53 (A)(2), AND (3) RESISTANCE OF ELECTRODES.
8.ALL CONDUITS SHALL COMPLY WITH CEC/NEC TABLE 300.5 MINIMUM BURIAL DEPTH, AND BE
INSTALLED A MINIMUM OF 30" BELOW GRADE.
9.PER CEC/NEC 110.26 ”ACCESS AND WORKING SPACE SHALL BE PROVIDED AND MAINTAINED
ABOUT ALL ELECTRICAL EQUIPMENT TO PERMIT READY AND SAFE OPERATION AND
MAINTENANCE OF SUCH EQUIPMENT.”
10.ALL ELECTRICAL WORK SHALL BE DESIGNED PER 2025 LOS ANGELES COUNTY ELECTRICAL
CODE, 2025 CALIFORNIA ELECTRICAL CODE, 2023 NATIONAL ELECTRICAL CODE.
11.ALL ELECTRICAL EQUIPMENT SHALL BE LABELED, LISTED, OR CERTIFIED BY A NATIONALLY
RECOGNIZED TESTING LABORATORY ACCREDITED BY THE UNITED STATES OCCUPATIONAL
SAFETY HEALTH ADMINISTRATION.
12.PER CEC/ NEC 210.19 (A) INFORMATIONAL NOTE #4, "CONDUCTORS FOR BRANCH CIRCUITS
AS DEFINED IN ARTICLE 100, SIZED TO PREVENT A VOLTAGE DROP EXCEEDING 3 PERCENT
AT THE FARTHEST OUTLET OF POWER, HEATING, AND LIGHTING LOADS, OR COMBINATION
OF SUCH LOADS, AND WHERE THE MAXIMUM TOTAL VOLTAGE DROP ON BOTH FEEDERS
AND BRANCH CIRCUITS TO THE FARTHEST OUTLET DOES NOT EXCEED 5%".
**AC CONDUCTOR: 16FEET IS ADDED TO HORIZONTAL RUN LENGTH TO ACCOUNT FOR BURIED
DEPTH
-
EXISTING 500KVA 480/277V 3Ø TRANSFORMER
SCALE:
CONDUIT SCHEDULE1
E1 NONE
1
4
PROPOSED UTILITY TRANSFORMER
EXISTING BUILDING
EXISTING PARCEL LINE
EXISTING WALL
(TYP)
2
1
1
1
1
1
1
1
1
1
1
PROPOSED CONDUIT TO BE
INSTALLED ON WALL
4
4
4
4
4
4
4
4
4
3
4
2
3
0 2010105
SCALE: 1" = 10'
PROPOSED SERVICE 600A 480/277V METERED SWITCHBOARD
PROPOSED 300KVA STEP DOWN XFMR
PROPOSED 1000A 208V SERVICE DISTRIBUTION
E
PROPOSED WHEELSTOP
PROPOSED BOLLARD
PROPOSED ELECTRICAL LINE
PROPOSED L2 DUAL PORT WALL MOUNTED EV CHARGER
E2
SINGLE LINE DIAGRAM
SCE ID:00002141204
CITY OF SANTA ANA
CORPORATE YARD
220 S DAISY AVE
SANTA ANA, CA 92703
SOUTHERN CALIFORNIA EDISON CO.
CHARGE READY PROGRAM
2244 WALNUT GROVE AVENUE
ROSEMEAD, CA 91770
TEL: (800) 665-4555
S8
GG
MW
02/17/26
07/08/25HLSP/SLD
877.706.6858 www.NV5.com
12/04/2550% CONSTRUCTION DOCUMENTS
02/17/26100% CONSTRUCTION DOCUMENTS
NOTES:
1.STANDARD RATED SERVICE PANELS, OVER CURRENT PROTECTION DEVICES AND WIRE SIZES
BASED ON CEC/CEC REQUIREMENTS AT 125% CONTINUOUS LOAD. 100% RATED SERVICE PANELS,
OVER CURRENT PROTECTION DEVICES AND WIRE SIZES BASED ON CEC/CEC REQUIREMENTS AT
100% CONTINUOUS LOAD.
2.PROPOSED UTILITY CTS/PTS SHALL BE LOCATED WITHIN COMPARTMENTS APPROVED BY THE
UTILITY AS SHOWN IN THIS DRAWING PACKAGE.
