HomeMy WebLinkAbout298 E Live Oak Ave - 2023 - REPLACE EXISTING EV POWER UNITS AND 2 EV CHARGING DISPENSERSPROJECT DESCRIPTIONSITE INFORMATION
CONTRACTOR NOTE
CONTRACTOR SHALL COMPLETE INSTALL PER THE SIGNED
AND THE SEALED SET OF DRAWINGS. ANY NECESSARY
DEVIATIONS FROM THE DRAWINGS MUST BE SUBMITTED
THROUGH AN RFI REQUEST PROCESS WITH ENGINEERING FOR
AN APPROVAL PRIOR TO CONTRACTOR PROCEEDING WITH A
DEVIATION OF THE SIGNED AND SEALED SET OF DRAWINGS.
CALL BEFORE YOU DIG ENGINEER OF RECORD
SHEET NO:
DRAWING INDEX
SHEET TITLE REV
NO:
DO NOT SCALE DRAWINGS
ZONING INFORMATION
FLOOD HAZARD AREA NOTE
APPLICABLE CODES
FOR REFERENCE ONLY DRAWINGS
CONTRACTOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS &
CONDITIONS ON THE JOB SITE & SHALL IMMEDIATELY NOTIFY THE
ENGINEER IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING
WITH THE WORK.
11"x17" PLOT WILL BE HALF SCALE UNLESS NOTED
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
TITLE SHEET &
PROJECT DATA
T-1
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
THIS SITE IS LOCATED IN FLOOD ZONE "X".
AREA DETERMINED TO BE OUTSIDE OF THE 0.2%
ANNUAL CHANCE FLOOD PLAIN.
PERMITTING JURISDICTION:CITY OF ARCADIA, CA
ZONING CLASS:(MU) MIXED USE
SITE
SITE
SOUTHERN
CALIFORNIA EDISON
CORY SKILLERN
(909) 357-6249
POWER COMPANY:
EQUIPMENT SUPPLIER:
COUNTY:
LOS ANGELES
LATITUDE (NAD83):
34° 06' 25.80" N
34.107177°
LONGITUDE (NAD83):
118° 01' 27.80" W
-118.024387°
THE VONS COMPANIES INC.
PROPERTY OWNER:
CONTACT ENGINEER:
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
RUSSELL POLLOM
(913) 458-6274
POLLOMRE@BV.COM
LOCATION MAPAREA MAP
CA200050 ARCADIA
INSTALLATION OF ELECTRIC VEHICLE CHARGING EQUIPMENT
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
EV SITE ADDRESS:
UNDERGROUND SERVICE ALERT
UTILITY NOTIFICATION CENTER OF CALIFORNIA
811 OR 1-800-227-2600
3 WORKING DAYS UTILITY NOTIFICATION PRIOR TO CONSTRUCTION
ALL WORK SHALL COMPLY WITH THE FOLLOWING
APPLICABLE CODES:
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA FIRE CODE
2022 CALIFORNIA ENERGY CODE
IN THE EVENT OF CONFLICT, THE MOST RESTRICTIVE
CODE SHALL PREVAIL
NOEL HERRERA
PE # C 80849
BLACK & VEATCH CORPORATION
·REMOVE (3) BTC POWER UNITS
·INSTALL (2) BTC GEN IV POWER UNITS
·REMOVE (2) BTC GEN I DISPENSERS
·INSTALL (2) BTC GEN IV DISPENSERS
0TITLE SHEET & PROJECT DATA
C-2
T-1
ENLARGED SITE PLANC-3
C-4
GENERAL NOTES 1GN-1
GENERAL NOTES 2GN-2
ENLARGED EQUIPMENT LAYOUT AND BEAM DETAIL
E-1
E-2
D-1 EQUIPMENT DETAILS
SINGLE LINE DIAGRAM
ELECTRICAL DETAILSE-3
0
0
0
0
0
0
0
0
0
0
EQUIPMENT REMOVAL SITE PLAN
ELECTRICAL PLAN
D-2 EQUIPMENT DETAILS
E-1.1 0ELECTRICAL PLAN AC WIRE ROUTING
E-1.2 0ELECTRICAL PLAN DC WIRE ROUTING
C-4.1 W-BEAM DETAIL 0
APN:
8572002010
C-1 0PLOT PLAN
C80849
4/18/2023
3/31/25
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
GENERAL NOTES 1
GN-1
GENERAL CONSTRUCTION NOTES GENERAL CONSTRUCTION NOTES CONT.
1.FOR THE PURPOSE OF CONSTRUCTION DRAWINGS, THE FOLLOWING DEFINITIONS SHALL APPLY
GENERAL CONTRACTOR: OVERLAND CONTRACTING INC. (BLACK & VEATCH)
CONTRACTOR: (CONSTRUCTION)
OWNER: ELECTRIFY AMERICA
2.ALL SITE WORK SHALL BE COMPLETED AS INDICATED ON THE DRAWINGS.
3.THE GENERAL CONTRACTOR SHALL VISIT THE SITE AND SHALL FAMILIARIZE THEMSELVES WITH
ALL CONDITIONS AFFECTING THE PROPOSED WORK AND SHALL MAKE PROVISIONS. GENERAL
CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING THEMSELVES WITH ALL CONTRACT
DOCUMENTS, FIELD CONDITIONS, DIMENSIONS, AND CONFIRMING THAT THE WORK MAY BE
ACCOMPLISHED AS SHOWN PRIOR TO PROCEEDING WITH CONSTRUCTION. ANY DISCREPANCIES
SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE COMMENCEMENT OF
WORK.
4.ALL MATERIALS FURNISHED AND INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL
APPLICABLE CODES, REGULATIONS, AND ORDINANCES. GENERAL CONTRACTOR SHALL ISSUE
ALL APPROPRIATE NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS,
AND LAWFUL ORDERS OF ANY PUBLIC AUTHORITY REGARDING THE PERFORMANCE OF WORK.
5.ALL WORK CARRIED OUT SHALL COMPLY WITH ALL APPLICABLE MUNICIPAL AND UTILITY
COMPANY SPECIFICATIONS AND LOCAL JURISDICTIONAL CODES, ORDINANCES, AND
APPLICABLE REGULATIONS.
6.UNLESS NOTED OTHERWISE, THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT,
APPURTENANCES, AND LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED
ON THE DRAWINGS.
7.PLANS ARE NOT TO BE SCALED. THESE PLANS ARE INTENDED TO BE A DIAGRAMMATIC OUTLINE
ONLY UNLESS OTHERWISE NOTED. DIMENSIONS SHOWN ARE TO FINISH SURFACES UNLESS
OTHERWISE NOTED. SPACING BETWEEN EQUIPMENT IS THE MINIMUM REQUIRED CLEARANCE.
THEREFORE, IT IS CRITICAL TO FIELD VERIFY DIMENSIONS, SHOULD THERE BE ANY QUESTIONS
REGARDING THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR
OBTAINING A CLARIFICATION FROM THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK.
DETAILS ARE INTENDED TO SHOW DESIGN INTENT. MODIFICATIONS MAY BE REQUIRED TO SUIT
JOB DIMENSIONS OR CONDITIONS AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF
WORK AND PREPARED BY THE ENGINEER PRIOR TO PROCEEDING WITH WORK.
8.THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH
MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY STATED OTHERWISE.
9.IF THE SPECIFIED EQUIPMENT CANNOT BE INSTALLED AS SHOWN ON THESE DRAWINGS, THE
CONTRACTOR SHALL PROPOSE AN ALTERNATIVE INSTALLATION SPACE FOR APPROVAL BY THE
ENGINEER PRIOR TO PROCEEDING.
10.THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF WORK AREA,
ADJACENT AREAS AND BUILDING OCCUPANTS THAT ARE LIKELY TO BE AFFECTED BY THE WORK
UNDER THIS CONTRACT. WORK SHALL CONFORM TO ALL OSHA REQUIREMENTS AND THE LOCAL
JURISDICTION.
11.THE GENERAL CONTRACTOR SHALL COORDINATE WORK AND SCHEDULE WORK ACTIVITIES WITH
OTHER DISCIPLINES.
12.CONSTRUCTION SHALL BE DONE IN A WORKMANLIKE MANNER BY COMPETENT EXPERIENCED
WORKMAN IN ACCORDANCE WITH APPLICABLE CODES AND THE BEST ACCEPTED PRACTICE.
13.WORK PREVIOUSLY COMPLETED IS REPRESENTED BY LIGHT SHADED LINES AND NOTES. THE
SCOPE OF WORK FOR THIS PROJECT IS REPRESENTED BY DARK SHADED LINES AND NOTES.
CONTRACTOR SHALL NOTIFY THE GENERAL CONTRACTOR OF ANY EXISTING CONDITIONS THAT
DEVIATE FROM THE DRAWINGS PRIOR TO BEGINNING CONSTRUCTION.
14.THE CONTRACTOR SHALL PROVIDE WRITTEN NOTICE TO THE CONSTRUCTION MANAGER 48
HOURS PRIOR TO COMMENCEMENT OF WORK.
15.THE CONTRACTOR SHALL PROTECT EXISTING IMPROVEMENTS, PAVEMENTS, CURBS,
LANDSCAPING AND STRUCTURES. ANY DAMAGED PART SHALL BE REPAIRED AT CONTRACTOR'S
EXPENSE TO THE SATISFACTION OF THE OWNER.
16.THE GENERAL CONTRACTOR SHALL COORDINATE AND MAINTAIN ACCESS FOR ALL TRADES AND
CONTRACTORS TO THE SITE AND/OR BUILDING.
17.THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR SECURITY OF THE SITE FOR THE
DURATION OF CONSTRUCTION UNTIL JOB COMPLETION.
18.THE GENERAL CONTRACTOR SHALL MAINTAIN IN GOOD CONDITION ONE COMPLETE SET OF
PLANS WITH ALL REVISIONS, ADDENDA, AND CHANGE ORDERS ON THE PREMISES AT ALL TIMES.
19.THE CONTRACTOR SHALL PROVIDE PORTABLE FIRE EXTINGUISHERS WITH A RATING OF NOT
LESS THAN 2-A:10-B:C AND SHALL BE WITHIN 25 FEET OF TRAVEL DISTANCE TO ALL PORTIONS
OF WHERE THE WORK IS BEING COMPLETED DURING CONSTRUCTION.
20.ALL EXISTING ACTIVE SEWER, WATER, GAS, ELECTRIC, AND OTHER UTILITIES SHALL BE
PROTECTED AT ALL TIMES, AND WHERE REQUIRED FOR THE PROPER EXECUTION OF THE WORK,
SHALL BE RELOCATED AS DIRECTED BY THE ENGINEER. EXTREME CAUTION SHOULD BE USED BY
THE CONTRACTOR WHEN EXCAVATING OR DRILLING PIERS AROUND OR NEAR UTILITIES. THE
CONTRACTOR SHALL PROVIDE SAFETY TRAINING FOR THE WORKING CREW. THIS SHALL
INCLUDE BUT NOT BE LIMITED TO A) FALL PROTECTION, B) CONFINED SPACE, C) ELECTRICAL
SAFETY, AND D) TRENCHING & EXCAVATION.
21.ALL EXISTING INACTIVE SEWER, WATER, GAS, ELECTRIC, AND OTHER UTILITIES, WHICH
INTERFERE WITH THE EXECUTION OF THE WORK, SHALL BE REMOVED, CAPPED, PLUGGED OR
OTHERWISE DISCONNECTED AT POINTS WHICH WILL NOT INTERFERE WITH THE EXECUTION OF
THE WORK, AS DIRECTED BY THE ENGINEER, AND SUBJECT TO THE APPROVAL OF THE OWNER
AND/OR LOCAL UTILITIES.
22.ALL NECESSARY RUBBISH, STUMPS, DEBRIS, STICKS, STONES, AND OTHER REFUSE SHALL BE
REMOVED FROM THE SITE AND DISPOSED OF IN A LAWFUL MANNER.
23.ALL BROCHURES, OPERATING AND MAINTENANCE MANUALS, CATALOGS, SHOP DRAWINGS, AND
OTHER DOCUMENTS SHALL BE TURNED OVER TO THE GENERAL CONTRACTOR AT COMPLETION
OF CONSTRUCTION AND PRIOR TO PAYMENT.
24.THE CONTRACTOR SHALL SUBMIT A COMPLETE SET OF AS-BUILT REDLINES TO THE GENERAL
CONTRACTOR UPON COMPLETION OF PROJECT AND PRIOR TO FINAL PAYMENT.
25.THE CONTRACTOR SHALL LEAVE PREMISES IN A CLEAN CONDITION.
26.THE PROPOSED FACILITY WILL BE UNMANNED AND DOES NOT REQUIRE POTABLE WATER OR
SEWER SERVICE, AND IS NOT FOR HUMAN HABITATION (NO HANDICAP ACCESS REQUIRED).
27.NO OUTDOOR STORAGE OR SOLID WASTE CONTAINERS ARE PROPOSED.
28.CONTRACTORS SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS AND INSPECTIONS
REQUIRED FOR CONSTRUCTION. IF CONTRACTOR CANNOT OBTAIN A PERMIT, THEY MUST NOTIFY
THE GENERAL CONTRACTOR IMMEDIATELY.
29.THE CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE SITE ON A DAILY BASIS.
30.INFORMATION SHOWN ON THESE DRAWINGS WAS OBTAINED FROM SITE VISITS AND/OR
DRAWINGS PROVIDED BY THE SITE OWNER. CONTRACTORS SHALL NOTIFY THE ENGINEER OF
ANY DISCREPANCIES PRIOR TO ORDERING MATERIAL OR PROCEEDING WITH CONSTRUCTION.
STRUCTURAL STEEL NOTES
1.STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS, UNLESS NOTED
OTHERWISE: WIDE FLANGE SHAPE: A992, 50ksi
ANGLE AND CHANNEL SHAPE: ASTM A36, 36 ksi
PLATE: ASTM A36, 36ksi
PIPE: ASTM A53 GRADE B, 35 ksi
HSS: ASTM A500 GRADE B, 46ksi
2.HIGH-STRENGTH BOLTS SHALL CONFORM TO ASTM A325: ONE HIGH-STRENGTH BOLT ASSEMBLY
SHALL CONSIST OF A HEAVY HEX STRUCTURAL BOLT, A HEAVY NUT, A HARDENED WASHER
CONFORMING TO ASTM F436. THE HARDENED WASHER SHALL BE INSTALLED AGAINST ELEMENT
TURNED IN TIGHTENING. UNLESS NOTED OTHERWISE ON THE DRAWINGS, ALL CONNECTIONS
SHALL BE BEARING TYPE CONNECTIONS.
