HomeMy WebLinkAbout370 Campus Dr - 2025 - Solar CarportTITLE SHEET
A0.0
HOLY ANGELS - SOLAR PROJECT
HOLY ANGELS CATHOLIC CHURCH, ARCADIA
370 CAMPUS DRIVE,
ARCADIA , CA 91007
CALL 811 DIG ALERT PRIOR TO EXCAVATING:
COMPLIANCE WITH GOVERNMENT CODE 4216 IS TO BE FOLLOWED PRIOR TO
ANY EXCAVATION TAKING PLACE.
SCOPE OF WORK
WORK CONSISTS OF INSTALLING (1) PHOTOVOLTAIC (PV) SOLAR POWER ARRAYS OVER AN EXISTING PARKING
LOT. SOLAR POWER SYSTEM CONSISTS OF EQUIPMENT, LIGHTING, PV MONITORING AND METERING
COMMUNICATIONS AND POWER INTERCONNECT TO THE UTILITY GRID.
2 EV CHARGING STATIONS SHARING (1) DUAL (LEVEL 2) CHARGER
(6) EV CAPABLE STALLS
TOTAL MODULE COUNT: 184 + 1 FALSE MODULE AT ARRAY A
KILOWATTS DC: 101.20 kW
TOTAL ARRAYS: 1
DEFERRED SUBMITTALS: 0
SHEET #SHEET TITLE
ARCHITECTURAL DRAWINGS
A0.0 TITLE SHEET
A1.0 SITE & FIRE ACCESS PLAN
A1.1 COLUMN PLAN
4 SHEETS
ELECTRICAL DRAWINGS
E000 ELECTRICAL NOTES
E100 ELECTRICAL PV PLAN
E200 1-LINE DIAGRAM
E201 GROUNDING DIAGRAM
E300 ELECTRICAL DETAILS
E400 ELECTRICAL PLACARDS
E500 LIGHTING PLAN
E501 PHOTOMETRIC PLAN
E502 TITLE 24 CALCULATIONS
12 SHEETS
STRUCTURAL DRAWINGS
S100 GENERAL STRUCTURAL NOTES
S200 FRAMING PLAN & SCHEDULE
S300 SECTION - 5X
S500 STEEL DETAILS
5 SHEETS
TOTAL:21 SHEETS
SHEET INDEX
SITE INFORMATION:
PROJECT ADDRESS: 370 CAMPUS DRIVE
ARCADIA, CA 91007
APN: 5778-012-001 & 2778-012-002 & 5778-012-003
JURISDICTION: CITY OF ARCADIA
GOVERNING CODES:
CALIFORNIA CODE OF REGULATIONS:
2022 CALIFORNIA ADMINISTRATIVE CODE (CAC) .................... (PART 1, TITLE 24, CCR)
2022 CALIFORNIA BUILDING CODE (CBC), VOLUMES 1, AND 2 (PART 2, TITLE 24, CCR)
(2021 EDITION INTERNATIONAL BUILDING CODE WITH 2022 CALIFORNIA AMENDMENTS)
2022 CALIFORNIA ELECTRICAL CODE ...................................... (PART 3, TITLE 24, CCR)
(2020 EDITION NATIONAL ELECTRICAL CODE WITH 2022 CALIFORNIA AMENDMENTS)
2022 CALIFORNIA MECHANICAL CODE (CMC) ......................... (PART 4, TITLE 24, CCR)
(2021 EDITION IAPMO UNIFORM MECHANICAL CODE WITH 2022 CALIFORNIA AMENDMENTS)
2022 CALIFORNIA PLUMBING CODE (CPC) ........................... (PART 5, TITLE 24, CCR)
(2021 EDITION IAPMO UNIFORM PLUMBING CODE WITH 2022 CALIFORNIA AMENDMENTS)
2022 CALIFORNIA ENERGY CODE ......................................... (PART 6, TITLE 24, CCR)
(2021 EDITION CALIFORNIA ENERGY COMMISSION BUILDING ENERGY EFFICIENCY STANDARDS)
2022 CALIFORNIA FIRE CODE (CFC) ..................................... (PART 9, TITLE 24, CCR)
(2021 EDITION OF INTERNATIONAL FIRE CODE WITH 2022 CALIFORNIA AMENDMENTS)
2022 CALIFORNIA GREEN CODE ....................................... (PART 11, TITLE 24, CCR)
2022 CALIFORNIA REFERENCED STANDARDS CODE ............... (PART 12, TITLE 24, CCR)
NFPA 13 - 2022
NFPA 72 - 2022
REFERENCE CODE SECTIONS FOR APPLICABLE STANDARDS:
2022 CBC, CHAPTER 35
2022 CFC, CHAPTER 80
INSPECTIONS:
SAFETY DURING CONSTRUCTION TO COMPLY WITH 2022 CFC CHAPTER 33
NOTES:
1) NOTICE TO THE APPLICANT/OWNER/OWNER'S AGENT/ARCHITECT OR ENGINEER OF RECORD: BY USING THIS PERMITTED
CONSTRUCTION DRAWINGS FOR CONSTRUCTION.INSTALLATION OF THE WORK SPECIFIED HEREIN, YOU AGREE TO COMPLY
WITH THE REQUIREMENTS OF THE COUNTY OF LOS ANGELES FOR SPECIAL INSPECTIONS, STRUCTURAL OBSERVATIONS,
CONSTRUCTION MATERIAL TESTING AND OFF-SITE FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENT
OF SPECIAL INSPECTIONS AND AS, REQUIRED BY THE CALIFORNIA CONSTRUCTION CODES.
2) LOCATIONS AND CLASSIFICATIONS OF EXTINGUISHERS SHALL BE IN ACCORDANCE WITH CFC 906 AND CALIFORNIA CODE OF
REGULATIONS (CCR), TITLE 19.
3) DURING CONSTRUCTION, AT LEAST ONE EXTINGUISHER SHALL BE PROVIDED ON EACH FLOOR LEVEL AT EACH STAIRWAY, IN
ALL STORAGE AND CONSTRUCTION SHEDS, IN LOCATIONS WHERE FLAMMABLE OR COMBUSTIBLE LIQUIDS ARE STORED OR
USED, AND WHERE OTHER SPECIAL HAZARDS ARE PRESENT PER CFC SECTION 3315.1.
4) BUILDINGS UNDERGOING CONSTRUCTION, ALTERATION, OR DEMOLITION SHALL CONFORM TO CFC CHAPTER 33. WELDING,
CUTTING, AND OTHER HOT WORK SHALL BE IN CONFORMANCE WITH CFC CHAPTER 35.
5) ADDRESS IDENTIFICATION SHALL BE PROVIDED FOR ALL NEW AND EXISTING BUILDINGS IN A LOCATION THAT IS PLAINLY
VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. WHERE ACCESS IS BY WAY OF A PRIVATE
ROAD AND THE BUILDING ADDRESS CANNOT BE VIEWED FROM THE PUBLIC WAY, AN APPROVED SIGN OR MEANS SHALL BE
USED TO IDENTIFY THE STRUCTURE. PREMISES IDENTIFICATION SHALL CONFORM TO CBC SECTION 501.2.
6) DUMPSTERS AND TRASH CONTAINERS EXCEEDING 1.5 CUBIC YARDS SHALL NOT BE STORED IN BUILDINGS OR PLACED
WITHIN 5 FEET OF COMBUSTIBLE WALLS, OPENINGS OR COMBUSTIBLE ROOF EAVE LINES UNLESS PROTECTED BY AND
APPROVED SPRINKLER SYSTEM OR LOCATED IN A TYPE I OR TYPE IIA STRUCTURE SEPARATED BY 10 FEET FROM OTHER
STRUCTURES. CONTAINERS LARGER THAN 1 CUBIC YARD SHALL BE OF NON-LIMITED COMBUSTIBLE MATERIALS OR SIMILARLY
PROTECTED OR SEPARATED. CFC 304.3.
7) EXITS, EXIT SIGNS, FIRE ALARM PANELS, HOSE CABINETS, FIRE EXTINGUISHER LOCATIONS, AND STANDPIPE CONNECTIONS
SHALL NOT BE CONCEALED BY CURTAINS, MIRRORS, OR OTHER DECORATIVE MATERIAL.
8) THE EGRESS PATH SHALL REMAIN FREE AND CLEAR OF ALL OBSTRUCTIONS AT ALL TIMES. NO STORAGE IS PERMITTED IN
ANY EGRESS PATHS.
SHEET NO.:
SHEET TITLE
DATE:
02.12.24
REVISION DATENO.
A
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
100P 02.12.24
BACKCHECK 07.23.24
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-6703
2 CROMWELL
IRVINE CA 92618
949-460-0460
D100 DATA SHEETS
D101 DATA SHEETS
S400 FOUNDATION & ANCHORAGE DETAILS
E101 ELECTRICAL EV PLAN
A1.1 ACCESSIBLE PARKING STANDARDS - EV
A1.1
A1.2
B REV B 01.08.25
C
C REV C 06.03.25
138'-8 5/8"
37 MODULES
8'-8 3/4"40'-0 5/8"40'-0 1/16"39'-11 3/4"9'-11 1/2"
37
'
-
6
5
/
8
"
5
M
O
D
U
L
E
S
18
'
-
9
1
/
4
"
18
'
-
9
1
/
4
"
NO
PARKING
NO
PARKING
NOPARKING
EV
CHA
R
G
I
N
G
ONL
Y
NO
PAR
K
I
N
G
A
HOLY
ANGELS
SCHOOL
HOLY ANGELS
CATHOLIC
CHURCH
HOLY ANGELS
CATHOLIC
CHURCH
(E) PARKING LOT
FAIRVIEW AVE
HOLLY
AVE
CAMPUS DR
(E) SPORT
COURTS
(E) SPORTS
FIELD(E) GRASS
(E) AC PAVING
(E) AC PAVING
(E)
PAVILION
(E) PARKING LOT
(E) SPORT
COURTS
PROPE
R
T
Y
L
I
N
E
PROPERTY L
I
N
E
PR
O
P
E
R
T
Y
L
I
N
E
PR
O
P
E
R
T
Y
L
I
N
E
20' ASSUMED
LARGE
VEHICLE
ACCESS
1
A1.1
3-
51
'
-
9
1
/
2
"
(E) FH
(E)
FH
2
E100
(N) TRUNCATED
DOMES PER
2/A1.2
PROPERTY L
I
N
E
PROPERTY LI
N
E (N) TRUNC.
DOMES PER
2/A1.2
3
A1.1
4
A1.1
10
'
-
0
"
M
I
N
STEEL COLUMN
SOLAR MODULES STEEL
PURLINS
STEEL BEAM
CONCRETE
FOUNDATION
SITE PLAN & FIRE
ACCESS PLAN
A1.0
Scale: 1/16" = 1'-0" (FOR 24X36 SHEETS)2 ARRAY DIMENSIONS
Scale: 1" = 40' (FOR 24X36 SHEETS)1 SITE PLAN & FIRE ACCESS PLAN N
20 40 80
Scale: 1/8" = 1'-0" (FOR 24X36 SHEETS)3 ARRAY SECTION
1684
8 16 32
SHEET NO.:
SHEET TITLE
DATE:
02.12.24
REVISION DATENO.
A
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
100P 02.12.24
BACKCHECK 07.23.24
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-6703
2 CROMWELL
IRVINE CA 92618
949-460-0460
NOTE:
1. ALL PARKING IS EXISTING TO REMAIN, NO
RESTRIPING IS PROPOSED AS PART OF THE
SCOPE OF THE SOLAR INSTALLATION
2. EXISTING FIRE DEPARTMENT ACCESS IS
EXISTING TO REMAIN AND NOT IMPEDED BY
NEW SOLAR ARRAY STRUCTURE
B REV B 01.08.25
C
C
C REV C 06.03.25
EV
CH
A
R
G
I
N
G
ON
L
Y
NO
PA
R
K
I
N
G
COL. #A-1
COL. #A-2
COL. #A-3
CLCL
CL
CL
CLCL
CLCL
OU
T
L
I
N
E
O
F
P
R
O
P
O
S
E
D
A
R
R
A
Y
A
COL. #A-4 CLCL
STEEL COLUMNS TO LAND ON STRIPING
BETWEEN HEAD OF PARKING STALL,
COLUMNS TO BE FULLY INSIDE EXISTING
STRIPING AT CORNERS OF STALLS, AS
SHOWN ON PLANS
LINE OF
FOUNDATION,
FLUSH WITH (E)
GRADE, SEE
SECTION ON A1.0
TYP
1
2
-
EV
CH
A
R
G
I
N
G
ON
L
Y
NO
PA
R
K
I
N
G
7
6
4
TYP
3
TYP
2
5'
-
0
"
MI
N
.
12
'
-
0
"
M
I
N
.
7'
-
1
1
"
M
I
N
.
18'-0" MIN.
7'
-
1
1
"
M
I
N
.
8'
-
4
1
/
2
"
MI
N
.
1'
-
1
1
/
2
"
1'
-
1
1
/
2
"
1'
-
1
1
/
2
"
4'-0"
MIN.
5
8
22'-1"
9TYP
30"x48"
MIN.
CLR
(N) VAN ACC.
EVCS
(N) STD.
EVCS
(N) STD.
EVCS
(N) STD.
EVCS
3'
-
0
"
7'-4 1/2"±
3'-0"
7'
-
1
1
/
2
"
±
COLUMN PLAN
A1.1
SHEET NO.:
SHEET TITLE
DATE:
02.12.24
REVISION DATENO.