3.THE METHODS CONTAINED IN CEC/NEC ARTICLE 250 SHALL BE FOLLOWED TO COMPLY WITH
GROUNDING AND BONDING OF ELECTRICAL SYSTEMS AND NON-CURRENT CARRYING
CONDUCTIVE MATERIALS, ENCLOSURES, OR ITEMS FORMING PART OF ANY SUCH EQUIPMENT
THAT ENCLOSES OR CARRIES ELECTRICAL CONDUCTOR OR EQUIPMENT THAT IS LIKELY TO
BECOME ENERGIZED. SEE CEC/NEC 250.4(A)(1) THROUGH (5) FOR FURTHER DESCRIPTION.
4.WHERE TWO OR MORE GROUND RODS ARE TO BE INSTALLED, THE MINIMUM SEPARATION SHALL
BE 6' PER CEC/NEC 250.53 (A)(2), AND (3) RESISTANCE OF ELECTRODES.
5.CONTRACTOR TO INSTALL TERMINAL BLOCK PRIOR TO CHARGER BEING INSTALLED IN SEPARATE
PERMIT.
1
3
PROPOSED
SCE UTILITY
TRANSFORMER
GROUNDING ELECTRODE
5/8"X8'-0" COPPER CLAD GROUND
ROD INSTALLATION PER NEC
250.52(A)(5), 250.53 (A) AND 250.68
INCOMING/
METER
SECTION
GR
N
D
NE
U
T
#6 SOLID AWG CU
GROUNDING ELECTRODE
CONDUCTOR PER NEC
250.66 (A)
600A
3P
LSIG
MANUFACTURER PROVIDED
MAIN BONDING JUMPER PER
CEC 250.24 (A)(4),
250.28(C),250.8(A)(7)
DISTRIBUTION
SECTION
EV-XFMR-1
2 5 kVA
480-208V,
"EV-SWBD-B" DISTRIBUTION SWITCHBOARD,
600A BUS, 600A MAIN, 208V, 3Ø, 4W,
42 KAIC, FULLY RATED, NEMA 3R
L2-EVSE-1
CHARGE PORT
1 & 2
(40FLA+40FLA)
(INSTALLED BY
OTHERS)
L2-EVSE-1
CHARGE PORT
1 & 2
50A
2P
L2-EVSE-2
CHARGE PORT
3 & 4
(40FLA+40FLA)
(INSTALLED BY
OTHERS)
L2-EVSE-2
CHARGE PORT
3 & 4
L2-EVSE-3
CHARGE PORT
5 & 6
(40FLA+40FLA)
(INSTALLED BY
OTHERS)
L2-EVSE-3
CHARGE PORT
5 & 6
L2-EVSE-4
CHARGE PORT
7 & 8
(40FLA+40FLA)
(INSTALLED BY
OTHERS)
L2-EVSE-4
CHARGE PORT
7 & 8
L2-EVSE-5
CHARGE PORT
9 & 10
(40FLA+40FLA)
(INSTALLED BY
OTHERS)
L2-EVSE-5
CHARGE PORT
9 & 10
L2-EVSE-6
CHARGE PORT
11 & 12
(40FLA+40FLA)
(INSTALLED BY
OTHERS)
L2-EVSE-6
CHARGE PORT
11 & 12
L2-EVSE-7
CHARGE PORT
13 & 14
(40FLA+40FLA)
(INSTALLED BY
OTHERS)
L2-EVSE-7
CHARGE PORT
13 & 14
L2-EVSE-8
CHARGE PORT
15 & 16
(40FLA+40FLA)
(INSTALLED BY
OTHERS)
L2-EVSE-8
CHARGE PORT
15 & 16
L2-EVSE-9
CHARGE PORT
17 & 18
(40FLA+40FLA)
(INSTALLED BY
OTHERS)
L2-EVSE-9
CHARGE PORT
17 & 18
50A
2P
4
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
50A
2P
TERMINAL BLOCK
(TYP) (SEE NOTE 5)
L2-EVSE-10
CHARGE PORT
19 & 20
(40FLA+40FLA)
(INSTALLED BY
OTHERS)
L2-EVSE-10
CHARGE PORT
19 & 20
50A
2P
50A
2P
CONDUIT AND WIRING SCHEDULE
FROM TO CONFIGURATION
EXISTING UTILITY
TRANSFORMER