3.WELDING ELECTRODES SHALL COMPLY WITH AWS D1.1 USING A5.1 OR A5.5 E70XX AND SHALL BE
COMPATIBLE WITH THE WELDING PROCESS SELECTED. WELDERS SHALL BE QUALIFIED AS
PRESCRIBED IN AWS D1.1.
4.UNLESS NOTED OTHERWISE ON THE DRAWING, ALL ANCHOR BOLTS SHALL CONFORM TO ASTM
F1554, GRADE 36, WITH HEAVY HEXAGONAL NUT.
5.FABRICATE ITEMS OF STRUCTURAL STEEL IN ACCORDANCE WITH AISC SPECIFICATION.
6.ALL EXPOSED STRUCTURAL STEEL, BOLTS, AND HARDWARE SHALL BE HOT DIP GALVANIZED PER
ASTM A123.
7.SUBMIT FABRICATION AND ERECTION DRAWINGS SHOWING ALL DETAILS, CONNECTIONS,
MATERIAL DESIGNATIONS, AND TOP STEEL ELEVATIONS FOR APPROVAL. THE SHOP DRAWINGS
WILL BE REVIEWED FOR GENERAL CONFORMANCE TO THE CONTRACT DRAWINGS. SUCH
APPROVAL SHALL NOT RELIEVE THE FABRICATOR/CONTRACTOR OF THE RESPONSIBILITY FOR
EITHER THE ACCURACY OF THE DETAILED DIMENSIONS IN THE SHOP AND ERECTION DRAWINGS OR
THE GENERAL FIT-UP OF PARTS THAT ARE TO BE ASSEMBLED IN THE FIELD.
8.PRIMER SHALL BE RED OXIDE-CHROMATE PRIME COMPLYING WITH STEEL STRUCTURES PAINTING
COUNCIL (SSPC) PAINT SPECIFICATION NUMBER 11
GENERAL SITE WORK NOTES
GENERAL SITE WORK NOTES CONT.
1.DRILLING THROUGH EXISTING SLAB REBAR DURING POST-INSTALLED ANCHOR BOLTS
INSTALLATION IS NOT PERMITTED.
2.POST-INSTALLED ANCHOR BOLT INSTALLATION SHALL BE PERFORMED BY
PERSONNEL TRAINED TO INSTALL THE SYSTEM PER THE MANUFACTURER'S PRINTED
INSTALLATION INSTRUCTIONS (MPII), AS INCLUDED IN THE ANCHOR PACKAGING.
3.EXPANSION AND ADHESIVE ANCHORS SHALL BE INSTALLED PER THE
MANUFACTURER'S INSTRUCTIONS USING STANDARD EMBEDMENTS AND EDGE
DISTANCES UNLESS NOTED OTHERWISE ON THE DRAWINGS.
ANCHORAGE INSTALLATION NOTES
PART 1 - GENERAL
CLEARING, GRUBBING, STRIPPING, EROSION CONTROL, SURVEY, LAYOUT, SUBGRADE PREPARATION
AND FINISH GRADING AS REQUIRED TO COMPLETE THE PROPOSED WORK SHOWN IN THESE PLANS.
1.1 REFERENCES:
A.DOT (STATE DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR HIGHWAY
CONSTRUCTION-CURRENT EDITION).
B.ASTM (AMERICAN SOCIETY FOR TESTING AND MATERIALS).
C.OSHA (OCCUPATION SAFETY AND HEALTH ADMINISTRATION).
1.2 INSPECTION AND TESTING:
A. GENERAL CONTRACTOR SHALL PERFORM ALL WORK IN CONFORMANCE WITH THE PLANS AND
SPECIFICATIONS. PERFORM INSPECTIONS BEFORE CONCEALING WORK WITH FOLLOW-ON ACTIVITIES
(BACKFILL, CONCRETE POUR, ETC).
1.3 SITE MAINTENANCE AND PROTECTION:
A.PROVIDE ALL NECESSARY JOB SITE MAINTENANCE FROM COMMENCEMENT OF WORK UNTIL
COMPLETION OF THE CONTRACT.
B.AVOID DAMAGE TO THE SITE AND TO EXISTING FACILITIES, STRUCTURES, TREES, AND SHRUBS
DESIGNATED TO REMAIN. TAKE PROTECTIVE MEASURES TO PREVENT EXISTING FACILITIES THAT
ARE NOT DESIGNATED FOR REMOVAL FROM BEING DAMAGED BY THE WORK.
C.KEEP SITE FREE OF ALL PONDING WATER.
D.PROVIDE AND MAINTAIN ALL TEMPORARY FENCING, BARRICADES, WARNING SIGNALS AND SIMILAR
DEVICES NECESSARY TO PROTECT AGAINST THEFT FROM PROPERTY DURING THE ENTIRE PERIOD
OF CONSTRUCTION. REMOVE ALL SUCH DEVICES UPON COMPLETION OF THE WORK.
E.EXISTING UTILITIES: DO NOT INTERRUPT EXISTING UTILITIES SERVING FACILITIES OCCUPIED BY THE
OWNER OR OTHERS, EXCEPT WHEN PERMITTED IN WRITING BY THE CONSTRUCTION MANAGER AND
THEN ONLY AFTER ACCEPTABLE TEMPORARY UTILITY SERVICES HAVE BEEN PROVIDED.
F.PROVIDE A MINIMUM 48-HOUR NOTICE TO THE CONSTRUCTION MANAGER AND RECEIVE WRITTEN
NOTICE TO PROCEED BEFORE INTERRUPTING ANY UTILITY SERVICE.
PART 3 - EXECUTION
3.1 GENERAL:
A.BEFORE ALL SURVEY, LAYOUT, STAKING, AND MARKING, ESTABLISH AND MAINTAIN ALL LINES,
GRADES, ELEVATIONS AND BENCHMARKS NEEDED FOR EXECUTION OF THE WORK. CONDUCT UTILITY
LOCATE IN ACCORDANCE WITH THE ONE-CALL NOTIFICATION
3.6 ASPHALT PAVING ROAD:
A. CONTRACTOR RESPONSIBLE FOR RE-STRIPING AND APPLYING SEALCOATING, UNLESS OTHERWISE
SPECIFIED.
B.ALL ELECTRIC VEHICLE CHARGING STALLS WITH AN ASPHALT SURFACE SHALL BE REPAIRED TO
EXISTING CONDITION IF DAMAGED.
CALIFORNIA STANDARD SPECIFICATIONS
SECTION 39 - CALIFORNIA DEPARTMENT OF TRANSPORTATION PAVEMENT
C80849
4/18/2023
3/31/25
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
GENERAL NOTES 2
GN-2
ELECTRICAL NOTES
1.THE ELECTRICAL CONTRACTOR SHALL SUPPLY AND INSTALL ANY/ALL ELECTRICAL WORK
INDICATED. ANY/ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH DRAWINGS AND ANY/ALL
APPLICABLE SPECIFICATIONS. IF ANY PROBLEMS ARE ENCOUNTERED BY COMPLYING WITH
THESE REQUIREMENTS, CONTRACTOR SHALL NOTIFY 'CONSTRUCTION MANAGER' AS SOON AS
POSSIBLE, AFTER THE DISCOVERY OF THE PROBLEMS, AND SHALL NOT PROCEED WITH THAT
PORTION OF WORK, UNTIL THE 'CONSTRUCTION MANAGER' HAS DIRECTED THE CORRECTIVE
ACTIONS TO BE TAKEN.
2.THE ELECTRICAL CONTRACTOR SHALL VISIT THE JOB SITE AND FAMILIARIZE THEMSELVES WITH
ANY/ALL CONDITIONS AFFECTING ELECTRICAL AND COMMUNICATION INSTALLATION AND MAKE
PROVISIONS AS TO THE COST THEREOF. THE CONDITION OF EXISTING ELECTRICAL EQUIP.,
LIGHT FIXTURES, ETC., THAT ARE PART OF THE FINAL SYSTEM, SHALL BE VERIFIED BY THE
CONTRACTOR, PRIOR TO THE SUBMITTAL OF HIS BID. FAILURE TO COMPLY WITH THIS
PARAGRAPH WILL IN NO WAY RELIEVE CONTRACTOR OF PERFORMING ALL WORK NECESSARY
FOR A COMPLETE AND WORKING SYSTEM.
3.ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF THE CEC AND
ALL CODES AND LOCAL ORDINANCES OF THE LOCAL POWER COMPANIES HAVING JURISDICTION
AND SHALL INCLUDE BUT NOT BE LIMITED TO:
A. UL - UNDERWRITERS LABORATORIES
B. CEC - CALIFORNIA ELECTRICAL CODE
C. NEMA - NATIONAL ELECTRICAL MANUFACTURERS ASSOC.
D. OSHA - OCCUPATIONAL SAFETY AND HEALTH ACT
E. SBC - STANDARD BUILDING CODE
F. NFPA - NATIONAL FIRE PROTECTION ASSOCIATION
4.DO NOT SCALE ELECTRICAL DRAWINGS, REFER TO SITE PLANS AND ELEVATIONS FOR EXACT
LOCATIONS OF ALL EQUIPMENT, BUT CONFIRM WITH 'CONSTRUCTION MANAGER' ANY SIZES AND
LOCATIONS WHEN NEEDED.
5.CONDUCTORS: CONTRACTOR SHALL USE 98% CONDUCTIVITY COPPER OR ALUMINUM WITH TYPE
(XHHW-2) INSULATION, 1000 VOLT, COLOR CODED UNLESS SPECIFIED DIFFERENTLY ON
DRAWINGS.
6.ALL WIRING INSTALLATIONS SHALL BE COMPLIANT WITH NEC ARTICLE 310.10 AND TO FOLLOW
MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS.
7.IT IS NOT THE INTENT OF THESE PLANS TO SHOW EVERY MINOR DETAIL OF THE CONSTRUCTION.
CONTRACTOR IS EXPECTED TO FURNISH AND INSTALL ALL ITEMS FOR A COMPLETE ELECTRICAL
SYSTEM AND PROVIDE ALL REQUIREMENTS FOR THE EQUIPMENT TO BE PLACED IN PROPER
WORKING ORDER. CONTRACTOR IS TO PROVIDE ALL ELECTRICAL EQUIPMENT UNLESS
OTHERWISE DIRECTED.
8.ALL WORK SHALL BE PERFORMED BY A LICENSED ELECTRICAL CONTRACTOR IN A FIRST CLASS,
WORKMANLIKE MANNER. THE COMPLETED SYSTEM SHALL BE FULLY OPERATIONAL AND
SUBJECT TO REGULATORY INSPECTION AND APPROVAL BY CONSTRUCTION MANAGER.
9.CONTRACTOR SHALL GUARANTEE ANY/ALL MATERIALS AND WORK FREE FROM DEFECTS FOR A
PERIOD OF NOT LESS THAN ONE YEAR FROM DATE OF ACCEPTANCE.
10.THE CORRECTION OF ANY DEFECTS SHALL BE COMPLETED WITHOUT ANY ADDITIONAL CHARGE
AND SHALL INCLUDE THE REPLACEMENT OR THE REPAIR OF ANY OTHER PHASE OF THE
INSTALLATION, WHICH MAY HAVE BEEN DAMAGED THEREIN.
11.ADEQUATE AND REQUIRED LIABILITY INSURANCE SHALL BE PROVIDED FOR PROTECTION
AGAINST PUBLIC LOSS AND ANY/ALL PROPERTY DAMAGE FOR THE DURATION OF WORK.
12.CONNECTORS FOR POWER CONDUCTORS: CONTRACTOR SHALL USE PRESSURE TYPE
INSULATED TWIST-ON CONNECTORS FOR NO. 10 AWG AND SMALLER. USE SOLDERLESS
MECHANICAL TERMINAL LUGS FOR NO. 8 AWG AND LARGER.
FIBER OPTIC NOTES
USE CABLE WITH THE FOLLOWING MINIMUM PROPERTIES:
1. HIGH TENSILE STRENGTH >150 LB
2. TIGHT BUFFERED
3. INDOOR / OUTDOOR UV AND MOISTURE RESISTANT “RISER” CABLE
4. CONNECTOR TYPE: ST-ST
5. FIBER TYPE: MULTI-MODE 6-FIBER (3 PAIR) 62.5UM OR OM3. 6 CONNECTORS ON BOTH ENDS.
6. JACKET: INDOOR/OUTDOOR RISER, BLACK
7. BREAKOUT: SIDE A: INNER END - 24 INCHES WITH 2MM FURCATION
SIDE B: OUTER END - 24 INCHES - 2MM FURCATION - STAGGERED EVERY 1"
8. WITH PULLING EYE ON SIDE B (OUTER END) AND SPOOL REEL
C80849
4/18/2023
3/31/25
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
PLOT PLAN
C-1
NO SCALEPLOT PLAN
EXISTING EV
CHARGER LOCATION
NOTE
1.NOTED PAGE SCALE IS NOT CORRECT DUE TO RESIZING TO INCLUDE IN CONSTRUCTION DRAWING PACKAGE.
C80849
4/18/2023
3/31/25
FRO
N
T
EXISTING
LEVEL 2 CHARGER
TO REMAIN UNCHANGED
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
EQUIPMENT REMOVAL
SITE PLAN
C-2
6'4'2'0 5'10'
3/16"=1'-0"
EQUIPMENT REMOVAL SITE PLAN
EXISTING
TREE (TYP)
EXISTING ASPHALT
PARKING LOT
EXISTING PARKING
STRIPE (TYP)
EXISTING CONCRETE
SIDEWALK
EXISTING
PROPERTY LINE
EXISTING UTILITY
TRANSFORMER
1
EXISTING PARKING
STRIPE (TYP)
1
2
3
4
EXISTING
BOLLARD (TYP)
EXISTING UNDERGROUND
ELECTRIC LINE (TYP)
EXISTING UNDERGROUND
GAS LINE (TYP)EXISTING UNDERGROUND
FIBER OPTIC LINE (TYP)
EXISTING FIBEROPTIC
PEDESTAL (TYP)
EXISTING FIBER
OPTIC VAULT (TYP)
EXISTING IRRIGATION
CONTROL VALVE (TYP)
EXISTING OVERHEAD
ELECTRIC LINE (TYP)
EXISTING
SETBACK LINE
EXISTING
UTILITY POLE
EXISTING
BUSH (TYP)
EXISTING CONCRETE
CURB WITH GUTTER (TYP)
LY
N
R
O
S
E
S
T
EXISTING LIGHT
POLE (TYP)
2
3
EXISTING CONCRETE
CURB WITH GUTTER
EXISTING CONTOUR
LINE (TYP)
EXISTING STUB OUT
LOCATION FOR
FUTURE DISPENSER
EXISTING
BUSH (TYP)
NOTES
1.SOD PLANTED IN THE FALL MUST ESTABLISH ITS ROOTS BEFORE THE FIRST WINTER FROST.