A
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
100P 02.12.24
BACKCHECK 07.23.24
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-6703
2 CROMWELL
IRVINE CA 92618
949-460-0460
NOTES:
1. ALL PARKING IS EXISTING TO REMAIN, NO RESTRIPING IS PROPOSED AS PART OF THE SCOPE
OF THE SOLAR INSTALLATION
2. EXISTING FIRE DEPARTMENT ACCESS IS EXISTING TO REMAIN AND NOT IMPEDED BY NEW
SOLAR ARRAY STRUCTURE
3. INSPECTOR TO VERIFY THAT SLOPES AT ACCESSIBLE ROUTE DO NOT EXCEED MAXIMUM 5%
RUNNING SLOPE & 2.08% CROSS SLOPE
Scale: 1/8" = 1'-0" (FOR 24X36 SHEETS)1 COLUMN PLAN
1684
N
Scale: 1/8" = 1'-0" (FOR 24X36 SHEETS)2 ENLARGED EV PLAN
1684
N
ACCESSIBLE PARKING AND ACCESSIBLE
ROUTE REQUIREMENTS:
1.(N) ACCESSIBLE ROUTE INDICATED BY DOTS:
2.(E) ACCESSIBLE ROUTE INDICATED BY DASHED LINE:
3.(N) & (E) ACCESSIBLE ROUTE REQUIRES:
5% DIRECTIONAL SLOPE MAX.
2.08% CROSS SLOPE MAXIMUM
4. FOR EV DETAILS AND ALL OTHER DIMENSIONS, REFER
TO SHEET A1.2
5.EV ACCESSIBLE STALLS AND ACCESS AISLES
REQUIRE:
2.08% DIRECTIONAL SLOPE
2.08% CROSS SLOPE MAX
Scale: 1/8" = 1'-0" (FOR 24X36 SHEETS)3 ENLARGED PLAN
1684
Scale: 1/8" = 1'-0" (FOR 24X36 SHEETS)4 ENLARGED PLAN
1684
USING TABLE 5.106.5.6.3 EVCS ALTERNATIVE COMPLIANCE (REFER TO SHEET E200 FOR EV CALCULATIONS):
TOTAL NUMBER OF ALTERED PARKING SPACES: 26
TOTAL KVA REQUIRED (EVSE & EV CAPABLE): 52.8 KVA
PROPOSED NUMBER OF LEVEL 2 EVSE: 4
KVA/EVSE = 16.64 KVA
B REV B 01.08.25
C
C
C
C
C
C REV C 06.03.25
EV
CHARGING
ONLY12
"
LETTERS: 12" HIGH MIN
HELVETICA (GREEN OR
CONTRASTING COLOR
TO PAVEMENT)
TYPICAL STRIPING AT ACCESSIBLE EV PARKING
STALLS: 4" WIDE GREEN (OR CONTRASTING COLOR
TO PAVEMENT)
CL CL
CL
12'-0" MIN @ EV VAN ACCESSIBLE STALLS
9'-0" MIN @ EV STD ACCESSIBLE STALLS
3'
-
0
"
SYMBOL: WHITE PAINT
BACKGROUND AND
LETTERING: GREEN PAINT
3'-0"
BORDER: 4" WIDE WHITE
PAINT
EQ EQ
CL CL
TYPICAL STRIPING AT STANDARD EV
PARKING STALLS: 4" WIDE GREEN (OR
CONTRASTING COLOR TO PAVEMENT)
SIGN AND IDENTIFICATION
1.CHARACTERS AND SYMBOLS SHALL BE
WHITE ON GREEN BACKGROUND.
12"
18
"
IN
C
I
R
C
U
L
A
T
I
O
N
P
A
T
H
8
0
"
U
.
O
.
N
.
6"
36
"
12"
DIA.
TORX SCREWS (TYP.)
REFLECTIVE ALUMINUM SIGN WITH BEADED
TEXT
MIN. 1" CHARACTERS WHEN MOUNTED LESS
THAN 70" OR MIN. 2" CHARACTERS WHEN
MOUNTED HIGHER THAN 70"
1 1/2" SQ. GALV. STL. UNISTRUT SET IN CONC.
FTG. SLEEVED & BOLTED.
30
"
NOTES:
1. FTG. CONCRETE - F'c = 2,500 PSI
CONC. WALK OR AC PAVING
ELECTRIC
ONLY
VEHICLE
60
"
M
I
N
.
U
.
O
.
N
.
LETTERING SYMBOL AND BORDER SHALL BE
REFLECTORIZED WHITE ON A GREEN
BACKGROUND.
46
"
M
A
X
15
"
M
I
N
.
GROUND
PLAN
ELEVATION
1. PER 11B-302.1
FLOOR AND GROUND SURFACES SHALL BE
STABLE, FIRM AND SLIP RESISTANT.
2. PER 11B-308.3.1
PROVIDE A CLEAR GROUND SPACE THAT
ALLOWS A PARALLEL APPROACH TO THE EV
CHARGER WITH THE SIDE REACH IS
UNOBSTRUCTED..
2'
-
6
"
4'-0"
PER 11B-309.4 OPERATION
OPERABLE PARTS SHALL BE OPERABLE WITH
ONE HAND AND SHALL NOT REQUIRE TIGHT
GRASPING, PINCHING OR TWISTING OF THE
WRIST.
EXCEPTION: ELECTRIC VEHICLE CONNECTORS
SHALL NOT BE REQUIRED TO PROVIDE
OPERABLE PARTS THAT HAVE AN ACTIVATING
FORCE OF 5 POUNDS (22.2 N) MAXIMUM.
PER 11B-812.4
VEHICLE SPACES,
ACCESS AISLES SERVING
THEM, AND VEHICULAR
ROUTES SERVING THEM
SHALL PROVIDE A
VERTICAL CLEARANCE OF
98 INCHES (2489 MM) MIN.
WHERE PROVIDED,
OVERHEAD CABLE
MANAGEMENT SYSTEMS
SHALL NOT OBSTRUCT
REQUIRED VERTICAL
CLEARANCE.
PER 11B-707.7.2
CHARACTERS
DISPLAYED ON THE
SCREEN SHALL BE IN A
SANS SERIF FONT.
CHARACTERS SHALL
BE 3/ 16 INCH (4.8 MM)
HIGH MIN. BASED ON
THE UPPERCASE
LETTER "I".
CHARACTERS SHALL
CONTRAST WITH
THEIR BACKGROUND
WITH EITHER LIGHT
CHARACTERS ON A
DARK BACKGROUND
OR DARK
CHARACTERS ON A
LIGHT BACKGROUND.
EV CHARGING
* POINT-OF-SALE SYSTEMS
PER 11B-707.9.1.1
A TACTILELY DISCERNIBLE NUMERICAL KEYPAD SIMILAR TO A TELEPHONE KEYPAD CONTAINING A RAISED DOT
WITH A DOT BASE DIAMETER BETWEEN 1.5 MM AND 1.6 MM AND A HEIGHT BETWEEN 0.6 MM AND 0.9 MM ON THE
NUMBER 5 KEY THAT ENABLES A VISUALLY IMPAIRED PERSON TO ENTER HIS OR HER OWN PERSONAL
IDENTIFICATION NUMBER OR ANY OTHER PERSONAL INFORMATION NECESSARY TO PROCESS THE TRANSACTION
IN A MANNER THAT PROVIDES THE OPPORTUNITY FOR THE SAME DEGREE OF PRIVACY INPUT AND OUTPUT
AVAILABLE TO ALL INDIVIDUALS.
PER 11B-707.9.1.2 OTHER TECHNOLOGY
OTHER TECHNOLOGY, SUCH AS A RADIO FREQUENCY IDENTIFICATION DEVICE, FINGERPRINT BIOMETRICS OR
SOME OTHER MECHANISM THAT ENABLES A VISUALLY IMPAIRED PERSON TO ACCESS THE VIDEO TOUCH SCREEN
DEVICE WITH HIS OR HER PERSONAL IDENTIFIER AND TO PROCESS HIS OR HER TRANSACTION IN A MANNER THAT
PROVIDES THE OPPORTUNITY FOR THE SAME DEGREE OF PRIVACY INPUT AND OUTPUT AVAILABLE TO ALL
INDIVIDUALS. WHERE A VIDEO SCREEN OVERLAY IS PROVIDED IT SHALL BE EQUIPPED WITH A TACTILELY
DISCERNIBLE NUMERICAL KEYPAD COMPLYING WITH SECTION 11B-707.9.1.1.
*POINT-OF-SALE
SYSTEMS -
SEE BELOW
PER 11B-308.3.2 OBSTRUCTED HIGH SIDE REACH
WHERE THE REACH DEPTH EXCEEDS 10 INCHES, THE
HIGH SIDE REACH SHALL BE 46 INCHES MAX. FOR A
REACH DEPTH OF 24 INCHES MAX.
46
"
M
A
X
.
10
"
-
2
4
"
MA
X
.
BOLLARDS (WHERE OCCUR)
Po
w
e
r
C
h
a
r
g
e
EV CHARGER
(PLAN VIEW)
BOLLARDS
(WHERE OCCUR)
48
"
M
A
X
NO
PARKING
8"
LETTERS: 12" HIGH MIN.
HELVETICA MEDIUM WHITE (NO
STRIPE OVER TEXT)
STRIPING: 4" WIDE GREEN (OR
CONTRASTING COLOR TO
PAVEMENT)
TYPICAL STRIPING AT EV ACCESS
AISLES: 4" WIDE BORDER ALL
SIDES, GREEN (OR CONTRASTING
COLOR TO PAVEMENT)
AT DIAGONAL PARKING, EXTEND
BORDER STRIPING & HATCHED
LINES PER PLAN
PER PLAN
5'-0" MIN @ EV
AT DIAGONAL PARKING, EXTEND
STRIPING & HATCHED LINES PER
PLAN
CLCL
FOR AREA BEYOND ACCESS
AISLE AND SITE SPECIFIC
ACCESSIBLE PATH OF TRAVEL,
FLUSH TRANSITIONS OR CURB
RAMPS, SEE ENLARGED SITE
PLANS ON ARCHITECTURAL
SHEETS
PE
R
P
L
A
N
18
'
-
0
"
M
I
N
2.
3
"
-
2
.
4
"
SECTION A-A
0.
2
"
H
T
.
A
.45"-.47"
.9
"
-
.
9
2
"
36
"
A
T
B
A
S
E
IN
D
I
R
E
C
T
I
O
N
O
F
T
R
A
V
E
L
DI
R
E
C
T
I
O
N
O
F
T
R
A
V
E
L
A
0.
2
"
H
T
.
FLUSH TRANSITION
AT CURB RAMPS
TOP DIAMETER=.45" - .47"
BOTTOM DIAMETER= .90" - .92"
PER CBC SECTION 11B-705.1
MAINTAIN 2.3" - 2.4"
DISTANCE AT BREAK
TO COMPLY WITH SECTION A-A
CL
0.65"
TAPERED EDGES
WHERE EXPOSED,
MAX DEPTH WITH
SLOPE NOT
STEEPER THAN 1:2
2.3"-2.4"
VARIES PER PLAN
NOTES:
1. YELLOW COLOR IS REQUIRED FOR NEW
INSTALLATIONS YELLOW COLOR #33538
SAE AMS-STD-595A
SECTION A-A
1'-0"1'-0"
4'-0"7 1/2"
5
1
/
2
"
2
1
/
2
"
TY
P
(2) #3 BARS
SECTIONELEVATION
5
1
/
2
"
FINISHED GRADE
NOTES:
1. PREFABRICATED P.C. CONCRETE - F'c = 3,500 PSI
3 4" DIA. STEEL PIN,
21" LONG 6"
PROJECTION TYP.
PLAN
1'-0" TYP
2'
-
0
"
T
Y
P
CL CL CL
CL
ACCESSIBLE PARKING
SIGNAGE IN FRONT OF
EACH ACCESSIBLE
STALL, SEE 1/-
1" DIA.
HOLE (TYP.)
ACCESSIBLE
PARKING
STANDARDS - EV
Scale: 1/2" = 1'4 STANDARD (NON-ACCESS) PARKING STRIPING - EV
Scale: 1" = 1'1 PARKING SIGN - EV
Scale: 1/2" = 1'3 ACCESSIBLE PARKING STRIPING - EV
SHEET NO.:
SHEET TITLE
DATE:
02.12.24
REVISION DATENO.