PROPOSED 400A 480V METERED
SWITCHBOARD TBD (PER UTILITY DESIGN)
PROPOSED 400A 480V
METERED SWITCHBOARD
PROPOSED 225KVA 480/208V
STEP DOWN TRANSFORMER
(3) 3/0 AWG CU (THWN-2) +
(1) #3 AWG CU (THWN-2) EGC
IN EACH OF (2) 2" SCH 40 PVC
PROPOSED 225KVA 480/208V
STEP DOWN TRANSFORMER
PROPOSED 600A 208V
DISTRIBUTION SWITCHBOARD
(3) 350 MCM CU (THWN-2) +
(1) 350 MCM CU (THWN-2) NEUT +
(1) #2 AWG CU (THWN-2) SSBJ
IN EACH OF (2) 3" SCH 40 PVC
PROPOSED 600A 208V
DISTRIBUTION SWITCHBOARD PROPOSED DUAL L2-EVSE
(4) #4 AWG CU (THWN-2) +
(1) # AWG CU (THWN-2) EGC
IN (1) 1 1/2" RGS ABOVE GRADE,
SCH 40 PVC BELOW GRADE
1
2
3
4
GROUNDING ELECTRODE
5/8"X8'-0" COPPER CLAD
GROUND ROD INSTALLATION
PER NEC 250.52(A)(5), 250.53
(A) AND 250.68
INCOMING/METER
SECTION
GR
N
D
NE
U
T
#6 SOLID AWG CU
GROUNDING ELECTRODE
CONDUCTOR PER NEC
250.66 (A)
M
400A
3P
MANUFACTURER PROVIDED
MAIN BONDING JUMPER PER
NEC 250.24 (A)(4),
250.28(C),250.8(A)(7)
"EV-SWBD-A" METERED SWITCHBOARD,
400 AMP BUS, 400A MAIN, 480/277V, 3Ø, 4W 30KAIC(MINIMUM)
SEE NOTE 2
MAIN BREAKER
SECTION
2
20A
1P
SPARE
2
3Ø, 4W,
480
E3
ELECTRICAL LOAD
SCHEDULE TABLE
SCE ID:00002141204
CITY OF SANTA ANA
CORPORATE YARD
220 S DAISY AVE
SANTA ANA, CA 92703
SOUTHERN CALIFORNIA EDISON CO.
CHARGE READY PROGRAM
2244 WALNUT GROVE AVENUE
ROSEMEAD, CA 91770
TEL: (800) 665-4555
S8
GG
MW
02/17/26
07/08/25HLSP/SLD
877.706.6858 www.NV5.com
12/04/2550% CONSTRUCTION DOCUMENTS
02/17/26100% CONSTRUCTION DOCUMENTS
SCALE:
SWITCHBOARD "EV-SWBD-A" LOAD SCHEDULE1
E3 NONE
SCALE:
SWITCHBOARD "EV-SWBD-b" LOAD SCHEDULE2
E3 NONE
E4
ELECTRICAL CONDUIT
ELEVATION AND
GROUNDING DETAILS
SCE ID:00002141204
CITY OF SANTA ANA
CORPORATE YARD
220 S DAISY AVE
SANTA ANA, CA 92703
SOUTHERN CALIFORNIA EDISON CO.
CHARGE READY PROGRAM
2244 WALNUT GROVE AVENUE
ROSEMEAD, CA 91770
TEL: (800) 665-4555
S8
GG
MW
02/17/26
07/08/25HLSP/SLD
877.706.6858 www.NV5.com
12/04/2550% CONSTRUCTION DOCUMENTS
02/17/26100% CONSTRUCTION DOCUMENTS
NO SCALECALDWELL CONNECTION DETAIL 3
NO SCALEEV CHARGER CONDUIT ELEVATION VIEW 1
NOTES:
1.CONDUITS SHALL BE BURIED BELOW FROST LINE AND IN COMPLAISANCE
WITH LOCAL AND NATIONAL CODE REQUIREMENTS.
2.REFER TO SHEET E3 FOR CONDUCTOR REQUIREMENTS WITHIN CONDUITS.
3.CONDUIT TO BE STUBBED OUT FOR FUTURE LOAD MANAGEMENT SOFTWARE.