DETERMINE WHEN THE FIRST FROST USUALLY OCCURS, AND PLANT THE SOD NO LATER THAN ONE
MONTH BEFORE THE FIRST FROST. IF THE CONSTRUCTION IS FINISHED LATER THAN ONE MONTH
BEFORE THE FIRST FROST, USE STRAW UNTIL SOD CAN BE INSTALLED.
2.THE CONTRACTOR SHALL RETURN SIDEWALKS, LANDSCAPING, PLANTERS, IRRIGATION SYSTEMS,
AND ANY OTHER FACILITIES DISTURBED BY THE WORK TO THE SAME OR BETTER CONDITION THAN
EXISTED PRIOR TO THE COMMENCEMENT OF THE WORK.
REMOVE EXISTING BTC
POWER UNIT (TYP OF 3)
EXISTING BTC DISPENSER
TO REMAIN UNCHANGED
EXISTING DISPENSER
DISPENSER
NUMBER 150 KW LEVEL 2 CABLE TYPE
1 1 CCS
2 1 CCS/CHAdeMO
3 1 CCS
4 1 J1772
REMOVE EXISTING BTC
DISPENSER (TYP OF 2)
C80849
4/18/2023
3/31/25
FRO
N
T
EXISTING
LEVEL 2 CHARGER
TO REMAIN UNCHANGED
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
ENLARGED SITE PLAN
C-3
6'4'2'0 5'10'
3/16"=1'-0"
ENLARGED SITE PLAN
EXISTING
TREE (TYP)
EXISTING ASPHALT
PARKING LOT
EXISTING CONCRETE
SIDEWALK
EXISTING
PROPERTY LINE
EXISTING UTILITY
TRANSFORMER
1A
EXISTING PARKING
STRIPE (TYP)
1
1B2
4
EXISTING UNDERGROUND
ELECTRIC LINE (TYP)
EXISTING UNDERGROUND
GAS LINE (TYP)EXISTING UNDERGROUND
FIBER OPTIC LINE (TYP)
EXISTING FIBEROPTIC
PEDESTAL (TYP)
EXISTING FIBER
OPTIC VAULT (TYP)
EXISTING IRRIGATION
CONTROL VALVE (TYP)
EXISTING OVERHEAD
ELECTRIC LINE (TYP)
EXISTING
SETBACK LINE
EXISTING
UTILITY POLE
EXISTING
BUSH (TYP)
EXISTING CONCRETE
CURB WITH GUTTER (TYP)
LY
N
R
O
S
E
S
T
EXISTING LIGHT
POLE (TYP)
2
EXISTING STUB OUT
LOCATION FOR
FUTURE DISPENSER
EXISTING
BUSH (TYP)
NOTES
1.SOD PLANTED IN THE FALL MUST ESTABLISH ITS ROOTS BEFORE THE FIRST WINTER FROST.
DETERMINE WHEN THE FIRST FROST USUALLY OCCURS, AND PLANT THE SOD NO LATER THAN ONE
MONTH BEFORE THE FIRST FROST. IF THE CONSTRUCTION IS FINISHED LATER THAN ONE MONTH
BEFORE THE FIRST FROST, USE STRAW UNTIL SOD CAN BE INSTALLED.
2.THE CONTRACTOR SHALL RETURN SIDEWALKS, LANDSCAPING, PLANTERS, IRRIGATION SYSTEMS,
AND ANY OTHER FACILITIES DISTURBED BY THE WORK TO THE SAME OR BETTER CONDITION THAN
EXISTED PRIOR TO THE COMMENCEMENT OF THE WORK.
SEE ENLARGED
EQUIPMENT
LAYOUT SHEET C-4
PROPOSED
PLATFORM (TYP)
EXISTING BTC DISPENSER
TO REMAIN UNCHANGED
PROPOSED
DISPENSER (TYP OF 2)
A
D-1
PROPOSED DISPENSER
DISPENSER
NUMBER 350 KW CABLE TYPE
1*CCS
1**CCS
1B
2
*SHARED 350KW OUTPUT
**DEDICATED 350KW OUTPUT
EXISTING DISPENSER
DISPENSER
NUMBER 350 KW LEVEL 2 CABLE TYPE
1*CCS/CHAdeMO
1 J1772
1A
4
*SHARED 350KW OUTPUT
C80849
4/18/2023
3/31/25
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
ENLARGED
EQUIPMENT LAYOUT
C-4
12"6"0 1'2'3'
3/4"=1'-0"
ENLARGED PROPOSED EQUIPMENT LAYOUT
INCOMING
1
2
EXISTING 10'-5"
EX
I
S
T
I
N
G
1
1
'
-
1
1
"
1'
-
1
"
5'-1"
(TYP)
EXISTING
CONCRETE PAD
EXISTING SINGLE
GATE (TYP)
EXISTING GFCI
RECEPTACLE IN
WEATHERPROOF
ENCLOSURE
EXISTING
FENCE POST (TYP)
EXISTING
EQUIPMENT
ENCLOSURE
EXISTING 23'-4"
EXISTING
SWITCHBOARD
ASSEMBLY
B
D-1
PROPOSED POWER
UNIT (TYP OF 2)
PROPOSED
PLATFORM (TYP)
EXISTING CONDUITS TO BE REUSED WITH NEW
POWER UNITS (TYP) (SEE E1-1 & E-1.2)
3'-6"
2'
-
3
"
3'
-
6
"
EX
I
S
T
I
N
G
1
4
'
-
4
"
-
C-4.1
C80849
4/18/2023
3/31/25
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
W-BEAM DETAIL
C-4.1
12"9"6"3"0 1'
1 1/2"=1'-0"
W-BEAM DIMENSION DETAIL
PROPOSED
W6x12 (TYP)
PROPOSED 1/4"
DIAMOND PLATE
9'
-
5
"
9'
-
9
"
2'
-
3
"
2'
-
5
"
1'
-
3
"
2'
-
5
"
1'
-
1
"
9'-5"
8'-9"
2'-5"
6"
(T
Y
P
)
4'-4"
(TYP)
2'-0"
(TYP)
3'
-
2
"
(T
Y
P
)
C80849
4/18/2023
3/31/25
FRO
N
T
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
ELECTRICAL PLAN
E-1
6'4'2'0 5'10'
3/16"=1'-0"
ELECTRICAL PLAN
EXISTING
TREE (TYP)
EXISTING ASPHALT
PARKING LOT
EXISTING CONCRETE
SIDEWALK
EXISTING
PROPERTY LINE
EXISTING UTILITY
TRANSFORMER
1A
1
1B
2
4
EXISTING
BOLLARD (TYP)
EXISTING UNDERGROUND
ELECTRIC LINE (TYP)
EXISTING UNDERGROUND
GAS LINE (TYP)EXISTING UNDERGROUND
FIBER OPTIC LINE (TYP)
EXISTING FIBEROPTIC
PEDESTAL (TYP)
EXISTING FIBER
OPTIC VAULT (TYP)
EXISTING IRRIGATION
CONTROL VALVE (TYP)
EXISTING OVERHEAD
ELECTRIC LINE (TYP)
EXISTING
SETBACK LINE
EXISTING
UTILITY POLE
EXISTING
BUSH (TYP)
EXISTING CONCRETE
CURB WITH GUTTER (TYP)
LY
N
R
O
S
E
S
T
EXISTING LIGHT
POLE (TYP)
2
EXISTING STUB OUT
LOCATION FOR
FUTURE DISPENSER
EXISTING
BUSH (TYP)
PROPOSED
PLATFORM (TYP)
PROPOSED DC WIRE
ROUTING, SEE SHEET E-1.2
PROPOSED AC WIRE
ROUTING, SEE SHEET E-1.1
QTY 22
3
4
QTY 2
3
3A
4
EXISTING
LEVEL 2 CHARGER
TO REMAIN UNCHANGED
EXISTING BTC DISPENSER
TO REMAIN UNCHANGED
NOTES
1.EXISTING 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.
2.ALL ELECTRICAL WORK AND RELATED ACTIVITIES PERFORMED ONSITE SHALL BE DONE IN ACCORDANCE WITH CALIFORNIA
ELECTRICAL CODE (CEC) STANDARDS BEING ENFORCED BY ALL APPLICABLE JURISDICTIONAL REQUIREMENTS AT TIME OF
CONSTRUCTION.
3.REFER TO CONDUIT AND WIRE SCHEDULE ON E-2 FOR CONDUIT AND WIRE REQUIREMENTS.
-= SEE NOTE 3 FOR REFERENCE
3
3A
4
C80849
4/18/2023
3/31/25
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
ELECTRICAL PLAN
AC WIRE ROUTING
E-1.1
12"9"6"3"0 1'2'
1"=1'-0"
ELECTRICAL PLAN
INCOMING
1
2
NOTES
1.EXISTING 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.
2.ALL ELECTRICAL WORK AND RELATED ACTIVITIES PERFORMED ONSITE SHALL BE DONE IN
ACCORDANCE WITH CALIFORNIA ELECTRICAL CODE (CEC) STANDARDS BEING ENFORCED BY ALL
APPLICABLE JURISDICTIONAL REQUIREMENTS AT TIME OF CONSTRUCTION.
3.REFER TO CONDUIT AND WIRE SCHEDULE ON E-2 FOR CONDUIT AND WIRE REQUIREMENTS.
**AC CONDUCTORS: 16 FEET IS ADDED TO THE HORIZONTAL RUN LENGTH TO ACCOUNT FOR BURIED DEPTH.
AC POWER UNIT LENGTHS
OLD POWER UNIT
NUMBER
LINEAR LENGTH
SWBD TO POWER
UNIT (FT)
NEW POWER UNIT
NUMBER
**ESTIMATED
LENGTH (FT)
21 37
11 27
9 25
FUTURE 20 36
1
1
2
3
2
(SEE SHEET E-2 FOR WIRE CONFIGURATION)
C80849
4/18/2023
3/31/25
FRO
N
T
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
ELECTRICAL PLAN
DC WIRE ROUTING
E-1.2
4'2'0 4'8'
1/4"=1'-0"
ELECTRICAL PLAN
1A
1
1B2
4
2
NOTES
1.EXISTING 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.
2.ALL ELECTRICAL WORK AND RELATED ACTIVITIES PERFORMED ONSITE
SHALL BE DONE IN ACCORDANCE WITH CALIFORNIA ELECTRICAL CODE
(CEC) STANDARDS BEING ENFORCED BY ALL APPLICABLE
JURISDICTIONAL REQUIREMENTS AT TIME OF CONSTRUCTION.
3.REFER TO CONDUIT AND WIRE SCHEDULE ON E-2 FOR CONDUIT AND
WIRE REQUIREMENTS.
4.LENGTHS SHOWN ALSO APPLY TO COMMUNICATIONS AND AUXILIARY
CIRCUITS BETWEEN POWER UNIT AND DISPENSER.
***DC CONDUCTORS: 22 FEET IS ADDED TO THE HORIZONTAL RUN LENGTH
TO ACCOUNT FOR BURIED DEPTH.
DC POWER UNIT LENGTHS
NEW POWER UNIT
NUMBER LINEAR LENGTH (FT)DISPENSER ***ESTIMATED
LENGTH (FT)
44 66
54 76
68 90
1
1A
1B
2 2
(SEE SHEET E-2 FOR WIRE CONFIGURATION)
C80849
4/18/2023
3/31/25
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
SINGLE LINE DIAGRAM
E-2
M
EXISTING
UTILITY
GROUND
(PER
UTILITY)
1600AF
1200AT
W/RELT
INCOMING/
METERING SECTION
50
A
3P
1
EXISTING 1200A GE SWITCHBOARD 277/480V, 3ɸ, 4W 65KAIC WITH GROUND FAULT PROTECTIONEXISTING UTILITY
TRANSFORMER ,
480/277V, 3ɸ, 4W
750KVA
GR
N
D
NE
U
T
40
0
A
F
35
0
A
T
10
0
A
MA
I
N
20
A
1P
XFMR
30KVA
480
120/208V
MAIN BREAKER SECTION 277/480V DISTRIBUTION SECTION 120/208V DISTRIBUTION SECTION
30
A
1P 30
A
1P 30
A
1P 40
A
2P
FUTURE
BESS
EQUIPMENT
SP
A
C
E
SP
A
C
E
EXISTING GFCI
RECEPTACLE
EXISTING
LEVEL
2
CHARGER
*1600A BUS*
EXISTING
GROUNDING
ELECTRODE
SYSTEM
60
0
A
F
60
0
A
T
3P
360 KW
POWER
UNIT
#2
60
0
A
F
60
0
A
T
3P
EXISTING
CHAdeMO
DISPENSER
1A
360 KW
POWER
UNIT
#1
DISPENSER
1B
A/B
E-3
2
SEE
NOTE 1
3
4
SEE NOTE 2SEE NOTE 2
3
3A
4
SEE NOTE 3
DISPENSER
2
1.CONTRACTOR TO REPLACE EXISTING POWER UNIT 300A BREAKER(S) WHEN
NECESSARY TO INSTALL (2) NEW 600A BREAKERS.
2.CONTRACTOR TO REMOVE EXISTING CONDUCTORS FROM EXISTING
SWITCHBOARD TO NEW GEN IV EVSE POWER UNITS. CONTRACTOR TO
RE-USE EXISTING CONDUITS AND NEW PLATFORM TO INSTALL NEW
CONDUCTORS TO NEW POWER UNITS.