A
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
100P 02.12.24
BACKCHECK 07.23.24
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-6703
2 CROMWELL
IRVINE CA 92618
949-460-0460
A1.2
Scale: 1" = 1'6 ACCESSIBLE EV CHARGER DETAIL
Scale: 1/2" = 1'5 ACCESSIBLE ACCESS AISLE STRIPING - EV
Scale: 1" = 1'2 TRUNCATED DOMES Scale: 1/2" = 1'7 CONCRETE WHEEL STOP
B REV B 01.08.25
C REV C 06.03.25
SHEET LIST TABLE
SHEET NUMBER SHEET TITLE
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
ELECTRICAL
NOTES
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
A AMPERE
AC ALTERNATING CURRENT
AF AMP FRAME, AMP FUSED
AFF ABOVE FINISH FLOOR
AIC AMPS INTERRUPTING CURRENT
AMB AMBIENT
ANSI AMERICAN NATIONAL STANDARDS INSTITUTE
APPROX APPROXIMATE
AT AMP TRIP
AVG AVERAGE
AWG AMERICAN WIRE GAUGE
BLDG BUILDING
BOS BALANCE OF SYSTEM
C CONDUIT
CAT CATALOG
CB CIRCUIT BREAKER
CEC CALIFORNIA ELECTRICAL CODE
CIR,CKT CIRCUIT
CLR CLEARS
CMB COMBINER BOX
CONT CONTINUOUS, CONTINUED
CTRL CONTROL
CU COPPER
DC DIRECT CURRENT
DEG DEGREE
DISC DISCONNECT
E EXISTING
EAEACH
EMT ELECTRIC METALLIC TUBING
ENC ENCLOSURE
EQ EQUAL
EST ESTIMATED
FAFIRE ALARM
FLA FULL LOAD AMPS
G GROUND
GEC GROUNDING ELECTRODE CONDUCTOR
GFCI GROUND FAULT CURRENT INTERRUPTER
GFI GROUND FAULT INTERRUPTER
HP HORSE POWER
HZHERTZ
J-BOX JUNCTION BOX
KATHOUSAND AMPS
KAIC THOUSAND AMPS INTERRUPT CURRENT
KCMIL THOUSAND CIRCULAR MILS
KVTHOUSAND VOLTS
KV BIL BASIC IMPULSE LEVEL (KV)
KVA THOUSAND VOLT-AMPS
KW KILOWATTS
LB(S)POUND(S)
LCL LONG TIME CONTINUOUS LOAD
M METER
MAN MANUAL
MAX MAXIMUM
MB MAIN BREAKER
MCA MINIMUM CURRENT AMPS
MIN MINIMUM
MISC MISCELLANEOUS
MLO MAIN LUG ONLY
MM METER MAIN
MOCP MAXIMUM OVER CURRENT PROTECTION
MTG MOUNTING
NEC NATIONAL ELECTRICAL CODE
NEU NEUTRAL
NF NON-FUSED
NFPA NATIONAL FIRE PROTECTION
ASSOCIATION
NIC NOT IN CONTRACT
NO.NUMBER
NOM NOMINAL
NRTL NATIONALLY RECOGNIZED TESTING
LABORATORY
NTS NOT TO SCALE
O.C.ON CENTER
P PLUG, POLE, PUMP AS APPROPRIATE
PB PULL BOX
PH, Ø PHASE
PNL PANEL
POC POINT OF CONNECTION
PV PHOTOVOLTAIC
PVC POLYVINYL CHLORIDE
REF REFERENCE
RGS RIGID STEEL CONDUIT
RM ROOM
SCE SOUTHERN CALIFORNIA EDISON
S/N SOLID NEUTRAL
SN SERIAL NUMBER
SQ SQUARE
SS SAFETY SWITCH
STD STANDARD
STRUCT STRUCTURAL
SWBD SWITCHBOARD
SWGR SWITCHGEAR
T, TEMP TEMPERATURE
TID TURLOCK IRRIGATION DISTRICT
TYP TYPICAL
U.O.N.UNLESS OTHERWISE NOTED
UGPS UNDERGROUND PULL SECTION
UL UNDERWRITER'S LABORATORY
V VOLTS
VA VOLT-AMPS
VAC VOLTS ALTERNATING CURRENT
VDC VOLTS DIRECT CURRENT
W WATTS, WIRE AS APPROPRIATE
WP WEATHERPROOF
XFMR TRANSFORMER
Y WYE
#NUMBER
%PERCENT
&AND
(E)EXISTING
'FEET
"INCHES
+PLUS
=EQUAL
°C DEGREE CENTIGRADE
1.DRAWINGS ARE NECESSARILY DIAGRAMMATIC BY THEIR NATURE AND ARE NOT INTENDED TO SHOW EVERY CONNECTION IN DETAIL OR WORK, MATERIALS AND EQUIPMENT SHALL COMPLY
WITH THE RULES AND REGULATIONS SPECIFIED IN THE EDITION OF NATIONAL FIRE ASSOCIATION (NFPA) ADOPTED BY THE JURISDICTION OF THE PROJECT.
2.EVERY PIPE OR CONDUIT IN ITS EXACT LOCATION. CAREFULLY INVESTIGATE STRUCTURAL AND FINISH CONDITIONS AND COORDINATE THE WORK. ORGANIZE AND LAY OUT WORK SO THAT
IT WILL BE CONCEALED IN FURRED CHASES AND SUSPENDED CEILINGS, ETC., IN FINISHED PORTIONS OF THE BUILDING, UNLESS SPECIFICALLY NOTED TO BE EXPOSED. INSTALL ALL WORK
PARALLEL OR PERPENDICULAR TO BUILDING LINES UNLESS OTHERWISE NOTED.
3.ALL EQUIPMENT AND MATERIALS SHALL BE DELIVERED TO THE PROJECT SITE CLEAN AND SEALED FOR PROTECTION, TAKE SUCH PRECAUTIONS AS ARE NECESSARY TO PROTECT
APPARATUS AND MATERIALS FROM DAMAGE. PROTECT FACTORY FINISH FROM DAMAGE DURING CONSTRUCTION ACCEPTANCE OF THE PROJECT.
4.PROVIDE NEW PRODUCTS OF MANUFACTURERS REGULARLY ENGAGED IN PRODUCTION OF SUCH EQUIPMENT. PROVIDE THE MANUFACTURER'S LATEST STANDARD DESIGN FOR THE TYPE
OF PRODUCT SPECIFIED.
5.PRODUCTS SHALL CONFORM TO REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE. WHERE UNDERWRITERS' LABORATORIES HAVE SET STANDARDS, LISTED PRODUCTS AND ISSUED
LABELS, PRODUCTS USED SHALL BE LISTED AND LABELED TO THOSE STANDARDS BY UL OR ANOTHER AGENCY ACCEPTABLE BY THE AUTHORITY HAVING JURISDICTION. PRODUCTS SHALL
BE INSTALLED IN ACCORDANCE WITH THE LISTING OF THE EQUIPMENT.
6.SUPPLY SIDE CONNECTIONS AS PERMITTED BY THE CEC ARTICLE 705.12 SHALL BE MADE IN ACCORDANCE WITH CEC ARTICLE 230.
7.DESIGNATIONS: EXTERNALLY MARK ALL EQUIPMENT, DEVICES, FEEDERS, BRANCH CIRCUITS AND SIMILAR ITEMS WITH NAMEPLATES AS INDICATED ELSEWHERE IN THESE DRAWINGS AND
SPECIFICATIONS.
8.COORDINATE THE SCHEDULING OF ALL WORK REQUIRING ELECTRICAL SHUTDOWNS WITH THE OWNER. THIS MAY REQUIRE PERFORMING THE WORK OUTSIDE OF NORMAL WORKING
HOURS AND/OR PROVIDING TEMPORARY POWER WITH A PORTABLE GENERATOR OR BY OTHER APPROVED MEANS. COORDINATE TEMPORARY POWER REQUIREMENTS AND POSSIBLE
ALTERNATE POWER SERVICES WITH THE OWNER.
9.EQUIPMENT INSTALLATION SHALL BE IN ACCORDANCE WITH THE RESPECTIVE EQUIPMENT MANUFACTURER'S PUBLISHED RECOMMENDATIONS.
10.OBSERVE ALL CLEARANCES REQUIRED BY CEC 110.26 AND 110.34.
11.EQUIPMENT SHALL BE SET LEVEL AND PLUMB.
12.SEAL OPENINGS INTO EQUIPMENT TO PREVENT ENTRANCE OF ANIMALS, BIRDS, WEATHER, AND INSECTS.
13.ALL UNUSED OPENINGS SUCH AS, BUT NOT LIMITED TO, KNOCKOUTS ON PANELS AND BOXES, SURFACE WIREWAY OPENINGS, AND CIRCUIT BREAKER EMPTY SLOTS SHALL BE COVERED
WITH APPROVED COVER PLATES.
14.COOPERATE WITH TRADES OF ADJACENT, RELATED OR AFFECTED MATERIALS OR OPERATIONS, AND WITH TRADES PERFORMING CONTINUATIONS OF THIS WORK IN ORDER TO AFFECT
TIMELY AND ACCURATE PLACING OF WORK AND TO COORDINATE, IN PROPER AND CORRECT SEQUENCE, THE WORK OF SUCH TRADES.
15.WORK SHALL BE PERFORMED BY THE COMPETENT WORKERS SKILLED IN THEIR TRADE.
16.THIS INSTALLATION SHALL BE COMPLETE AND FUNCTIONAL.
17.MODULES ARE NEVER TO BE WALKED, KNEELED, OR SAT UPON, NOR TRANSPORTED ON YOUR HEAD OR IN SUCH A FASHION THAT PUTS PRESSURE ON ANY AREA OF THE MODULE OTHER
THAN THE FRAME.
18.MODULES MUST BE SECURED AT ALL TIMES, REFER TO THE MODULE MANUAL FOR MORE DETAILS ON RIGGING, UNPACKING, HANDLING, SUPPORTING, AND INSTALLATION.
19.ALL EXISTING PANEL-BOARDS MODIFIED BY THIS PROJECT SHALL BE UPDATED WITH NEW TYPE WRITTEN DIRECTORIES.
20.MODULES SHALL NOT BE STORED IN ANY WAY THAT EXPOSES THE UNDERSIDE OF THE MODULE TO SUNLIGHT, ALLOWS MOISTURE (RAIN, SNOW ETC.) TO ACCUMULATE ON THE UNDERSIDE
OF THE MODULE, OR MAY EXPOSE THE UNDERSIDE OF THE MODULE TO RISK OF PHYSICAL DAMAGE FROM ANOTHER OBJECT.
21.REFER TO STRUCTURAL SHEETS FOR EQUIPMENT ANCHORING TECHNIQUES.
22.CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY AND LIABILITY FOR COMPLIANCE WITH REGULATIONS PER FEDERAL OSHA, CAL/OSHA AND LOCAL REGULATIONS PERTAINING TO
WORK PRACTICES, PROTECTION OF WORKERS AND VISITORS TO THE SITE.
23.CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AT SITE BEFORE COMMENCING WORK.
24.WORK REQUIRED UNDER THIS CONTRACT INCLUDES ALL LABOR AND MATERIALS, EQUIPMENT ETC. NECESSARY AND REASONABLY INCIDENTAL TO COMPLETE THE PROJECT. ALL
MATERIALS SHALL BE IN NEW AND UNUSED CONDITION AND OF HIGH QUALITY IN EVERY RESPECT.
25.MANUFACTURER'S MATERIAL, EQUIPMENT, ETC. SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND INSTRUCTIONS.
26.THE CONTRACTOR SHALL BECOME FAMILIAR WITH ALL UTILITY AS-BUILT PLANS AND THE LOCATIONS OF ALL EXISTING UTILITIES AND STRUCTURES.
27.ALL WORK SHALL BE INSTALLED IN CONFORMANCE WITH ALL APPLICABLE LOCAL CODES AND ORDINANCES BY EXPERIENCED WORKERS AND A LICENSED CONTRACTOR WHO SHALL
OBTAIN ALL NECESSARY PERMITS AND PAY ALL REQUIRED FEES.
28.GOOD HOUSEKEEPING IS EXPECTED. TRASH SHALL BE REMOVED AS FREQUENTLY AS NEEDED TO ENSURE A TIDY AND SAFE WORK ENVIRONMENT.
29.ALL WORK SHALL BE INSTALLED IN CONFORMANCE WITH CONSTRUCTION SPECIFICATIONS.
30.ALL PV SYSTEM COMPONENTS SHALL BE LISTED BY A RECOGNIZED TESTING AGENCY.
31.PV MODULES AND ASSOCIATED EQUIPMENT AND WIRING MATERIALS SHALL BE PROTECTED FROM ANY PHYSICAL DAMAGE DURING CONSTRUCTION
DATA ACQUISITION SYSTEM
GENERAL ELECTRICAL NOTES ABBREVIATIONS POWER LEGEND
PHOTOVOLTAIC ARRAY
PANELBOARD
NEW CONDUIT RUN, UNDERGROUND
NEW CONDUIT RUN, EXPOSED ON ROOF OR WALL
EARTH GROUND
DC-AC INVERTER
TRANSFORMER
FUSE
FUSED SWITCH
DISCONNECT SWITCH
CIRCUIT BREAKER OR MOTOR CIRCUIT PROTECTOR
GROUND WIRING
KILOWATTHOUR/DEMAND METER (FURNISHED BY
UTILITY COMPANY)
PHOTOVOLTAIC MODULE
E000
ELECTRICAL SHEET INDEX
APPLICABLE CODES
ALL WORK SHALL CONFORM TO ALL PERTINENT CODES, REGULATIONS, LAWS, AND ORDINANCES AS REQUIRED BY THE STATE OF CALIFORNIA.
2022 CALIFORNIA ADMINISTRATIVE CODE (CAC) (PART 1, TITLE 24, CCR)
2022 CALIFORNIA BUILDING CODE (CBC), VOL. 1 & 2 (PART 2, TITLE 24, CCR)
2022 CALIFORNIA ELECTRICAL CODE (PART 3, TITLE 24, CCR)
2022 CALIFORNIA MECHANICAL CODE (CMC) (PART 4, TITLE 24, CCR)
2022 CALIFORNIA ENERGY CODE (PART 6, TITLE 24, CCR)
2022 CALIFORNIA FIRE CODE (CFC) (PART 9, TITLE 24, CCR)
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (PART 11, TITLE 24, CCR)
2022 CALIFORNIA REFERENCED STANDARDS CODE (PART 12, TITLE 24, CCR)
SOLAR PHOTOVOLTAIC EQUIPMENT SHALL COMPLY WITH UL 508, 854, AND UL 1703, 1741, 4703, 6703, 61730-1 (FOR CONSTRUCTION, 61730-2 (FOR
TESTING) REQUIREMENTS.