EXISTING
TRANSFORMER
PROPOSED UNDERGROUND
SERVICE CONDUIT
2 PROPOSED 2" POWER
CONDUIT (TYP)
(2) PROPOSED 3" POWER
CONDUIT (TYP)
PROPOSED 600A 208V
DISTRIBUTION PANEL TEMPORARY WALL MOUNTED
TERMINAL BLOCK (TYP-11)
52-M
600/3
30CKT
PANEL
PROPOSED 400A METERED
SWITCHBOARD
15
CL
CT COMPARTMENT
EUSERC 320
METER PANEL
EUSERC 332
UGPS
AND TERMINATION
COMPARTMENT
EUSERC 327
EUSERC 345
EUSERC 347
UL891 12"
30"
3"
21"
24"
ACCESS OPENING
30"GB
52-M
400/3
UL891/SUSE
PROPOSED 225 KVA
STEP DOWN TRANSFORMER
(1) PROPOSED 1 1/2" POWER
CONDUIT (TYP)
NO SCALEGROUNDING SCHEMATIC 2
NOTES:
1.COAT ALL SURFACES WITH AN ANTI-OXIDANT COMPOUND BEFORE MATING.
#2 AWG COPPER SSBJ
#10 AWG COPPER
EQUIPMENT GROUNDING
CONDUCTOR
GRND
52-M
600/3
30CKT
PANEL
GROUNDING ELECTRODE
5/8"X8'-0" COPPER CLAD
GROUND ROD INSTALLATION
PER NEC 250.52(A)(5), 250.53
(A) AND 250.68
CONCRETE ENCASED
ELECTRODE PER NEC
250.52(A)(3)(1) OR (2)
GRND
NE
U
T
NEUTRAL TO
GROUND BOND
PROPOSED 600A
DISTRIBUTION PANEL
PROPOSED 400A METERED
SWITCHBOARD
NEUTRAL TO
GROUND BOND
GROUNDING ELECTRODE
5/8"X8'-0" COPPER CLAD
GROUND ROD INSTALLATION
PER NEC 250.52(A)(5), 250.53
(A) AND 250.68
CONCRETE ENCASED
ELECTRODE PER NEC
250.52(A)(3)(1) OR (2)
#3 AWG COPPER EQUIPMENT
GROUNDING CONDUCTOR
FACTORY INSTALLED
GROUND BAR
15
CL
CT COMPARTMENT
EUSERC 320
METER PANEL
EUSERC 332
UGPS
AND TERMINATION
COMPARTMENT
EUSERC 327
EUSERC 345
EUSERC 347
UL891 12"
30"
3"
21"
24"
GB
52-M
400/3
UL891/SUSE
NE
U
T
GRND
PROPOSED 225KVA
STEP DOWN TRANSFORMER
GRND
TEMPORARY WALL MOUNTED
TERMINAL BLOCK (TYP-11)
E5
ELECTRICAL CONDUIT
ELEVATION AND
GROUNDING DETAILS
SCE ID:00002141204
CITY OF SANTA ANA
CORPORATE YARD
220 S DAISY AVE
SANTA ANA, CA 92703
SOUTHERN CALIFORNIA EDISON CO.
CHARGE READY PROGRAM
2244 WALNUT GROVE AVENUE
ROSEMEAD, CA 91770
TEL: (800) 665-4555
S8
GG
MW
02/17/26
07/08/25HLSP/SLD
877.706.6858 www.NV5.com
12/04/2550% CONSTRUCTION DOCUMENTS
02/17/26100% CONSTRUCTION DOCUMENTS
NO SCALEWALL MOUNTED TERMINAL BLOCK DETAIL 1
1 EAEATON B-LINE B22SH120 HDG, 12GA, 10' LENGTHS
5 EAUV STABILIZED NYLON CABLE TIES (1/4" WIDTH)
1
2
3
BILL OF MATERIALS FOR DETAILS
ITEMREFERENCE
NUMBER QUANTITY
1 EAVYNCKIER VM554 ENCLOSURE
1 EAVYNCKIER BACKING PLATE VMBP55A
1 EATERMINAL BLOCK BUSSMANN 14004-6, 90A, #4-14 AWG CU, 600 VAC
2 EAB-LINE 1/4 X 1.25" 20 HHCS ZINC
2 EAB-LINE SPRING NUT, N224, 1/4-20
PVC ELECTRICAL
CONDUIT RISER
2
1.TERMINAL BLOCK AND TEMPORARY SUPPORT WILL BE REMOVED
ONCE CHARGERS ARE INSTALLED.
2.SECURELY FASTEN PVC CONDUIT TO CONDUIT SUPPORT WITH 1/4"
WIDE UV STABILIZED NYLON CABLE TIES. PROVIDE 1 TIE EVERY 12".