3.EXISTING 120V AUXILIARY POWER CONDUIT AND CONDUCTORS FROM
SWITCHBOARD TO DISPENSER TO REMAIN.
NOTES
LOAD SUMMARY
FLA QTY TOTAL FLA
360KW POWER UNIT 465 2 930
BTC CONDUIT AND WIRING SCHEDULE
FROM TO CONFIGURATION
UTILITY TRANSFORMER EXISTING
SWITCHBOARD EXISTING
EXISTING
SWITCHBOARD
PROPOSED POWER
UNIT (EV CHARGER)
(3) 350 MCM CU (XHHW-2) +
(1) 1/0 CU (THWN-2) EGC
IN EACH OF (2) 3" EXISTING CONDUITS
PROPOSED POWER UNIT
(EV CHARGER)
PROPOSED DC
DISPENSER (POST)
DC POWER
(2) 350 MCM AL (XHHW-2) 1KV+
(1) 1/0 CU (THWN-2) EGC
IN (1) 2 1/2" EXISTING CONDUIT
PROPOSED POWER UNIT
(EV CHARGER)
PROPOSED DC
DISPENSER (POST)
DC POWER +
AUXILIARY POWER
(2) 350 MCM AL (XHHW-2) 1KV+
(1) 1/0 CU (THWN-2) EGC +
(2) #10 AWG CU (XHHW-2) 1KV+
(1) #10 AWG CU (THWN-2) EGC
IN (1) 2 1/2" EXISTING CONDUIT
PROPOSED POWER UNIT
(EV CHARGER)
PROPOSED DC
DISPENSER (POST)
COMMUNICATION
(1) 6 STRAND, 62.5UM OR OM3 BUFFERED I/O
MM FIBER (ST/ST CONN) +
(1) 2 CONDUCTOR #16 AWG (TW/SH PAIR) +
(1) CAT 6 CABLE W/RJ45 CONNECTORS
IN (1) 1 1/2" EXISTING CONDUIT
1
2
3
3A
4
TOTAL LOAD = 930A
EXISTING
AUXILIARY
POWER
3A
C80849
4/18/2023
3/31/25
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
ELECTRICAL DETAILS
E-3
1.FOR SETUP ASSISTANCE SEE ABB DOCUMENT 1SDH002039A1002.
2.ALL BREAKERS SUPPLIED WITH PADLOCKING PROVISIONS.
3.REFER TO SWITCHBOARD FOR TRIP UNIT TYPE.
NOTES
THERMAL TRIP (I1) = MAX 600A
MAGNETIC TRIP (I3) = MIN 3000A
MAX MIN
MID
MAX MIN
MID
I3 MAX MED MIN MAX MED MINTMA I1 (40°C)3000A 600A
IN = 600A
Ekip Hi-Touch LSI
ABB
In = 600A
LONG TIME:
PICKUP (I1):1.00 X In (600A)
DELAY (t1):5
DELAY BAND (t):EXTREMELY INVERSE
SHORT TIME:
PICKUP (t):3.5 x In (2100A)
DELAY (I2):0.07
DELAY BAND (t2):I^2T OFF
INSTANTANEOUS:
PICKUP (I3):4.7 x In (2820A)
A B CNO SCALENO SCALENO SCALETMAX XT BRANCH BREAKER SETTINGS ENTELLIGUARD TU TRIP UNIT DETAIL
LONG TIME:
CURVE: CB
PICKUP: 1.00 x In
BAND: C9
SHORT TIME:
PICKUP: 3.5 x LT
BAND: 4
SLOPE: OFF
INST:
PICKUP: 4.5 x In
GTP0600U0616
600A
GE SPECTRA RMS SGLC BREAKER DETAIL
1.FOR SETUP ASSISTANCE SEE SECTION 2 OF THE GE SPECTRA® RMS MOLDED CASE
CIRCUIT BREAKER WITH MICROENTELLIGUARD TRIP UNIT USER MANUAL: GEH-702.
2.ALL BREAKERS SUPPLIED WITH PADLOCKING PROVISIONS.
3.REFER TO SWITCHBOARD FOR TRIP UNIT TYPE.
NOTES
GTP0600U0616
600A
LONG TIME:
PICKUP:FIXED
BAND: FIXED
SJORT TIME:
PICKUP: FIXED
BAND: FIXED
INST:
PICKUP: MIN
MAX 5
4
3
2MIN
LONG TIME:
CURVE: I2T
PICKUP: 1.00 x In
BAND: C7
SHORT TIME:
PICKUP: 3.5 x LT
BAND: 5
SLOPE: OFF
INST:
PICKUP 15 x In
RELT INST:
PICKUP: 1.5 x In
GF SUM:
PICKUP: 0.32 x CT
BAND: 3
SLOPE: OFF
LONG
TIME
CURVE:
CB
LONG
TIME
PICKUP:
1.00
xln
BAND:
C3
1200A
SHORT
TIME
PICKUP:
3.5
xLT
BAND:
5
SLOPE:
OFF
INST
PICKUP:
15
RELT
INST
PICKUP:
2.5
xln
GF
SUM
PICKUP:
0.32
xCT
BAND:
3
SLOPE:
I2T
xln
ENTELLIGUARD
TU TRIP UNIT
GTP1200U1232
1200A
LOCKOUT
PUSH TO RESET
STATUS
1.FOR SET UP ASSISTANCE SEE SECTION 6 OF THE GE ENTELLIGUARD* USER MANUAL: DEH-4567.
2.RELT FUNCTIONS AS THE ENERGY REDUCING MAINTENANCE SWITCH.
3.MAIN BREAKER IS 100% RATED.
NOTES
C80849
4/18/2023
3/31/25
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
EQUIPMENT DETAILS
D-1
DNO SCALE
BANO SCALE
ENO SCALE
CNO SCALE
FNO SCALE
NO SCALE
1.OPERABLE PARTS OF DISPENSER TO
FRONT OF CURB SHALL BE 10" MAX.
2.OPERABLE PARTS OF DISPENSER
SHALL NOT EXCEED 54" ABOVE
PARKING SURFACE WHEN
DISPENSER IS ON A CURB.
3.FRONT OF DISPENSER BASE PLATE
TO LINE UP WITH FACE OF EXISTING
DISPENSER SO ADA REACH RANGE IS
MAINTAINED. THIS SHOULD BE
AROUND 12".
NOTES
DISPENSER FOOTING DETAIL
DISPENSER C.L.
PLAN
FRONT SIDE
CAR SIDE
EXISTING
ASPHALT
GRADE
98
.
2
4
"
48
"
M
A
X
CAR SIDE
PROPOSED
PLINTH
EXISTING
CONCRETE
E
-
EXISTING
FOOTING
3'-6"
2'
-
6
"
NO
T
E
3
EXISTING
ASPHALT
GRADE 6"PROPOSED
CONCRETE
CUTOUT
E
-
POWER UNIT PLATFORM
1.GALVANIZED SHEET METAL TO BE WELDED BETWEEN W BEAMS TO COVER OPENING. THIS MAY BE
OMITTED WHERE A RACEWAY IS PROPOSED.
2.MINIMUM CONCRETE EDGE DISTANCE FOR PROPOSED ANCHORS SHALL BE 6".
3.W-BEAMS TO RUN UNDER ENTIRE LENGTH OF POWER UNITS.
4.ALLOWED TO USE EFFECTIVE EMBEDMENT OF 2" WHEN NOT NEAR POWER UNIT. SPACING MAY BE
INCREASED TO 8' MAX WHEN NOT NEAR POWER UNIT.
NOTES
1/2” DIA. HILTI HAS-R 304/316 SS ANCHOR
WITH HILTI HIT-RE 500 V3 EPOXY &
MINIMUM EFFECTIVE EMBEDMENT OF 4”
OR ENGINEER APPROVED EQUAL.
(ESR-3814) (TYP @ 2'-6" O.C.)
(WITHIN 1' OF POWER UNIT) (NOTE 4)
NOTE 1
HOT DIPPED
GALVANIZED
W6X12 (TYP)
SECTION 1
1
-
1"
SEE SITE PLAN
6"
(TYP)
7/
8
"
(T
Y
P
)
POWER UNIT
ANCHORAGE (TYP)
EXISTING FOOTING
POWER
UNIT FOOTER
2'-6"
MAX
NOTE 1
NOTE 3
DIAMOND PLATE AND GALVANIZED
STEEL CONNECTION DETAIL
W6x12 (TYP)
NOTES:
1.1/4" DIAMOND PLATE SHALL HAVE A MINIMUM 36 KSI YIELD STRENGTH, HOT DIP GALVANIZED, AND IN
ACCORDANCE TO ASTM A786.
2.EDGE OF DIAMOND PLATE SHALL BE FLUSH WITH EDGE OF PROPOSED W BEAM.
3.NON-SHRINK GROUT SHALL BE SET AS NEEDED AFTER W BEAMS ARE LEVELED TO ENSURE
CONTINUOUS BEARING SURFACE ALONG CHANNEL LENGTH. NON-SHRINK GROUT SHALL ARCHIVE
FULL COMPRESSIVE STRENGTH PER MANUFACTURER'S SPECIFICATION PRIOR TO INSTALLATION OF
PROPOSED EQUIPMENT.
4.NO DIAMOND PLATE IS PROPOSED BELOW DISPENSERS. SEE SITE PLAN FOR DIAMOND PLATE AT
POWER UNIT.
CONTRACTOR TO FIELD SCAN FLOOR SLAB FOR
REINFORCEMENT, ENSURE 1" MINIMUM GAP BETWEEN ALL
ANCHORAGE AND EXISTING REINFORCEMENT.
CUTTING AND DAMAGING EXISTING REBAR IS PROHIBITED
1"
ADHERED CSPE
BASE FLASHING (TYP)
1/4" DIA ASTM A307
HDG BOLT W/ NUT
AND WASHER
(@12" O.C.)
EXISTING
CONCRETE FOUNDATION
2'
-
5
"
F
-
TOP VIEW
FRONT VIEWLEFT SIDE VIEW RIGHT SIDE VIEW
WEIGHT = 1655 LBS
2'-6"
3'
-
4
.
5
"
2'-9"4"2'-6"3'-1"
4"
7'
-
9
"
2"
2'
-
8
"
2"
1'
-
9
"
1'-0"
1'
-
0
"
1'-8 1/2"
POWER UNIT DETAIL
PROPOSED PLATFORM
EXISTING
CONCRETE
PAD F
-
DETAIL NOT USED
B
D-2
DISPENSER PLINTH
1.MINIMUM CONCRETE EDGE DISTANCE FOR PROPOSED ANCHORS SHALL BE 6".
2.EXISTING DISPENSER CONDUIT WINDOW.
3.TOP PLATE OF PLINTH IS TO SIT FLUSH ON TOP OF EXISTING CONCRETE. TOP LAYER OF
REBAR MAY BE ENCOUNTERED AND CUT. EXISTING SECOND ROW OF REBAR IS NOT TO BE
MODIFIED IN ANY FASHION.
NOTES
18.5"
1/2" DIA. HILTI KWIK BOLT TZ2 SS
304/316 MECHANICAL ANCHOR
WITH MINIMUM EFFECTIVE
EMBEDMENT OF 3 1/4" OR
ENGINEER APPROVED EQUAL.
(ESR-4266)(TYP OF 6 PER PLINTH)
HOT DIPPED
GALVANIZED
MANUFACTURED
PLINTH (TYP)
DISPENSER FOOTER
NOTE 2
FRONT OF DISPENSER
DISPENSER
ANCHORAGE (TYP)
EXISTING FOOTING
A
D-2
NOTE 3
14
.
1
7
5
"
C80849
4/18/2023
3/31/25
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 04/18/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
EQUIPMENT DETAILS
D-2
DNO SCALE ENO SCALE FNO SCALE
B CNO SCALEANO SCALE
DETAIL NOT USED
NO SCALE
DETAIL NOT USED DETAIL NOT USED
POWER UNIT ANCHORAGE DETAIL
INSTALLATION FOOTER
5/8" DIA ASTM A325 HDG
BOLT W/ NUT AND WASHER,
(TYP, TOTAL OF 4)
OPEN AREA
1'-5"x1'-7"
1'-8"
2'
-
5
"
3"
1'
-
7
"
1'-5"
1"
5"
2'-5"
2'
-
8
"
3"
1.CONTRACTOR TO FIELD VERIFY THE ANCHOR SPACING PER MANUFACTURER'S INSTALLATION
MANUAL.
NOTE
5/8" DIA. ASTM A325
HDG BOLT W/ NUT
AND WASHER (TYP,
TOTAL OF 6)
DISPENSER ANCHORAGE DETAIL
12.68"4.405"
1.
4
"
7"8"
9.84"
CONDUIT
AREA
1.CONTRACTOR TO FIELD VERIFY THE ANCHOR SPACING PER
MANUFACTURER'S INSTALLATION MANUAL.
NOTE
6.34"6.34"
BOTTOM VIEW OF PLINTH
1.ANCHOR HOLES NOT NEAR OPEN AREA HAVE 1.18" HOLES ABOVE THEM FOR INSTALLATION ACCESS.
CONTRACTOR TO INSTALL PLUGS PROVIDED BY MANUFACTURER AFTER INSTALLATION IS COMPLETE.
2.CUT IN CONCRETE IS ALLOWED TO BE UP TO 1/8" AWAY FROM EDGE OF PLINTH WHICH IS INSERTED
INTO THE CONCRETE.
NOTES
14.175"
6"
2"
18.5"
17.5"
14
.
1
7
5
"
13
.
1
7
5
"
15"
5"
(T
Y
P
)
OPEN AREA
10"x5"
SECTION 1
1
-
2"
FACE OF DISPENSER
C80849
4/18/2023
3/31/25
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
BTCPOWER, INC.