NOPARKING NOPARKING
NOPARKING
EV
CH
A
R
G
I
N
G
ONL
Y
NO
PA
R
K
I
N
G
'INV1'
PNL 'SP' & DAS
STRUCTURE 'A'
PROPOSED UNDERGROUND TRENCH OR
BORE. REFERENCE DETAILS 1 & 2/E300 (TYP)
2
E100 ENLARGED SERVICE EQUIPMENT LAYOUT
'INV2'
'T-SP' (PROVIDE 6" MIN. VENTILATION CLEARANCE)
SPARE MODULE NOT
ELECTRICALLY CONNECTED
PROPOSED 24"x24" UNDERGROUND PULL BOX
(2) 2 1/2"C - PV AC PWR
(1) 2"C - PV AC PWR
(2) 2 1/2"C - PV AC PWR
(1) 2"C - PV AC PWR
PROPOSED EXPOSED RACEWAYS MOUNTED TO
UNDERSIDE OF STRUCTURE PURLINS (TYP)
AC DISCO. 'ULD': MANUAL, VISIBLY OPEN
& LOCKABLE OPEN, 24HR ACCESSIBLE.
36" CLEARANCE (TYP)
(E) 'MSB' & SCE METER #359150-007450
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
ELECTRICAL
PV PLAN
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
SCALE: 1"= 40'
ELECTRICAL PV PLAN1 0'10'20'40'
E100
SCALE: 1"= 5'
ENLARGED SERVICE EQUIPMENT LAYOUT2 0'2.5'5'
GENERAL NOTES:
1.COORDINATE EXACT STRUCTURE COLUMN LOCATIONS WITH
STRUCTURAL.
2.PROVIDE PVC SCHED. 40 CONDUIT BELOW GRADE, RMC/IMC
WHERE SUBJECT TO PHYSICAL DAMAGE AND UP TO A HEIGHT
OF 8' ABOVE GRADE, EMT CONDUIT WITH RAINTIGHT
COMPRESSION FITTINGS ELSEWHERE.
3.UNDERGROUND RACEWAYS SHALL BE INSTALLED A MINIMUM
OF 24" BELOW GRADE TO TOP OF RACEWAY.
4.CONTACT DIGALERT PRIOR TO PERFORMING ANY
UNDERGROUND INSTALLATIONS.
5.COORDINATE UNDERGROUND INSTALLATIONS WITH
AS-BUILTS AND OTHER TRADES.
6.MAINTAIN CODE REQUIRED CLEARANCES BETWEEN NEW
UNDERGROUND RACEWAYS AND EXISTING UTILITIES AS
REQUIRED. WHERE EXISTING UTILITIES ARE IN CONFLICT, A
TRENCH DEEPER THAN 24" SHALL BE REQUIRED.
OF SOUTHERN CALIFORNIA
UNDERGROUND SERVICE ALERT
DIG ALERT
NO
PARKING
NO
PARKING
EV
CH
A
R
G
I
N
G
ON
L
Y
NO
PA
R
K
I
N
G
STRUCTURE 'A'
PROPOSED UNDERGROUND TRENCH OR
BORE. REFERENCE DETAILS 1 & 2/E300 (TYP)
2
E100 ENLARGED SERVICE EQUIPMENT LAYOUT
PROPOSED 24"x24" UNDERGROUND PULL BOX
3 1/2"C - EV AC PWR
EVCS3/4
EVCS1/2
PROPOSED PERMANENT BOLLARD
PER STRUCTURAL (TYP)
PNL EV
36" CLEARANCE (TYP)
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
ELECTRICAL
EV PLAN
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
SCALE: 1"= 15'
ELECTRICAL EV PLAN1 0'15'
E101
GENERAL NOTES:
1.COORDINATE EXACT STRUCTURE COLUMN LOCATIONS WITH
STRUCTURAL.
2.PROVIDE PVC SCHED. 40 CONDUIT BELOW GRADE, RMC/IMC
WHERE SUBJECT TO PHYSICAL DAMAGE AND UP TO A HEIGHT
OF 8' ABOVE GRADE, EMT CONDUIT WITH RAINTIGHT
COMPRESSION FITTINGS ELSEWHERE.
3.UNDERGROUND RACEWAYS SHALL BE INSTALLED A MINIMUM
OF 24" BELOW GRADE TO TOP OF RACEWAY.
4.CONTACT DIGALERT PRIOR TO PERFORMING ANY
UNDERGROUND INSTALLATIONS.
5.COORDINATE UNDERGROUND INSTALLATIONS WITH
AS-BUILTS AND OTHER TRADES.
6.MAINTAIN CODE REQUIRED CLEARANCES BETWEEN NEW
UNDERGROUND RACEWAYS AND EXISTING UTILITIES AS
REQUIRED. WHERE EXISTING UTILITIES ARE IN CONFLICT, A
TRENCH DEEPER THAN 24" SHALL BE REQUIRED.
OF SOUTHERN CALIFORNIA
UNDERGROUND SERVICE ALERT
DIG ALERT
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
1-LINE
DIAGRAM
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
E200
SYSTEM SUMMARY
SYSTEM SIZE: 101.2KW (DC-STC), 91KVA (AC), 92.803KW (CEC-AC)
MODULES: (184) ZNSHINE PV-TECH CO., LTD. ZXM7-SHLDD144-550/M
INVERTERS: (1) CHINT POWER SYSTEMS AMERICA CPS SCA50KTL-DO/US-480 [480V]
(1) CHINT POWER SYSTEMS AMERICA CPS SCA36KTL-DO/US-480 [480V]
FROM (E)
SCE XFR
(E)
(E)
LOADS
(E)
LOADS (E)
GROUNDING
SYSTEM
(E) MAIN SERVICE BOARD "MSB":
1,600A, 208Y/120V, 3ɸ, 4W, NEMA 3R, 65KAIC
.........
(E)
LOADS
(E)
LOADS
(E)
(E)
LOADS
(E)
LOADS
(E)
G
N
SCE
359150-007450
(E)
1600A
3P
STRINGING TABLE:
SUPPLY SIDE CONNECTION. SEE GENERAL
NOTES FOR ADDITIONAL REQUIREMENTS
L
=
2
1
0
F
T
V.
D
.
=
1
.
0
5
%
(2) 2 1/2"C - 3 #250 THWN-2 AL, #1 AL GND
400A
3CL
A
S
S
R
G
AC DISC. 'ULD',
400A, 240V, 3P, 4W,
NEMA 3R, 200KAIC,
MANUAL, VISIBLY OPEN
& LOCKABLE OPEN.
24HR ACCESSIBLE.
RATED FOR SERVICE
ENTRANCE.
SQUARE D
H325NR OR EQUAL
N
#1/0 AWG CU MAIN BONDING JUMPER
3 1/2"C - 3 #600 THWN-2 CU, #1/0 CU NEU, #1/0 CU SSBJ
#1/0 AWG BARE CU GEC
L
=
2
5
F
T
V.
D
.
=
0
.
1
2
%
1"C - SEE ALSOENERGY DRAWINGS
FOR EXACT REQUIREMENTS
COM
M
CO
M
M
COM
M
DAS
FACTORY CABLE
15A
1P
15A
3P
60A
3P
SOLAR PANELBOARD 'SP'
200A, 480Y/277V, 3ɸ, 4W, NEMA 3R, 14KAIC
L
=
1
5
F
T
V.
D
.
=
0
.
0
9
%
'INV1'
55
KVA
G
N
COMM
COM
M
'INV2'
36
KVA
L
=
6
5
F
T
V.
D
.
=
0
.
5
2
%
1"C - 3 #4 THWN-2 AL, #6 AL GND
1"C - BELDEN RS485 CABLE
(LOOP THROUGH INVERTERS)
90A
3P
COMM COMM COMM
FREE-AIR - #10 CU PV-WIRE/USE-2/RHH/RHW-2-1000V, #6 CU GND
(SEE STRINGING TABLE FOR EXACT QUANTITIES)
SEE STRINGING
TABLE
WEATHERHEAD @ CARPORT (TYP)
1 1/2"C - 6 #10 CU PV-WIRE/USE-2/RHH/RHW-2-1000V, #6 CU GND
GENERAL NOTES:
1.ALL DC CONDUCTORS SHALL BE COPPER.
2.NEUTRAL CONDUCTORS SHALL MATCH MATERIALS OF THE PHASE CONDUCTORS.
3.CPS INVERTERS ARE EQUIPPED WITH STANDARD 20A DC FUSES IN THE FUSE HOLDERS.
CONTRACTOR SHALL SWAP OUT 20A FUSES WITH 25A FUSES PRIOR TO CONNECTION OF
DC STRINGS IN THE FIELD. CONSULT WITH INVERTER MANUFACTURER FOR MATCHING
FUSES.
4.INVERTER COMM KNOCK-OUTS ARE 3/4". CONTRACTOR SHALL PROVIDE 1"C BELOW GRADE
AND TRANSITION TO 3/4" AT INVERTER.
5.ALL METALLIC RACEWAYS AND EQUIPMENT SHALL BE BONDED AND ELECTRICALLY
CONTINUOUS.
6.MODULES SHALL MEET UL FIRE TESTING REQUIREMENTS.
7.THE RACK GROUNDING ELECTRODE CONDUCTOR SHALL BE INSTALLED PER CEC 250.64.
CONDUCTOR SPLICES SHALL BE WITH COMPRESSION CONNECTORS OR EXOTHERMIC
WELDING.
8.PROVIDE REJECTION TYPE FUSE HOLDERS FOR ALL FUSES.
9.PROVIDE PVC SCHED. 40 CONDUIT BELOW GRADE, RMC/IMC WHERE SUBJECT TO PHYSICAL
DAMAGE AND UP TO A HEIGHT OF 8' ABOVE GRADE, EMT CONDUIT ELSEWHERE.
10.CONTRACTOR SHALL TRIM ALL FACTORY LEEDS FOR CT'S, COMMUNICATION & CONTROLS
TO LENGTH.
11.PROVIDE FULLY RATED EQUIPMENT. SERIES RATING IS NOT ALLOWED.
12.ALL ELECTRICAL EQUIPMENT SHALL BE LABELED, LISTED OR CERTIFIED BY A NATIONALLY
RECOGNIZED TESTING LABORATORY ACCREDITED BY THE UNITED STATES OCCUPATIONAL
SAFETY HEALTH ADMINISTRATION.
13.SUPPLY SIDE CONNECTION SHALL BE FIELD CERTIFIED BY A NATIONALLY RECOGNIZED
TESTING LABORATORY ACCREDITED BY THE UNITED STATES OCCUPATIONAL SAFETY
HEALTH ADMINISTRATION.
14.CONTRACTOR SHALL NOT USE ADJACENT TERMINALS WITHIN EACH MPPT WHEN UTILIZING
FUSES LARGER THAN 20A AS PER THE INVERTER INSTALLATION INSTRUCTIONS.
BIFACIAL MODULE GAIN:
THE DESIGN ASSUMES A BIFACIAL MODULE GAIN NOT IN
EXCESS OF 15%.
ADJUSTED ISC = MODULE ISC x 1.15 = 15.97A
IMAX = ISC x 1.25 = 19.97A
ITERM = 1.25 x IMAX = 24.96A
OCPD = 25A
DC CONDUCTOR CALCULATION:
TERMINATION CHECK: #10 CU PV-WIRE/USE-2/RHH/RHW-2-1000V: 60°C = 30A
30A > 25A OCPD, OKAY.
IMAX CHECK: #10 CU PV-WIRE/USE-2/RHH/RHW-2-1000V: 90°C = 40A
CHECK WORST CASE SCENARIO: 8 CONDUCTORS IN A RACEWAY & AVERAGE SITE HIGH
TEMP= 47°C
IMAX = 19.97A (FROM BIFACIAL MODULE GAIN CALCULATION ABOVE)
40A x 0.82 x 0.7 = 22.96A (DERATED CONDUCTOR VALUE)
22.96A > 19.97A [IMAX], OKAY.
DAS: ALSOENERGY DAS ENCLOSURE. 277V, 1P. PROVIDE WITH CELLULAR MODEM.
ALSOENERGY POA IRRADIANCE SENSOR.
ALSOENERGY MODULE TEMPERATURE SENSOR.
BRANCH BREAKER FEEDING EV CHARGER SHALL BE LOCKABLE (TYP).
EQUIPMENT SCHEDULE:
150A
3P
L
=
6
0
F
T
V.
D
.
=
0
.
5
3
%
'T-SP'
112.5KVA
208V - 480Y/277V,
NEMA 3R, Z = 3.7%
150°C RISE,
DRY-TYPE
G N
1 1/2"C - 3 #1 THWN-2 AL, #6 AL GND
2"C - 3 #3/0 THWN-2 AL, #4 AL NEU, #4 AL SSBJ
1 1/4"C - 4 #10 CU PV-WIRE/USE-2/RHH/RHW-2-1000V, #8 CU GND
#4 AWG CU GEC
TO (2) 5/8"x8' GND
RODS 6'-0" APART
1"C - 3 #12 THWN-2 CU, #12
GND, 6 #14 SIS CABLE (FOR
RGM VT & CT)
3/4"C - 2 #12 THWN-2 CU, #12
GND (DAS 277VAC PWR)
15A
2P
TC
3/4"C - 2 #10 THWN-2 CU, #10 GND
1"C - 2 #10 THWN-2 CU, #10 GND WHERE BELOW GRADE
#10-2 THWN-2 CU PVC COATED MC CABLE @ UNDERSIDE
OF CARPORT
ASTRONOMIC TIMECLOCK TORK CAT
#EWZ201C, 2-20A/277V CIRCUIT, NEMA 3R
TO LTG CIRCUIT
SEE STRINGING
TABLE
300A
3P
L
=
2
8
0
F
T
V.
