HomeMy WebLinkAbout1312 E Warner Ave - PlanVICINITY MAP AERIAL MAP
(N) AUGMENTATION UNITS
AC ALTERNATING CURRENT
ADA AMERICANS WITH DISABILITIES
ACT
ATS AUTOMATIC TRANSFER SWITCH
BESS BATTERY ENERGY STORAGE
SYSTEM
BLDG BUILDING
CLR CLEAR
CONC CONCRETE
COMM COMMUNICATION
DC DIRECT CURRENT
DIA DIAMETER
DIST DISTANCE
EQ EQUAL
EGC EQUIPMENT GROUNDING
CONDUCTOR
(E) EXISTING
EA. EACH
EMT ELECTRICAL METALLIC TUBING
EV ELECTRIC VEHICLE
GAB GRADED AGGREGATE BASE
GALV GALVANIZED
GEC GROUNDING ELECTRODE
CONDUCTOR
GND GROUND
HVAC HEATING, VENTILATION, & AIR
CONDITIONING
I CURRENT
IMP CURRENT AT MAX POWER
INV INVERTER
ISC SHORT CIRCUIT CURRENT
KVA KILOVOLT AMPERE
KW KILOWATT
KWH KILOWATT-HOUR
LV LOW-VOLTAGE
MAX MAXIMUM
MIN MINIMUM
MV MEDIUM-VOLTAGE
(N) NEW
NEC NATIONAL ELECTRIC CODE
NIC NOT IN CONTRACT
NRTL NATIONALLY-RECOGNIZED
TESTING LABORATORY
NTS NOT TO SCALE
OC ON CENTER
PCC POINT OF COMMON COUPLING
PL PROPERTY LINES
PLC POWER LINE COMMUNICATION
POI POINT OF INTERCONNECTION
PV PHOTOVOLTAIC
PP POWERPACK
PVC POLYVINYL CHLORIDE
RSD RAPID SHUTDOWN
SCH SCHEDULE
SQ. IN. SQUARE INCHES
SS STAINLESS STEEL
SSD SEE STRUCTURAL DRAWINGS
STC STANDARD TESTING
CONDITIONS
TYP TYPICAL
UON UNLESS OTHERWISE NOTED
UPS UNINTERRUPTIBLE POWER
SUPPLY
VIF VERIFY IN FIELD
W WATT
ABBREVIATIONS SHEET INDEX
APPLICABLE CODES
2022 CEC
2022 CBC/ASCE 7-16
2022 CFC
STRUCTURAL ENGINEER OF RECORD:
KIRILL VORONOV
TESLA, INC.
721 FERNCREST RD
TRINIDAD, CA 95570
P:(818) 943-7621
KVORONOV@TESLA.COM
PROJECT SCOPE
INSTALLATION OF BATTERY ENERGY
STORAGE SYSTEM AUGMENTATION
UNITS AS PART OF PLANNED SERVICE
ACTIONS. WORK TO INCLUDE
· ANCHORING OF AUGMENTATION
UNITS ON EXISTING FOUNDATIONS
·ANCHORING OF POWER SUPPLY
CABINETS ON EXISTING
FOUNDATIONS
·CONNECTING LOW VOLTAGE
ELECTRICAL BETWEEN POWER
SUPPLY CABINETS,
AUGMENTATION UNITS, AND
EXISTING EQUIPMENT
1. WIND DESIGN
- DESIGN WIND SPEED = 95 MPH
(ULTIMATE)
- RISK CATEGORY = II
- WIND EXPOSURE = C
2. SEISMIC DESIGN
- RISK CATEGORY = II
- SEISMIC IMPORTANCE FACTOR = 1.0
- S_S = 1.272 g, S_1 = 0.455 g
- SITE CLASS = E
- S_DS = 1.018 g, S_D1 = 0.696 g
- SEISMIC DESIGN CATEGORY = D
- BASIC SEISMIC-FORCE-RESISTING
SYSTEM = NON-STRUCTURAL
COMPONENT
- R = 2.5 / a_p = 1.0
PROJECT TEAM SYSTEM SUMMARY
PROJECT LOCATION
BATTERY ENERGY STORAGE
SYSTEM (BESS)
AUGMENTATION
AUGMENTATION UNIT RATINGS
ENERGY RATING 480 kWh
BATTERY
BATTERY
AUGMENTATION UNIT
TYPE
PP3
PART # 1930712-00-A
QTY 8
DISCHARGE 4 HR
SHEET # SHEET TITLE
G-001 COVER PAGE
G-002 NOTES
E-101 ELECTRICAL SITE PLAN
E-300 SINGLE LINE DIAGRAM
E-301 SINGLE LINE DIAGRAM
E-501 ELECTRICAL DETAILS
E-601 CUTSHEETS
S-501 STRUCTURAL DETAILS
DESIGN CRITERIA
N
S
EW
N
S
EW
ELECTRICAL ENGINEER OF RECORD:
LEO WU
TESLA, INC.
3500 DEER CREEK
PALO ALTO, CA 94304
P:(415)830-0425 M:(415)830-0425
LEOWU@TESLA.COM
CALPINE - PHASE 2
MEGAPACK SYSTEM AUGMENTATION
APN: 016-150-52
PROJECT DESIGNER:
ANTHONY FERREIRA
TESLA, INC.
3500 DEER CREEK
PALO ALTO, CA 94304
AFERREIRA@TESLA.COM
PROJECT MANAGER:
JUN LEE
TESLA, INC.
3500 DEER CREEK ROAD
PALO ALTO, CA 94304
LEEJU@TESLA.COM
1"12" 0
PROPRIETARY AND CONFIDENTIAL
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SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
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COVER PAGE
G-001
REV: A IFP
VQUIRINDONGOPLOT DATE: 2/16/2024 9:22 AM
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Digitally signed by Leo Wu
DN: C=US, E=leowu@tesla.com, O=Tesla Inc., OU=Energy Products Engineering,
CN=Leo Wu
Location: Palo Alto
Reason: I am approving this document.
Contact Info: 4158300425
Date: 2024.02.16 15:17:19-08'00'
Bldg# 101117461
Elec# 20181504
APPROVALS:
PLNG - HJacinto
BLDG - GHuang
ELEC - MSmith
1312 E Warner Ave -
101117461 & 201815044/29/2024
CONCRETE NOTES
1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE ACI.
2.CONCRETE SHALL BE NORMAL WEIGHT AND SHALL HAVE 2,500 PSI
STRENGTH AT 28 DAYS.
3.REINFORCED CONCRETE IN THE FOUNDATION SHALL BE OF NATURAL
AGGREGATE CONFORMING TO ASTM C-33.
4.TYPE I/II CEMENT TO MEET ASTM C150.
5.REINFORCING STEEL - ASTM A615 WITH THE FOLLOWING STRENGTHS:
SIZE STRENGTH:
#4 AND SMALLER GRADE 60 (fy = 60000 PSI)
#5 AND LARGER GRADE 60 (fy = 60000 PSI)
6.FABRICATE AND PLACE REINFORCEMENT IN ACCORDANCE WITH ACI
PUBLICATION SP-66, ACI DETAILING MANUAL - LATEST EDITION.
7.PLACE CONCRETE IN COMPLIANCE WITH ACI 304. ALL CONCRETE SHALL
BE MECHANICALLY VIBRATED.
8.CONFORM TO ASTM C-94 FOR CONCRETE MIXING OPERATIONS.
9.CONCRETE COVER FOR REINFORCEMENT FOR NON-PRESTRESSED, CAST
IN PLACE CONCRETE SHALL BE AS FOLLOWS:
CONDITION COVER
CAST AGAINST EARTH 3"
EXPOSED TO WEATHER
#5 AND SMALLER 1-1/2"
#6 AND LARGER 2"
SLAB-ON-GRADE 2"
10.EMBEDS -ALL ITEMS TO BE CAST INTO CONCRETE SUCH AS REINFORCING
DOWELS, BOLTS, ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY
AND ACCURATELY POSITIONED INTO THE FORMS PRIOR TO PLACING THE
CONCRETE.
11.ALL CONCRETE EXPOSED TO THE WEATHER TO BE AIR ENTRAINED AND
SHALL CONFORM TO ASTM C-260.
12.PROVIDE CONTINUOUS REINFORCING BARS UNLESS WHERE SPLICES ARE
SPECIFICALLY SHOWN ON THE DRAWINGS.
13.CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING
CHLORIDE SALTS SHALL NOT BE ADDED TO THE CONCRETE.
AUGMENTATION UNIT ANCHORAGE
NTS
4.5" MIN
EDGE DISTANCE
CONCRETE
PAD
AALTERNATE AUGMENTATION UNIT ANCHORAGE
NTS
CONCRETE PAD
3
8" THICK A36 PAINTED
STEEL PLATE
TOP VIEW
(2) 5
8" DIA. A325 GALV.
THRU BOLTS
B
CONCRETE PAD
1" TYP.1" TYP.
NOTCH CONCRETE TO
ACCOMMODATE BOLT
HEAD
4.5" MIN
ANCHOR EDGE
DISTANCE
5/8" DIA SS HILTI KWIK
BOLT TZ2 INSTALLED
PER ESR-4266 W/ 4.5"
NOMINAL EMBED
OR
5/8" DIA. SS HILTI
HIT-HY 200 V3
ADHESIVE ANCHOR
INSTALLED PER
ESR-4868 W/4.5"
EMBED
FILL W/ NON-SHRINK
GROUT
EA.
EA.
1" TYP.
5.5"
MAX
6"
SIDE OF (N) AUGMENTATION
UNIT
EDGE OF CONCRETE PAD
WHERE OCCURS
SIDE OF
(E) MEGAPACK
6" MIN
5/8" DIA SS HILTI KWIK BOLT TZ2
INSTALLED PER ESR-4266 W/ 4.5"
NOMINAL EMBED OR
5/8" DIA. SS HILTI HIT-HY 200 V3
ADHESIVE ANCHOR INSTALLED
PER ESR-4868 W/4.5" EMBED
POWER CABINET ANCHORAGE
NTSC
2.5" MIN
EDGE DISTANCE
CONCRETE
PAD
1/2" DIA SS HILTI KWIK BOLT TZ2
INSTALLED PER ESR-4266 W/ 3"
NOMINAL EMBED OR
1/2" DIA. SS HILTI HIT-HY 200 V3
ADHESIVE ANCHOR INSTALLED
PER ESR-4868 W/3" EMBED
(E) MEGAPACK 2,
TYP.(MIN. 8, MAX. 28)
51
2"
4"
4"
3'-1"
4"
4"
6"
1'-7"3'
2'
(N) POWER SUPPLY CABINET
(N) AUGMENTATION UNIT, TYP.
(N) WORKING CLEARANCE
(N) WORKING CLEARANCE10"
1"12"0
PROPRIETARY AND CONFIDENTIAL
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ORIGINAL SIZE 24"X36"
SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
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STRUCTURAL
DETAILS
S-501
REV: 0 PERMIT
VQUIRINDONGOPLOT DATE: 10/27/2023 9:37 AM
JB-######
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EWENLARGED STRUCTURAL SITE
1/2" = 1'-0"
0 1/2 1/4
A & B
-
C
-
POWER SUPPLY CABINET
NTS
1312 E Warner Ave -
101117461 & 201815044/29/2024
(E) MEGAPACK 2
TYP. OF 28
(N) AUGMENTATION UNIT, TYP. of 8
(N) POWER SUPPLY CABINET,
TYP. 1 PER AUGMENTATION UNIT
(E) TRANSFORMER, TYP.
FUTURE
AUGMENTATION
UNIT, TYP.
FUTURE AUGMENTATION SCOPE
ON SEPARATE PERMIT
AREAS OF INTEREST
(N) AUGMENTATION UNIT
(E) LIGHT POLE
(E) UTILITY POLE
PROPERTY LINE
SITE LEGEND
(E) FENCE
(E) MEGAPACK
ENCLOSURE
FUTURE AUGMENTATION
UNIT
1"12"0
PROPRIETARY AND CONFIDENTIAL
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ORIGINAL SIZE 24"X36"
SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
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ELECTRICAL
SITE PLAN
E-101
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ELECTRICAL SITE PLAN
1" = 20'0 20'40'
A
1312 E Warner Ave -
101117461 & 201815044/29/2024
1"12"0
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ORIGINAL SIZE 24"X36"
SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
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SINGLE LINE
DIAGRAM
E-300
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REFERENCE ONLY
SEE PREVIOUS PERMIT
A
1312 E Warner Ave -
101117461 & 201815044/29/2024
STATIC
SHIELD
CLF
EXP
GXoBGXoA
G
2#4/0
CU GEC
'AC-3.1B'
'AC-3.1A''AC-3.1C'
TESLA
MEGAPACK
3.1B
TESLA
MEGAPACK
3.1A
TESLA
MEGAPACK
3.1D
TESLA
MEGAPACK
3.1C
'AC-3.1D'
'MV-3.2'
8" PVC WITH:
(3) 1/C 1000MCM AL MV-105, 15KV 100% EPR
INCLUDE 1#2/0G CU-XHHW2 (600V)
BESS TRANSFORMER 3.1
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.43%, X/R=9.20
NOTES:
1. XoB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XoA TO BE REMOVED OR
CAPPED FROM USE.
BESS TRANSFORMER 3.2
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.31%, X/R=9.10
NOTES:
1. XOB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XOA TO BE REMOVED OR
CAPPED FROM USE.
BESS TRANSFORMER 3.3
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.43%, X/R=9.13
NOTES:
1. XoB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XoA TO BE REMOVED OR
CAPPED FROM USE.
BESS TRANSFORMER 3.4
1.800 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.62%, X/R=8.88
NOTES:
1. Xo TO BE BONDED TO
GROUND PAD IN LV CABINET.