1719 S. GRAND AVE. SANTA ANA, CA 92705 WWW.BTCPOWER.COM
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 12 of 89
EQUIPMENT DESCRIPTION
LOCATION OF LABELS
Tower
Dispenser
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 13 of 89
SYSTEM SPECIFICATION
4. System Specification
4.1. DCFC Power Unit
AC to DC Power Converter Specification
SKU: HPCT2-360-480-2
PARAMETER HPCT2-360-480-2
AC Input
Input Voltage Range 480 VAC, 3 Phase, +10% / -15%
Input Frequency Range 47 – 63 Hz
Input Current @ 480 VAC 465 A
Panel Breaker 600A
Power Factor > 0.99 full load
Total Harmonic Distortion < 5%
Efficiency at Full Load > 94%
SCCR 65kA
AC Output
Number of Outputs 2
Voltage 480VAC, Split Phase
Current 6A
DC Output
Output Voltage Range 200 – 950 VDC
Number Of Outputs 2
Max Output Current (per output) 500A
Maximum Output Power 360 kW
Minimum Output Current 5A
Output Ripple Current < 15 Ap–p (Bandwidth 1 kHz)
Protection
Over Temperature Self–protected and latched
Output Over Voltage Output Shutdown and Latched
Output Overload Output Shutdown and Latched
CAN Communication Loss 1 sec Shutdown Upon Loss of Connection
Reverse Feed Back Feed Protection
Safety Standards
Isolation UL 2202
EMC Standards
Harmonics IEC 61000-3-12
Emissions FCC and IEC 61851-21-2
Immunity UL 2231-2
Environment Conditions
Operating Temperature Range -30°C to +50°C
Operating Altitude 2,000 meters
Humidity 95% Non-Condensing
Mechanical Characteristics
Dimensions 30” W x 34.5” D x 93” H
Weight 1655 lbs
Enclosure IK Rating IK 10
Enclosure IP Rating IP 54 (NEMA 3R)
*Specifications are subject to change, without prior notice.
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 26 of 89
INSTALLATION
7.2. Mounting Procedures
7.2.1. Clearance Around the Unit
Clearance surrounding the unit must be considered for proper ventilation and service
accessibility. Refer to the installation drawings as illustrated below.
Power Unit / Tower Installation Drawing
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 27 of 89
INSTALLATION
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 29 of 89
INSTALLATION
Power Unit / Tower Footer Drawing
The illustration below shows the drilling layout for the Power Unit / Tower. Four (4) points are
needed to fix the unit on the concrete pad. The front mounting holes MUST be used, but for the
rear, either set of the back mounting holes may be used. The conduit entry to the unit is also
shown.
Base foundation template for alignment and hole location is available in .step or .dxf files upon
request.
NOTE
The bottom of the tower needs to be sealed to the ground.
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 14 of 89
SYSTEM SPECIFICATION
4.2. DCFC Dispenser
High Power Dispenser Specification
SKU: HPCD6-500-05-005
PARAMETER DISPENSER
500A Rated
AC Input
Auxiliary Input Voltage 480 VAC, Split Phase, +/-10% (L1, L2, Ground)
Auxiliary Input Current 6A @ 480 VAC
Input Frequency Range 60 Hz ± 10 %
DC Input
Input Voltage Range 200 - 950 V
Input Current Range 5 – 500 A
DC Output
CCS Configuration
Maximum DC Output Current
CCS, continuous
500 A
Environment Conditions
Operating Temperature Range -30°C to +50°C
Operating Altitude 2,000 m
Humidity 5-95% non-condensing
Mechanical Characteristics
Enclosure IK Rating IK 10
Enclosure IP Rating IP 54 (NEMA 3R)
Dimensions Footer: 22” (W) x 16.8” (D) x 96.8” (H)
Overall: 31.5” (W) x 18.7” (D) x 96.8” (H)
Weight 551 lbs
*Specifications are subject to change, without prior notice.
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 28 of 89
INSTALLATION
Dispenser Installation Drawing
7.2.2. Tower and Dispenser Mounting
Both the Tower and Dispenser must be fixed on a concrete pad. The Tower requires four (4) ½" x
4" (P/N RHPA-3830) concrete expansion bolts, and the Dispenser requires six (6) ½" x 4" (P/N RHPA-
3830) concrete expansion bolts or as determined appropriate by the structural engineer in-
charge.
Make sure to check local codes for compliance.
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 30 of 89
INSTALLATION
Dispenser Footer Drawing
The illustration below shows the drilling layout for the Dispenser. Six (6) points are needed to fix
the unit on the concrete pad. The conduit entry to the unit is also shown.
Base foundation template for alignment and hole location is available in .step or .dxf files upon
request.
NOTE
The bottom of the dispenser needs to be sealed to the ground.
BLACK & VEATCH CORPORATION
11401 LAMAR AVENUE, OVERLAND PARK, KANSAS 66211
Date:March 24, 2023
Project Designation Generic Calculation
Client Name:Electrify America, LLC.
Site Number:CA200050
Site Name:Arcadia
Project Name:Installation of Electric Vehicle Charging Equipment
Project Number:406879
Site Data:Albertsons 0561, 298 E. Live Oak Ave., Arcadia, CA 91006
Latitude 34° 06' 25.80'', Longitude -118° 01' 27.80''
Structural analysis prepared by: Phattharawat Nakkhum / Thapakorn Lawanwilaiwong
Respectfully submitted by:
Noel Z. Herrera, S.E.
Structural Engineer
Non-Tower Structural Analysis Report - version 1.1
This analysis has been performed in accordance with the Applicable Codes, Standard references and design
criteria as listed in Section 2 - Analysis Criteria.
STRUCTURAL DESIGN REPORT
Black & Veatch Corporation is pleased to submit this “Structural Design Report” to determine the structural
integrity of the above-mentioned structure.
The purpose of the analysis is to determine acceptability of the proposed equipment anchorage and existing
foundation design including the proposed design sketches as outlined in the attached drawings, Appendix C.
Based on our analysis we have determined the installation of equipment anchorage and foundation design, to be:
Sufficient CapacityProposed Equipment Anchorage and Existing Foundation
S6199
3/31/25
Electrify America, LLC. / CA200050 - Arcadia
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Equipment Configurations
3) ANALYSIS PROCEDURE
Table 2 - Documents Provided
3.1) Analysis Method
3.2) Assumptions, Disclaimers, and Notes
4) ANALYSIS RESULTS
Table 3 - Component Stresses vs. Capacity
4.2) Structural Design of Proposed 360kW BTC Power Unit Platform Anchorage
Table 4 - Component Stresses vs. Capacity
4.3) Recommendations
5) APPENDIX A
Loading Calculations & Additional Calculations
6) APPENDIX B
Attachments
7) APPENDIX C
Structural Detail Sketches
TABLE OF CONTENTS
March 24, 2023
Generic Calculation
4.1) Structural Design of Proposed 350kW BTC Dispenser Plinth
Anchorage on Existing Foundation
1) INTRODUCTION
2) ANALYSIS CRITERIA
Code and Standard References:
A. California Building Code, CBC 2022
B. International Building Code, IBC 2021
C. American Society of Civil Engineers, ASCE 7-16
D. American Concrete Institute, ACI 318-19
Design Criteria based on:
Risk Category:Seismic Importance Factor, Ie:
Wind Speed: mph Seismic SDS:g
Exposure Category:Seismic Design Category:
Topographic Factor:
Table 1 - Equipment Configurations
(P)
(P)
Notes:
(P) = Proposed Equipment.
EA 0.0
This site is a generic calculation of the proposed equipment anchorage and existing foundation for electric
vehicle charging stations.
California Building Code, CBC 2022
Concrete
Pad BTC Power
Concrete
Foundation
Manufacturer
BTC Power
2
Qt’y
2
Carrier Elev.
(ft)Location
C
1.00
Electrify America, LLC. / CA200050 - Arcadia
Generic Calculation
March 24, 2023
Equipment Model
Gen IV HPCD6-500-05-005
Gen IV HPCT2-360-480-2
Type
Dispenser
Power Unit
II 1.00
115 2.000
E
3) ANALYSIS PROCEDURE
Table 2 - Documents Provided
3.1) Analysis Method
3.2) Assumptions, Disclaimers, and Notes
1)
2)
3)
4)
This analysis was performed under the assumption that all information provided to Black & Veatch is
current and correct. This is to include site data, equipment loading and geotechnical data. If any of this
information is not current and correct, this report should be considered obsolete and further analysis will
be required.
This certification assumes that all structural members are in good condition. Contractor shall inspect the
condition of all relevant members and connectors and report any perceived deficiencies to the engineer
prior to installation of any new equipment.
This anchorage and foundation design calculations are conservatively based upon maximum anticipated
wind and seismic forces. See Section 2 for generic design criteria.
All other assumptions as stated within report.
The contractor shall be responsible for the means and methods of construction. It is contractor’s
responsibility to provide necessary intermediate or temporary support during construction.
This analysis may be affected if any assumptions are not valid or have been made in error. Black &
Veatch Corp. should be notified to determine the effect on the structural integrity of the structure.
Document Reference
Construction Drawings (Rev. 0)Black & Veatch Corp.
(03/29/2023)Black & Veatch
Electrify America, LLC. / CA200050 - Arcadia March 24, 2023
Source
Generic Calculation
A tool internally developed, using Microsoft Excel, by Black & Veatch Corp. was used to calculate wind
and seismic loading on the equipment and platform for various load cases.
4) ANALYSIS RESULTS
4.1) Structural Design of Proposed 350kW BTC Dispenser Plinth Anchorage on Existing Foundation
Table 3 - Component Stresses vs. Capacity
Notes:
4.2) Structural Design of Proposed 360kW BTC Power Unit Platform Anchorage
Table 4 - Component Stresses vs. Capacity
Notes:
4.3) Recommendations
1
Structure Rating (max from all components) = 66.0%
Note Component % Capacity Pass / Fail
1/2" dia. Hilti HIT-RE 500 V3 epoxy: Tension 66.0 Pass
1
1
1) See additional documentation in "Appendix A - Loading Calculations & Additional Calculations" for calculations
supporting the % capacity consumed.
1/2" dia. Hilti Kwik Bolt TZ2 SS 304 mechanical: Tension
1/2" dia. Hilti Kwik Bolt TZ2 SS 304 mechanical: Shear
1/2" dia. Hilti Kwik Bolt TZ2 SS 304 mechanical: Tension/Shear
Foundation: Bearing Pressure
This structural design, as shown in the structural sketches, shall be installed per the specifications and
details listed in Appendix C.
Pass
1/2" dia. Hilti HIT-RE 500 V3 epoxy: Tension/Shear 66.0 Pass
1/2" dia. Hilti HIT-RE 500 V3 epoxy: Shear 34.0
Foundation: Overturning Against Moment
Foundation: Sliding Against Moment
Foundation: Reinforced Concrete Section
Generic Calculation
1) See additional documentation in "Appendix A - Loading Calculations & Additional Calculations" for calculations
supporting the % capacity consumed.
Note
March 24, 2023
% Capacity Pass / Fail
Electrify America, LLC. / CA200050 - Arcadia
Structure Rating (max from all components) = 80.9%
12.8 Pass
74.6 Pass
32.7 Pass
57.0 Pass
80.9 Pass
69.0 Pass
13.0 Pass
Component
Electrify America, LLC. / CA200050 - Arcadia March 24, 2023
Loading Calculations & Additional Calculations
APPENDIX A
Generic Calculation
Electrify America, LLC. / CA200050 - Arcadia March 24, 2023
Generic Calculation
Structural Design of Proposed 350kW BTC Dispenser Plinth Anchorage on
Existing Foundation
Electrify America, LLC. / Generic
Generic Calculation
SEISMIC LOAD CALCULATION
The equipment is considered a Non-Structural Component per section 13.3 of ASCE 7-16.
Fp = 0.4 ap SDS Wp (1 + 2 z/h) / (Rp/Ip)eq. 13.3-1
= 0.4 x 1.00 x 2.00 (1 + 2 x 0.00) / (2.50 / 1.00)
Fp =0.32 Wp
Fp = 1.6 SDS Ip Wp eq. 13.3-2
= 1.6 x 2.00 x 1.00 x Wp
Fp =3.20 Wp (maximum)
Fp = 0.30 SDS Ip Wp eq. 13.3.3
= 0.30 x 2.00 x 1.00 x Wp
Fp =0.60 Wp (minimum)(Control)
SDS =2.000 g design spectral response at short period (0.2 seconds)
(see attached ASCE 7 Hazard Report)
SDC = E seismic design Category
Ip =1.00 component importance factor per Section 13.1.3
Rp =2.50 component response modification factor per table 13.5-1/13.6-1
ap =1.00 component amplification factor per table 13.5-1/13.6-1
z/h = 0.00 on ground
Total Seismic Shear ;
h = 8.19 ft (equipment height from ground)
w = 1.40 ft (equipment width)
l = 1.83 ft (equipment length)
Wfull =551 lbs
Wempty =551 lbs
f Wfull =0.60 x 551 lbs = 330.6 lbs
f Wempty =0.60 x 551 lbs = 330.6 lbs
Eseis.H = Fp =
March 3, 2023
h
w
I
Electrify America, LLC. / Generic
WIND LOAD CALCULATION ASCE
Section #
a. Velocity Pressure, qz Fig. 26-5
qz =0.00256 Kz Kzt Ke Kd V2 Basic Wind Speed, V = 115 mph Eq. 26.10-1
= 0.00256 x 0.85 x 1.00 x 1.00 x 0.85 x 115.00^2
qz = 24.43 psf
b. Velocity pressure coefficient, Kz Sec. 26.10.1
Kz =2.01 (z/zg)2/a Exposure Category = C Tab. 26.10-1
= 2.01 (15 / 900^(2/9.5)
Kz = 0.85 Height above Ground Level, z = 15 ft
a =9.50 zg =900.00 ft Tab. 26.11-1
c. Topographic Factor, Kzt Sec. 26.8
m =0.00 H = 15 ft
g =0.00 Hill Shape
K1 =0.00 Crest Type
K2 =(1 - x / m Lh)Distance Upwind of crest, Lh =0 ft
= [1 - 15 / (0.0 x 0)]
K2 =0.00 Distance Upwind to Bldg Site, x = 0 ft Fig. 26.8-1
K3 =e (g z / Lh)Kzt =[ 1 + K1 K2 K3 ]2 Eq. 26.8-1
= e^-(0.0 x 15 / 0)= [1 + 0.00 x 0.00 x 0.00]^2
K3 =0.00 Kzt =1.00
d. Ground Elevation Factor, Ke Ke =1.00 Sec. 26.9
e. Wind Directionality Factor, Kd Tab. 26.6-1
Kd =0.85
f. Risk Category II Tab. 1.5-1
g. Gust Effect Factor, G G = 0.85 Sec. 26.11
h. Structure Type / Force Coefficient
Cf = 1.65 Min. Fig. 29.3-1
i. Design Wind Pressure,F = 24.43 x 0.85 x 1.65 = 34.26 psf (OK)
Min. Req'd : 16 psf
j. Total Wind Load On Equipment,
Aopening =0.00 s.f.