D
.
=
2
.
0
6
%
PANELBOARD 'EV'
400A, 208Y/120V, 3ɸ, 4W, NEMA 3R, 22KAIC
G
N
3 1/2"C - 3 #500 THWN-2 AL, #500 AL NEU, #2 AL GND
1 1/2"C - 4 #1 THWN-2 CU, #6 CU GND
L
=
1
5
F
T
V.
D
.
=
0
.
1
8
%
EV
C
S
2
EV
C
S
1
100A
2P
100A
2P
L
=
3
0
F
T
V.
D
.
=
0
.
3
7
%
EV
C
S
4
EV
C
S
3
100A
2P
100A
2P
PANEL EV SCHEDULE
#2 AWG CU GEC
TO (2) 5/8"x8' GND
RODS 6'-0" APART
CHARGEPOINT
DUAL PORT
CP6021B-80A-L5.5
80A, 208V, 1ɸ, 2W,
NEMA 3R
(TYP)
(E) 'MSB' DEMAND CALCULATIONS
1-YEAR MAX 15-MIN INTERVAL DATA = 24.36KWH
DEMAND KW = 24.36KWH/15MIN x 60MIN/1HR = 97.44KW
DEMAND KVA @ 0.8 ASSUMED P.F. = 97.44KW / 0.8 = 121.8KVA
DEMAND KVA @ 125% NEC MULTIPLIER = 121.8KVA x 125% = 152.25KVA
ADDED EV LOAD
3 x 31.3KVA = 93.9KVA (FROM PNL EV MAX UNBALANCED PHASE)
TOTAL NEW & (E) DEMAND
KVA = 152.25KVA + 93.9KVA = 246.15KVA
AMPS @ 208V = 683.2A < 1,600A, OKAY.
D
T5.106.5.3.6 CALCULATIONS
# OF ALTERED PARKING SPACES: 26
TOTAL KVA REQUIRED (EVSE & EV CAPABLE) = 52.8KVA
PROPOSED # OF LEVEL II EVSE = 4
KVA/EVSE = 80A x 208V / 1,000VA/KVA = 16.64KVA
4 x 16.64KVA = 66.56KVA
66.56KVA > 52.8KVA, OKAY.
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
GROUNDING
DIAGRAM
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
E201
1.COMBINED DC GEC/AC EGC SHALL BE INSTALLED IN ACCORDANCE WITH
CEC 250.64(E) IN COMPLIANCE WITH 250.92(B) AND ENSURED BY ONE OF
THE METHODS IN 250.92(B)(2) THROUGH (B)(4). FOR FERROUS METAL
RACEWAYS & ENCLOSURES, CONTRACTOR SHALL INSTALL
BONDING-TYPE LOCKNUTS OR BUSHINGS ON EACH END OF THE
RACEWAY OR ENCLOSURE TO THE GROUNDING ELECTRODE OR
GROUNDING ELECTRODE CONDUCTOR.
2.EACH MODULE TO BE BONDED TO EQUIPMENT GROUND AS CALLED OUT
ON THE LINE DIAGRAM AND THESE NOTES. SEE MODULE
MANUFACTURER INSTRUCTIONS OF RECOMMENDED GROUNDING
COMPONENTS AND METHODS.
3.CEC ARTICLE 250 - GROUNDING EARTH RESISTANCE SHALL NOT EXCEED
25 OHMS. IF A SINGLE ROD, PIPE OR PLATE HAS EARTH RESISTANCE IN
EXCESS OF 25 OHMS, SUPPLEMENTAL GROUNDING ELECTRODES SHALL
BE ADDED AT 6' MINIMUM INTERVALS IN ORDER TO ACHIEVE EARTH
RESISTANCE OF LESS THAN 25 OHMS.
GENERAL NOTES:
3 STRUCTURE BONDING DIAGRAM
PURLIN TO BEAM
BONDING JUMPER (TYP)
PURLIN TO PURLIN (TYP)
BEAM WITH COLUMN THAT IS
CONNECTED TO AUXILIARY GROUNDING
ELECTRODE PER DETAIL 2 THIS SHEET.
BEAM TO COLUMN
FACTORY WELD (TYP)
FOOTING PER STRUCTURAL
FINISHED
SURFACE
COLUMN
#4 REBAR CAGE WITH STEEL TIE
WIRES PER STRUCTUREL (TYP)
EXOTHERMIC WELD OR ILSCO GBL-4DBT LAY-IN ON
VERTICAL COLUMN WITH 10-32 X 3/4" MIN SS
THREAD CUT SCREW MOUNTED INSPECT BEFORE
CONCRETE IS POURED
20FT #4 AWG
BARE CU UFER
GROUND REBAR TO UFER WITH UL
APPROVED BONDING CLAMP
RATED FOR DIRECT BURIAL AND
CONCRETE SUCH AS RACO CAT
#RBC2DBAG1R (OR EQUAL).
NOTES:
1.TRIM END AND CURL WIRE BACK ONTO ITSELF
2.ADD ANTI-OXIDANT COMPOUND (NOALOX OR
EQUIV) AT GROUND LUG WIRE TERMINATION
3.PHOTOGRAPH ALL CONNECTIONS BEFORE THEY
ARE BURIED.
4.GROUND ONLY 1 COLUMN PER STRUCTURE. USE
COLUMN WHERE PANEL 'PV1' IS MOUNTED.
WHERE NO PANEL 'PV1' IS LOCATED ON
STRUCTURE, USE COLUMN WHERE INVERTER IS
MOUNTED.
2 STRUCTURE COLUMN GROUNDING
#4 REBAR CAGE WITH STEEL TIE
WIRES PER STRUCTUREL (TYP)
CONCRETE FOOTING
SEE 1-LINE
'(E) MSB'
GNDNEU
INVERTER
'INV1'
GND NEU
SEE 1-LINE
#4 CU FREE-AIR GEC TO COLUMN
WHERE 'INV1' IS MOUNTED
PV MODULES
@
STRUCTURE
#6 AWG CU FREE-AIR OR A LISTED BRAIDED BONDING
STRAP(TYP OF PURLIN TO BEAM & PURLIN TO
PURLIN. USE ILSCO GBL-4DBT LAY-IN LUG)
LISTED CONNECTION PER MODULE INSTALLATION MANUAL
SEE DETAIL 2 THIS SHEET FOR STRUCTURE
COLUMN GROUNDING ELECTRODE SYSTEM
FACTORY WELD (TYP)
'ULD'
GND
GEC PER 1-LINE
1 GROUNDING DIAGRAM
NEU
(E) MAIN BONDING JUMPER
PNL 'SP'
GND NEU
SSBJ PER 1-LINE
SEE 1-LINE
#4 CU FREE-AIR GEC TO COLUMN
WHERE PNL 'SP' IS MOUNTED
SSBJ PER 1-LINE
MAIN BONDING
JUMPER PER 1-LINE
'T-SP'
GND NEU
SEE 1-LINE
FACTORY SYSTEM BONDING
JUMPER PER 1-LINE
SEE 1-LINETO 'INV2' (TYP 'INV1')
(E)
GROUNDING
SYSTEM
#4 AWG GEC TO
(2) 5/8"x8' GND
RODS 6'-0" APART
SEE 1-LINE
PNL 'EV'
GND NEU
GND PER 1-LINE
#2 AWG GEC TO
(2) 5/8"x8' GND
RODS 6'-0" APART
EVCS1/2
GND
SEE 1-LINE
SEE 1-LINETO EVCS3/4 (TYP EVCS1/2)
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
ELECTRICAL
DETAILS
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
E300
1 TRENCH DETAIL
3 PULL BOX DETAIL
4 PV WIRE SECURING
S.S TIE-WRAP @
EACH WIRE CLIP
PV WIRE TYP
PV WIRE CLIP
PURLIN FRAME
GENERAL NOTES:
1.PROVIDE CONCRETE ELECTRICAL PULLBOXES W/METAL BOLT DOWN H20 TRAFFIC
COVERS. EISEL PRODUCTS NO. 5T PB/DP OR APPROVED EQUAL.
CONCRETE BOX W/METAL
BOLT DOWN COVER
FINISHED GRADE
1' CRUSHED ROCK
24"
18"
30"
18"
2"
12"
TOP OF (E) FINISHED GRADE /
PAVEMENT (UNDISTURBED)
UNDISTURBED (E) SUB-GRADE
COMM AND LIGHTING
CONDUITS (IF APP.)
BORE SIZE PER GC POWER & SPARE CONDUITS
SIZES & QTY'S PER
DRAWINGS (IF APP.)
24" MIN.
DEPTH
2 BORE DETAIL
5 PV PANEL WIRE MANAGEMENT DETAIL
8 CANOPY MOUNTED PANELBOARD 6 CONDUIT GROUNDING DETAIL
CONDUIT
COMPRESSION FITTING ENCLOSURE
LOCK NUT
GROUNDING BUSHING
WITH LAY-IN LUG
CONTINUOUS GROUND
STRIP INSULATION AT LUG
7 CANOPY MOUNTED INVERTER
BEAM
RMC/IMC CONDUIT
LUMINAIRE (WHERE OCCURS)
COLUMN
PURLIN
PV PANEL
EXISTING GRADE
TO PANEL 'SSBx' & INV (IF APPLICABLE)
PVC CONDUIT
<=6'-7"
EMT CONDUIT
TO INVERTER
'SPx'
MYERS HUB
TO HIGHEST BREAKER
HANDLE WHEN IT IS IN
THE HIGHEST POSITION
EMT R.T. COMP. CONN. (TYP)
TOP OF (N) FINISHED GRADE
TO MATCH (E) GRADE
2 SACK SLURRY UP TO 6" BELOW
FINISHED GRADE TOP 6" TO
MATCH FINISH MATERIAL.
LIGHTING CONDUIT
(IF APP.)
POWER CONDUITS PER
DRAWINGS (IF APP.)
24" MIN.
AT TRENCH
24" MIN.
DEPTH
3" MIN.
COMMUNICATION CONDUIT
(IF APP.)
NOTES:
1.PAVING SECTION PROFILE TO MATCH EXISTING AT
FIRE LANE TO MAINTAIN FIRE LANE STRENGTH.
BEAM
RMC/IMC CONDUIT
LUMINAIRE (WHERE OCCURS)
EMT CONDUIT
PURLIN
PV PANEL
PV STRING WIRING
WEATHERHEAD (TYP)
INTEGRAL DC DISCONNECT
EXISTING GRADE
TO PANEL 'SPx' & DAS (IF APPLICABLE)
FOOTING PER STRUCTURAL
PVC CONDUIT
EMT TO LFMC TRANSITION
LOOP LFMC 180° TO LAND AT
KNOCK-OUTS LOCATED AT BOTTOM
OF INVERTER WIRING BOX>=6'-7"
INTEGRAL AC DISCONNECT
TO PANEL 'SPx' & DAS (IF APPLICABLE)
INVERTER
INTEGRAL DC & AC DISCONNECTS. MAY BE
MOUNTED HIGHER THAN 6'-7" ABOVE GRADE
AS PERMITTED BY CEC 404.8(A) EXCEPTION
2. IN ORDER TO REDUCE TAMPERING WITH
EQUIPMENT BY UNAUTHORIZED PERSONNEL
COLUMN
>=6'-8"
FOR EQUIPMENT MOUNTED IN PARKING
AREAS BOTTOM EDGE PROJECTS MORE
THAN 4" INTO THE CIRCULATION PATH.
PVC TO RMC/IMC CONDUIT
TRANSITION IN POLE BASE
USE 10MIL DOUBLE WRAPPED TAPE
FOOTING PER STRUCTURAL
PVC TO RMC/IMC CONDUIT
TRANSITION IN POLE BASE
USE 10MIL DOUBLE WRAPPED TAPE
NOPARKING NOPARKING
NOPARKING
EV
CHA
R
G
I
N
G
ONL
Y
NO
PAR
K
I
N
G
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
ELECTRICAL
PLACARDS
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
E400
POWER TO THIS BUILDING IS SUPPLIED FROM
THE FOLLOWING SOURCES WITH
DISCONNECTS LOCATED AS SHOWN
CAUTION
1 MOUNTING LOCATION: (E) 'MSB'
4 MOUNTING LOCATION: INVERTER DC DISCONNECT
253
208V
PV SYSTEM DISCONNECT
MAXIMUM AC OPERATING CURRENT:
NOMINAL OPERATING AC VOLTAGE:
2 MOUNTING LOCATION: UTILITY LOCKABLE AC DISCONNECT 'ULD'
ELECTRICAL SHOCK HAZARD
TERMINALS ON THE LINE AND
LOAD SIDES MAY BE ENERGIZED
IN THE OPEN POSITION
3 MOUNTING LOCATION: PANEL 'SP' & TRANSFORMER 'T-SP'
ELECTRICAL SHOCK HAZARD
TERMINALS ON THE LINE AND
LOAD SIDES MAY BE ENERGIZED
IN THE OPEN POSITION
CEC 690.56(C)(3)
RAPID SHUTDOWN
SWITCH FOR SOLAR PV
SYSTEM
ELECTRICAL SHOCK HAZARD
TERMINALS ON THE LINE AND
LOAD SIDES MAY BE ENERGIZED
IN THE OPEN POSITION
INVX
5 MOUNTING LOCATION: DC J-BOXES & EMT/ CONDUIT RACEWAYS EVERY 10 FEET
WARNING: PHOTOVOLTAIC
POWER SOURCE
1.MARKING IS REQUIRED ON ALL INTERIOR AND EXTERIOR PV CONDUIT, RACEWAYS, ENCLOSURES, CABLE ASSEMBLIES, AND JUNCTION BOXES TO ALERT THE FIRE SERVICE TO AVOID
CUTTING THEM. MARKING SHALL BE PLACED EVERY 10 FEET, AT TURNS AND ABOVE AND/OR BELOW PENETRATIONS, AND AT ALL PV COMBINER AND JUNCTION BOXES.