STATIC
SHIELD
CLF
EXP
GXoBGXoA
G
2#4/0
CU GEC
'AC-3.2B'
'AC-3.2A''AC-3.2C'
TESLA
MEGAPACK
3.2B
TESLA
MEGAPACK
3.2A
TESLA
MEGAPACK
3.2D
TESLA
MEGAPACK
3.2C
'AC-3.2D'
'MV-3.2'
8" PVC WITH:
(3) 1/C 1000MCM AL MV-105, 15KV 100% EPR
INCLUDE 1#2/0G CU-XHHW2 (600V)
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
750MCM CU GEC 750MCM CU GEC
INTEGRATED FUSE,
SERVICEABLE ONLY
BY TESLA
FACTORY INSTALLED
DC CONNECTION
TORQUE AC TERMINALS
PER INSTALLATION MANUAL
1600A
3P
LSIG
BATTERY / CONVERTER
MODULE (TYP)
FACTORY INSTALLED INTEGRATED
THERMAL & OVER CURRENT PROTECTION
480V INVERTER AC OUTPUT
UNGROUNDED DC SYSTEM
INTEGRATED GFCI
CTRL
1" EMT WITH:
CU CAT 6A F/UTP
SHIELDED CABLE
TO FNE
ENCLOSURE
WIREWAY WITH:
1#750MCM EGC CU-XHHW2-TC
& 4 SETS OF: 3#750MCM AL-XHHW2-TC
G TESLA MEGAPACK 4.1A
4-HOUR RATED
480V, 1,082.5A OUTPUT
761.9 KW, 900.0KVA
3,047.6 kWh CAPACITY
AC & DC GFCI
85kAIC
NEMA 3R
NOTE:
CONTRACTOR IS RESPONSIBLE
FOR INSTALLING TESLA MEGAPACK
PER INSTALLATION MANUAL
TYPICAL TESLA MEGAPACK
STATIC
SHIELD
CLF
EXP
GXoBGXoA
'MV-3.1'
2 SETS OF 5"
PVC EACH WITH:
(3) 1/C 500MCM
AL MV-105,
15KV 133% EPR
INCLUDE 1#2/0G
CU-XHHW2 (600V)
TO T1 SWITCHGEAR
BREAKER 52-F3
SEE E300
G
2#4/0
CU GEC
'AC-4.1B'
'AC-4.1A''AC-4.1C'
TESLA
MEGAPACK
4.1B
TESLA
MEGAPACK
4.1D
TESLA
MEGAPACK
4.1C
'AC-4.1D'
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
750MCM CU GEC
'MV-3.1'
2 SETS OF 5"
PVC EACH WITH:
(3) 1/C 500MCM
AL MV-105,
15KV 133% EPR
INCLUDE 1#2/0G
CU-XHHW2 (600V)
TO T1 SWITCHGEAR
BREAKER 52-F3
SEE E300
STATIC
SHIELD
CLF
EXP
GXoBGXoA
G
2#4/0
CU GEC
'AC-3.3B'
'AC-3.3A''AC-3.3C'
TESLA
MEGAPACK
3.2B
TESLA
MEGAPACK
3.3A
TESLA
MEGAPACK
3.3D
TESLA
MEGAPACK
3.3C
'AC-3.3D'
'MV-3.3'
8" PVC WITH:
(3) 1/C 1000MCM AL MV-105, 15KV 100% EPR
INCLUDE 1#2/0G CU-XHHW2 (600V)
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
750MCM CU GEC
STATIC
SHIELD
CLF
EXP
GXo
G
2#4/0
CU GEC
'AC-3.4B'
'AC-3.4A''AC-3.4C'
TESLA
MEGAPACK
3.4B
TESLA
MEGAPACK
3.4A
TESLA
MEGAPACK
3.4D
TESLA
MEGAPACK
3.4C
'AC-3.4D'
750MCM CU GEC
(3) SAs
10kV
8.4MCOV
BESS TRANSFORMER 4.1
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.09%, X/R=8.49
NOTES:
1. XoB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XoA TO BE REMOVED OR
CAPPED FROM USE.
BESS TRANSFORMER 4.2
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.38%, X/R=9.0
NOTES:
1. XoB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XoA TO BE REMOVED OR
CAPPED FROM USE.
STATIC
SHIELD
CLF
EXP
GXoBGXoA
G
2#4/0
CU GEC
'AC-4.2B'
'AC-4.2A''AC-4.2C'
TESLA
MEGAPACK
4.2B
TESLA
MEGAPACK
4.2A
TESLA
MEGAPACK
4.2D
TESLA
MEGAPACK
4.2C
'AC-4.2D'
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
750MCM CU GEC 750MCM CU GEC
BESS TRANSFORMER 4.3
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.36%, X/R=9.18
NOTES:
1. XoB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XoA TO BE REMOVED OR
CAPPED FROM USE.
BESS TRANSFORMER 4.4
1.800 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.65%, X/R=8.88
NOTES:
1. Xo TO BE BONDED TO
GROUND PAD IN LV CABINET.
STATIC
SHIELD
CLF
EXP
GXoBGXoA
G
2#4/0
CU GEC
'AC-4.3B'
'AC-4.3A''AC-4.3C'
TESLA
MEGAPACK
4.2B
TESLA
MEGAPACK
4.3A
TESLA
MEGAPACK
4.3D
TESLA
MEGAPACK
4.3C
'AC-4.3D'
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
750MCM CU GEC
STATIC
SHIELD
CLF
EXP
GXo
G
2#4/0
CU GEC
'AC-4.4B'
'AC-4.4A''AC-4.4C'
TESLA
MEGAPACK
4.4B
TESLA
MEGAPACK
4.4A
TESLA
MEGAPACK
4.4D
TESLA
MEGAPACK
4.4C
'AC-4.4D'
750MCM CU GEC
(3) SAs
10kV
8.4MCOV
1"12"0
PROPRIETARY AND CONFIDENTIAL
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(650) 681-5000
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REFERENCE ONLY
SEE PREVIOUS PERMIT
A
1312 E Warner Ave -
101117461 & 201815044/29/2024
(E) MEGAPACK 2
TO XFMR
480/277V
3Φ 4W
FUTURE
AUGMENTATION
CONNECTIONS
(E) 1600A/3P
(N) POWERPACK 3
AUGMENTATION UNIT,
TYP.
EXISTING BATTERY MODULES
300 MCM CU, XHHW-2
(3) WIRE + GND
A GROUNDING DIAGRAM
G
(N) POWERPACK 3
AUGMENTATION UNIT
(N) EGC
4/0 AWG CU.
G
(E) MEGAPACK 2
TO
TRANSFORMER
(E) GROUNDED
CONDUCTOR AND
CONNECTIONS
LEGEND
IRREVERSIBLE SPLICE OR
CRIMP PER NEC 250.64(C)
NEC 250.52(A)-COMPLIANT
GROUNDING ELECTRODE
PRIMARY OR SECONDARY
COMMON TERMINAL, AS
APPLICABLE
G
TERMINAL ON NEUTRAL
OR GROUND BUSBAR
N
O
NEUTRAL BUSBAR
GROUND BUSBAR
E701.118 DC CONDUIT AND JUNCTION BOXES LABEL RB
POWER SUPPLY CABINET WARNING LABEL
NTSE
NOTE:
1. MARKING PER ART 690.56
2. REFLECTIVE, WATER RESISTANT MATERIAL
3. RED BACKGROUND
4. WHITE LETTERING, ALL CAPITAL LETTERS, ARIAL NON-BOLD FONT
5. TEXT HEIGHT: 3/8" MIN.
CAUTION: SHOCK HAZARD
6"
3
4"
B TYP. AUGMENTED MEGAPACK
TESLA SUPPLIED KEPS NUT WITH
INTEGRATED SPRING WASHER.
TORQUE TO MFR SPECIFICATIONS & MARK
WITH PAINT PEN AFTER TORQUING.
UL-LISTED, 600V-RATED CRIMP. ONLY USE
MFR-APPROVED CRIMP TOOL & DIE FOR
CONNECTOR SIZE. APPLY ANTIOXIDANT
COMPOUND BEFORE CRIMPING.
BUSBAR OR TRANSFORMER
SPADE TERMINATIONS TO BE
COMPRESSION LUGS ONLY.
BUSBAR WITH INTEGRATED STUD
E501.101 COMPRESSION LUG TERMINATION DETAIL RA
COMPRESSION LUG TERMINATION DETAIL
NTSC
QTY (1) - 4 HR RATED
480V
480 kWh
85kAIC
NEMA 3R
(N) POWERPACK 3
POWER SUPPLY
CABINET, TYP.
TO PP3 DC
LOADS
A
A
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PROPRIETARY AND CONFIDENTIAL
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SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
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DETAILS
E-501
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SHEET NOTES:
1.NO MORE THAN 8 AUGMENTATION UNITS TO BE INSTALLED.
2.NO MORE THAN ONE AUGMENTATION UNIT PER MEGAPACK.
3.EXACT LOCATION OF EACH AUGMENTATION UNIT TO BE
DETERMINED AT TIME OF INSTALLATION.
1312 E Warner Ave -
101117461 & 201815044/29/2024
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PROPRIETARY AND CONFIDENTIAL
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SHEET SIZE ARCH "D"
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PALO ALTO, CA 94304
(650) 681-5000
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E-601
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VQUIRINDONGOPLOT DATE: 10/27/2023 9:36 AM
JB-######
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1312 E Warner Ave -
101117461 & 201815044/29/2024
ALL WORK SHALL COMPLY WITH ALL STATE AND LOCAL CODES AND ANY OTHER
REGULATING AUTHORITIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE
WORK.
PRIOR TO COMMENCEMENT OF ANY WORK, THE CONTRACTOR SHALL VERIFY
EXISTING CONDITIONS AND NOTIFY THE DESIGN PROFESSIONAL IN RESPONSIBLE
CHARGE FROM TESLA OF ANY DISCREPANCIES. ANY WORK PERFORMED IN
CONFLICT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED AT THE
SUBCONTRACTORS SOLE EXPENSE.
SUBCONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO TESLA
FOR APPROVAL BEFORE MAKING ANY CHANGES. DEVIATION FROM PLANS BEFORE
WRITTEN APPROVAL FROM TESLA PLACES LIABILITY ON THE SUBCONTRACTOR.
ALL EQUIPMENT SHALL BE MOUNTED AS SHOWN. WHERE DETAILS ARE NOT
PROVIDED, CONTRACTOR SHALL USE STANDARD CONSTRUCTION PRACTICES.
ALL SURFACES SHALL BE PATCHED AND PAINTED AROUND NEW DEVICES AND
EQUIPMENT TO MATCH EXISTING FINISHES.
ANY METAL SHAVINGS FROM SITE WORK SHALL BE CLEANED FROM ALL SURFACES
WHERE OXIDIZED OR CONDUCTIVE METAL SHAVINGS MY CAUSE RUST, ELECTRICAL
SHORT CIRCUITS, OR OTHER DAMAGE.
APPROVALS FROM BUILDING INSPECTORS SHALL NOT CONSTITUTE AUTHORITY TO
DEVIATE FROM THE DRAWINGS.
NEW PAVEMENT INSTALLED AS PART OF THIS PROJECT SHALL MATCH EXISTING
PAVEMENT SECTION. ASPHALT AND GAB DEPTHS SHALL BE MAINTAINED.
GENERAL NOTES
GENERAL NOTES
1.ALL ELECTRICAL WORK SHALL COMPLY WITH THE NATIONAL ELECTRIC CODE
AS AMENDED BY APPLICABLE STATE AND LOCAL CODES.
2.ALL WIRING SHALL BE MANAGED IN A PROFESSIONAL, WORKMAN-LIKE
MANNER AND MUST BE SUPPORTED, SECURED, AND PROTECTED TO
PREVENT DAMAGE.
3.AC CIRCUIT CONDUCTORS SHALL BE IDENTIFIED BY PHASE AND SYSTEM PER
ART 210.5 OR 215.12. UNLESS OTHERWISE REQUIRED BY ART 210.5(1) OR AHJ,
COLOR-CODING OF POWER CONDUCTORS SHALL BE AS FOLLOWS:
CONDUCTOR 277/480V 120/208V
PHASE A BROWN BLACK
PHASE B ORANGE RED
PHASE C YELLOW BLUE
NEUTRAL GRAY WHITE
4.DC CIRCUIT CONDUCTORS SHALL BE IDENTIFIED PER ART 210.5 OR 215.12:
CONDUCTOR STD COLOR ALT COLOR
DC+RED RED-STRIPED
DC-BLACK BLACK-STRIPED
5.TERMINATIONS OF AC, DC, AND COMMUNICATIONS CONDUCTORS SHALL BE
PROFESSIONALLY AND LEGIBLY LABELED WITH CIRCUIT SCHEDULE
IDENTIFIER, CONDUCTOR SIZE (AS APPLICABLE) AND TERMINATION TORQUE.
6.ALL EQUIPMENT SHALL BE LISTED BY A NRTL IN COMPLIANCE WITH ART 110.3.
WHERE EXISTING NRTL LISTING CANNOT BE MAINTAINED, ENGINEERING
APPROVAL SHALL BE OBTAINED PRIOR TO EQUIPMENT MODIFICATION, AND
THE EQUIPMENT SHALL BE RELISTED BY A SUITABLE NRTL.
7.UNDERGROUND CONDUCTORS & CABLES TO BE INSTALLED IN CONDUIT UON.
8.ALL WIRES SHALL BE PROVIDED WITH STRAIN RELIEF AT ALL ENTRY INTO
BOXES AS REQUIRED BY NRTL LISTING.
9.REFER TO MANUFACTURER'S CURRENT PLANNING AND INSTALLATION
MANUAL FOR TORQUE SPECS FOR ALL BOLTS AND TERMINAL CONNECTIONS.
10.ALL CONDUCTOR TERMINATIONS ON BUSSING OR TRANSFORMER SPADES
SHALL BE MADE WITH HIGH-PRESS CRIMP LUGS UON.
11.ALL TERMINATIONS OF ALUMINUM CONDUCTORS SHALL BE PROPERLY
INSTALLED WITH BEST PRACTICES INCLUDING BUT NOT LIMITED TO:
·USE OF TERMINATION EQUIPMENT RATED FOR ALUMINUM AT THE
CONDUCTOR TEMPERATURE, CURRENT, AND VOLTAGE
·ALLOWANCE FOR MOVEMENT DUE TO THERMAL
EXPANSION/CONTRACTION
·PROPER COATING OF EXPOSED ALUMINUM WITH ANTI-OXIDIZATION
COMPOUND
·USE OF CALIBRATED DEVICES TO TORQUE AND MARK TERMINALS TO
REQUIRED SETTINGS
12.DUCT SEAL COMPOUND SHALL BE APPLIED WHEREVER CONDUITS
TRANSITION INDOOR/OUTDOOR OR UNDERGROUND/ABOVEGROUND. REFER
TO EQUIPMENT NOTES FOR ADDITIONAL DUCT SEAL REQUIREMENTS.
13.BELL ENDS SHALL BE INSTALLED WHEREVER CONDUIT ENTERS EQUIPMENT
FROM UNDERGROUND AND WHEREVER POTENTIAL FOR DAMAGE TO
CONDUCTORS IS PRESENT AT ANY POINT. BELL ENDS SHALL NOT PREVENT
THE USE OF GROUNDING FITTINGS OR COUPLERS WHEN REQUIRED.
14.ALL STUB-UPS WITHIN FLOOR-MOUNTED EQUIPMENT SHALL BE 3-5" ABOVE
FINISHED GRADE.
15.ALL CONDUITS EXPOSED TO VEHICULAR OR EQUIVALENT PHYSICAL DAMAGE
SHALL BE RIGID GALVANIZED STEEL.
16.GROUND LUGS SHALL BE RATED FOR THEIR ENVIRONMENT AND CONDITION
OF USE.
ELECTRICAL NOTES
1.LOAD SIDE INTERCONNECTIONS SHALL COMPLY WITH NEC ART 705.12(B).
2.WHERE THE INTERCONNECTION POINT OCCURS ON FEEDERS, THE FEEDER
AMPACITY SHALL NOT BE LESS THAN THE SUM OF ALL THE SOURCES
CONNECTED TO THE FEEDER UNLESS THE FEEDER IS PROTECTED ON THE
LOAD SIDE OF THE INTERCONNECTION POINT WITH OVERCURRENT
PROTECTION NO GREATER THAN THE AMPACITY OF THE FEEDER.
3.TAP CONNECTIONS SHALL COMPLY WITH ART 240.21(B).
4.WHERE THE SUM OF ALL THE OVERCURRENT DEVICE RATINGS ON THE
PANEL LOAD SIDE OF A MAIN OVERCURRENT PROTECTION DEVICE ARE LESS
THAN THE RATING OF THE PANEL, PERMANENT WARNING LABELS WITH THE
FOLLOWING WORDING MUST BE APPLIED:
WARNING:
THIS EQUIPMENT FED BY MULTIPLE SOURCES. TOTAL RATING OF ALL
OVERCURRENT DEVICES EXCLUDING MAIN SUPPLY OVERCURRENT DEVICE
SHALL NOT EXCEED THE AMPACITY OF THE BUSBAR.