Projected Wind Area on Equipment Af =1.83 x 8.19 - 0 =14.99 s.f.
Fwind =34.26 psf x 14.99 s.f. =513.5 lbs
March 3, 2023
(8) Solid Sign
(1) Solid Freestanding Signs / Walls
Flat Terrain
Downwind
Generic Calculation
Electrify America, LLC. / Generic
ANCHORAGE DESIGN
Input Design Loads:
Weight of Equipment:WEmpty =551 lbs
WFull =551 lbs
Wind Load Govern - (0.9D - W)
Vertical Load on Equipment:0.9D =496 lbs
Lateral Wind Load on Equipment:W =514 lbs
Moment at Base:Mu = W (0.55h) =514 lbs x (0.55 x 8.69 ft x 12 in/ft) =29480 lbs-in
Note: If SDC = C or greater, seismic load cases should be included in anchor analysis
Seismic Load Govern - {(0.9 - 0.2SDS)D - E}
Case 1 - Empty
Vertical Load on Equipment:(0.9 - 0.2SDS)D =276 lbs, Empty
Seismic Overstrength Factor:W =2.00
Lateral Seismic Load on Equipment with overstrength factor :Eseis.H =661 lbs, Empty
Moment at Base:Mu = E (0.67h) =661 lbs x (0.67 x 8.69 ft x 12 in/ft) =46182 lbs-in, Empty
Case 2 - Fully loaded
Vertical Load on Equipment:(0.9 - 0.2SDS)D =276 lbs, Fully Loaded
Lateral Seismic Load on Equipment with overstrength factor :Eseis.H =661 lbs, Fully Loaded
Moment at Base:Mu = E (0.67h) =661 lbs x (0.67 x 8.69 ft x 12 in/ft) =46182 lbs-in, Fully Loaded
March 3, 2023
Generic Calculation
(Additonal 6" to
wind and seismic
moment
calculations to
account for plinth
embedment depth)
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Hilti PROFIS Engineering 3.0.83
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Black & Veatch Corp.
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Date:
1
Thapakorn L.
3/7/2023
Specifier's comments: Wind and Seismic Case - 350kW BTC Dispenser Plinth Anchorage
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3 1/4 ) hnom3
Item number: 2210261 KB-TZ2 1/2x4 1/2 SS304
Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in.
Material: AISI 304
Evaluation Service Report: ESR-4266
Issued I Valid: 12/17/2021 | 12/1/2023
Proof: Design Method ACI 318-19 / Mech
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.
Anchor plateR : lx x ly x t = 17.500 in. x 13.175 in. x 0.250 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 8.000 in.
Installation: hammer drilled hole, Installation condition: Water saturated
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))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
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Thapakorn L.
3/7/2023
1.1 Load combination and design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Wind Case N = -496; Vx = 0; Vy = 514;
Mx = -29,480; My = 0; Mz = 0;
no 31
2 Seismic Case N = -276; Vx = 0; Vy = 661;
Mx = -46,182; My = 0; Mz = 0;
yes 69
Tension
Compression1
2
3
4
5
6
x
y
2 Load case/Resulting anchor forces
Controlling load case: 2 Seismic Case
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0 110 0 110
2 781 110 0 110
3 1,570 110 0 110
4 0 110 0 110
5 781 110 0 110
6 1,570 110 0 110
max. concrete compressive strain: 0.08 [‰]
max. concrete compressive stress: 366 [psi]
resulting tension force in (x/y)=(0.000/-3.397): 4,702 [lb]
resulting compression force in (x/y)=(0.000/6.069): 4,978 [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*1,570 8,906 18 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**4,702 6,888 69 OK
* highest loaded anchor **anchor group (anchors in tension)
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Thapakorn L.
3/7/2023
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 nonductile f Nsa [lb]Nua [lb]
11,875 0.750 1.000 8,906 1,570
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3/7/2023
3.2 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,min1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,mincac
, 1.5hefcac)£ 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.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
3.250 0.000 0.854 6.000 1.000
cac [in.]kc l a f'
c [psi]
8.000 17 1.000 3,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
289.32 95.06 1.000 0.851 1.000 1.000 5,455
Results
Ncbg [lb]f concrete f seismic f nonductile f Ncbg [lb]Nua [lb]
14,129 0.650 0.750 1.000 6,888 4,702
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Hilti PROFIS Engineering 3.0.83
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PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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Thapakorn L.
3/7/2023
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*110 5,426 3 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**661 31,215 3 OK
Concrete edge failure in direction y+**661 5,305 13 OK
* highest loaded anchor **anchor group (relevant anchors)
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 nonductile f Vsa,eq [lb]Vua [lb]
8,348 0.650 1.000 5,426 110
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Hilti PROFIS Engineering 3.0.83
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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Design:
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3/7/2023
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,min1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,mincac
, 1.5hefcac)£ 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.]ec1,N [in.]ec2,N [in.]ca,min [in.]
2 3.250 0.000 0.000 6.000
y c,N cac [in.]kc l a f'
c [psi]
1.000 8.000 17 1.000 3,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
388.52 95.06 1.000 1.000 1.000 1.000 5,455
Results
Vcpg [lb]f concrete f seismic f nonductile f Vcpg [lb]Vua [lb]
44,593 0.700 1.000 1.000 31,215 661
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PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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Thapakorn L.
3/7/2023
4.3 Concrete edge failure in direction y+
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(ca21.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (leda)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.]
5.333 6.000 0.000 1.000 8.000
le [in.]l a da [in.]f'
c [psi]y parallel,V
3.250 1.000 0.500 3,000 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [lb]
216.00 128.00 1.000 0.925 1.000 4,855
Results
Vcbg [lb]f concrete f seismic f nonductile f Vcbg [lb]Vua [lb]
7,579 0.700 1.000 1.000 5,305 661
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.683 0.125 5/3 57 OK
bNV = bz
N + bz
V <= 1
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Hilti PROFIS Engineering 3.0.83
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PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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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.
• 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://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• "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!
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3/7/2023
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -7.500 5.087 6.000 21.000 16.174 6.000
2 -7.500 0.000 6.000 21.000 11.087 11.087
3 -7.500 -5.087 6.000 21.000 6.000 16.174
Anchor x y c-x c+x c-y c+y
4 7.500 5.087 21.000 6.000 16.174 6.000
5 7.500 -0.000 21.000 6.000 11.087 11.087
6 7.500 -5.087 21.000 6.000 6.000 16.174
7 Installation data
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3
1/4 ) hnom3
Profile: no profile Item number: 2210261 KB-TZ2 1/2x4 1/2 SS304
Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 481 in.lb
Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.500 in.
Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti KB-TZ2 stud anchor with 3.75 in embedment, 1/2 (3 1/4 ) hnom3, Stainless steel, installation per ESR-4266
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench
• Hammer
1
2
3
4
5
6
x
y
8.750 8.750
1.250 15.000 1.250
1.
5
0
0
-0
.
0
0
0
5.
0
8
7
-0
.
0
0
0
5.
0
8
7
-0
.
0
0
0
1.
5
0
1
6.
5
8
7
6.
5
8
7
Electrify America, LLC. / Generic
FOUNDATION DESIGN
Design Loads for Foundation: Dynamic :NO
Vertical Equipment Load:1.0D =551 lbs
Wind Load Govern - (D + 0.6W)
Lateral Wind Load:0.6W =308 lbs
Seismic Load Govern - (D + 0.7E)
Lateral Seismic Load:0.7E =231 lbs
Governing Lateral Load 308 lbs Wind Control
March 3, 2023
Generic Calculation
Electrify America, LLC. / Generic
Generic Calculation
DESIGN OF FOUNDATION
1.25 ft Soil Properties (IBC Table 1806.2)
1.00ft Soil Density =115 pcf
Fs Pd Allowable Bearing Capacity =1.50 ksf
Grade Friction Coefficient =0.35
Equipment Center to Edge Distance: 1.00 ft
Foundation Center:1.25 ft
Equipment Eccentricity:0.25 ft
a. SOIL BEARING PRESSURE CHECK (1.0D + 0.6W)
Soil Depth to Foundation:0.00 ft
Mat Width:2.50 ft
Mat Length:3.50 ft
Mat Depth:3.00 ft
Equipment Weight (Empty):0.55 kips
Equipment Weight (Fully Loaded):0.55 kips
Soil Weight Above Foundation: 0.00 kips
Foundation Weight:3.94 kips
Equipment Lateral Force:0.31 kips
Equipment COM Height:7.50 ft
Total Weight, P: 1.0DL =4.49 kips
0.6DL =2.69 kips
Mat Area, A:8.75 sf
P / A:0.51 ksf
Moment by Equipment Eccentricity:0.14 kip-ft
Total Moment, M:2.45 kip-ft
Section Modulus of Mat, S:3.65 ft3
M / S:0.672 ksf
P / A + M / S, qmax:1.185 ksf
P / A - M / S, qmin:-0.159 ksf
qmax, past kern limit:1.214 ksf
Ratio of Max Bearing to Allowable Bearing:80.9%OK
March 3, 2023
Wind Control
Electrify America, LLC. / Generic
Generic Calculation
DESIGN OF FOUNDATION (cont)
b. OVERTURNING STABILITY CHECK (0.6D + 0.6W)Note; Use empty weight
Overturning Moment, OM =2.45 kip-ft
Resisting Moment, RM =3.28 kip-ft
Ratio of Overturning against Resisting Moment =74.6%OK
c. SLIDING STABILITY CHECK (0.6D + 0.6W)Note; Use empty weight
Sliding, V =0.31 kip
Resisting Force, R =0.94 kip
Ratio of Sliding against Resisting Force =32.7%OK
d. STRENGTH DESIGN OF MAT
Design parameters,
As =0.41 in2 / ft (bottom rebar area per foot width of slab)
b = 12.00 in (1 ft strip width of slab)
d = 33.00 in (effective depth of slab)
fc' =3.00 ksi (concrete compressive strength)
fy =60.00 ksi (rebar yield strength)
fv =0.75 (reduction factor for shear)
fb =0.90 (reduction factor for bending)
l =1.00 (modification factor)
Section
Layer of Rebar:2
#5 @ 9 33.0
12.00
Bending Check of Mat
qmax =1.21 ksf (from soil bearing calculation)
qu =1.82 ksf (average load factor =1.50)
wuf =0.41 klf
wus =1.82 klf
wuf 0.41klf
wuf
1.82klf
wus Ru
1.50 ft
March 3, 2023
3.0
36.0
Electrify America, LLC. / Generic
Generic Calculation
d. STRENGTH DESIGN OF MAT (cont.)
Vu =2.12 kip/ft
Mu =1.59 kip-ft/ft
a =As fy / (0.85 f'c b)
= 0.80 in
fMn =fb As fy (d - a / 2) / 12
= 60.01 kip-ft / ft >Mu =1.59 kip-ft/ft OK
SR =2.7%
One - Way Shear (Wide Beam Shear) Check of Mat
Size Effect Modification Factor,
ls = √ [2 / (1 + d / 10)] ≤ 1 Section 22.5.5.1.3, Eqn (22.5.1.3)
Note:
ls =1.00
Concrete Section Gross Area,Ag = b*t =432.0 in2 / ft
Reinforcement Ratio, rw = As,provided / b*d =0.0021
Shear Reinforcement Area,Av =0.00 in2 / ft
Min. Shear Reinforcement Area Av,min =0.010 in2 / ft Table 9.6.3.4
Factored Axial Force,Nu =0.0 lbs / ft Note #1 of Table 22.5.5.1
Nu / (6Ag) =0.00 psi
f'c,max =10000 psi Section 22.5.3.1
When Nu ≠ 0,
Nu / (6Ag) ≤ 0.05f'c =150.0 psi Section 22.5.5.1.2
Use [Nu / (6Ag)] =0.0 psi
Nominal Shear Capacity,
fVc = f [2 λ √f'c + Nu / (6Ag)]* bw*d Table 22.5.5.1, Eqn (a)
fVc = f [8 λ (ρw)1/3 √f'c + Nu/(6Ag)]*bw*d Table 22.5.5.1, Eqn (b)
fVc = f [8 λs λ (ρw)1/3 √f'c + Nu/(6Ag)]*bw*d Table 22.5.5.1, Eqn (c) Governs
Nominal Shear Capacity,fVc =16.57 kip / ft (Controls)
Max. Limit of Shear Capacity,fVc (max) = f (5 λ √f'c *b*d) =81.34 kip / ft Section 22.5.5.1.1
fVc =16.57 kip / ft >Vu =2.12 kip / ft OK
SR =12.8%
March 3, 2023
1. When Av ≥ Av,min, Table 22.5.5.1, (without the size effect modification factor λs) is applicable for
walls, elevated slabs and footing slabs.
2. When Av ≥ Av,min, smaller value of Eqn (a) and (b) is used.
3. When Av < Av,min, Table 22.5.5.1, Eqn (c) (with the size effect modification factor λs) is applicable for
walls and elevated slabs and is neglected for footing slabs per Section 13.2.6.2.
4. When d < 10", λs = 1.0
When Av ≥ Av,min,Smaller
of
When Av < Av,min,
Electrify America, LLC. / Generic
Generic Calculation
Temperature and Shrinkage Reinforcement
Mat Ast =0.0018 Ag
= 0.0018 x 3.00 x 12 x 12
0.78 in2 Ast / 2 = 0.39
Use #5 @ 9
Mat As,prov =0.31 x 1.33 x 2
= 0.82 in2 > 0.39 in2 OK
Foundation Dimension: 3.50'L x 2.50'W x 3.00'D
Foundation Reinforcement: #5 @ 9" O.C. EACH WAY
TOP AND BOTTOM
March 3, 2023
Electrify America, LLC. / CA200050 - Arcadia March 24, 2023
Generic Calculation
Structural Design of Proposed 360kW BTC Power Unit Anchorage
Electrify America, LLC. / Generic
Generic Calculation
SEISMIC LOAD CALCULATION
The equipment is considered a Non-Structural Component per section 13.3 of ASCE 7-16.