2.REFLECTIVE WEATHER RESISTANT MATERIAL SUITABLE FOR THE ENVIRONMENT (DURABLE ADHESIVE MATERIALS MUST MEET THIS REQUIREMENT)
3.MARKING CONTENT AND FORMAT:
RED BACKGROUND, WHITE LETTERING, MINIMUM 3/8” LETTER HEIGHT, ALL CAPITAL LETTERS, ARIAL OR SIMILAR FONT, NON BOLD
SIGNAGE REQUIRMENTS:
6 MOUNTING LOCATION: DAS
DAS
SP
DC DISCONNECT
MAXIMUM VOLTAGE:
MAXIMUM CIRCUIT CURRENT:
982V
40A
AC DISCONNECT 'ULD'
SOLAR PV SYSTEM EQUIPPED
WITH RAPID SHUTDOWN
TURN RAPID SHUTDOWN
SWITCH TO THE
'OFF' POSITION TO
SHUT DOWN
CONDUCTORS OUTSIDE
THE ARRAY.
CONDUCTORS WITHIN
THE ARRAY REMAIN
ENERGIZED IN SUNLIGHT.
SOLAR ELECTRIC
PV PANELS
PANEL 'SP'
WARNING!
RACEWAY IS ENERGIZED
WHEN DISCONNECT IS IN
THE OPEN POSITION. DO
NOT RELOCATE OR CUT.
'INV1'
EACH INVERTER'INV1'
(YOU ARE HERE)
MAIN SERVICE BOARD 'MSB'
'INV2'
'T-SP'
DC DISCONNECT
MAXIMUM VOLTAGE:
MAXIMUM CIRCUIT CURRENT:
873V
40A
'INV-2'
T-SP
NO
PARKING
NO
PARKING
NO
PARKING
EV
CH
A
R
G
I
N
G
ON
L
Y
NO
PA
R
K
I
N
G
PROPOSED FIXTURE TYPE 'PV' MOUNTED
TO UNDERSIDE OF CANOPY (TYP)
#10-2 THWN-2 CU PVC COATED MC CABLE
ROUTED TO STRUCTURE PURLIN (TYP)
TIMECLOCK
TC
STRUCTURE 'A'
PANEL 'EV'
PROPOSED UNDERGROUND TRENCH OR
BORE. REFERENCE DETAILS 1 & 2/E300 (TYP)
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
LIGHTING
PLAN
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
LIGHTING FIXTURE SCHEDULE
MARK MANUFACTURER & CATALOG #
MAXLITE
CPL-30-U-CS-B-CR LED
MOUNTING
SURFACE
VOLTS
UNV
WATTS
30
REMARKS
1'x1' LOW BAY OUTDOOR RATED LED FIXTURE
WITH FIELD SELECTABLE COLOR TEMPERATURE,
3860-4178 LUMEN AND INTEGRAL DIMMING
BALLAST. SET COLOR TEMPERATURE TO 5000K.PV
LAMPS
LIGHTING CONTROL NOTES:
1.ALL OUTDOOR LIGHTING SHALL BE CONTROLLED THROUGH
NEW ASTRONOMICAL TIMECLOCK AND FIXTURE INTEGRATED
PHOTOCELL AND STEP DIMMING SENSOR.
E500
SCALE: 1"=20'
LIGHTING PLAN1 0'5'10'20'
GENERAL NOTES:
1.COORDINATE EXACT STRUCTURE COLUMN LOCATIONS WITH
STRUCTURAL.
2.PROVIDE PVC SCHED. 40 CONDUIT BELOW GRADE, RMC/IMC
WHERE SUBJECT TO PHYSICAL DAMAGE AND UP TO A HEIGHT
OF 8' ABOVE GRADE, EMT CONDUIT WITH RAINTIGHT
COMPRESSION FITTINGS ELSEWHERE.
3.UNDERGROUND RACEWAYS SHALL BE INSTALLED A MINIMUM
OF 24" BELOW GRADE TO TOP OF RACEWAY.
4.CONTACT DIGALERT PRIOR TO PERFORMING ANY
UNDERGROUND INSTALLATIONS.
5.COORDINATE UNDERGROUND INSTALLATIONS WITH
AS-BUILTS AND OTHER TRADES.
6.MAINTAIN CODE REQUIRED CLEARANCES BETWEEN NEW
UNDERGROUND RACEWAYS AND EXISTING UTILITIES AS
REQUIRED. WHERE EXISTING UTILITIES ARE IN CONFLICT, A
TRENCH DEEPER THAN 24" SHALL BE REQUIRED.
OF SOUTHERN CALIFORNIA
UNDERGROUND SERVICE ALERT
DIG ALERT
NO
PARKING
NO
PARKING
NO
PARKING
EV
CH
A
R
G
I
N
G
ON
L
Y
NO
PA
R
K
I
N
G
STRUCTURE 'A'
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.1
0.2
0.2
0.2
0.2
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.0
0.0
0.1
0.1
0.1
0.1
0.2
0.2
0.3
0.3
0.3
0.3
0.3
0.3
0.4
0.3
0.3
0.3
0.3
0.4
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.2
0.2
0.2
0.2
0.2
0.2
0.1
0.1
0.1
0.1
0.1
0.0
0.0
0.1
0.1
0.2
0.2
0.3
0.4
0.5
0.5
0.5
0.5
0.5
0.6
0.6
0.5
0.5
0.5
0.5
0.6
0.6
0.5
0.5
0.5
0.6
0.6
0.5
0.5
0.4
0.5
0.5
0.4
0.3
0.2
0.2
0.2
0.1
0.1
0.0
0.0
0.1
0.1
0.2
0.3
0.4
0.5
0.7
0.8
0.7
0.7
0.7
0.9
0.9
0.8
0.6
0.6
0.7
0.9
0.8
0.7
0.6
0.7
0.8
0.9
0.8
0.7
0.7
0.7
0.7
0.5
0.4
0.3
0.2
0.2
0.1
0.0
0.0
0.0
0.1
0.1
0.2
0.3
0.4
0.6
1.1
1.3
1.0
0.8
1.0
1.3
1.3
1.0
0.7
0.8
1.0
1.4
1.1
0.9
0.7
0.9
1.1
1.5
1.1
0.8
0.9
1.1
1.2
0.7
0.5
0.3
0.3
0.2
0.1
0.0
0.0
0.0
0.1
0.2
0.3
0.4
0.6
0.9
1.9
2.3
1.5
1.2
1.4
2.3
2.2
1.4
1.1
1.1
1.5
2.2
1.9
1.2
1.0
1.1
1.8
2.3
1.7
1.1
1.2
1.9
2.0
1.2
0.6
0.4
0.3
0.2
0.1
0.0
0.0
0.0
0.1
0.2
0.4
0.6
0.9
2.0
4.4
5.0
3.3
1.9
2.9
4.9
4.8
2.6
1.6
1.7
3.3
4.9
4.2
2.1
1.5
2.0
4.0
4.9
3.6
1.9
2.2
4.2
4.5
2.6
1.0
0.6
0.4
0.3
0.1
0.0
0.0
0.0
0.1
0.2
0.4
0.8
1.5
2.8
5.9
6.7
4.6
3.2
4.3
6.6
6.5
3.8
2.6
2.7
4.6
6.7
5.8
3.1
2.5
2.9
5.6
7.0
5.2
3.2
3.6
6.1
6.6
4.0
1.7
1.0
0.5
0.3
0.1
0.0
0.0
0.0
0.1
0.2
0.4
0.6
0.8
1.9
4.3
4.8
3.2
1.9
2.9
4.9
4.8
2.7
1.6
1.8
3.5
5.2
4.5
2.3
1.7
2.2
4.5
5.5
4.1
2.2
2.6
4.9
5.2
3.1
1.2
0.7
0.5
0.3
0.1
0.0
0.0
0.0
0.1
0.2
0.3
0.4
0.6
0.9
1.8
2.1
1.4
1.1
1.4
2.2
2.2
1.3
1.1
1.1
1.5
2.3
2.0
1.2
1.1
1.2
2.0
2.5
1.8
1.2
1.3
2.2
2.3
1.3
0.7
0.5
0.4
0.2
0.1
0.0
0.0
0.0
0.1
0.1
0.2
0.3
0.4
0.6
1.1
1.3
0.9
0.8
0.9
1.3
1.3
0.9
0.7
0.8
1.0
1.4
1.1
0.9
0.7
0.9
1.2
1.5
1.1
0.9
0.9
1.2
1.3
0.7
0.5
0.3
0.3
0.2
0.1
0.0
0.0
0.0
0.1
0.1
0.2
0.3
0.3
0.5
0.7
0.8
0.7
0.7
0.7
0.9
0.9
0.7
0.6
0.6
0.7
0.9
0.8
0.7
0.6
0.7
0.9
1.0
0.8
0.7
0.7
0.8
0.8
0.6
0.4
0.3
0.2
0.2
0.1
0.0
0.0
0.0
0.1
0.1
0.2
0.2
0.3
0.3
0.4
0.5
0.5
0.5
0.5
0.6
0.6
0.5
0.5
0.5
0.5
0.6
0.6
0.5
0.5
0.5
0.6
0.6
0.6
0.5
0.5
0.5
0.5
0.4
0.3
0.2
0.2
0.2
0.1
0.1
0.0
0.0
0.1
0.1
0.1
0.1
0.2
0.2
0.3
0.3
0.3
0.3
0.3
0.3
0.4
0.3
0.3
0.3
0.3
0.4
0.4
0.3
0.3
0.3
0.4
0.4
0.3
0.3
0.3
0.3
0.3
0.3
0.2
0.2
0.1
0.1
0.1
0.1
0.0
0.0
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.0
0.1
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
PHOTOMETRIC
PLAN
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
E501
SCALE: 1"=20'
PHOTOMETRIC PLAN1 0'5'10'20'
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
TITLE 24
CALCULATIONS
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
E502
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
DATA SHEETS
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
D100
SHEET NO.:
SHEET TITLE
DATE:
02.22.24
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-0837
2 CROMWELL
IRVINE CA 92618
949-460-0460
DATA SHEETS
A REV A 07.24.24
B REV B 01.08.25
C REV C 04.10.25
D REV C 06.02.25
D101C
DESIGN CRITERIA
BUILDING CODE: 2022 CALIFORNIA BUILDING CODE, REFERRED TO AS "THE CODE"
GOVERNING JURISDICTION: CITY OF ARCADIA, CA
OCCUPANCY TYPE: S-2
ROOF LIVE LOADS:
DISTRIBUTED = 12 PSF *
POINT LOAD = 300 LBS **
* NON-CONCURRENT W/ PV PANEL DEAD LOAD & WIND LOAD
** CONCURRENT W/ PV PANEL DEAD
SNOW LOADS:
MAXIMUM GROUND SNOW LOAD = 0 PSF
WIND ANALYSIS: DIRECTIONAL PROCEDURE PER ASCE 7, CHAPTER 27
BASIC WIND SPEED, V = 95 MPH
WIND EXPOSURE = CATEGORY C
RISK CATEGORY = II
GUST EFFECT FACTOR, G = 0.85
INTERNAL PRESSURE COEFFICIENT, GCpi = ±0
SEISMIC CRITERIA:
SITE CLASSIFICATION = D
RISK CATEGORY = II
SEISMIC DESIGN CATEGORY = D
SEISMIC ANALYSIS: ASCE 7-16, CHAPTER 15
SEISMIC FORCE-RESISTING SYSTEM = INVERTED PENDULUM
RESPONSE MODIFICATION COEFFICIENT, R = 2.00
SYSTEM OVERSTRENGTH FACTOR, Ωo = 2.00
DEFLECTION AMPLIFICATION FACTOR, Cd = 2.00
SEISMIC IMPORTANCE FACTOR, IE = 1.0
REDUNDANCY FACTOR, ρ = 1.0 longitudinal
REDUNDANCY FACTOR, ρ = 1.3 transverse
Ss= 1.989g, Sds = 1.326g
S1 = 0.701g
SEISMIC BASE SHEAR...................................Cs = 0.663W
GENERAL STRUCTURAL NOTES
GENERAL
1.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING
CONSTRUCTION. DO NOT SCALE THE DRAWINGS. THE ENGINEER SHALL BE
NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. SUBMIT
CLARIFICATION REQUEST PRIOR TO PROCEEDING WITH WORK.