5.WHERE THE SUM OF THE UTILITY OVERCURRENT DEVICE AND 125% OF
INVERTER OUTPUT CIRCUIT CURRENT DOES NOT EXCEED 120% OF THE
RATING OF THE BUSBAR, THE INTERCONNECTION POINT MUST BE ON THE
OPPOSITE END OF THE BUSBAR FROM THE INCOMING UTILITY SOURCE AND
A PERMANENT WARNING LABEL MUST BE APPLIED TO THE
INTERCONNECTION POINT.
6.LOAD SIDE INTERCONNECTIONS SHALL BE MADE IN ACCORDANCE WITH THE
EQUIPMENT MANUFACTURER'S INSTRUCTIONS AND SHALL NOT INVALIDATE
THE NRTL LISTING OF THE EQUIPMENT. WHERE EXISTING NRTL LISTING
CANNOT BE MAINTAINED, EQUIPMENT MUST BE RELISTED BY AN APPROVED
NRTL SUITABLE FOR THE EQUIPMENT.
UTILITY-INTERACTIVE INVERTER
LOAD-SIDE INTERCONNECTION NOTES
1.CAT5E/6 SHIELDED CABLE RUNS, WHICH INCLUDE INDIVIDUAL DAISY CHAINS
OF INVERTERS FOR DIRECT MONITORING, HAVE A MAXIMUM TOTAL
DISTANCE OF 328 FEET (100M) PER CHAIN.
2.RS485 CABLE RUNS, WHICH INCLUDE INDIVIDUAL DAISY CHAINS OF
INVERTERS FOR DIRECT MONITORING, HAVE A MAXIMUM TOTAL DISTANCE
OF 3280 FEET (1000M) PER CHAIN.
3.SWITCHES, METERS, POWERPACK CONTROLLERS, CT'S, AND PT'S, AND
CONDUCTORS MARKED "PRE-INSTALLED" IN THE LINE DIAGRAM WILL ARRIVE
TO SITE PRE-INSTALLED WITHIN THE SWITCHBOARD, AND WILL NOT REQUIRE
ANY FIELD INSTALLATION OR MODIFICATION OF ANY KIND.
4.FIBER OPTIC CABLE RUNS SHALL UTILIZE OUTDOOR DUCT OR DIRECT BURIAL
RATED SINGLE MODE (OS2) CABLES COMPATIBLE WITH COMMUNICATION
WAVELENGTHS BETWEEN 1310 - 1550 NM.
COMMUNICATION NOTES
GENERAL NOTES
1.REFER TO THE SPECIFIC PRODUCT MANUFACTURER'S INSTALLATION AND
OPERATION MANUAL FOR MORE INFORMATION.
2.BATTERY ENERGY STORAGE SYSTEM (BESS) SHALL BE SERVICED ONLY BY
MANUFACTURER-CERTIFIED TECHNICIANS.
3.SECONDARY CONTAINMENT IS NOT REQUIRED FOR THE BATTERY BESS.
4.BATTERY PACK DC CONNECTIONS TO BESS INVERTER SHALL ONLY BE MADE
WITH MANUFACTURER-PROVIDED CONDUCTOR HARNESSES.
5.BESS DISCONNECTING MEANS SHALL BE LABELED PER ART 706.7(D). BESS
AND INTERCONNECTION SHALL BE LABELED PER ART 706.11.
BESS NOTES
SITE LEGEND
(E) ACCESSIBLE PARKING
SPACE
(E) LIGHT POLE
FH (E) FIRE HYDRANT
G
E
SS
SD
T
TV
?
W
GV
HB
IV
WV
WR
T
CO
(E) STORM MANHOLE
(E) GUY WIRE - ELECTRIC
(E) HOSE BIB
(E) GAS VALVE
(E) IRRIGATION VALVE
(E) WATER VALVE
(E) SPRINKLER HEAD
(E) WATER RISER
(E) SPRINKLER HEAD
(E) CLEANOUT
(E) ELECTRIC MANHOLE
(E) GAS MANHOLE
(E) SANITARY SEWER
MANHOLE
(E) TELEPHONE MANHOLE
(E) TELEVISION MANHOLE
(E) UNKNOWN MANHOLE
(E) POTABLE WATER
MANHOLE
(E) UTILITY POLE -
ELECTRIC
(E) UTILITY POLE -
TELEPHONE
(E) GUY WIRE
(E) TREE
UE (E) UNDERGROUND
ELECTRIC LINE
ST (E) UNDERGROUND
STORM DRAIN LINE
WL (E) UNDERGROUND
WATER LINE
UG (E) UNDERGROUND
GAS LINE
OE (E) OVERHEAD
ELECTRIC LINE
UT (E) UNDERGROUND
TELEPHONE LINE
SS (E) UNDERGROUND
SANITARY SEWER LINE
(E) VENT PIPE
(E) ROOF ACCESS HATCH
(E) EXHAUST FAN
(E) SKYLIGHT
(E) HVAC UNIT
(E) OPERABLE SKYLIGHT
(E) CONDENSATION
CONDUIT LINEWL
GAS
ELE
(E) GAS CONDUIT LINE
(E) ELECTRICAL
CONDUIT LINE
(E) UTILITY POLE
GENERAL NOTES
1.TESLA, AT THE TIME OF INSTALLATION, SHALL CONFIGURE THE AUGMENTED
MEGAPACKS SUCH THAT:
1.1.THE INTERNAL MEGAPACK CONTROLLER ADJUSTS THE MAXIMUM
ALLOWABLE CURRENT OF THE INVERTERS WITH FIRMWARE SO THAT
THE AUGMENTED MEGAPACK'S CURRENT CAPABILITY AND THUS KVA
RATING ARE MAINTAINED, REGARDLESS OF THE NUMBER OF INVERTERS.
1.2.THE CURRENT IS LIMITED AT THE INVERTER LEVEL, THE SHORT-CIRCUIT
CONTRIBUTION OF THE AUGMENTED MEGAPACK REMAINS UNCHANGED.
BESS AUGMENTATION NOTES
1"12"0
PROPRIETARY AND CONFIDENTIAL
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ORIGINAL SIZE 24"X36"
SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
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G-002
REV: 0 PERMIT
VQUIRINDONGOPLOT DATE: 10/27/2023 9:36 AM
JB-######
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1312 E Warner Ave -
101117461 & 201815044/29/2024
EQUIPMENT ANCHORAGE CALCULATIONS
PROJECT:
Calpine Phase 2, Megapack System
Augmentation
1312 E Warner Ave
Santa Ana CA
REPORT PREPARED FOR:
Tesla, Inc.
3500 Deer Creek Road
Palo Alto, CA 94304
510-647-6816
PROJECT DESIGNED BY:
Tesla, Inc.
3500 Deer Creek Road
Palo Alto, CA 94304
510-647-6816
1 1312 E Warner Ave -
101117461 & 201815044/29/2024
1. Lateral Loads Calculation for Equipment (2022 CBC)
1.1 Earthquake Load
Latitude =36.2538 Longitude =-120.2394
Soil Site Class =D
Seismic Use Group =II
From Spectrum Data:(from output of Seismic Design Parameters)
1.272 g SMS =1.5264 g SDS =2/3 SMS =1.018 g
0.455 g SM1 =1.045 g SD1 =2/3 SM1 =0.696 g
Seismic Design Category =D
ρ =1.0 (ASCE 7, 12.3.4.1)
Seismic Design Force :
2.5 ap 1.0 (ASCE 7, Table 13.6-1)
p 1.0 z/h =0.0
CMA 11,000 lbs
=1,791.0 lbs
=17,909.8 lbs =3358.1 lbs
Therefore 3,358 lbs
Power Supply Cabinet 364 lbs
=59.3 lbs
=592.7 lbs =111.1 lbs
Therefore 111 lbs
2 1312 E Warner Ave -
101117461 & 201815044/29/2024
1.2 Wind Loads on Equipment (2022 CBC)
Basic Wind Speed =95 mph
Exposure =C
Mean Roof Height (h) =8.4 ft <60 ft
Wind Loads on Other Structures
CMA
5.9 ft D =3.7 ft
H =8.4 ft
Eff. Wind Area =49.4 ft2 30.8 ft2
p =qzGCf (lb/ft2)(ASCE 7-10, 29.5-1 / ASCE 7-16, 29.4-1)
where, G =0.85
where, Cf =force coefficient (ASCE 7-10, Fig. 29.5-1 / ASCE 7-16, Fig. 29.4-1)
=1.32
α
15.00 ft
900 ft
α =9.5
0.85
=1.0
0.9
Threfore, 17.7 psf
Threfore, 19.8 psf
Wind Force W =980 lbs
3 1312 E Warner Ave -
101117461 & 201815044/29/2024
Power Supply Cabinet
W =2.0 ft D =1.6 ft
5.9 ft
Eff. Wind Area =11.8 ft2 9.4 ft2
p =qzGCf (lb/ft2)(ASCE 7-10, 29.5-1 / ASCE 7-16, 29.4-1)
where, G =0.85
where, Cf =force coefficient (ASCE 7-10, Fig. 29.5-1 / ASCE 7-16, Fig. 29.4-1)
=1.35
α
15.00 ft
900 ft
α =9.5
0.85
1.0
0.9
Threfore, 17.7 psf
Threfore, 20.2 psf
239 lbs
4 1312 E Warner Ave -
101117461 & 201815044/29/2024
1.3 Anchor Bolt Design
CMA 2022 CBC
Wind=980 lbs SDC=D
EQ*Ω=6,716 lbs Ω=2
Load combination used for the design:
0.696 DL +1.0 EQ
DS
1 V =6,716 lbs 1 V x 0.3=2,015 lbs (orthogonal direction)
c 8.4 ft.COG =4.2 ft.
c 3.8 ft.W c 4.4 ft.
p
7,661 lbs
OT OT
28,054 lb-ft =8,416 lb-ft
R p c R p c
14,604 lb-ft =16,919 lb-ft
M =OT R OT R
=13,450 lb-ft =-8,502 lb-ft
Anchor Bolts for CMA
4
T (Tension on Bolt) =(M / Dc) / 2 bolts T (Tension on Bolt) =(M / Wc) / 2 bolts
=1,764 lbs.=0 lbs.
V (Shear on Bolt) =V / 4 bolts V (Shear on Bolt) =V / 4 bolts
=1,679 lbs.=504 lbs.
V
W p
Hc
5 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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:
Tesla
|
CMA
Page:
Specifier:
E-Mail:
Date:
1
Kirill Voronov
kvoronov@tesla.com
10/9/2023
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 5/8 (4) hnom3
Item number: 2210279 KB-TZ2 5/8x6 SS304
Effective embedment depth: hef,act = 4.000 in., hnom = 4.500 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 = 0.625 in.
Anchor plateR : lx x ly x t = 2.000 in. x 6.000 in. x 0.625 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in.
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
6 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
CMA
Page:
Specifier:
E-Mail:
Date:
2
Kirill Voronov
kvoronov@tesla.com
10/9/2023
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 1,764; Vx = 1,679; Vy = 504;
Mx = 0; My = 0; Mz = 0;
yes 99
Tension
1 x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1,764 1,753 1,679 504
max. concrete compressive strain: - [‰]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 1,764 [lb]
resulting compression force in (x/y)=(0.000/0.000): 0 [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*1,764 14,132 13 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**1,764 2,683 66 OK
* highest loaded anchor **anchor group (anchors in tension)
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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]
0.16 114,604
Calculations
Nsa [lb]
18,843
Results
Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb]
18,843 0.750 1.000 14,132 1,764
3.2 Concrete Breakout Failure
Ncb = (ANc
ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a)
f Ncb ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ca,min [in.]y c,N cac [in.]kc l a f'
c [psi]
4.000 4.500 1.000 9.000 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
126.00 144.00 0.925 1.000 6,800
Results
Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb]
5,504 0.650 0.750 1.000 2,683 1,764
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*1,753 8,034 22 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**1,753 7,705 23 OK
Concrete edge failure in direction x+**1,753 2,680 66 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
0.16 114,604 1.000
Calculations
Vsa,eq [lb]
12,360
Results
Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb]
12,360 0.650 1.000 8,034 1,753
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4.2 Pryout Strength
Vcp = kcp [(ANc
ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a)
f Vcp ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ca,min [in.]y c,N
2 4.000 4.500 1.000
cac [in.]kc l a f'
c [psi]
9.000 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
126.00 144.00 0.925 1.000 6,800
Results
Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb]
11,007 0.700 1.000 1.000 7,705 1,753
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4.3 Concrete edge failure in direction x+
Vcb = (AVc
AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a)
f Vcb ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)
AVc0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ed,V = 0.7 + 0.3(ca2
1.5ca1)£1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1
ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (le
da)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.]
4.500 12.000 1.000 12.000 4.000
l a da [in.]f'
c [psi]y parallel,V
1.000 0.625 2,500 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb]
91.13 91.13 1.000 1.000 3,829
Results
Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb]
3,829 0.700 1.000 1.000 2,680 1,753
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.657 0.654 5/3 99 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.
• 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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Specifier's comments:
1 Input data
Anchor type and diameter: HIT-HY 200 V3 + HAS-R 304/316 SS 5/8
Item number: 2045007 HAS-R 316 SS 5/8"x7 5/8" (element) / 2334276
HIT-HY 200-R V3 (adhesive)
Effective embedment depth: hef,act = 4.500 in. (hef,limit = - in.)
Material: ASTM F 593
Evaluation Service Report: ESR-4868
Issued I Valid: 11/1/2022 | 11/1/2024
Proof: Design Method ACI 318-19 / Chem
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.625 in.
Anchor plateR : lx x ly x t = 2.000 in. x 6.000 in. x 0.625 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in., Temp. short/long: 32/32 °F
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
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1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 1,764; Vx = 1,679; Vy = 504;
Mx = 0; My = 0; Mz = 0;
yes 90
Tension
1 x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1,764 1,753 1,679 504
max. concrete compressive strain: - [‰]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 1,764 [lb]
resulting compression force in (x/y)=(0.000/0.000): 0 [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*1,764 14,690 13 OK
Bond Strength**1,764 3,210 55 OK
Sustained Tension Load Bond Strength*N/A N/A N/A N/A
Concrete Breakout Failure**1,764 2,967 60 OK
* highest loaded anchor **anchor group (anchors in tension)
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3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4868
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.23 100,000
Calculations
Nsa [lb]
22,600
Results
Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb]
22,600 0.650 1.000 14,690 1,764
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3.2 Bond Strength
Na = (ANa
ANa0)y ed,Na y cp,Na Nba ACI 318-19 Eq. (17.6.5.1a)
f Na 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 ed,Na = 0.7 + 0.3 (ca,min
cNa )£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]
2,220 0.625 4.500 4.500 1.000 1,170
cac [in.]l a aN,seis
6.587 1.000 0.990
Calculations
cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na
8.839 235.80 312.50 0.853
y cp,Na Nba [lb]
1.000 10,234
Results
Na [lb]f bond f seismic f nonductile f Na [lb]Nua [lb]
6,585 0.650 0.750 1.000 3,210 1,764
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3.3 Concrete Breakout Failure
Ncb = (ANc
ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a)
f Ncb ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ca,min [in.]y c,N cac [in.]kc l a f'
c [psi]
4.500 4.500 1.000 6.587 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
151.87 182.25 0.900 1.000 8,114
Results
Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb]
6,086 0.650 0.750 1.000 2,967 1,764
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*1,753 6,509 27 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength (Concrete Breakout
Strength controls)**
1,753 8,520 21 OK
Concrete edge failure in direction x+**1,753 2,744 64 OK
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-4868
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]aV,seis
0.23 100,000 0.800
Calculations
Vsa,eq [lb]
10,848
Results
Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb]
10,848 0.600 1.000 6,509 1,753
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4.2 Pryout Strength (Concrete Breakout Strength controls)
Vcp = kcp [(ANc
ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a)
f Vcp ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ca,min [in.]y c,N
2 4.500 4.500 1.000
cac [in.]kc l a f'
c [psi]
6.587 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
151.87 182.25 0.900 1.000 8,114
Results
Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb]
12,171 0.700 1.000 1.000 8,520 1,753
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4.3 Concrete edge failure in direction x+
Vcb = (AVc
AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a)
f Vcb ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)
AVc0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ed,V = 0.7 + 0.3(ca2
1.5ca1)£1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1
ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (le
da)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.]