Fp = 0.4 ap SDS Wp (1 + 2 z/h) / (Rp/Ip)eq. 13.3-1
= 0.4 x 1.00 x 2.00 (1 + 2 x 0.00) / (2.50 / 1.00)
Fp =0.32 Wp
Fp = 1.6 SDS Ip Wp eq. 13.3-2
= 1.6 x 2.00 x 1.00 x Wp
Fp =3.20 Wp (maximum)
Fp = 0.30 SDS Ip Wp eq. 13.3.3
= 0.30 x 2.00 x 1.00 x Wp
Fp =0.60 Wp (minimum)(Control)
SDS =2.000 g design spectral response at short period (0.2 seconds)
(see attached ASCE 7 Hazard Report)
SDC = E seismic design Category
Ip =1.00 component importance factor per Section 13.1.3
Rp =2.50 component response modification factor per table 13.5-1/13.6-1
ap =1.00 component amplification factor per table 13.5-1/13.6-1
z/h = 0.00 on ground
Total Seismic Shear ;
h = 8.25 ft (equipment height from ground)
w = 2.50 ft (equipment width)
l = 3.06 ft (equipment length)
Wfull =1655 lbs
Wempty =1655 lbs
f Wfull =0.60 x 1,655 lbs = 993.0 lbs
f Wempty =0.60 x 1,655 lbs = 993.0 lbs
Eseis.H = Fp =
March 2, 2023
h
w
I
Electrify America, LLC. / Generic
WIND LOAD CALCULATION ASCE
Section #
a. Velocity Pressure, qz Fig. 26-5
qz =0.00256 Kz Kzt Ke Kd V2 Basic Wind Speed, V = 115 mph Eq. 26.10-1
= 0.00256 x 0.85 x 1.00 x 1.00 x 0.85 x 115.00^2
qz = 24.43 psf
b. Velocity pressure coefficient, Kz Sec. 26.10.1
Kz =2.01 (z/zg)2/a Exposure Category = C Tab. 26.10-1
= 2.01 (15 / 900^(2/9.5)
Kz = 0.85 Height above Ground Level, z = 15 ft
a =9.50 zg =900.00 ft Tab. 26.11-1
c. Topographic Factor, Kzt Sec. 26.8
m =0.00 H = 15 ft
g =0.00 Hill Shape
K1 =0.00 Crest Type
K2 =(1 - x / m Lh)Distance Upwind of crest, Lh =0 ft
= [1 - 15 / (0.0 x 0)]
K2 =0.00 Distance Upwind to Bldg Site, x = 0 ft Fig. 26.8-1
K3 =e (g z / Lh)Kzt =[ 1 + K1 K2 K3 ]2 Eq. 26.8-1
= e^-(0.0 x 15 / 0)= [1 + 0.00 x 0.00 x 0.00]^2
K3 =0.00 Kzt =1.00
d. Ground Elevation Factor, Ke Ke =1.00 Sec. 26.9
e. Wind Directionality Factor, Kd Tab. 26.6-1
Kd =0.85
f. Risk Category II Tab. 1.5-1
g. Gust Effect Factor, G G = 0.85 Sec. 26.11
h. Structure Type / Force Coefficient
Cf = 1.65 Min. Fig. 29.3-1
i. Design Wind Pressure,F = 24.43 x 0.85 x 1.65 = 34.26 psf (OK)
Min. Req'd : 16 psf
j. Total Wind Load On Equipment,
Aopening =0.00 s.f.
Projected Wind Area on Equipment Af =3.06 x 8.25 - 0 =25.25 s.f.
Fwind =34.26 psf x 25.25 s.f. =864.9 lbs
March 2, 2023
(8) Solid Sign
(1) Solid Freestanding Signs / Walls
Flat Terrain
Downwind
Generic Calculation
Electrify America, LLC. / Generic
ANCHORAGE DESIGN
Input Design Loads:
Weight of Equipment:WEmpty =1655 lbs
WFull =1655 lbs
Wind Load Govern - (0.9D - W)
Vertical Load on Equipment:0.9D =1490 lbs
Lateral Wind Load on Equipment:W =865 lbs
Moment at Base:Mu = W (0.55h) =865 lbs x (0.55 x 8.25 ft x 12 in/ft) =47099 lbs-in
Note: If SDC = C or greater, seismic load cases should be included in anchor analysis
Seismic Load Govern - {(0.9 - 0.2SDS)D - E}
Case 1 - Empty
Vertical Load on Equipment:(0.9 - 0.2SDS)D =828 lbs, Empty
Seismic Overstrength Factor:W =2.00
Lateral Seismic Load on Equipment with overstrength factor :Eseis.H =1986 lbs, Empty
Moment at Base:Mu = E (0.67h) =1,986 lbs x (0.67 x 8.25 ft x 12 in/ft) =131731 lbs-in, Empty
Case 2 - Fully loaded
Vertical Load on Equipment:(0.9 - 0.2SDS)D =828 lbs, Fully Loaded
Lateral Seismic Load on Equipment with overstrength factor :Eseis.H =1986 lbs, Fully Loaded
Moment at Base:Mu = E (0.67h) =1,986 lbs x (0.67 x 8.25 ft x 12 in/ft) =131731 lbs-in, Fully Loaded
March 2, 2023
Generic Calculation
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Hilti PROFIS Engineering 3.0.83
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Black & Veatch Corp.
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360kW BTC Power Unit Platform Anchorage
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Specifier:
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Date:
1
Thapakorn L.
2/3/2023
Specifier's comments: Wind and Seismic Case - 360kW BTC Power Unit Platform Anchorage
1 Input data
Anchor type and diameter: HIT-RE 500 V3 + HAS-R 304/316 SS 1/2
Item number: 2045003 HAS-R 316 SS 1/2"x6 1/2" (element) / 2123401
HIT-RE 500 V3 (adhesive)
Effective embedment depth: hef,act = 4.000 in. (hef,limit = - in.)
Material: ASTM F 593
Evaluation Service Report: ESR-3814
Issued I Valid: 1/3/2021 | 1/1/2023
Proof: Design Method ACI 318-19 / Chem
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.
Anchor plateR : lx x ly x t = 33.000 in. x 34.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 8.000 in., Temp. short/long: 32/32 °F
Installation: hammer drilled hole, Installation condition: Water saturated
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))
Application also possible with HVU2 + HAS-R 304/316 SS 1/2 under the selected boundary conditions.
More information in section Alternative fastening data of this report.
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
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Hilti PROFIS Engineering 3.0.83
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Thapakorn L.
2/3/2023
1.1 Load combination and design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Wind Case N = -1,490; Vx = 0; Vy = 865;
Mx = -47,099; My = 0; Mz = 0;
Nsus = 0; Mx,sus = 0; My,sus = 0;
no 15
2 Seismic Case N = -828; Vx = 0; Vy = 1,986;
Mx = -131,731; My = 0; Mz = 0;
Nsus = 0; Mx,sus = 0; My,sus = 0;
yes 66
Tension
Compression
1 2
3 4
x
y2 Load case/Resulting anchor forces
Controlling load case: 2 Seismic Case
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1,887 496 0 496
2 1,887 496 0 496
3 0 496 0 496
4 0 496 0 496
max. concrete compressive strain: 0.03 [‰]
max. concrete compressive stress: 136 [psi]
resulting tension force in (x/y)=(-0.000/-15.000): 3,775 [lb]
resulting compression force in (x/y)=(-0.000/16.318): 4,603 [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*1,887 9,223 21 OK
Bond Strength**3,775 5,783 66 OK
Sustained Tension Load Bond Strength*N/A N/A N/A N/A
Concrete Breakout Failure**3,775 7,263 52 OK
* highest loaded anchor **anchor group (anchors in tension)
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Hilti PROFIS Engineering 3.0.83
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
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Design:
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Thapakorn L.
2/3/2023
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-3814
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.14 100,000
Calculations
Nsa [lb]
14,190
Results
Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb]
14,190 0.650 1.000 9,223 1,887
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2/3/2023
3.2 Bond Strength
Nag = (ANa
ANa0)y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ACI 318-19 Eq. (17.6.5.1b)
f Nag ³ Nua ACI 318-19 Table 17.5.2
ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b)
ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a)
cNa = 10 da √t uncr
1100 ACI 318-19 Eq. (17.6.5.1.2b)
y ec,Na = (1
1 + e'
NcNa
)£ 1.0 ACI 318-19 Eq. (17.6.5.3.1)
y ed,Na = 0.7 + 0.3 (ca,mincNa)£ 1.0 ACI 318-19 Eq. (17.6.5.4.1b)
y cp,Na = MAX(ca,min
cac
, cNa
cac)£ 1.0 ACI 318-19 Eq. (17.6.5.5.1b)
Nba = l a · t k,c · aN,seis · p · da · hef ACI 318-19 Eq. (17.6.5.2.1)
Variables
t k,c,uncr [psi]da [in.]hef [in.]ca,min [in.]aoverhead t k,c [psi]
2,407 0.500 4.000 6.000 1.000 1,305
ec1,N [in.]ec2,N [in.]cac [in.]l a aN,seis
0.000 0.000 7.874 1.000 0.930
Calculations
cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na
7.363 357.15 216.87 0.944
y ec1,Na y ec2,Na y cp,Na Nba [lb]
1.000 1.000 1.000 7,627
Results
Nag [lb]f bond f seismic f nonductile f Nag [lb]Nua [lb]
11,863 0.650 0.750 1.000 5,783 3,775
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Hilti PROFIS Engineering 3.0.83
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PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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Address:
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Fastening point:
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2/3/2023
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,min1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,mincac
, 1.5hefcac)£ 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.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
4.000 0.000 0.000 6.000 1.000
cac [in.]kc l a f'
c [psi]
7.874 17 1.000 3,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
288.00 144.00 1.000 1.000 1.000 1.000 7,449
Results
Ncbg [lb]f concrete f seismic f nonductile f Ncbg [lb]Nua [lb]
14,898 0.650 0.750 1.000 7,263 3,775
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Hilti PROFIS Engineering 3.0.83
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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Company:
Address:
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Design:
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Black & Veatch Corp.
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2/3/2023
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*496 4,087 13 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength (Bond Strength controls)**1,986 33,215 6 OK
Concrete edge failure in direction y+**1,986 5,979 34 OK
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-3814
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]aV,seis
0.14 100,000 0.800
Calculations
Vsa,eq [lb]
6,812
Results
Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb]
6,812 0.600 1.000 4,087 496
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4.2 Pryout Strength (Bond Strength controls)
Vcpg =kcp[(ANa
ANa0)y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ] ACI 318-19 Eq. (17.7.3.1b)
f Vcpg ³ Vua ACI 318-19 Table 17.5.2
ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b)
ANa0 = (2 cNa)2 ACI 318-19 Eq. (17.6.5.1.2a)
cNa = 10 da √t uncr
1100 ACI 318-19 Eq. (17.6.5.1.2b)
y ec,Na = (1
1 + e'
NcNa
)£ 1.0 ACI 318-19 Eq. (17.6.5.3.1)
y ed,Na = 0.7 + 0.3 (ca,mincNa)£ 1.0 ACI 318-19 Eq. (17.6.5.4.1b)
y cp,Na = MAX(ca,min
cac
, cNa
cac)£ 1.0 ACI 318-19 Eq. (17.6.5.5.1b)
Nba = l a · t k,c · aN,seis · p · da · hef ACI 318-19 Eq. (17.6.5.2.1)
Variables
kcp aoverhead t k,c,uncr [psi]da [in.]hef [in.]ca,min [in.]t k,c [psi]
2 1.000 2,407 0.500 4.000 6.000 1,305
ec1,N [in.]ec2,N [in.]cac [in.]l a aN,seis
0.000 0.000 7.874 1.000 0.930
Calculations
cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na
7.363 714.31 216.87 0.944
y ec1,Na y ec2,Na y cp,Na Nba [lb]
1.000 1.000 1.000 7,627
Results
Vcpg [lb]f concrete f seismic f nonductile f Vcpg [lb]Vua [lb]
47,450 0.700 1.000 1.000 33,215 1,986
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Black & Veatch Corp.
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2/3/2023
4.3 Concrete edge failure in direction y+
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(ca21.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (leda)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.]
6.000 6.000 0.000 1.000 8.000
le [in.]l a da [in.]f'
c [psi]y parallel,V
4.000 1.000 0.500 3,000 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [lb]
240.00 162.00 1.000 0.900 1.061 6,039
Results
Vcbg [lb]f concrete f seismic f nonductile f Vcbg [lb]Vua [lb]
8,541 0.700 1.000 1.000 5,979 1,986
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.653 0.332 5/3 66 OK
bNV = bz
N + bz
V <= 1
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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.
• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the
Evaluation Service Report for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• "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.
• Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19,
Section 26.7.
Fastening meets the design criteria!
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Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -15.500 -15.000 6.000 37.000 6.000 36.000
2 15.500 -15.000 37.000 6.000 6.000 36.000
3 -15.500 15.000 6.000 37.000 36.000 6.000
4 15.500 15.000 37.000 6.000 36.000 6.000
7 Installation data
Anchor type and diameter: HIT-RE 500 V3 + HAS-R
304/316 SS 1/2
Profile: no profile Item number: 2045003 HAS-R 316 SS 1/2"x6 1/2"
(element) / 2123401 HIT-RE 500 V3 (adhesive)
Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 360 in.lb
Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.562 in.
Recommended plate thickness: not calculated Hole depth in the base material: 4.000 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 5.250 in.
Cleaning: Compressed air cleaning of the drilled hole according to instructions
for use is required
1/2 Hilti HAS Stainless steel threaded rod with Hilti HIT-RE 500 V3
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Compressed air with required accessories
to blow from the bottom of the hole
• Proper diameter wire brush
• Dispenser including cassette and mixer
• Torque wrench
1 2
3 4
x
y
16.500 16.500
1.000 31.000 1.000 2.
0
0
0
30
.
0
0
0
2.
0
0
0
17
.
0
0
0
17
.
0
0
0
Electrify America, LLC. / CA200050 - Arcadia
Generic Calculation
March 24, 2023
APPENDIX B
Attachments
ASCE 7 Hazards Report
Address:
No Address at This Location
Standard:ASCE/SEI 7-16 Latitude:34.107177
Risk Category:II Longitude:-118.024387
Soil Class:D - Default (see
Section 11.4.3)
Elevation:343.24777254888903 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
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Thu Mar 23 2023
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 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 3https://asce7hazardtool.online/Thu Mar 23 2023
SS : 1.853
S1 : 0.616
Fa : 1.2
Fv : N/A
SMS : 2.224
SM1 : N/A
SDS : 1.483
SD1 : N/A
TL : 8
PGA : 0.795
PGA M : 0.954
FPGA : 1.2
Ie : 1
Cv : 1.471
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Thu Mar 23 2023
Page 2 of 3https://asce7hazardtool.online/Thu Mar 23 2023
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 0 in.