2.ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT
DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW
AND COORDINATION OF ALL DRAWINGS PRIOR TO THE START OF
CONSTRUCTION. ANY DISCREPANCIES THAT OCCUR SHALL BE BROUGHT TO
THE ATTENTION OF THE ENGINEER PRIOR TO START OF CONSTRUCTION SO
THAT A CLARIFICATION CAN BE ISSUED. ANY DEVIATION FROM THE
APPROVED SET OF CONTRACT DOCUMENTS SHALL ONLY BE MADE AFTER
WRITTEN APPROVAL BY THE ENGINEER OF RECORD. ANY WORK
PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE
REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT THEIR OWN
EXPENSE.
3.THE STRUCTURES IN THESE CONTRACT DOCUMENTS ARE PROPRIETARY TO
TEICHERT ENERGY & UTILITIES GROUP, INC. DBA TEICHERT SOLAR. THESE
STRUCTURES MAY NOT GO OUT TO BID AND MUST BE BUILT BY TEICHERT
SOLAR.
4.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER
GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN,
CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. UNLESS NOTED
OTHERWISE, DETAILS IN STRUCTURAL DRAWINGS ARE TYPICAL AS
INDICATED BY CUTS, REFERENCES OR TITLES.
5.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE
FOLLOWING LOCAL BUILDING CODE, AND ANY OTHER REGULATING
AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK AND
THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND
SPECIFICATIONS.
6.THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT
THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES
NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH
MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING
FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS
TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE
INSPECTION OF THE ABOVE ITEMS.
7.ALL REFERENCED STANDARDS (i.e. ACI, AISC, ASTM, ETC.) SHOWN IN THESE
DOCUMENTS SHALL BE PER THE LATEST ADOPTED EDITION AS LISTED IN
CHAPTER 35 OF THE CODE.
8.CONTRACTOR TO PROVIDE A LIST OF ALL PROPOSED SUBSTITUTIONS, WITH
APPLICABLE MANUFACTURER'S ICC/IAPMO REPORTS, TO ARCHITECT,
ENGINEER OF RECORD AND GOVERNING JURISDICTION FOR REVIEW AND
APPROVAL BEFORE FABRICATION.
SUBMITTALS
1.THE STRUCTURAL SHOP DRAWING REVIEW IS INTENDED TO HELP THE
ENGINEER VERIFY THE DESIGN CONCEPT. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO CHECK THEIR OWN SHOP DRAWINGS.
2.THE STRUCTURAL SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL
IF A CURSORY REVIEW SHOWS MAJOR ERRORS WHICH SHOULD HAVE BEEN
FOUND BY THE CONTRACTOR'S CHECKING.
3.THE FOLLOWING SHOP DRAWINGS ARE NOT REQUIRED FOR SUBMITTAL FOR
STRUCTURAL REVIEW:
a.SHORING AND BRACING.
b.UNSPLICED REBAR AT SLAB-ON-GRADE AND SPREAD FOOTINGS.
c.FORMWORK.
d.STRUCTURAL STEEL MILL REPORTS.
4.THE FOLLOWING SHOP DRAWINGS (AND CALCULATIONS WHEN APPLICABLE)
ARE REQUIRED FOR SUBMITTAL FOR STRUCTURAL REVIEW:
a.CONCRETE MIX DESIGNS, INCLUDING STRENGTH TEST RESULTS
b.REINFORCING STEEL (EXCEPT WHERE NOTED BY NOTE 3 ABOVE)
c.STRUCTURAL STEEL
d.ANCHOR ROD CUT SHEET WITH DIAMETER, LENGTH, AND MATERIAL
STRENGTH
e.WELDING PROCEDURE SPECIFICATIONS
5.ANY SUBMITTAL OF A DETAIL SHEET WITH ADDED INFORMATION NOT
SHOWN ON PLANS SHALL BE ACCOMPANIED BY LOCATION PLAN
IDENTIFYING THE MEMBERS INVOLVED AND CLOUDING AROUND ADDED
INFORMATION.
6.THE SHOP DRAWINGS SHALL REFERENCE THE DATA OF THE DESIGN USED
TO PRODUCE THE SUBMITTAL.
7.CONTRACTOR/SUBCONTRACTOR TO PROVIDE DIGITAL SET OF SHOP
DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER. DIGITAL SET WILL
BE RETURNED TO THE CONTRACTOR FOR DISTRIBUTION.
FOUNDATIONS
1.FOUNDATION DESIGN BASED ON THE FOLLOWING GEOTECHNICAL REPORT:
COMPANY: KRAZAN & ASSOCIATES, INC.
DATE: JANUARY 22, 2024
REPORT NUMBER: 112-23151
2.DRILLED PIERS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION:
ALLOWABLE SKIN FRICTION (DOWN / UP) = 270 PSF* / 160 PSF*
LATERAL BEARING CAPACITY = 137 PSF/FT
* 13 ALLOWABLE INCREASE FOR WIND OR SEISMIC LOADS.
3.DE-WATERING OF EXCAVATIONS FROM EITHER SURFACE WATER, GROUND
WATER, OR SEEPAGE SHOULD BE PERFORMED, IF REQUIRED.
4.FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS
SHOWN ON DRAWINGS. SHOULD SOIL ENCOUNTERED AT THESE DEPTHS
NOT BE APPROVED BY THE INSPECTOR OR SOILS ENGINEER, FOUNDATION
ELEVATIONS WILL BE ALTERED.
5.FOOTING BACKFILL AND UTILITY TRENCH BACKFILL SHALL BE
MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS
REPORT OR BACKFILLED WITH 2-SACK SAND CEMENT SLURRY AND
APPROVED BY THE SPECIAL INSPECTOR. SOILS REPORT SHALL TAKE
PRECEDENT WHEN RECOMMENDATION GIVEN.
6.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND
EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED
STRUCTURES, SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY
SUCH STRUCTURES ARE FOUND, STRUCTURAL ENGINEER SHALL BE
NOTIFIED IMMEDIATELY.
7.SOIL REMOVAL AND RECOMPACTION SHALL BE PER THE SOILS REPORT AND
APPROVED CONTRACT DOCUMENTS.
8.THE DRILLED PIERS MUST BE INSPECTED BY THE SOILS ENGINEER PRIOR
TO PLACING CONCRETE AND REINFORCING STEEL. ADJUST SHAFT
LENGTHS UNDER DIRECTION OF THE SOILS ENGINEER AND THE OWNER'S
REPRESENTATIVE BASED ON SOIL CONDITIONS AT TIME OF DRILLING.
9.PRECAUTIONS SHOULD BE TAKEN DURING THE INSTALLATION OF PIERS TO
MINIMIZE THE POSSIBILITY OF CAVING. PIERS SPACED CLOSER 3 PIER
DIAMETERS SHOULD BE DRILLED AND FILLED ALTERNATELY, ALLOWING THE
CONCRETE TO SET AT LEAST EIGHT HOURS BEFORE DRILLING AN
ADJACENT HOLE.
10.PIER EXCAVATIONS SHOULD BE FILLED WITH CONCRETE WITHIN 72 HOURS
OR AS NOTED IN THE SOILS REPORT AFTER DRILLING AND INSPECTION,
WHICHEVER IS SOONER.
11.KEEP EXCAVATIONS FREE OF WATER BEFORE PLACING CONCRETE UNLESS
OTHERWISE APPROVED BY THE SOILS ENGINEER. IF UNABLE TO SEAL OFF
WATER FLOW, PER THE APPROVAL OF THE SOILS ENGINEER, ALLOW WATER
LEVEL TO ATTAIN ITS NORMAL LEVEL AND PLACE CONCRETE BY THE TREMIE
METHOD OR OTHER APPROVED METHOD.
12.PLACE REINFORCING STEEL IN ONE CONTINUOUS UNIT AND ACCURATELY
HOLD SECURELY IN FINAL POSITION USING CHAIRS OR SPACERS DURING
CONCRETE PLACEMENT.
13.AN UNREINFORCED HEIGHT OF 18 INCHES AT THE BOTTOM OF THE SHAFT IS
ACCEPTABLE.
14.CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF ACI 336.3R,
LATEST EDITION.
CONCRETE
1.ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH THE CODE AND
WITH THE PROVISIONS OF ACI 318 AND ACI 301.
2.CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING
LABORATORY AND APPROVED BY THE STRUCTURAL ENGINEER.
a.MIX DESIGN METHODS (TEST HISTORY OR TRIAL BATCH METHOD)
PER THE CODE SHALL BE USED TO PROPORTION CONCRETE. SUBMIT
MIX DESIGN METHOD DATA
b.MIX DESIGNS SHALL SATISFY EITHER THE SHRINKAGE CRITERIA OR
THE W/C RATIO AND TOTAL WATER CRITERIA.
3.SCHEDULE OF STRUCTURAL CONCRETE PERFORMANCE REQUIREMENTS:
4.PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 TYPE II
5.AGGREGATE FOR HARDROCK CONCRETE SHALL CONFORM TO ALL
REQUIREMENTS AND TESTS OFASTM C33 AND PROJECT SPECIFICATIONS.
EXCEPTIONS MAY BE USED ONLY WITH PERMISSION OF THE STRUCTURAL
ENGINEER.
6.CONCRETE MIXING OPERATION, ETC. SHALL CONFORM TO ASTM C94.
7.PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 301 AND PROJECT
SPECIFICATIONS. CLEAN AND ROUGHEN TO MIN. 14" AMPLITUDE ALL
CONCRETE SURFACES AGAINST WHICH NEW CONCRETE IS TO BE PLACED.
8.ALL REINFORCING BARS, ANCHOR BOLTS, AND OTHER CONCRETE INSERTS
SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.
9.PIPES OR CONDUITS LARGER THAN 4" DIAMETER SHALL NOT BE EMBEDDED
IN STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY PERMITTED OR
APPROVED BY STRUCTURAL ENGINEER. PIPES OR CONDUITS SHALL NOT
DISPLACE OR INTERRUPT REINFORCING BARS. SPACE THE PIPES OR
CONDUITS SUCH THAT PROPER CONCRETE PLACEMENT AND
CONSOLIDATION IS ACHIEVED.
10.PROVIDE MIN. 14" CHAMFER ON ALL EXPOSED CORNERS.
11.THE STEEL STRUCTURES MAY BE INSTALLED 24 HOURS AFTER THE
FOUNDATIONS HAVE BEEN CAST OR AFTER CONCRETE REACHES A
MINIMUM COMPRESSIVE STRENGTH OF 1,000-PSI,WHICHEVER COMES FIRST.
BREAK TESTS NOT REQUIRED IF WAITING UNTIL 24 HOURS TO ERECT STEEL.
MINIMUM CONCRETE PROPERTIES
ELEMENT f'c @ 28 DAYS [PSI]MAX W/C MAX DENSITY [PCF]
24" DIAM.
PIER
FOUNDATIONS
3,000 0.50 150
EQUIPMENT PADS
& MISC.3,000 0.50 150
SHEET INDEX
S100 GENERAL STRUCTURAL NOTES
S200 FRAMING PLAN & SCHEDULE
S300 SECTION - 5X
S400 FOUNDATION & ANCHORAGE DETAILS
S500 STEEL DETAILS
REINFORCING STEEL
1.REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER
19 OF THE CODE, ASTM A615 (A706 WHERE NOTED ON PLANS), GRADE 60
U.N.O.
2.BARS SHALL BE CLEAN OF RUST, GREASE, OR OTHER MATERIALS LIKELY TO
IMPAIR BOND. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.
3.REINFORCING BAR SPLICES SHALL, IN CONCRETE, CONFORM TO THE
PROVISIONS OF ACI 318. LAP ALL HORIZONTAL BARS AT CORNERS AND
INTERSECTIONS.
4.BARS IN SLABS SHALL BE SECURELY SUPPORTED ON WELL-CURED
CONCRETE BLOCKS OR APPROVED METAL CHAIRS, PRIOR TO PLACING
CONCRETE.
5.REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH ACI 315.
6.COMPLETE AND DETAILED REINFORCING PLACEMENT DRAWINGS SHALL BE
PREPARED AND SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER
PRIOR TO FABRICATION IN ACCORDANCE WITH SPECIFICATIONS AND
APPLICABLE CODES. THE APPROVED DRAWINGS SHALL BE AVAILABLE ON
THE JOB SITE PRIOR TO PLACING OF CONCRETE.
7.REBAR SPACINGS GIVEN ARE MAXIMUM ON CENTER WHETHER STATED AS
"O.C." OR NOT. UNLESS A SPECIFIED LENGTH IS GIVEN, ALL REBAR IS
CONTINUOUS WHETHER STATED AS "CONT." OR NOT.
8.MECHANICAL BAR SPLICES (COUPLERS) SHALL BE USED WHERE SPECIFIED
ON PLANS. THEY MAY ALSO BE USED AT THE CONTRACTOR'S OPTION IN LIEU
OF LAP SPLICES AND WHERE REINFORCING IS SHOWN CONTINUOUS
THROUGH CONSTRUCTION JOINTS. UNLESS NOTED OTHERWISE, ALL
MECHANICAL BAR SPLICES SHALL BE "TYPE 2" AS DEFINED BY ACI 318.
9.COUPLERS SHALL BE AND BE LENTON A2 SERIES MECHANICAL SPLICES
(IAPMO ER-0129), OR EQUIVALENT, AND INSTALLED PER THE
MANUFACTURER'S RECOMMENDATIONS.