4.500 12.000 1.000 12.000 4.500
l a da [in.]f'
c [psi]y parallel,V
1.000 0.625 2,500 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb]
91.13 91.13 1.000 1.000 3,920
Results
Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb]
3,920 0.700 1.000 1.000 2,744 1,753
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.595 0.639 5/3 90 OK
bNV = bz
N + bz
V <= 1
20 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
9
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
CMA
Page:
Specifier:
E-Mail:
Date:
9
Kirill Voronov
kvoronov@tesla.com
10/9/2023
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!
21 1312 E Warner Ave -
101117461 & 201815044/29/2024
Power Supply Cabinet 2022 CBC
Wind=239 lbs SDC=D
EQ*Ω=222 lbs Ω=2
Load combination used for the design:
0.900 DL +1.0 W
DS
1 V =239 lbs 1 V x 0.3=72 lbs (orthogonal direction)
c 5.9 ft.COG =3.0 ft.
c 1.1 ft.W c 1.5 ft.
p
328 lbs
OT OT
707 lb-ft =212 lb-ft
R p c R p c
177 lb-ft =246 lb-ft
M =OT R OT R
=529 lb-ft =-34 lb-ft
Anchor Bolts for Power Supply Cabinet
4
T (Tension on Bolt) =(M / Dc) / 2 bolts T (Tension on Bolt) =(M / Wc) / 2 bolts
=244 lbs.=0 lbs.
V (Shear on Bolt) =V / 4 bolts V (Shear on Bolt) =V / 4 bolts
=60 lbs.=18 lbs.
V
W p
Hc
22 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
1
Kirill Voronov
kvoronov@tesla.com
10/9/2023
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2 1/2) hnom2
Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304
Effective embedment depth: hef,act = 2.500 in., hnom = 3.000 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 = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in.
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
23 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
2
Kirill Voronov
kvoronov@tesla.com
10/9/2023
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 244; Vx = 60; Vy = 18;
Mx = 0; My = 0; Mz = 0;
yes 23
Tension
1 x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 244 63 60 18
max. concrete compressive strain: - [‰]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 244 [lb]
resulting compression force in (x/y)=(0.000/0.000): 0 [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*244 8,906 3 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**244 1,101 23 OK
* highest loaded anchor **anchor group (anchors in tension)
24 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
3
Kirill Voronov
kvoronov@tesla.com
10/9/2023
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 8,906 244
3.2 Concrete Breakout Failure
Ncb = (ANc
ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a)
f Ncb ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ca,min [in.]y c,N cac [in.]kc l a f'
c [psi]
1.667 2.500 1.000 6.000 21 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
25.00 25.00 1.000 1.000 2,259
Results
Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb]
2,259 0.650 0.750 1.000 1,101 244
25 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
4
Kirill Voronov
kvoronov@tesla.com
10/9/2023
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*63 5,426 2 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**63 3,163 2 OK
Concrete edge failure in direction y+**63 567 12 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 63
26 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
5
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
5
Kirill Voronov
kvoronov@tesla.com
10/9/2023
4.2 Pryout Strength
Vcp = kcp [(ANc
ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a)
f Vcp ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ca,min [in.]y c,N
2 1.667 2.500 1.000
cac [in.]kc l a f'
c [psi]
6.000 21 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
25.00 25.00 1.000 1.000 2,259
Results
Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb]
4,518 0.700 1.000 1.000 3,163 63
27 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
6
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
6
Kirill Voronov
kvoronov@tesla.com
10/9/2023
4.3 Concrete edge failure in direction y+
Vcb = (AVc
AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a)
f Vcb ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)
AVc0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ed,V = 0.7 + 0.3(ca2
1.5ca1)£1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1
ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (le
da)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.]
2.500 2.500 1.000 12.000 2.500
l a da [in.]f'
c [psi]y parallel,V
1.000 0.500 2,500 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb]
18.75 28.12 0.900 1.000 1,350
Results
Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb]
810 0.700 1.000 1.000 567 63
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.222 0.110 5/3 11 OK
bNV = bz
N + bz
V <= 1
28 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
7
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
7
Kirill Voronov
kvoronov@tesla.com
10/9/2023
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!
29 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
1
Kirill Voronov
kvoronov@tesla.com
10/9/2023
Specifier's comments:
1 Input data
Anchor type and diameter: HIT-HY 200 V3 + HAS-R 304/316 SS 1/2
Item number: 2045003 HAS-R 316 SS 1/2"x6 1/2" (element) / 2334276
HIT-HY 200-R V3 (adhesive)
Effective embedment depth: hef,act = 3.000 in. (hef,limit = - in.)
Material: ASTM F 593
Evaluation Service Report: ESR-4868
Issued I Valid: 11/1/2022 | 11/1/2024
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 = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in., Temp. short/long: 32/32 °F
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
30 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
2
Kirill Voronov
kvoronov@tesla.com
10/9/2023
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 244; Vx = 60; Vy = 18;
Mx = 0; My = 0; Mz = 0;
yes 94
Tension
1 x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 244 63 60 18
max. concrete compressive strain: - [‰]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 244 [lb]
resulting compression force in (x/y)=(0.000/0.000): 0 [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*244 9,223 3 OK
Bond Strength**244 260 94 OK
Sustained Tension Load Bond Strength*N/A N/A N/A N/A
Concrete Breakout Failure**244 892 28 OK
* highest loaded anchor **anchor group (anchors in tension)
31 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
3
Kirill Voronov
kvoronov@tesla.com
10/9/2023
3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4868
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 9,223 244
32 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
4
Kirill Voronov
kvoronov@tesla.com
10/9/2023
3.2 Bond Strength
Na = (ANa
ANa0)y ed,Na y cp,Na Nba ACI 318-19 Eq. (17.6.5.1a)
f Na 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 ed,Na = 0.7 + 0.3 (ca,min
cNa )£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]
2,220 0.500 3.000 2.500 1.000 1,135
cac [in.]l a aN,seis
4.427 1.000 0.990
Calculations
cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na
7.071 25.00 200.00 0.806
y cp,Na Nba [lb]
1.000 5,295
Results
Na [lb]f bond f seismic f nonductile f Na [lb]Nua [lb]
534 0.650 0.750 1.000 260 244
33 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
5
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
5
Kirill Voronov
kvoronov@tesla.com
10/9/2023
3.3 Concrete Breakout Failure
Ncb = (ANc
ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a)
f Ncb ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ca,min [in.]y c,N cac [in.]kc l a f'
c [psi]
1.667 2.500 1.000 4.427 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb]
25.00 25.00 1.000 1.000 1,829
Results
Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb]
1,829 0.650 0.750 1.000 892 244
34 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
6
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
6
Kirill Voronov
kvoronov@tesla.com
10/9/2023
4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*63 4,087 2 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength (Bond Strength controls)**63 747 9 OK
Concrete edge failure in direction y+**63 588 11 OK
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-4868
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 63
35 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
7
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
7
Kirill Voronov
kvoronov@tesla.com
10/9/2023
4.2 Pryout Strength (Bond Strength controls)
Vcp =kcp[(ANa
ANa0)y ed,Na y cp,Na Nba ] ACI 318-19 Eq. (17.7.3.1a)
f Vcp 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 ed,Na = 0.7 + 0.3 (ca,min
cNa )£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 2,220 0.500 3.000 2.500 1,135
cac [in.]l a aN,seis
4.427 1.000 0.990
Calculations
cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na
7.071 25.00 200.00 0.806
y cp,Na Nba [lb]
1.000 5,295
Results
Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb]
1,067 0.700 1.000 1.000 747 63
36 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
8
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
8
Kirill Voronov
kvoronov@tesla.com
10/9/2023
4.3 Concrete edge failure in direction y+
Vcb = (AVc
AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a)
f Vcb ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)
AVc0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ed,V = 0.7 + 0.3(ca2
1.5ca1)£1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1
ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (le
da)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.]
2.500 2.500 1.000 12.000 3.000
l a da [in.]f'
c [psi]y parallel,V
1.000 0.500 2,500 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb]
18.75 28.12 0.900 1.000 1,400
Results
Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb]
840 0.700 1.000 1.000 588 63
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.938 0.107 1.000 88 OK
bNV = (bN + bV) / 1.2 <= 1
37 1312 E Warner Ave -
101117461 & 201815044/29/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.88
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
9
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
9
Kirill Voronov
kvoronov@tesla.com
10/9/2023
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!
38 1312 E Warner Ave -
101117461 & 201815044/29/2024
Date: April 12, 2024
LETTER OF AUTHORIZATION
Please be advised that Tesla Inc. California General Contractor License #949283 authorizes Jun Lee
to act as an agent on our behalf in all matters related to obtaining any and all permits for Tesla
Inc. General Contractor. This authorization letter is valid for six months from the date listed
above.
Our agent is designated and responsible for the following:
• Delivering or providing our payment for fees and deposits,
• Submitting drawings for review.
• Retrieving jobsite copies of permit drawings.
• And conducting any other activities required to fulfill the normal business of a general contractor
We further understand and agree that we shall remain responsible for all permit conditions,
permit provisions, fees, deposits, additional charges, and collections resulting from permit
application processing, permit issuance and inspection of work.
Sincerely,
_______________________
Bradley Harbidge
RME
CSLB Lic. 949283
Tesla Inc, General Contractor
901 Page Ave.
Attn: Licensing
Fremont, CA 94538
Business Phone Number: (510) 602-3159
RME Phone Number (510) 508-6026
45500 Fremont Blvd., Fremont, CA 94538
P 520 249 3500
1312 E Warner Ave -
101117461 & 201815044/29/2024
Tesla, Inc.
3500 Deer Creek Road
Palo Alto, CA 94304, U.S.A.
February 12th, 2024
Subject: Tesla Megapack Augmentation
To whom it may concern,
Tesla energy products: Megapack 1 Battery Energy Storage System, BESS (Model #:
1462965*), Megapack 2 BESS (Model #: 1748844*), Megapack 2XL BESS (Model #:
1848844*) and Powerpack 3 BESS (Model #: 1930712*) have been evaluated to the UL
1741:2021, ANSI/CAN/UL 9540:2020 and ANSI/CAN/UL 9540A:2019 product safety
standards.
The power supply used with our Powerpack 3 BESS is certified and being documented in the
product construction report. TUV Rheinland of North America, Inc., an OSHA's Nationally
Recognized Testing Laboratory (NRTL), has issued us a positive Statement of Opinion based
on the test report no. US23Q4JP.001.
Tesla’s commitment to product safety informs every design decision and has guided 15+
years of experience in battery system designing and manufacturing of our electrical vehicles
and energy storage products. Tesla’s approach to product safety involves comprehensive
design and tests to cover the entire product lifecycle, the cell, the battery module, the
inverter, the thermal system, and the overall system-level assemblies which are closely
linked and worked together.
The safety of the electrical connections between the Megapacks, the Powerpacks, and the
external power supplies will be ensured in the installation site, which is to be done by the
Tesla trained and qualified personnels according to the specified installation instructions.
Products must be installed and operated with reference to the instructions in the Product
Manual.
*Model number may be preceded by further alphanumeric character(s)
___________________________________________
Viraj Andrabadu K. P.
Sr. Manager, Compliance Engineering
vandrabadukurundu@tesla.com
1312 E Warner Ave -
101117461 & 201815044/29/2024
VICINITY MAP AERIAL MAP
(N) AUGMENTATION UNITS
AC ALTERNATING CURRENT
ADA AMERICANS WITH DISABILITIES
ACT
ATS AUTOMATIC TRANSFER SWITCH
BESS BATTERY ENERGY STORAGE
SYSTEM
BLDG BUILDING
CLR CLEAR
CONC CONCRETE
COMM COMMUNICATION
DC DIRECT CURRENT
DIA DIAMETER
DIST DISTANCE
EQ EQUAL
EGC EQUIPMENT GROUNDING
CONDUCTOR
(E) EXISTING
EA. EACH
EMT ELECTRICAL METALLIC TUBING
EV ELECTRIC VEHICLE
GAB GRADED AGGREGATE BASE
GALV GALVANIZED
GEC GROUNDING ELECTRODE
CONDUCTOR
GND GROUND
HVAC HEATING, VENTILATION, & AIR
CONDITIONING
I CURRENT
IMP CURRENT AT MAX POWER
INV INVERTER
ISC SHORT CIRCUIT CURRENT
KVA KILOVOLT AMPERE
KW KILOWATT
KWH KILOWATT-HOUR
LV LOW-VOLTAGE
MAX MAXIMUM
MIN MINIMUM
MV MEDIUM-VOLTAGE
(N) NEW
NEC NATIONAL ELECTRIC CODE
NIC NOT IN CONTRACT
NRTL NATIONALLY-RECOGNIZED
TESTING LABORATORY
NTS NOT TO SCALE
OC ON CENTER
PCC POINT OF COMMON COUPLING
PL PROPERTY LINES
PLC POWER LINE COMMUNICATION
POI POINT OF INTERCONNECTION
PV PHOTOVOLTAIC
PP POWERPACK
PVC POLYVINYL CHLORIDE
RSD RAPID SHUTDOWN
SCH SCHEDULE
SQ. IN. SQUARE INCHES
SS STAINLESS STEEL
SSD SEE STRUCTURAL DRAWINGS
STC STANDARD TESTING
CONDITIONS
TYP TYPICAL
UON UNLESS OTHERWISE NOTED
UPS UNINTERRUPTIBLE POWER
SUPPLY
VIF VERIFY IN FIELD
W WATT
ABBREVIATIONS SHEET INDEX
APPLICABLE CODES
2022 CEC
2022 CBC/ASCE 7-16
2022 CFC
STRUCTURAL ENGINEER OF RECORD:
YOO JIN KIM
TESLA, INC.