3.PARTS INCLUDING IN THE BILL OF MATERIALS ARE FOR 1
TEMPORARY TERMINAL BLOCK ONLY. SEE ELECTRICAL CONDUIT
PLAN FOR LOCATION AND COUNT.
NOTES:
SECTION A-A
1
PVC ELECTRICAL
CONDUIT RISER
6'
-
0
'
'
(
M
I
N
)
3
2
NO SCALE400A METERED SWITCHBOARD DETAIL
(OR EQUIVALENT)2
42
"
68"90
"
34"34"
3R EXTENSION
15
CL
CT COMPARTMENT
EUSERC 320
METER PANEL
EUSERC 332
UGPS
AND TERMINATION
COMPARTMENT
EUSERC 327
EUSERC 345
EUSERC 347
UL891 12"
30"
3"
21"
24"
ACCESS OPENING
30"GB
52-M
400/3
SAW-TOOTH
BARRIER
DETAIL #3
UL891/SUSE
DETAIL #2
FRONT ELEVATION
SHOWN WITH 3R
COMPONENTS REMOVED
FOR CLARITY
WEIGHT 1500LBS.
28
"
14
"
25.50"
19
.
5
0
"
25.50"
19
.
5
0
"
3R DOORS CAPABLE OF
LOCKING AT 90° & 170°
DETAIL #1
BASE PLAN
REFER TO SHEET 3 FOR ANCHOR LOCATIONS
NO SCALE600A DISTRIBUTION BOARD DETAIL (OR EQUIVALENT)4
PA
N
E
L
32.00"
64
.
0
0
"
30.00"
ACCESS
FRONT
DOOR
FRONT ELEVATION FRONT ELEVATION
SHOWN WITH 3R DOOR
REMOVED FOR CLARITY
SIDE SECTIONAL VIEW
32.00"
28.00"
30
.
0
0
"
1.00"
24
.
2
5
"
2.
3
8
"
2.
3
7
"
28.00"
21
.
8
8
"
1.
0
0
"
ACCESS DOOR
0.75"X2"
ANCHOR
HOLES TYP (4)
CONDUIT
AREA
72CKT
PANEL
52-M
600/3
NO SCALECHARGEPOINT CP6000 LEVEL 2 AC CHARGER SPECIFICATION 5
NOTE: CP6000 TO BE CAPPED AT 40FLA
NO SCALE225KVA 480-208V STEP DOWN
TRANSFORMER (OR EQUIVALENT)3
MEMORANDUM
To: Jason Kwak
Building Safety Manager
Date:
From:
Subject:
BUILDING PERMIT FOR CITY PROJECTS #26-6070 220 S. DAISY AVE. SANTA ANA,
As a part of City project #26-6070, 220 S. Daisy Ave, Santa Ana, CA 92703 (Corporate
Yard), electrical meters, pedestals, and (10) dual EVSE chargers will be installed.
Installation of the proposed work is anticipated to take place in July 2026, with City
Planning and Building inspection required prior to energizing.
Being that these are City projects, we are requesting that all fees be waived for the
subject properties.
If you have any questions or need additional information, please contact Michael Ortiz
at Ext. 5624.
________________________
Michael Ortiz
Deputy Public Works Director
Michael Ortiz (Mar 26, 2026 13:11:20 PDT)
MEMORANDUM - No Fee Memo - EVSE - Corp
Yard
Final Audit Report 2026-03-26
Created:2026-03-25
By:Hortencia Martinez (hmartinez@santa-ana.org)
Status:Signed
Transaction ID:CBJCHBCAABAAguRlXhe-rkjT1ad2wrfpMU-aIXMWwB6r
"MEMORANDUM - No Fee Memo - EVSE - Corp Yard" History
Document created by Hortencia Martinez (hmartinez@santa-ana.org)
2026-03-25 - 6:13:04 PM GMT
Document emailed to mortiz@santa-ana.org for signature
2026-03-25 - 6:13:08 PM GMT
Email viewed by mortiz@santa-ana.org
2026-03-26 - 5:57:05 AM GMT
Signer mortiz@santa-ana.org entered name at signing as Michael Ortiz
2026-03-26 - 8:11:18 PM GMT
Document e-signed by Michael Ortiz (mortiz@santa-ana.org)
Signature Date: 2026-03-26 - 8:11:20 PM GMT - Time Source: server
Agreement completed.
2026-03-26 - 8:11:20 PM GMT