Concurrent Temperature: 25 F
Gust Speed 30 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Thu Mar 23 2023
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE 7 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 7 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 7 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 7 Hazard Tool.
Page 3 of 3https://asce7hazardtool.online/Thu Mar 23 2023
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 14 of 89
SYSTEM SPECIFICATION
4.2. DCFC Dispenser
High Power Dispenser Specification
SKU: HPCD6-500-05-005
PARAMETER DISPENSER
500A Rated
AC Input
Auxiliary Input Voltage 480 VAC, Split Phase, +/-10% (L1, L2, Ground)
Auxiliary Input Current 6A @ 480 VAC
Input Frequency Range 60 Hz ± 10 %
DC Input
Input Voltage Range 200 - 950 V
Input Current Range 5 – 500 A
DC Output
CCS Configuration
Maximum DC Output Current
CCS, continuous
500 A
Environment Conditions
Operating Temperature Range -30°C to +50°C
Operating Altitude 2,000 m
Humidity 5-95% non-condensing
Mechanical Characteristics
Enclosure IK Rating IK 10
Enclosure IP Rating IP 54 (NEMA 3R)
Dimensions Footer: 22” (W) x 16.8” (D) x 96.8” (H)
Overall: 31.5” (W) x 18.7” (D) x 96.8” (H)
Weight 551 lbs
*Specifications are subject to change, without prior notice.
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 28 of 89
INSTALLATION
Dispenser Installation Drawing
7.2.2. Tower and Dispenser Mounting
Both the Tower and Dispenser must be fixed on a concrete pad. The Tower requires four (4) ½" x
4" (P/N RHPA-3830) concrete expansion bolts, and the Dispenser requires six (6) ½" x 4" (P/N RHPA-
3830) concrete expansion bolts or as determined appropriate by the structural engineer in-
charge.
Make sure to check local codes for compliance.
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
23-Sep-22 Rev D
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 30 of 89
INSTALLATION
Dispenser Footer Drawing
The illustration below shows the drilling layout for the Dispenser. Six (6) points are needed to fix
the unit on the concrete pad. The conduit entry to the unit is also shown.
Base foundation template for alignment and hole location is available in .step or .dxf files upon
request.
NOTE
The bottom of the dispenser needs to be sealed to the ground.
18.50
14.175
10.00 5.00
1.18
THRU X4
.53 .78
THRU X6
6.34 6.34
7.00
1.42
1.40
2.40
7.60
1.18
DRILL ACCESS HOLE
X4
PANEL PLUGSX4
6.00
17.50
.060
8.72 8.72
18.50
13.175
6.00
14.18
.25
2.00
.125
2.00
2.00
R.13
.53THRU X6
.53 THRU
x6
2
2
1
.25" FILLET WELD
.25" FILLET STITCH WELD
4
ITEM NO.PART NUMBER DESCRIPTION QTY.
1 LM-BV-Footer-003 1
2 LM-BV-Footer-002 2
3 93560A280 Steel Hex Weld Nut 6
4 9750K43 Panel Plugs 4
THE INFORMATION CONTAINED HEREIN IS PROPRIETARY AND THE SOLE PROPERTY OF LATEST CONCEPTS INC. ANY REPRODUCTION OR USE, IN FULL OR IN PART, WITHOUT THE WRITTEN PERMISSION OF LATEST CONCEPTS INC IS PROHIBITIED .
LATEST METALWORKS.PN: LM-BV-DISP-PLATFORM-REV 03 Title Description
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
09-Nov-21 Initial Release
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 11 of 67
SYSTEM SPECIFICATION
4. System Specification
4.1. DCFC Power Unit
AC to DC Power Converter Specification
SKU: HPCT2-360-480-2
PARAMETER HPCT2-360-480-2
AC Input
Input Voltage Range 480 VAC, 3 Phase, +10% / -15%
Input Frequency Range 47 – 63 Hz
Input Current @ 480 VAC 480 A
Panel Breaker 600A
Power Factor > 0.99 full load
Total Harmonic Distortion < 5%
Efficiency > 94%
SCCR 65kA
DC Output
Output Voltage Range 200 – 950 VDC
Number Of Outputs 2
Max Output Current (per
output) 500A
Maximum Output Power 360 kW
Minimum Output Current 5A
Output Ripple Current < 15 Ap–p (Bandwidth 1 kHz)
Protection
Over Temperature Self–protected and latched
Output Over Voltage Output Shutdown and Latched
Output Overload Output Shutdown and Latched
CAN Communication Loss 1 sec Shutdown Upon Loss of Connection
Safety Standards
Isolation UL 2202
EMC Standards
Harmonics IEC 61000-3-12
Immunity UL 2231-2
Environment Conditions
Operating Temperature Range -30°C to +50°C **
Operating Altitude 2,000 meters.
Humidity 95% Non-Condensing
Mechanical Characteristics
Dimensions 29.9” W x 40.3” D x 90.7” H
Weight 1655 lbs
Enclosure IK Rating IK 10
Enclosure IP Rating IP 54 (NEMA 3R)
*Specifications are subject to change, without prior notice.
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
09-Nov-21 Initial Release
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 25 of 67
INSTALLATION
7.2. Mounting Procedures
7.2.1. Clearance Around the Unit
Clearance surrounding the unit must be considered for proper ventilation and service
accessibility. Refer to the installation drawings as illustrated below.
Power Unit / Tower Installation Drawing
This document is a Property of BTCPower Inc. and shall not be
copied, reproduced, or used as the basis for sale or manufacture
of apparatus without written permission.
09-Nov-21 Initial Release
360kW High Power DC Charger
INSTALLATION AND USER’S MANUAL
Page 27 of 67
INSTALLATION
Power Unit / Tower Footer Drawing
The illustration below shows the drilling layout for the Power Unit / Tower. Only four (4) points are
needed to fix the unit on the concrete pad. The conduit entry to the unit is also shown.
Base foundation template for alignment and hole location is available in .step or .dxf files upon
request.
NOTE
The bottom of the tower needs to be sealed to the ground.
Electrify America, LLC. / CA200050 - Arcadia
Generic Calculation
March 24, 2023
APPENDIX C
Structural Detail Sketches
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 03/29/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
EQUIPMENT DETAILS
D-1
DNO SCALE
BANO SCALE
ENO SCALE
CNO SCALE
FNO SCALE
NO SCALE
DISPENSER PLINTH
1.OPERABLE PARTS OF DISPENSER TO
FRONT OF CURB SHALL BE 10" MAX.
2.OPERABLE PARTS OF DISPENSER
SHALL NOT EXCEED 54" ABOVE
PARKING SURFACE WHEN
DISPENSER IS ON A CURB.
3.FRONT OF DISPENSER BASE PLATE
TO LINE UP WITH FACE OF EXISTING
DISPENSER SO ADA REACH RANGE IS
MAINTAINED. THIS SHOULD BE
AROUND 12".
NOTES
DISPENSER FOOTING DETAIL
DISPENSER C.L.
PLAN
FRONT SIDE
EXISTING 6"
COMPACTED
GRANULAR
BACKFILL
CAR SIDE
EXISTING
ASPHALT
GRADE
98
.
2
4
"
48
"
M
A
X
CAR SIDE
PROPOSED
PLINTH
EXISTING
CONCRETE
E
-
EXISTING
FOOTING
3'-6"
2'-
6
"
NO
T
E
3
3'
-
0
"
VI
F
EXISTING
ASPHALT
GRADE
POWER UNIT PLATFORM
1.DIAMOND PLATE TO BE INSTALLED ON TOP OF W BEAMS WITH HOLES CUT FOR CONDUIT OPEN AREAS.
2.GALVANIZED SHEET METAL TO BE WELDED BETWEEN W BEAMS TO COVER OPENING. THIS MAY BE
OMITTED WHERE A RACEWAY IS PROPOSED.
3.MINIMUM CONCRETE EDGE DISTANCE FOR PROPOSED ANCHORS SHALL BE 6".
4.W-BEAMS TO RUN UNDER ENTIRE LENGTH OF POWER UNITS.
5.ALLOWED TO USE EFFECTIVE EMBEDMENT OF 2" WHEN NOT NEAR POWER UNIT. SPACING MAY BE
INCREASED TO 8' MAX WHEN NOT NEAR POWER UNIT.
NOTES
1/2” DIA. HILTI HAS-R 304/316 SS ANCHOR
WITH HILTI HIT-RE 500 V3 EPOXY &
MINIMUM EFFECTIVE EMBEDMENT OF 4”
OR ENGINEER APPROVED EQUAL.
(ESR-3814) (TYP @ 2'-6" O.C.)
(WITHIN 1' OF POWER UNIT) (NOTE 5)
NOTE 2
HOT DIPPED
GALVANIZED
W6X12 (TYP)
SECTION 1
1
-
1"
SEE SITE PLAN
2"
(TYP)
7/
8
"
(T
Y
P
)
POWER UNIT
ANCHORAGE (TYP)
EXISTING FOOTING
POWER
UNIT FOOTER
2'-6"
MAX
NOTE 2
NOTE 4
DIAMOND PLATE AND GALVANIZED
STEEL CONNECTION DETAIL
W6x12 (TYP)
NOTES:
1.1/4" DIAMOND PLATE SHALL HAVE A MINIMUM 36 KSI YIELD STRENGTH, HOT DIP GALVANIZED, AND IN
ACCORDANCE TO ASTM A786.
2.EDGE OF DIAMOND PLATE SHALL BE FLUSH WITH EDGE OF PROPOSED W BEAM.
3.NON-SHRINK GROUT SHALL BE SET AS NEEDED AFTER W BEAMS ARE LEVELED TO ENSURE
CONTINUOUS BEARING SURFACE ALONG CHANNEL LENGTH. NON-SHRINK GROUT SHALL ARCHIVE
FULL COMPRESSIVE STRENGTH PER MANUFACTURER'S SPECIFICATION PRIOR TO INSTALLATION OF
PROPOSED EQUIPMENT.
4.NO DIAMOND PLATE IS PROPOSED BELOW DISPENSERS. SEE SITE PLAN FOR DIAMOND PLATE AT
POWER UNIT.
CONTRACTOR TO FIELD SCAN FLOOR SLAB FOR
REINFORCEMENT, ENSURE 1" MINIMUM GAP BETWEEN ALL
ANCHORAGE AND EXISTING REINFORCEMENT.
CUTTING AND DAMAGING EXISTING REBAR IS PROHIBITED
1"
ADHERED CSPE
BASE FLASHING (TYP)
1/4" DIA ASTM A307
HDG BOLT W/ NUT
AND WASHER
(@12" O.C.)
EXISTING
CONCRETE FOUNDATION
2'
-
5
"
E&F
-
TOP VIEW
FRONT VIEWLEFT SIDE VIEW RIGHT SIDE VIEW
WEIGHT = 1655 LBS
2'-6"
3'-
4
.
5
"
2'-9"4"2'-6"3'-1"4"
7'
-
9
"
2"
2'-
8
"
2"
1'-
9
"
1'-0"
1'-
0
"
1'-8 1/2"
POWER UNIT DETAIL
PROPOSED PLATFORM
EXISTING
CONCRETE
PAD F
-
1.MINIMUM CONCRETE EDGE DISTANCE FOR PROPOSED ANCHORS SHALL BE 6".
2.EXISTING DISPENSER CONDUIT WINDOW.
NOTES
18.5"
13
.
6
7
5
"
1/2" DIA. HILTI KWIK BOLT TZ2 SS 304/316
MECHANICAL ANCHOR WITH MINIMUM
EFFECTIVE EMBEDMENT OF 3 1/4" OR
ENGINEER APPROVED EQUAL.
(ESR-4266)(TYP OF 6 PER PLINTH)
HOT DIPPED
GALVANIZED
MANUFACTURED
PLINTH (TYP)
DISPENSER FOOTER
NOTE 2
FRONT OF DISPENSER
DISPENSER
ANCHORAGE (TYP)
EXISTING FOOTING
DETAIL NOT USED
B
D-2
REV DESCRIPTIONDATE
CHECKED BY:
DRAWN BY:
PROJECT NO:
IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS
THEY ARE ACTING UNDER THE DIRECTION OF A
LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS
DOCUMENT.
SHEET NUMBER
SHEET TITLE
R
BLACK & VEATCH
11401 LAMAR AVENUE
OVERLAND PARK, KS 66211
(913) 458-2000
ELECTRIFY AMERICA, LLC.
2003 EDMUND HALLEY DRIVE
SUITE 200
RESTON, VIRGINIA 20191
0 03/29/23 ISSUED FOR CONSTRUCTION
CA200050 ARCADIA
ALBERTSONS 0561
298 E. LIVE OAK AVE.
ARCADIA, CA 91006
NMB
KKP
406879
EQUIPMENT DETAILS
D-2
DNO SCALE ENO SCALE FNO SCALE
B CNO SCALEANO SCALE
DETAIL NOT USED
NO SCALE
DETAIL NOT USED DETAIL NOT USED
POWER UNIT ANCHORAGE DETAIL
INSTALLATION FOOTER
5/8" DIA ASTM A325 HDG
BOLT W/ NUT AND WASHER,
(TYP, TOTAL OF 4)
OPEN AREA
1'-5"x1'-7"
1'-8"
2'
-
5
"
3"
1'
-
7
"
1'-5"
1"
5"
2'-5"
2'-
8
"
3"
1.CONTRACTOR TO FIELD VERIFY THE ANCHOR SPACING PER MANUFACTURER'S INSTALLATION
MANUAL.
NOTE
5/8" DIA. ASTM A325
HDG BOLT W/ NUT
AND WASHER (TYP,
TOTAL OF 6)
DISPENSER ANCHORAGE DETAIL
12.68"4.405"
1.
4
"
7"8"
9.84"
CONDUIT
AREA
1.CONTRACTOR TO FIELD VERIFY THE ANCHOR SPACING PER
MANUFACTURER'S INSTALLATION MANUAL.
NOTE
6.34"6.34"
DETAIL NOT USED