1216 STEALTH ST.
LIVERMORE, CA 94551
P:(925) 292-2724, M:(949) 285-6177
YOKIM@TESLA.COM
PROJECT SCOPE
INSTALLATION OF BATTERY ENERGY
STORAGE SYSTEM AUGMENTATION
UNITS AS PART OF PLANNED SERVICE
ACTIONS. WORK TO INCLUDE
· ANCHORING OF AUGMENTATION
UNITS ON EXISTING FOUNDATIONS
·ANCHORING OF POWER SUPPLY
CABINETS ON EXISTING
FOUNDATIONS
·CONNECTING LOW VOLTAGE
ELECTRICAL BETWEEN POWER
SUPPLY CABINETS,
AUGMENTATION UNITS, AND
EXISTING EQUIPMENT
1. WIND DESIGN
- DESIGN WIND SPEED = 95 MPH
(ULTIMATE)
- RISK CATEGORY = II
- WIND EXPOSURE = C
2. SEISMIC DESIGN
- RISK CATEGORY = II
- SEISMIC IMPORTANCE FACTOR = 1.0
- S_S = 1.272 g, S_1 = 0.455 g
- SITE CLASS = E
- S_DS = 1.018 g, S_D1 = 0.696 g
- SEISMIC DESIGN CATEGORY = D
- BASIC SEISMIC-FORCE-RESISTING
SYSTEM = NON-STRUCTURAL
COMPONENT
- R = 2.5 / a_p = 1.0
PROJECT TEAM SYSTEM SUMMARY
PROJECT LOCATION
BATTERY ENERGY STORAGE
SYSTEM (BESS)
AUGMENTATION
AUGMENTATION UNIT RATINGS
ENERGY RATING 480 kWh
BATTERY
BATTERY
AUGMENTATION UNIT
TYPE
PP3
PART # 1930712-00-A
QTY 72
DISCHARGE 4 HR
SHEET # SHEET TITLE
G-001 COVER PAGE
G-002 NOTES
E-101 ELECTRICAL SITE PLAN
E-300 SINGLE LINE DIAGRAM
E-301 SINGLE LINE DIAGRAM
E-302 SINGLE LINE DIAGRAM
E-501 ELECTRICAL DETAILS
E-601 CUTSHEETS
S-501 STRUCTURAL DETAILS
S-502 STRUCTURAL DETAILS
DESIGN CRITERIA
N
S
EW
N
S
E W
ELECTRICAL ENGINEER OF RECORD:
LEO WU
TESLA, INC.
3500 DEER CREEK
PALO ALTO, CA 94304
P:(415)830-0425 M:(415)830-0425
LEOWU@TESLA.COM
CALPINE
MEGAPACK SYSTEM AUGMENTATION
APN: 016-150-52
PROJECT DESIGNER:
ANTHONY FERREIRA
TESLA, INC.
3500 DEER CREEK
PALO ALTO, CA 94304
AFERREIRA@TESLA.COM
PROJECT MANAGER:
JUN LEE
TESLA, INC.
3500 DEER CREEK ROAD
PALO ALTO, CA 94304
LEEJU@TESLA.COM
(E) UTILITY METER
1"12" 0
PROPRIETARY AND CONFIDENTIAL
AB C D E F G H
1
2
3
4
5
6
DA
T
E
NO
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RE
V
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ORIGINAL SIZE 24"X36"
SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
02
/
1
6
/
2
4
A
C
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A
N
G
E
S
T
O
E
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E
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I
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A
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S
H
E
E
T
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05
/
0
3
/
2
4
B
AD
D
I
T
I
O
N
A
L
A
U
G
M
E
N
T
A
T
I
O
N
U
N
I
T
S
AD
D
E
D
B
CA
L
P
I
N
E
I
I
&
I
I
I
13
1
2
E
W
A
R
N
E
R
A
V
E
SA
N
T
A
A
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A
,
C
A
9
2
7
0
5
COVER PAGE
G-001
REV: B IFP
VQUIRINDONGOPLOT DATE: 5/22/2024 9:26 AM
JB-9275066
CA
L
P
I
N
E
ME
G
A
P
A
C
K
S
Y
S
T
E
M
A
U
G
M
E
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A
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I
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B
B
B
B
B
B
Digitally signed by Leo Wu
DN: C=US, E=leowu@tesla.com, O=Tesla Inc., OU=Energy
Products Engineering, CN=Leo Wu
Location: Palo Alto
Reason: I am approving this document.
Contact Info: 4158300425
Date: 2024.05.22 16:26:31-07'00'
Revision to Bldg #101117461& Elect #20181504
(issued on 4/25/2024)
APPROVALS:
PLNG - H. Jacinto
BLDG - G. Huang
PUBLIC WORKS - Y. Soto
ELECT - M. Smith
1312 E Warner Ave
2/10/2025
CONCRETE NOTES
1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE ACI.
2. CONCRETE SHALL BE NORMAL WEIGHT AND SHALL HAVE 2,500 PSI
STRENGTH AT 28 DAYS.
3. REINFORCED CONCRETE IN THE FOUNDATION SHALL BE OF NATURAL
AGGREGATE CONFORMING TO ASTM C-33.
4. TYPE I/II CEMENT TO MEET ASTM C150.
5. REINFORCING STEEL - ASTM A615 WITH THE FOLLOWING STRENGTHS:
SIZE STRENGTH:
#4 AND SMALLER GRADE 60 (fy = 60000 PSI)
#5 AND LARGER GRADE 60 (fy = 60000 PSI)
6. FABRICATE AND PLACE REINFORCEMENT IN ACCORDANCE WITH ACI
PUBLICATION SP-66, ACI DETAILING MANUAL - LATEST EDITION.
7. PLACE CONCRETE IN COMPLIANCE WITH ACI 304. ALL CONCRETE SHALL
BE MECHANICALLY VIBRATED.
8. CONFORM TO ASTM C-94 FOR CONCRETE MIXING OPERATIONS.
9. CONCRETE COVER FOR REINFORCEMENT FOR NON-PRESTRESSED, CAST
IN PLACE CONCRETE SHALL BE AS FOLLOWS:
CONDITION COVER
CAST AGAINST EARTH 3"
EXPOSED TO WEATHER
#5 AND SMALLER 1-1/2"
#6 AND LARGER 2"
SLAB-ON-GRADE 2"
10.EMBEDS -ALL ITEMS TO BE CAST INTO CONCRETE SUCH AS REINFORCING
DOWELS, BOLTS, ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY
AND ACCURATELY POSITIONED INTO THE FORMS PRIOR TO PLACING THE
CONCRETE.
11.ALL CONCRETE EXPOSED TO THE WEATHER TO BE AIR ENTRAINED AND
SHALL CONFORM TO ASTM C-260.
12.PROVIDE CONTINUOUS REINFORCING BARS UNLESS WHERE SPLICES ARE
SPECIFICALLY SHOWN ON THE DRAWINGS.
13.CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING
CHLORIDE SALTS SHALL NOT BE ADDED TO THE CONCRETE.
AUGMENTATION UNIT ANCHORAGE
NTS
4.5" MIN
EDGE DISTANCE
CONCRETE
PAD
AALTERNATE AUGMENTATION UNIT ANCHORAGE
NTS
CONCRETE PAD
3
8" THICK A36 PAINTED
STEEL PLATE
TOP VIEW
(2) 5
8" DIA. A325 GALV.
THRU BOLTS
B
CONCRETE PAD
1" TYP.1" TYP.
NOTCH CONCRETE TO
ACCOMMODATE BOLT
HEAD
4.5" MIN
ANCHOR EDGE
DISTANCE
5/8" DIA SS HILTI KWIK
BOLT TZ2 INSTALLED
PER ESR-4266 W/ 4.5"
NOMINAL EMBED
OR
5/8" DIA. SS HILTI
HIT-HY 200 V3
ADHESIVE ANCHOR
INSTALLED PER
ESR-4868 W/4.5"
EMBED
FILL W/ NON-SHRINK
GROUT
EA.
EA.
1" TYP.
5.5"
MAX
6"
SIDE OF (N) AUGMENTATION
UNIT
EDGE OF CONCRETE PAD
WHERE OCCURS
SIDE OF
(E) MEGAPACK
6" MIN
5/8" DIA SS HILTI KWIK BOLT TZ2
INSTALLED PER ESR-4266 W/ 4.5"
NOMINAL EMBED OR
5/8" DIA. SS HILTI HIT-HY 200 V3
ADHESIVE ANCHOR INSTALLED
PER ESR-4868 W/4.5" EMBED
POWER CABINET ANCHORAGE
NTSC
2.5" MIN
EDGE DISTANCE
CONCRETE
PAD
1/2" DIA SS HILTI KWIK BOLT TZ2
INSTALLED PER ESR-4266 W/ 3"
NOMINAL EMBED OR
1/2" DIA. SS HILTI HIT-HY 200 V3
ADHESIVE ANCHOR INSTALLED
PER ESR-4868 W/3" EMBED
(E) MEGAPACK 2, TYP.
51
2"
4"
4"
3'-1"
4"
4"
6"
1'-7"3'
2'
(N) POWER SUPPLY CABINET
(N) AUGMENTATION UNIT, TYP.
(N) WORKING CLEARANCE
(N) WORKING CLEARANCE10"
1"12"0
PROPRIETARY AND CONFIDENTIAL
ABCDEFGH
1
2
3
4
5
6
DA
T
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NO
.
RE
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I
S
I
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N
ORIGINAL SIZE 24"X36"
SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
02
/
1
6
/
2
4
A
C
H
A
N
G
E
S
T
O
E
L
E
C
T
R
I
C
A
L
S
H
E
E
T
S
05
/
0
3
/
2
4
B
AD
D
I
T
I
O
N
A
L
A
U
G
M
E
N
T
A
T
I
O
N
U
N
I
T
S
AD
D
E
D
B
CA
L
P
I
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E
I
I
&
I
I
I
13
1
2
E
W
A
R
N
E
R
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
STRUCTURAL
DETAILS
S-501
REV: B IFP
VQUIRINDONGOPLOT DATE: 5/10/2024 10:26 AM
JB-9275066
CA
L
P
I
N
E
ME
G
A
P
A
C
K
S
Y
S
T
E
M
A
U
G
M
E
N
T
A
T
I
O
N
N
S
EW
ENLARGED STRUCTURAL SITE FOR MP2 - PLAN VIEW
1/2" = 1'-0"0 1/2 1/4
A & B
-
C
-
POWER SUPPLY CABINET
NTS
Yoo Jin
Kim
Digitally signed by
Yoo Jin Kim
Date: 2024.05.10
10:29:45 -07'00'
1312 E Warner Ave
2/10/2025
POWER SUPPLY CABINET ANCHORAGEB
(E) COLUMN
1/2" DIA SS OR GALVANIZED
THROUGH BOLT (A307 OR
BETTER)
(E) GRADE
ALTERNATE AUGMENTATION UNIT ANCHORAGE
NTS
(E) GRAVEL
1/2" DIA. SS OR GALVANIZED
THROUGH BOLT (A307 OR
BETTER)
M18 - 5/8 HOLLO-BOLT
BY LINDAPTER, PER ESR-3330,
TYP OF 2
(E) GRAVEL
(N) (2) HSS 6x2x3/8 ATTACHED
W/ C4x7.25 MEMBER
SECTION - AA
SECTION - BB
BOTTOM OF
(N) AUGMENTATION UNIT
3"@6"
1/2" DIA. SS OR GALVANIZED
THROUGH BOLT (A307 OR
BETTER)
LENGTH TO COVER
ANCHOR AUGMENTATION
EDGE
(E) COLUMN
(E) COLUMN
SIDE OF (N) POWER
SUPPLY
(E) GRAVEL
(E) GRADE
2" MIN.
(E) C12 CHANNEL
(E) C12 CHANNEL
1.5" MIN
6" FROM FACE OF
MEGAPACK TO FACE OF
AUGMENTATION UNIT
SIDE OF (E) MEGAPACK
1'-81
4"
(E) W8 COLUMN
(12) PER CHANNEL
3'-6"3'-6"3'-6"
6"
6"
1.5" MIN
CLEAR FROM
HSS STEEL EDGE
6"
4"6"6"
6"
MIN
6"
4"1'
12"
1.5" MIN CLEAR FROM
HSS STEEL EDGE
(E) C12 CHANNEL
1'-81
4"
(E) W8 COLUMN
(12) PER CHANNEL
3'-6"3'-6"3'-6"
6"
6"
1.5" MIN
CLEAR FROM
HSS STEEL EDGE
6"
4"6"6"
6"
MIN
6"
4"1'
12"
1.5" MIN CLEAR FROM
HSS STEEL EDGE
(E) C12 CHANNEL
1"12"0
PROPRIETARY AND CONFIDENTIAL
ABCDEFGH
1
2
3
4
5
6
DA
T
E
NO
.
RE
V
I
S
I
O
N
ORIGINAL SIZE 24"X36"
SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
02
/
1
6
/
2
4
A
C
H
A
N
G
E
S
T
O
E
L
E
C
T
R
I
C
A
L
S
H
E
E
T
S
05
/
0
3
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2
4
B
AD
D
I
T
I
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A
L
A
U
G
M
E
N
T
A
T
I
O
N
U
N
I
T
S
AD
D
E
D
B
CA
L
P
I
N
E
I
I
&
I
I
I
13
1
2
E
W
A
R
N
E
R
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
STRUCTURAL
DETAILS
S-502
REV: B IFP
VQUIRINDONGOPLOT DATE: 5/10/2024 10:26 AM
JB-9275066
CA
L
P
I
N
E
ME
G
A
P
A
C
K
S
Y
S
T
E
M
A
U
G
M
E
N
T
A
T
I
O
N
NS
E
W
0 1/2 1/4
B
-A
-
6"4"
SIDE OF (N) AUGMENTATION UNIT
(ABOVE HSS STEEL TUBE AND CHANNEL)
SIDE OF (E) MEGAPACK
(2) M18 - 5/8 HOLLO-BOLT
BY LINDAPTER, PER ESR-3330 (N) (2) HSS 6x2x3/8 ATTACHED
W/ C4x7.25 MEMBER
1'-9"
TOP VIEW
3"
1.5" MIN
CLEAR FROM
HSS STEEL EDGE
1/2" DIA. SS OR GALVANIZED
THROUGH BOLT (A307 OR
BETTER)
6"
BB
AA
NS
E
W
ENLARGED STRUCTURAL SITE MP2 XL - PLAN VIEW
1/2" = 1'-0"0 1/2 1/4
B
-A
-
3"@6"
A
(N) (2) HSS 6X2X3/8 ATTACHED
W/ C4X7.25 MEMBER
(E) MEGAPACK 2 XL
(WT=84,000 LBS)(N) AUGMENTATION UNIT
(WT=10,500 LBS)
(N) POWER SUPPLY
(WT= 364 LBS)
SIDE OF (E) MEGAPACK
(2) M18 - 5/8 HOLLO-BOLT
BY LINDAPTER, PER ESR-3330
1.5" MIN
CLEAR FROM
HSS STEEL EDGE
SIDE OF (N) AUGMENTATION UNIT
(ABOVE HSS STEEL TUBE AND CHANNEL)
(N) (2) HSS 6x2x3/8 ATTACHED
W/ C4x7.25 MEMBER
1/2" DIA. SS OR GALVANIZED
THROUGH BOLT (A307 OR
BETTER)
6"4"1'-9"3"
6"
BB
AA
B
EDGE OF (N) HSS STEEL
EDGE OF (N) HSS STEEL
Yoo Jin
Kim
Digitally signed by
Yoo Jin Kim
Date: 2024.05.10
10:29:38 -07'00'
1312 E Warner Ave
2/10/2025
(E) MEGAPACK 2
TYP. OF 28
(N) AUGMENTATION UNIT, TYP. of 72
(N) POWER SUPPLY CABINET,
TYP. 1 PER AUGMENTATION UNIT
(E) TRANSFORMER, TYP.
FUTURE
AUGMENTATION
UNIT, TYP.
(E) MEGAPACK 2 XL
TYP. OF 44
AREAS OF INTEREST
(N) AUGMENTATION UNIT
(E) LIGHT POLE
(E) UTILITY POLE
PROPERTY LINE
SITE LEGEND
(E) FENCE
(E) MEGAPACK 2
ENCLOSURE
FUTURE AUGMENTATION
UNIT
(E) MEGAPACK 2 XL
ENCLOSURE
1"12"0
PROPRIETARY AND CONFIDENTIAL
ABCDEFGH
1
2
3
4
5
6
DA
T
E
NO
.
RE
V
I
S
I
O
N
ORIGINAL SIZE 24"X36"
SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
02
/
1
6
/
2
4
A
CH
A
N
G
E
S
T
O
E
L
E
C
T
R
I
C
A
L
S
H
E
E
T
S
05
/
0
3
/
2
4
B
AD
D
I
T
I
O
N
A
L
A
U
G
M
E
N
T
A
T
I
O
N
U
N
I
T
S
AD
D
E
D
B
CA
L
P
I
N
E
I
I
&
I
I
I
13
1
2
E
W
A
R
N
E
R
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
ELECTRICAL
SITE PLAN
E-101
REV: B IFP
VQUIRINDONGOPLOT DATE: 5/22/2024 9:22 AM
JB-9275066
CA
L
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I
N
E
ME
G
A
P
A
C
K
S
Y
S
T
E
M
A
U
G
M
E
N
T
A
T
I
O
N
NS
E
W
ELECTRICAL SITE PLAN
1" = 20'0 20'40'
B
B
B
1312 E Warner Ave
2/10/2025
1"12"0
PROPRIETARY AND CONFIDENTIAL
ABCDEFGH
1
2
3
4
5
6
DA
T
E
NO
.
RE
V
I
S
I
O
N
ORIGINAL SIZE 24"X36"
SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
02
/
1
6
/
2
4
A
CH
A
N
G
E
S
T
O
E
L
E
C
T
R
I
C
A
L
S
H
E
E
T
S
05
/
0
3
/
2
4
B
AD
D
I
T
I
O
N
A
L
A
U
G
M
E
N
T
A
T
I
O
N
U
N
I
T
S
AD
D
E
D
B
CA
L
P
I
N
E
I
I
&
I
I
I
13
1
2
E
W
A
R
N
E
R
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
SINGLE LINE
DIAGRAM
E-300
REV: B IFP
VQUIRINDONGOPLOT DATE: 5/22/2024 9:22 AM
JB-9275066
CA
L
P
I
N
E
ME
G
A
P
A
C
K
S
Y
S
T
E
M
A
U
G
M
E
N
T
A
T
I
O
N
REFERENCE ONLY
SEE PREVIOUS PERMIT
1312 E Warner Ave
2/10/2025
STATIC
SHIELD
CLF
EXP
GXoBGXoA
G
2#4/0
CU GEC
'AC-3.1B'
'AC-3.1A''AC-3.1C'
TESLA
MEGAPACK
3.1B
TESLA
MEGAPACK
3.1A
TESLA
MEGAPACK
3.1D
TESLA
MEGAPACK
3.1C
'AC-3.1D'
'MV-3.2'
8" PVC WITH:
(3) 1/C 1000MCM AL MV-105, 15KV 100% EPR
INCLUDE 1#2/0G CU-XHHW2 (600V)
BESS TRANSFORMER 3.1
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.43%, X/R=9.20
NOTES:
1. XoB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XoA TO BE REMOVED OR
CAPPED FROM USE.
BESS TRANSFORMER 3.2
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.31%, X/R=9.10
NOTES:
1. XOB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XOA TO BE REMOVED OR
CAPPED FROM USE.
BESS TRANSFORMER 3.3
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.43%, X/R=9.13
NOTES:
1. XoB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XoA TO BE REMOVED OR
CAPPED FROM USE.
BESS TRANSFORMER 3.4
1.800 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.62%, X/R=8.88
NOTES:
1. Xo TO BE BONDED TO
GROUND PAD IN LV CABINET.
STATIC
SHIELD
CLF
EXP
GXoBGXoA
G
2#4/0
CU GEC
'AC-3.2B'
'AC-3.2A''AC-3.2C'
TESLA
MEGAPACK
3.2B
TESLA
MEGAPACK
3.2A
TESLA
MEGAPACK
3.2D
TESLA
MEGAPACK
3.2C
'AC-3.2D'
'MV-3.2'
8" PVC WITH:
(3) 1/C 1000MCM AL MV-105, 15KV 100% EPR
INCLUDE 1#2/0G CU-XHHW2 (600V)
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
750MCM CU GEC 750MCM CU GEC
INTEGRATED FUSE,
SERVICEABLE ONLY
BY TESLA
FACTORY INSTALLED
DC CONNECTION
TORQUE AC TERMINALS
PER INSTALLATION MANUAL
1600A
3P
LSIG
BATTERY / CONVERTER
MODULE (TYP)
FACTORY INSTALLED INTEGRATED
THERMAL & OVER CURRENT PROTECTION
480V INVERTER AC OUTPUT
UNGROUNDED DC SYSTEM
INTEGRATED GFCI
CTRL
1" EMT WITH:
CU CAT 6A F/UTP
SHIELDED CABLE
TO FNE
ENCLOSURE
WIREWAY WITH:
1#750MCM EGC CU-XHHW2-TC
& 4 SETS OF: 3#750MCM AL-XHHW2-TC
G TESLA MEGAPACK 4.1A
4-HOUR RATED
480V, 1,082.5A OUTPUT
761.9 KW, 900.0KVA
3,047.6 kWh CAPACITY
AC & DC GFCI
85kAIC
NEMA 3R
NOTE:
CONTRACTOR IS RESPONSIBLE
FOR INSTALLING TESLA MEGAPACK
PER INSTALLATION MANUAL
TYPICAL TESLA MEGAPACK
STATIC
SHIELD
CLF
EXP
GXoBGXoA
'MV-3.1'
2 SETS OF 5"
PVC EACH WITH:
(3) 1/C 500MCM
AL MV-105,
15KV 133% EPR
INCLUDE 1#2/0G
CU-XHHW2 (600V)
TO T1 SWITCHGEAR
BREAKER 52-F3
SEE E300
G
2#4/0
CU GEC
'AC-4.1B'
'AC-4.1A''AC-4.1C'
TESLA
MEGAPACK
4.1B
TESLA
MEGAPACK
4.1D
TESLA
MEGAPACK
4.1C
'AC-4.1D'
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
750MCM CU GEC
'MV-3.1'
2 SETS OF 5"
PVC EACH WITH:
(3) 1/C 500MCM
AL MV-105,
15KV 133% EPR
INCLUDE 1#2/0G
CU-XHHW2 (600V)
TO T1 SWITCHGEAR
BREAKER 52-F3
SEE E300
STATIC
SHIELD
CLF
EXP
GXoBGXoA
G
2#4/0
CU GEC
'AC-3.3B'
'AC-3.3A''AC-3.3C'
TESLA
MEGAPACK
3.2B
TESLA
MEGAPACK
3.3A
TESLA
MEGAPACK
3.3D
TESLA
MEGAPACK
3.3C
'AC-3.3D'
'MV-3.3'
8" PVC WITH:
(3) 1/C 1000MCM AL MV-105, 15KV 100% EPR
INCLUDE 1#2/0G CU-XHHW2 (600V)
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
750MCM CU GEC
STATIC
SHIELD
CLF
EXP
GXo
G
2#4/0
CU GEC
'AC-3.4B'
'AC-3.4A''AC-3.4C'
TESLA
MEGAPACK
3.4B
TESLA
MEGAPACK
3.4A
TESLA
MEGAPACK
3.4D
TESLA
MEGAPACK
3.4C
'AC-3.4D'
750MCM CU GEC
(3) SAs
10kV
8.4MCOV
BESS TRANSFORMER 4.1
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.09%, X/R=8.49
NOTES:
1. XoB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XoA TO BE REMOVED OR
CAPPED FROM USE.
BESS TRANSFORMER 4.2
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.38%, X/R=9.0
NOTES:
1. XoB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XoA TO BE REMOVED OR
CAPPED FROM USE.
STATIC
SHIELD
CLF
EXP
GXoBGXoA
G
2#4/0
CU GEC
'AC-4.2B'
'AC-4.2A''AC-4.2C'
TESLA
MEGAPACK
4.2B
TESLA
MEGAPACK
4.2A
TESLA
MEGAPACK
4.2D
TESLA
MEGAPACK
4.2C
'AC-4.2D'
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
750MCM CU GEC 750MCM CU GEC
BESS TRANSFORMER 4.3
3,600 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.36%, X/R=9.18
NOTES:
1. XoB TO BE BONDED TO
GROUND PAD IN LV CABINET B.
2. XoA TO BE REMOVED OR
CAPPED FROM USE.
BESS TRANSFORMER 4.4
1.800 KVA
PAD MOUNTED
FR-3 COOLED KNAN
PRI: 13.8kV, 3∅, 3W
SEC: 480Y/277V, 3∅, 4W
Z=6.65%, X/R=8.88
NOTES:
1. Xo TO BE BONDED TO
GROUND PAD IN LV CABINET.
STATIC
SHIELD
CLF
EXP
GXoBGXoA
G
2#4/0
CU GEC
'AC-4.3B'
'AC-4.3A''AC-4.3C'
TESLA
MEGAPACK
4.2B
TESLA
MEGAPACK
4.3A
TESLA
MEGAPACK
4.3D
TESLA
MEGAPACK
4.3C
'AC-4.3D'
PROVISIONAL
750MCM CU
GEC TO BE
CAPPED AND
NOT CONNECTED
750MCM CU GEC
STATIC
SHIELD
CLF
EXP
GXo
G
2#4/0
CU GEC
'AC-4.4B'
'AC-4.4A''AC-4.4C'
TESLA
MEGAPACK
4.4B
TESLA
MEGAPACK
4.4A
TESLA
MEGAPACK
4.4D
TESLA
MEGAPACK
4.4C
'AC-4.4D'
750MCM CU GEC
(3) SAs
10kV
8.4MCOV
1"12"0
PROPRIETARY AND CONFIDENTIAL
ABCDEFGH
1
2
3
4
5
6
DA
T
E
NO
.
RE
V
I
S
I
O
N
ORIGINAL SIZE 24"X36"
SHEET SIZE ARCH "D"
3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
02
/
1
6
/
2
4
A
CH
A
N
G
E
S
T
O
E
L
E
C
T
R
I
C
A
L
S
H
E
E
T
S
05
/
0
3
/
2
4
B
AD
D
I
T
I
O
N
A
L
A
U
G
M
E
N
T
A
T
I
O
N
U
N
I
T
S
AD
D
E
D
B
CA
L
P
I
N
E
I
I
&
I
I
I
13
1
2
E
W
A
R
N
E
R
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
SINGLE LINE
DIAGRAM
E-301
REV: B IFP
VQUIRINDONGOPLOT DATE: 5/22/2024 9:22 AM
JB-9275066
CA
L
P
I
N
E
ME
G
A
P
A
C
K
S
Y
S
T
E
M
A
U
G
M
E
N
T
A
T
I
O
N
REFERENCE ONLY MP 2
SEE PREVIOUS PERMIT
1312 E Warner Ave
2/10/2025
BATTERY ENERGY STORAGE SYSTEM EQUIPMENT:GENERAL NOTES
POD - SCE JOHANNA SUBSTATION 220kV
M
M
PR
3
TRANSFORMER "T2"
33/44/55MVA
69KV DELTA PRIMARY
13.8KV WYE-G SECONDARY
PR
5 5 2 2 2
6
7
8
(E) CONTROL HOUSE
SANTA ANA PHASE III
(E) SUBSTATION
MV CONDUIT SCHEDULE
8
LEGEND:
2
3
4
5
UTILITY
& CAISO
METER
KEYED NOTES
1
7
ɸ
SANTA ANA STORAGE
PHASE III
40 MWAC - 4 HOUR
EQUIPMENT NAMING CONVENTION
6 6
1312 E. WARNER AVE.
SANTA ANA, CA 92705
MV FEEDER SCHEDULE
4
1
1 ONE-LINE DIAGRAM
-SCALE: NTS
222028
WRY
E-2.0
CG
NONE
52
ON
E
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(650) 681-5000
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DIAGRAM
E-302
REV: B IFP
VQUIRINDONGOPLOT DATE: 5/22/2024 9:22 AM
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REFERENCE ONLY MP 2 XL
SEE PREVIOUS PERMIT
B
1312 E Warner Ave
2/10/2025
(E) MEGAPACK
TO XFMR
480/277V
3Φ 4W
FUTURE
AUGMENTATION
CONNECTIONS
(E) 1600A/3P
(N) POWERPACK 3
AUGMENTATION UNIT,
TYP.
EXISTING BATTERY MODULES
300 MCM CU, XHHW-2
(3) WIRE + GND
A GROUNDING DIAGRAM
G
(N) POWERPACK 3
AUGMENTATION UNIT
(N) EGC
4/0 AWG CU.
G
(E) MEGAPACK 2
TO
TRANSFORMER
(E) GROUNDED
CONDUCTOR AND
CONNECTIONS
LEGEND
IRREVERSIBLE SPLICE OR
CRIMP PER NEC 250.64(C)
NEC 250.52(A)-COMPLIANT
GROUNDING ELECTRODE
PRIMARY OR SECONDARY
COMMON TERMINAL, AS
APPLICABLE
G
TERMINAL ON NEUTRAL
OR GROUND BUSBAR
N
O
NEUTRAL BUSBAR
GROUND BUSBAR
E701.118 DC CONDUIT AND JUNCTION BOXES LABEL RB
POWER SUPPLY CABINET WARNING LABEL
NTSE
NOTE:
1. MARKING PER ART 690.56
2. REFLECTIVE, WATER RESISTANT MATERIAL
3. RED BACKGROUND
4. WHITE LETTERING, ALL CAPITAL LETTERS, ARIAL NON-BOLD FONT
5. TEXT HEIGHT: 3/8" MIN.
CAUTION: SHOCK HAZARD
6"
3
4"
B TYP. AUGMENTED MEGAPACK 2 OR MEGAPACK 2 XL WITH POWER SUPPLY
TESLA SUPPLIED KEPS NUT WITH
INTEGRATED SPRING WASHER.
TORQUE TO MFR SPECIFICATIONS & MARK
WITH PAINT PEN AFTER TORQUING.
UL-LISTED, 600V-RATED CRIMP. ONLY USE
MFR-APPROVED CRIMP TOOL & DIE FOR
CONNECTOR SIZE. APPLY ANTIOXIDANT
COMPOUND BEFORE CRIMPING.
BUSBAR OR TRANSFORMER
SPADE TERMINATIONS TO BE
COMPRESSION LUGS ONLY.
BUSBAR WITH INTEGRATED STUD
E501.101 COMPRESSION LUG TERMINATION DETAIL RA
COMPRESSION LUG TERMINATION DETAIL
NTSC
QTY (1) - 4 HR RATED
480V
480 kWh
85kAIC
NEMA 3R
(N) POWERPACK 3
POWER SUPPLY
CABINET, TYP.
TO PP3 DC
LOADS
(N) BOLTED CONNECTION
TO AC BUSBAR
(N) PSR FUSES
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3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
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DETAILS
E-501
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SHEET NOTES:
1.NO MORE THAN 72 AUGMENTATION UNITS TO BE
INSTALLED.
2.NO MORE THAN ONE AUGMENTATION UNIT PER MEGAPACK.
3.EXACT LOCATION OF EACH AUGMENTATION UNIT TO BE
DETERMINED AT TIME OF INSTALLATION.
B
B
B
B
1312 E Warner Ave
2/10/2025
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3500 DEER CREEK RD.
PALO ALTO, CA 94304
(650) 681-5000
02
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CUTSHEETS
E-601
REV: B IFP
VQUIRINDONGOPLOT DATE: 5/22/2024 9:22 AM
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1312 E Warner Ave
2/10/2025
ALL WORK SHALL COMPLY WITH ALL STATE AND LOCAL CODES AND ANY OTHER
REGULATING AUTHORITIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE
WORK.
PRIOR TO COMMENCEMENT OF ANY WORK, THE CONTRACTOR SHALL VERIFY
EXISTING CONDITIONS AND NOTIFY THE DESIGN PROFESSIONAL IN RESPONSIBLE
CHARGE FROM TESLA OF ANY DISCREPANCIES. ANY WORK PERFORMED IN
CONFLICT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED AT THE
SUBCONTRACTORS SOLE EXPENSE.
SUBCONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO TESLA
FOR APPROVAL BEFORE MAKING ANY CHANGES. DEVIATION FROM PLANS BEFORE
WRITTEN APPROVAL FROM TESLA PLACES LIABILITY ON THE SUBCONTRACTOR.
ALL EQUIPMENT SHALL BE MOUNTED AS SHOWN. WHERE DETAILS ARE NOT
PROVIDED, CONTRACTOR SHALL USE STANDARD CONSTRUCTION PRACTICES.
ALL SURFACES SHALL BE PATCHED AND PAINTED AROUND NEW DEVICES AND
EQUIPMENT TO MATCH EXISTING FINISHES.
ANY METAL SHAVINGS FROM SITE WORK SHALL BE CLEANED FROM ALL SURFACES
WHERE OXIDIZED OR CONDUCTIVE METAL SHAVINGS MY CAUSE RUST, ELECTRICAL
SHORT CIRCUITS, OR OTHER DAMAGE.
APPROVALS FROM BUILDING INSPECTORS SHALL NOT CONSTITUTE AUTHORITY TO
DEVIATE FROM THE DRAWINGS.
NEW PAVEMENT INSTALLED AS PART OF THIS PROJECT SHALL MATCH EXISTING
PAVEMENT SECTION. ASPHALT AND GAB DEPTHS SHALL BE MAINTAINED.
GENERAL NOTES
GENERAL NOTES
1.ALL ELECTRICAL WORK SHALL COMPLY WITH THE NATIONAL ELECTRIC CODE
AS AMENDED BY APPLICABLE STATE AND LOCAL CODES.
2.ALL WIRING SHALL BE MANAGED IN A PROFESSIONAL, WORKMAN-LIKE
MANNER AND MUST BE SUPPORTED, SECURED, AND PROTECTED TO
PREVENT DAMAGE.
3.AC CIRCUIT CONDUCTORS SHALL BE IDENTIFIED BY PHASE AND SYSTEM PER
ART 210.5 OR 215.12. UNLESS OTHERWISE REQUIRED BY ART 210.5(1) OR AHJ,
COLOR-CODING OF POWER CONDUCTORS SHALL BE AS FOLLOWS:
CONDUCTOR 277/480V 120/208V
PHASE A BROWN BLACK
PHASE B ORANGE RED
PHASE C YELLOW BLUE
NEUTRAL GRAY WHITE
4.DC CIRCUIT CONDUCTORS SHALL BE IDENTIFIED PER ART 210.5 OR 215.12:
CONDUCTOR STD COLOR ALT COLOR
DC+RED RED-STRIPED
DC-BLACK BLACK-STRIPED
5.TERMINATIONS OF AC, DC, AND COMMUNICATIONS CONDUCTORS SHALL BE
PROFESSIONALLY AND LEGIBLY LABELED WITH CIRCUIT SCHEDULE
IDENTIFIER, CONDUCTOR SIZE (AS APPLICABLE) AND TERMINATION TORQUE.
6.ALL EQUIPMENT SHALL BE LISTED BY A NRTL IN COMPLIANCE WITH ART 110.3.
WHERE EXISTING NRTL LISTING CANNOT BE MAINTAINED, ENGINEERING
APPROVAL SHALL BE OBTAINED PRIOR TO EQUIPMENT MODIFICATION, AND
THE EQUIPMENT SHALL BE RELISTED BY A SUITABLE NRTL.
7.UNDERGROUND CONDUCTORS & CABLES TO BE INSTALLED IN CONDUIT UON.
8.ALL WIRES SHALL BE PROVIDED WITH STRAIN RELIEF AT ALL ENTRY INTO
BOXES AS REQUIRED BY NRTL LISTING.
9.REFER TO MANUFACTURER'S CURRENT PLANNING AND INSTALLATION
MANUAL FOR TORQUE SPECS FOR ALL BOLTS AND TERMINAL CONNECTIONS.
10.ALL CONDUCTOR TERMINATIONS ON BUSSING OR TRANSFORMER SPADES
SHALL BE MADE WITH HIGH-PRESS CRIMP LUGS UON.
11.ALL TERMINATIONS OF ALUMINUM CONDUCTORS SHALL BE PROPERLY
INSTALLED WITH BEST PRACTICES INCLUDING BUT NOT LIMITED TO:
·USE OF TERMINATION EQUIPMENT RATED FOR ALUMINUM AT THE
CONDUCTOR TEMPERATURE, CURRENT, AND VOLTAGE
·ALLOWANCE FOR MOVEMENT DUE TO THERMAL
EXPANSION/CONTRACTION
·PROPER COATING OF EXPOSED ALUMINUM WITH ANTI-OXIDIZATION
COMPOUND
·USE OF CALIBRATED DEVICES TO TORQUE AND MARK TERMINALS TO
REQUIRED SETTINGS
12.DUCT SEAL COMPOUND SHALL BE APPLIED WHEREVER CONDUITS
TRANSITION INDOOR/OUTDOOR OR UNDERGROUND/ABOVEGROUND. REFER
TO EQUIPMENT NOTES FOR ADDITIONAL DUCT SEAL REQUIREMENTS.
13.BELL ENDS SHALL BE INSTALLED WHEREVER CONDUIT ENTERS EQUIPMENT
FROM UNDERGROUND AND WHEREVER POTENTIAL FOR DAMAGE TO
CONDUCTORS IS PRESENT AT ANY POINT. BELL ENDS SHALL NOT PREVENT
THE USE OF GROUNDING FITTINGS OR COUPLERS WHEN REQUIRED.
14.ALL STUB-UPS WITHIN FLOOR-MOUNTED EQUIPMENT SHALL BE 3-5" ABOVE
FINISHED GRADE.
15.ALL CONDUITS EXPOSED TO VEHICULAR OR EQUIVALENT PHYSICAL DAMAGE
SHALL BE RIGID GALVANIZED STEEL.
16.GROUND LUGS SHALL BE RATED FOR THEIR ENVIRONMENT AND CONDITION
OF USE.
ELECTRICAL NOTES
1.LOAD SIDE INTERCONNECTIONS SHALL COMPLY WITH NEC ART 705.12(B).
2.WHERE THE INTERCONNECTION POINT OCCURS ON FEEDERS, THE FEEDER
AMPACITY SHALL NOT BE LESS THAN THE SUM OF ALL THE SOURCES
CONNECTED TO THE FEEDER UNLESS THE FEEDER IS PROTECTED ON THE
LOAD SIDE OF THE INTERCONNECTION POINT WITH OVERCURRENT
PROTECTION NO GREATER THAN THE AMPACITY OF THE FEEDER.
3.TAP CONNECTIONS SHALL COMPLY WITH ART 240.21(B).
4.WHERE THE SUM OF ALL THE OVERCURRENT DEVICE RATINGS ON THE
PANEL LOAD SIDE OF A MAIN OVERCURRENT PROTECTION DEVICE ARE LESS
THAN THE RATING OF THE PANEL, PERMANENT WARNING LABELS WITH THE
FOLLOWING WORDING MUST BE APPLIED:
WARNING:
THIS EQUIPMENT FED BY MULTIPLE SOURCES. TOTAL RATING OF ALL
OVERCURRENT DEVICES EXCLUDING MAIN SUPPLY OVERCURRENT DEVICE
SHALL NOT EXCEED THE AMPACITY OF THE BUSBAR.
5.WHERE THE SUM OF THE UTILITY OVERCURRENT DEVICE AND 125% OF
INVERTER OUTPUT CIRCUIT CURRENT DOES NOT EXCEED 120% OF THE
RATING OF THE BUSBAR, THE INTERCONNECTION POINT MUST BE ON THE
OPPOSITE END OF THE BUSBAR FROM THE INCOMING UTILITY SOURCE AND
A PERMANENT WARNING LABEL MUST BE APPLIED TO THE
INTERCONNECTION POINT.
6.LOAD SIDE INTERCONNECTIONS SHALL BE MADE IN ACCORDANCE WITH THE
EQUIPMENT MANUFACTURER'S INSTRUCTIONS AND SHALL NOT INVALIDATE
THE NRTL LISTING OF THE EQUIPMENT. WHERE EXISTING NRTL LISTING
CANNOT BE MAINTAINED, EQUIPMENT MUST BE RELISTED BY AN APPROVED
NRTL SUITABLE FOR THE EQUIPMENT.
UTILITY-INTERACTIVE INVERTER
LOAD-SIDE INTERCONNECTION NOTES
1.CAT5E/6 SHIELDED CABLE RUNS, WHICH INCLUDE INDIVIDUAL DAISY CHAINS
OF INVERTERS FOR DIRECT MONITORING, HAVE A MAXIMUM TOTAL
DISTANCE OF 328 FEET (100M) PER CHAIN.
2.RS485 CABLE RUNS, WHICH INCLUDE INDIVIDUAL DAISY CHAINS OF
INVERTERS FOR DIRECT MONITORING, HAVE A MAXIMUM TOTAL DISTANCE
OF 3280 FEET (1000M) PER CHAIN.
3.SWITCHES, METERS, POWERPACK CONTROLLERS, CT'S, AND PT'S, AND
CONDUCTORS MARKED "PRE-INSTALLED" IN THE LINE DIAGRAM WILL ARRIVE
TO SITE PRE-INSTALLED WITHIN THE SWITCHBOARD, AND WILL NOT REQUIRE
ANY FIELD INSTALLATION OR MODIFICATION OF ANY KIND.
4.FIBER OPTIC CABLE RUNS SHALL UTILIZE OUTDOOR DUCT OR DIRECT BURIAL
RATED SINGLE MODE (OS2) CABLES COMPATIBLE WITH COMMUNICATION
WAVELENGTHS BETWEEN 1310 - 1550 NM.
COMMUNICATION NOTES
GENERAL NOTES
1.REFER TO THE SPECIFIC PRODUCT MANUFACTURER'S INSTALLATION AND
OPERATION MANUAL FOR MORE INFORMATION.
2.BATTERY ENERGY STORAGE SYSTEM (BESS) SHALL BE SERVICED ONLY BY
MANUFACTURER-CERTIFIED TECHNICIANS.
3.SECONDARY CONTAINMENT IS NOT REQUIRED FOR THE BATTERY BESS.
4.BATTERY PACK DC CONNECTIONS TO BESS INVERTER SHALL ONLY BE MADE
WITH MANUFACTURER-PROVIDED CONDUCTOR HARNESSES.
5.BESS DISCONNECTING MEANS SHALL BE LABELED PER ART 706.7(D). BESS
AND INTERCONNECTION SHALL BE LABELED PER ART 706.11.
BESS NOTES
SITE LEGEND
(E) ACCESSIBLE PARKING
SPACE
(E) LIGHT POLE
FH (E) FIRE HYDRANT
G
E
SS
SD
T
TV
?
W
GV
HB
IV
WV
WR
T
CO
(E) STORM MANHOLE
(E) GUY WIRE - ELECTRIC
(E) HOSE BIB
(E) GAS VALVE
(E) IRRIGATION VALVE
(E) WATER VALVE
(E) SPRINKLER HEAD
(E) WATER RISER
(E) SPRINKLER HEAD
(E) CLEANOUT
(E) ELECTRIC MANHOLE
(E) GAS MANHOLE
(E) SANITARY SEWER
MANHOLE
(E) TELEPHONE MANHOLE
(E) TELEVISION MANHOLE
(E) UNKNOWN MANHOLE
(E) POTABLE WATER
MANHOLE
(E) UTILITY POLE -
ELECTRIC
(E) UTILITY POLE -
TELEPHONE
(E) GUY WIRE
(E) TREE
UE (E) UNDERGROUND
ELECTRIC LINE
ST (E) UNDERGROUND
STORM DRAIN LINE
WL (E) UNDERGROUND
WATER LINE
UG (E) UNDERGROUND
GAS LINE
OE (E) OVERHEAD
ELECTRIC LINE
UT (E) UNDERGROUND
TELEPHONE LINE
SS (E) UNDERGROUND
SANITARY SEWER LINE
(E) VENT PIPE
(E) ROOF ACCESS HATCH
(E) EXHAUST FAN
(E) SKYLIGHT
(E) HVAC UNIT
(E) OPERABLE SKYLIGHT
(E) CONDENSATION
CONDUIT LINEWL
GAS
ELE
(E) GAS CONDUIT LINE
(E) ELECTRICAL
CONDUIT LINE
(E) UTILITY POLE
GENERAL NOTES
1.TESLA, AT THE TIME OF INSTALLATION, SHALL CONFIGURE THE AUGMENTED
MEGAPACKS SUCH THAT:
1.1.THE INTERNAL MEGAPACK CONTROLLER ADJUSTS THE MAXIMUM
ALLOWABLE CURRENT OF THE INVERTERS WITH FIRMWARE SO THAT
THE AUGMENTED MEGAPACK'S CURRENT CAPABILITY AND THUS KVA
RATING ARE MAINTAINED, REGARDLESS OF THE NUMBER OF INVERTERS.
1.2.THE CURRENT IS LIMITED AT THE INVERTER LEVEL, THE SHORT-CIRCUIT
CONTRIBUTION OF THE AUGMENTED MEGAPACK REMAINS UNCHANGED.
BESS AUGMENTATION NOTES
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(650) 681-5000
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G-002
REV: B IFP
VQUIRINDONGOPLOT DATE: 5/22/2024 9:22 AM
JB-9275066
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1312 E Warner Ave
2/10/2025
EQUIPMENT CONCRETE PAD / ANCHORAGE
CALCULATIONS
PROJECT:
Calpine - Phase 2 & 3 - Megapack System Aygmentation
1312 East Warner Avenue
Santa Ana, CA 92264
REPORT PREPARED FOR:
Tesla, Inc.
3500 Deer Creek Road
Palo Alto, CA 94304
510-647-6816
OWNER:
Calpine Calpine
1312 East Warner Avenue
Santa Ana, CA 92264
PROJECT DESIGNED BY:
Tesla, Inc.
3500 Deer Creek Road
Palo Alto, CA 94304
510-647-6816
1 1312 E Warner Ave
2/10/2025
ASCE Hazards Report
Address:
1312 E Warner Ave
Santa Ana, California
92705
Standard:ASCE/SEI 7-16 Latitude:33.715594
Risk Category:II Longitude:-117.853724
Soil Class:E - Soft Clay Soil Elevation:62.916768952312914 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: Wed Mar 06 2024
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://ascehazardtool.org/Wed Mar 06 2024
2 1312 E Warner Ave
2/10/2025
SS : 1.272
S1 : 0.455
F a : N/A
F v : N/A
SMS : N/A
SM1 : N/A
SDS : N/A
SD1 : N/A
T L : 8
PGA : 0.537
PGA M : 0.625
F PGA : 1.163
Ie : 1
C v : N/A
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
E - Soft Clay Soil
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Wed Mar 06 2024
Page 2 of 3https://ascehazardtool.org/Wed Mar 06 2024
3 1312 E Warner Ave
2/10/2025
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
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provided by the ASCE Hazard Tool.
Page 3 of 3https://ascehazardtool.org/Wed Mar 06 2024
4 1312 E Warner Ave
2/10/2025
1. Lateral Loads Calculation for Equipment (2022 CBC)
1.1 Earthquake Load
Latitude =33.7156 Longitude =-117.8537
Soil Site Class =E
Seismic Use Group =II
From Spectrum Data: (from output of Seismic Design Parameters)
SS =1.272 g SMS =1.5264 g SDS = 2/3 SMS =1.018 g
S1 =0.455 g SM1 =1.045 g SD1 = 2/3 SM1 =0.696 g
Seismic Design Category =D
=1.0 (ASCE 7, 12.3.4.1)
Seismic Design Force :(for Nonstructural Components)
R =2.5 ap =1.0 (ASCE 7, Table 13.6-1)
Ip =1.0 z/h =0.0
Powerpack 3.0 Wp =11,000 lbs
Fp = [0.4 ap SDS Wp / (Rp/Ip)] x (1+2(z/h))(ASCE 7, 13.3-1)
=1,791.0 lbs
Fp,MAX = 1.6 SDS Ip Wp Fp,MIN = 0.3 SDS Ip Wp
=17,909.8 lbs =3358.1 lbs
Therefore Fp =3,358 lbs
Power Supply Cabinet Wp =364 lbs
Fp = [0.4 ap SDS Wp / (Rp/Ip)] x (1+2(z/h))(ASCE 7, 13.3-1)
=59.3 lbs
Fp,MAX = 1.6 SDS Ip Wp Fp,MIN = 0.3 SDS Ip Wp
=592.7 lbs =111.1 lbs
Therefore Fp =111 lbs
5 1312 E Warner Ave
2/10/2025
1.2 Wind Loads on Equipment (2022 CBC)
Basic Wind Speed =95 mph
Exposure =C
Mean Roof Height (h) =8.4 ft < 60 ft
Wind Loads on Other Structures (ASCE 7-10, 29.5 / ASCE 7-16, 29.4)
Powerpack 3.0
W =5.9 ft D =3.6 ft
H =8.4 ft
Eff. Wind Area =49.3 ft2 30.1 ft2
p =qzGCf (lb/ft2)(ASCE 7-10, 29.5-1 / ASCE 7-16, 29.4-1)
where, G =0.85
where, Cf =force coefficient (ASCE 7-10, Fig. 29.5-1 / ASCE 7-16, Fig. 29.4-1)
=1.32
qz = 0.00256 Kz Kzt Kd V2 (lb/ft2)
Kz = 2.01 (z/zg)2/
where z =15.00 ft
zg =900 ft
=9.5
Kz =0.85
Kzt = (1+K1K2K3)2
=1.0
Kd =0.9
Threfore, qz =17.7 psf
Threfore, p =19.8 psf
Wind Force W =977 lbs
6 1312 E Warner Ave
2/10/2025
Power Supply Cabinet
W =2.0 ft D =1.6 ft
H =5.9 ft
Eff. Wind Area =11.8 ft2 9.4 ft2
p =qzGCf (lb/ft2)(ASCE 7-10, 29.5-1 / ASCE 7-16, 29.4-1)
where, G =0.85
where, Cf =force coefficient (ASCE 7-10, Fig. 29.5-1 / ASCE 7-16, Fig. 29.4-1)
=1.35
qz = 0.00256 Kz Kzt Kd V2 (lb/ft2)
Kz = 2.01 (z/zg)2/
where z =15.00 ft
zg =900 ft
=9.5
Kz =0.85
Kzt = (1+K1K2K3)2
=1.0
Kd =0.9
Threfore, qz =17.7 psf
Threfore, p =20.2 psf
Wind Force W =239 lbs
7 1312 E Warner Ave
2/10/2025
1.3 Anchor Bolt Design
Powerpack 3.0 (on Steel Beam)2022 CBC
Wind=977 lbs SDC= D
EQ*Ω=3,358 lbs Ω= 1 (Anchor into Steel Beam)
Load combination used for the design:
0.696 DL + 1.0 EQ
(0.9-0.2SDS) if EQ Governs
1 V =3,358 lbs 1 V x 0.3=1,007 lbs (orthogonal direction)
Hc =8.4 ft. COG =4.2 ft.
Dc =3.8 ft.Wc =3.8 ft.
Wp =0.696 DL
=7,661 lbs
MOT =V x COG MOT =V x COG
=14,027 lb-ft =4,208 lb-ft
MR = Wp x 1/2 Dc MR = Wp x 1/2 Wc
=14,445 lb-ft =14,579 lb-ft
M =MOT - MR M =MOT - MR
=-418 lb-ft =-10,370 lb-ft
Anchor Bolts for Powerpack 3.0
Bolt Number =4 Dia. of Bolt =1/2 inch / A307 or better
T (Tension on Bolt) = (M / Dc) / 2 bolts T (Tension on Bolt) = (M / Wc) / 2 bolts
=0 lbs. =0 lbs.
V (Shear on Bolt) = V / 4 bolts V (Shear on Bolt) = V / 4 bolts
=840 lbs. =252 lbs.
Max. Tension, T =0 lbs. Max. Shear, V =876 lbs.
Fnv =24.0 ksi.Fnt =45.0 ksi.=0.75
A = r2 =0.196 in2
fv =V / A =4.46 ksi. < Fv =18.0 ksi. (O.K.)
ft =T / A =0.00 ksi. < Ft =33.8 ksi. (O.K.)
V
Wp
Hc
T
Dc
8 1312 E Warner Ave
2/10/2025
9 1312 E Warner Ave
2/10/2025
Power Supply Cabinet (on Steel Beam)2022 CBC
Wind=239 lbs SDC= D
EQ*Ω=111 lbs Ω= 1 (Anchor into Steel Beam)
Load combination used for the design:
0.900 DL + 1.0 W
(0.9-0.2SDS) if EQ Governs
1 V =239 lbs 1 V x 0.3=72 lbs (orthogonal direction)
Hc =5.9 ft. COG =3.0 ft.
Dc =0.7 ft.Wc =0.7 ft.
Wp =0.9 DL
=328 lbs
MOT =V x COG MOT =V x COG
=707 lb-ft =212 lb-ft
MR = Wp x 1/2 Dc MR = Wp x 1/2 Wc
=109 lb-ft =109 lb-ft
M =MOT - MR M =MOT - MR
=598 lb-ft =103 lb-ft
Anchor Bolts for Power Supply Cabinet
Bolt Number =4 Dia. of Bolt =1/2 inch / A307 or better
T (Tension on Bolt) = (M / Dc) / 2 bolts T (Tension on Bolt) = (M / Wc) / 2 bolts
=448 lbs. =77 lbs.
V (Shear on Bolt) = V / 4 bolts V (Shear on Bolt) = V / 4 bolts
=60 lbs. =18 lbs.
Max. Tension, T =525 lbs. Max. Shear, V =62 lbs.
Fnv =24.0 ksi.Fnt =45.0 ksi.=0.75
A = r2 =0.196 in2
fv =V / A =0.32 ksi. < Fv =18.0 ksi. (O.K.)
ft =T / A =2.68 ksi. < Ft =33.8 ksi. (O.K.)
V
Wp
Hc
T
Dc
10 1312 E Warner Ave
2/10/2025
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11 1312 E Warner Ave
2/10/2025
! " #$% & ' "
& (23 4"!556789:;<=B9<869 !55678 !55678 EGHI L<;A9
>!<7 K76= 6< <A;A ) ) ) ) ( ( ( ( S )( )( ) )
12 1312 E Warner Ave
2/10/2025
Powerpack 3.0 (on Concrete Pad)2022 CBC
Wind=977 lbs SDC= D
EQ*Ω=6,716 lbs Ω= 2
Load combination used for the design:
0.696 DL +1.0 EQ
(0.9-0.2SDS) if EQ Governs
1 V =6,716 lbs 1 V x 0.3=2,015 lbs (orthogonal direction)
Hc =8.4 ft.COG =4.2 ft.
Dc =3.8 ft.Wc =3.8 ft.
Wp =0.696 DL
=7,661 lbs
MOT =V x COG MOT =V x COG
=28,054 lb-ft =8,416 lb-ft
MR = Wp x 1/2 Dc MR = Wp x 1/2 Wc
=14,445 lb-ft =14,579 lb-ft
M =MOT - MR M =MOT - MR
=13,609 lb-ft =-6,162 lb-ft
Anchor Bolts for Powerpack 3.0
Bolt Number =4
T (Tension on Bolt) = (M / Dc) / 2 bolts T (Tension on Bolt) = (M / Wc) / 2 bolts
=1,805 lbs.=0 lbs.
V (Shear on Bolt) = V / 4 bolts V (Shear on Bolt) = V / 4 bolts
=1,679 lbs.=504 lbs.
V
Wp
Hc
T
Dc
13 1312 E Warner Ave
2/10/2025
www.hilti.com
Hilti PROFIS Engineering 3.0.94
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
1216 Stealth St, Livermore, CA 94551
|
Powerpack 3
Page:
Specifier:
E-Mail:
Date:
1
Yoo Jin Kim
yokim@tesla.com
5/6/2024
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 5/8 (2 3/4) hnom1
Item number: 2210278 KB-TZ2 5/8x4 3/4 SS304
Effective embedment depth: hef,act = 2.750 in., hnom = 3.250 in.
Material: AISI 304
Evaluation Service Report: ESR-4266
Issued I Valid: 12/1/2023 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.625 in.
Anchor plateR : lx x ly x t = 6.000 in. x 2.063 in. x 0.625 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in.
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: present, shear: present; no supplemental splitting reinforcement present
edge reinforcement: > 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, ft.lb]
14 1312 E Warner Ave
2/10/2025
www.hilti.com
Hilti PROFIS Engineering 3.0.94
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
1216 Stealth St, Livermore, CA 94551
|
Powerpack 3
Page:
Specifier:
E-Mail:
Date:
2
Yoo Jin Kim
yokim@tesla.com
5/6/2024
1.1 Design results
Case Description Forces [lb] / Moments [ft.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 1,805; Vx = 504; Vy = 1,679;
Mx = 0.000; My = 0.000; Mz = 0.000;
yes 89
15 1312 E Warner Ave
2/10/2025
www.hilti.com
Hilti PROFIS Engineering 3.0.94
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
1216 Stealth St, Livermore, CA 94551
|
Powerpack 3
Page:
Specifier:
E-Mail:
Date:
3
Yoo Jin Kim
yokim@tesla.com
5/6/2024
2 Proof I Utilization (Governing Cases)
Design values [lb]Utilization
Loading Proof Load Capacity bN / bV [%]Status
Tension Concrete Breakout Failure 1,805 2,693 68 / -OK
Shear Concrete edge failure in direction y+1,753 3,197 - / 55 OK
Loading bN bV z Utilization bN,V [%]Status
Combined tension and shear loads 0.670 0.548 5/3 89 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
16 1312 E Warner Ave
2/10/2025
www.hilti.com
Hilti PROFIS Engineering 3.0.94
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
1216 Stealth St, Livermore, CA 94551
|
Powerpack 3
Page:
Specifier:
E-Mail:
Date:
4
Yoo Jin Kim
yokim@tesla.com
5/6/2024
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
17 1312 E Warner Ave
2/10/2025
Power Supply Cabinet (on Concrete Pad)2022 CBC
Wind=239 lbs SDC= D
EQ*Ω=222 lbs Ω= 2
Load combination used for the design:
0.900 DL +1.0 W
(0.9-0.2SDS) if EQ Governs
1 V =239 lbs 1 V x 0.3=72 lbs (orthogonal direction)
Hc =5.9 ft.COG =3.0 ft.
Dc =0.7 ft.Wc =0.7 ft.
Wp =0.9 DL
=328 lbs
MOT =V x COG MOT =V x COG
=707 lb-ft =212 lb-ft
MR = Wp x 1/2 Dc MR = Wp x 1/2 Wc
=109 lb-ft =109 lb-ft
M =MOT - MR M =MOT - MR
=598 lb-ft =103 lb-ft
Anchor Bolts for Power Supply Cabinet
Bolt Number =4
T (Tension on Bolt) = (M / Dc) / 2 bolts T (Tension on Bolt) = (M / Wc) / 2 bolts
=448 lbs.=77 lbs.
V (Shear on Bolt) = V / 4 bolts V (Shear on Bolt) = V / 4 bolts
=60 lbs.=18 lbs.
V
Wp
Hc
T
Dc
18 1312 E Warner Ave
2/10/2025
www.hilti.com
Hilti PROFIS Engineering 3.0.94
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
1216 Stealth St, Livermore, CA 94551
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
1
Yoo Jin Kim
yokim@tesla.com
5/6/2024
Specifier's comments:
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: 12/1/2023 | 12/1/2025
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 = 4.000 in. x 4.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 12.000 in.
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: > 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, ft.lb]
19 1312 E Warner Ave
2/10/2025
www.hilti.com
Hilti PROFIS Engineering 3.0.94
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
1216 Stealth St, Livermore, CA 94551
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
2
Yoo Jin Kim
yokim@tesla.com
5/6/2024
1.1 Design results
Case Description Forces [lb] / Moments [ft.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 525; Vx = 60; Vy = 18;
Mx = 0.000; My = 0.000; Mz = 0.000;
yes 22
20 1312 E Warner Ave
2/10/2025
www.hilti.com
Hilti PROFIS Engineering 3.0.94
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
1216 Stealth St, Livermore, CA 94551
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
3
Yoo Jin Kim
yokim@tesla.com
5/6/2024
2 Proof I Utilization (Governing Cases)
Design values [lb]Utilization
Loading Proof Load Capacity bN / bV [%]Status
Tension Concrete Breakout Failure 525 2,428 22 / -OK
Shear Concrete edge failure in direction y+63 2,666 - / 3 OK
Loading bN bV z Utilization bN,V [%]Status
Combined tension and shear loads 0.216 0.024 5/3 8 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
Fastening meets the design criteria!
21 1312 E Warner Ave
2/10/2025
www.hilti.com
Hilti PROFIS Engineering 3.0.94
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Tesla
1216 Stealth St, Livermore, CA 94551
|
Power Supply
Page:
Specifier:
E-Mail:
Date:
4
Yoo Jin Kim
yokim@tesla.com
5/6/2024
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
22 1312 E Warner Ave
2/10/2025