9.CONTINUOUS INSPECTION OF CONCRETE SHALL INCLUDE INSPECTION
DURING INSTALLATION OF REINFORCING STEEL. INSPECTION SHALL BE
SCHEDULED SO THAT PLACEMENT OF REINFORCING STEEL, CONDUIT,
SLEEVES, AND EMBEDDED ITEMS, MAY BE CORRECTED PRIOR TO THE
SCHEDULED POUR
10.CONCRETE PROTECTION FOR REINFORCEMENT:
a.CAST-IN-PLACE CONCRETE. THE FOLLOWING MINIMUM CONCRETE
COVER SHALL BE PROVIDED FOR REINFORCEMENT:
MINIMUM CONCRETE COVER
ELEMENT COVER TOLERANCE (+/-)
PERMANENTLY CAST AGAINST OR
PERMANENTLY EXPOSED TO EARTH 3"38"
EXPOSED TO EARTH OR WEATHER
a) #6 THROUGH #18 BAR 2"38"
b) #5 BAR OR SMALLER 112"38"
NOT EXPOSED TO WEATHER OR
CAST AGAINST GROUND
34"14"
STRUCTURAL STEEL
1.STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN
ACCORDANCE WITH AISC 360 AND AISC 303.
2.ALL STRUCTURAL STEEL SHALL CONFORM TO THE ASTM DESIGNATION AS
INDICATED BELOW (U.N.O.):
3.THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS
OF ALL STEEL FOR STRUCTURAL ENGINEER'S REVIEW BEFORE
FABRICATION.
4.HOLES IN STEEL SHALL BE 1/16" LARGER DIAMETER THAN NOMINAL SIZE OF
BOLT USED, EXCEPT AS NOTED. COLUMN BASE PLATE HOLES MAY BE
OVERSIZED PER AISC MANUAL OR AS NOTED.
5.ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN CONCRETE,
MASONRY, OR SPRAY ON FIREPROOFING, OR ARE ENCASED BY BUILDING
FINISH, SHALL BE LEFT UNPAINTED.
6.ALL STRUCTURAL STEEL AND MISCELLANEOUS METAL EXPOSED TO THE
WEATHER SHALL BE HOT DIP GALVANIZED OR PAINTED AFTER
FABRICATION, U.N.O.
7.GALVANIZING AT FIELD WELDS AND DAMAGE SHALL BE REPAIRED WITH A
GALVANIZING REPAIR PAINT ACCORDING TO ASTM A780.
8.TIGHTEN HIGH STRENGTH BOLTS TO "SNUG-TIGHT" CONDITION PER AISC
SPECIFICATION FOR STRUCTURAL JOINTS, U.N.O.
9.PROVIDE BEVELED WASHERS PER ANSI B18.23.1 AS REQUIRED ON SLOPED
SURFACES.
21.GROUT OTHER SHALL BE NON-SHRINK, NON-METALLIC GROUT, MEETING
ASTM C-1107, MIXED AND INSTALLED PER MANUFACTURER'S
SPECIFICATIONS.
22.TIGHTEN ANCHOR BOLTS TO "SNUG TIGHT" CONDITION PER AISC
SPECIFICATIONS, U.N.O.
23.WELDING:
24.ALL WELDS SHALL BE IN CONFORMITY WITH THE PROJECT SPECIFICATIONS
AND AWS D1.1, SEE SPECIAL INSPECTION SECTION FOR WELDING
INSPECTION REQUIREMENTS.
a.ALL WELDING IS TO BE DONE BY CERTIFIED WELDERS USING E70XX
ELECTRODES (U.N.O.).
b.WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE
LENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN
WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS
SPECIFIED IN AISC 360.
c.WELDS TERMINATING AT ENDS OR SIDES, WHERE PRACTICAL,
SHALL BE RETURNED CONTINUOUSLY AROUND CORNERS A
DISTANCE 2 TIMES THE NOMINAL SIZE OF THE WELD PER AISC 360
SECTION J2.2B, U.N.O.
d.ALL FULL-PENETRATION FIELD WELDS SHALL BE ULTRASONICALLY
TESTED.
e.ALL TWO-SIDED FILLET WELDS SHOWN SHALL BE WELDED WITH THE
SAME (GIVEN) WELD SIZE ON BOTH SIDES.
f.ALL UNSIZED GROOVE OR BUTT WELDS SHOWN SHALL BE
COMPLETE PENETRATION.
g.ALL PROVISIONS OF AWS SHALL BE OBSERVED INCLUDING
REQUIREMENTS FOR BACK-UP PLATES AND WELD TRANSITIONS
WHETHER OR NOT THEY ARE SPECIFICALLY SHOWN.
h.A WRITTEN WELDING PROCEDURE SPECIFICATION SHALL BE
SUBMITTED TO THE TESTING LABORATORY. IT SHALL INCLUDE ALL
WELDING PROCEDURES TO BE USED AS DESCRIBED IN AWS,
CHAPTER 4.
i.WHERE FIELD WELDING IS INDICATED, THE FIELD DESIGNATION IS
GIVEN AS A RECOMMENDATION ONLY.
MINIMUM MATERIAL PROPERTIES
ELEMENT ASTM
BASE PLATES & CAP PLATES A572, GR 50
ALL OTHER PLATES A36, GR 36 OR DUAL GRADE
WF MATERIAL A992, GR 50
HSS MATERIAL A500, GR C
STRUCTURAL PIPES A53, GR B
HIGH STRENGTH BOLTS A325
MACHINE BOLTS A307
ANCHOR BOLTS F1554, GR 105
POST-INSTALLED CONCRETE ANCHORS
1.POST-INSTALLED ANCHORAGE SHALL BE AS DETAILED ON THE PLANS.
SUBSTITUTION OF PRODUCTS SPECIFICALLY DETAILED IN THESE DRAWINGS
SHALL NOT BE ALLOWED WITHOUT WRITTEN APPROVAL FROM THE
STRUCTURAL ENGINEER OF RECORD.
2.SPECIAL INSPECTION IS REQUIRED FOR ALL POST-INSTALLED ANCHORS,
U.N.O.
3.WHERE ANCHOR TYPE IS NOT NOTED OR AN ALTERNATE BRAND IS
PREFERRED, THE FOLLOWING PRODUCTS ARE ACCEPTABLE TO BE
SUBMITTED FOR A SUBSTITUTION REQUEST:
EXPANSION ANCHORS
a.HILTI KWIK BOLT TZ (ICC ESR-1917)
b.SIMPSON STRONG-BOLT-2 (ICC ESR-3037)
c.POWERS POWER-STUD +SD2 (ICC ESR-2502)
d.ALTERNATE APPROVED BY THE SEOR
4. ALL CONCRETE ANCHORS WHICH ARE EXPOSED TO THE WEATHER SHALL
BE STAINLESS STEEL OR HOT DIP GALVANIZED.
COLD FORMED STEEL
1.ALL COLD-FORMED METAL FRAMING CONSTRUCTION SHALL BE IN
ACCORDANCE WITH AISI S100 "SPECIFICATIONS FOR DESIGN OF
COLD-FORMED STEEL STRUCTURAL MEMBERS".
2.ALL COLD-FORMED STEEL SHALL CONFORM TO THE FOLLOWING (U.N.O):
3.ALL COLD-FORMED STEEL SHALL HAVE A MINIMUM COATING PROTECTION
G90.
4.WELDING IS NOT PERMITTED UNLESS SPECIFICALLY APPROVED BY THE
SEOR.
5.ALL APPROVED WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED
FOR ALL APPROPRIATE DIRECTIONS COMPLYING WITH AWS D1.3. WELDING
RODS SHALL CONFORM TO THE FOLLOWING:
6.WIRE TYING OF FRAMING COMPONENTS SHALL NOT BE PERMITTED.
7.TEMPORARY BRACING REQUIREMENTS ARE THE RESPONSIBILITY OF THE
CONTRACTOR.
8.ALL SCREWS SHALL BE FULLY DRIVEN AND PROTRUDE THE LARGER OF 3
THREADS OR 1/4" THROUGH THE LAST MATERIAL JOINED. THERE SHALL BE
NO SPACE BETWEEN JOINING MEMBERS AT THE SCREW LOCATION.
9.ALL FIELD CUTTING OF MEMBERS SHALL BE BY SAWING OR SHEARING.
TORCH OR PLASMA CUTTING OF MEMBERS SHALL NOT BE PERMITTED.
10.ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO
PERPENDICULAR MEMBERS OR AS REQUIRED ON AN ANGULAR FIT AGAINST
ABUTTING MEMBERS. MEMBERS SHALL BE HELD POSITIVELY IN PLACE UNTIL
PROPERLY FASTENED.
11.SPLICING OF PURLINS OR OTHER LOAD CARRYING MEMBERS SHALL NOT BE
PERMITTED UNLESS SPECIFICALLY APPROVED BY THE ENGINEER OF
RECORD.
12.WHEN CLIP ANGLES WITH SCREW CONNECTIONS ARE USED TO ATTACH A
COMPONENT TO THE PRIMARY STRUCTURE, THE CLIP ANGLE SHALL BE
FASTENED TO THE PRIMARY STRUCTURE FIRST; THEN THE COMPONENT
SHALL BE BROUGHT TO BEAR ON THE STRUCTURE AND FASTENED TO THE
CLIP ANGLE.
13.MEMBERS SHALL BE IDENTIFIED PER SECTION 2203.1 OF 2016 CBC PART 2,
VOL. 2.
14.ALL EXTERIOR SCREWS SHALL BE ELCO DRIL-FLEX (ICC ESR-3332) OR ITW
BUILDEX TEKS SELECT (ICC ESR-3223) UNLESS APPROVED BY THE SEOR.
43 MIL / 18GA AND LIGHTER ASTM A1003, GR 33 OR ASTM 653, GR 33
54 MIL / 16 GA AND HEAVIER ASTM A1003, GR 55 OR ASTM 653, GR 55
MIN. Fy = 55 ksi, MIN. Fu = 70 ksi
43 MIL / 18GA AND LIGHTER E60XX
54 MIL / 16 GA AND HEVIER E70XX OR E6013
COLD FORMED TO
STRUCTURAL STEEL E70XX LOW HYDROGEN
STRUCTURAL INSPECTION AND TESTING
THE FOLLOWING ELEMENTS OF CONSTRUCTION SHALL REQUIRE SPECIAL INSPECTION
PER CHAPTER 17 OF THE CODE. U.N.O.
SPECIAL INSPECTIONS AND TESTING SHALL BE PROVIDED BY AN INSPECTION AGENCY,
EMPLOYED BY THE OWNER, AND QUALIFIED BY THE BUILDING OFFICIAL TO INSPECT THE
PARTICULAR TYPE OF CONSTRUCTION. TESTS AND INSPECTIONS, AS REQUIRED BY
SECTIONS 110 & 1705 OF THE 2016 CBC W/ CALIFORNIA AMENDMENTS, SHALL BE
PERFORMED DURING CONSTRUCTION ON THE TYPES OF WORK LISTED BELOW:
1.THE SPECIAL INSPECTIONS IDENTIFIED ON PLANS ARE, IN ADDITION TO, AND NOT A
SUBSTITUTE FOR, THOSE INSPECTIONS REQUIRED TO BE PERFORMED BY THE
GOVERNING JURISDICTION. SPECIALLY INSPECTED WORK WHICH IS INSTALLED OR
COVERED WITHOUT THE APPROVAL OF AN INSPECTOR FROM THE GOVERNING
JURISDICTION IS SUBJECT TO REMOVAL OR EXPOSURE.
2.FOR CONTINUOUS INSPECTION, WHEN WORK IN MORE THAN ONE CATEGORY OF
WORK REQUIRING SPECIAL INSPECTION IS TO BE PERFORMED SIMULTANEOUSLY,
OR THE GEOGRAPHIC LOCATION OF THE WORK IS SUCH THAT IT CANNOT BE
CONTINUOUSLY OBSERVED IN ACCORDANCE WITH THE PROVISIONS OF THE CODE,
IT IS THE AGENT'S RESPONSIBILITY TO EMPLOY A SUFFICIENT NUMBER OF
INSPECTORS TO ASSURE THAT ALL WORK IS INSPECTED IN ACCORDANCE WITH
THOSE PROVISIONS.
3.THE SPECIAL INSPECTORS MUST BE CERTIFIED BY THE GOVERNING JURISDICTION
IN THE CATEGORY OF WORK REQUIRED TO HAVE SPECIAL INSPECTION.
EXCEPTIONS:
a.SOILS INSPECTIONS BY THE SOILS ENGINEER OF RECORD OR PROJECT
INSPECTOR
b.WHEN WAIVED BY THE GOVERNING JURISDICTION
5.IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE OWNER'S
REPRESENTATIVE, SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST TWO
WORKING DAYS PRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIAL
INSPECTION. ALL WORK PERFORMED WITHOUT REQUIRED SPECIAL INSPECTION IS
SUBJECT TO REMOVAL.
6.PROVIDE SPECIAL INSPECTION FOR CONNECTIONS BOLTED WITH A325 AND A490
BOLTS. INSPECTIONS SHALL BE DONE PER APPROVED NATIONALLY RECOGNIZED
STANDARDS AND THE REQUIREMENTS OF THE CODE AND THE GOVERNING
JURISDICTION. WHILE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALL
DETERMINE THE BOLTS, NUTS, WASHERS AND PAINT; BOLTED PARTS; AND
INSTALLATION AND TIGHTENING MEET THE STANDARDS REQUIREMENTS.
7.THE SPECIAL INSPECTOR FOR HIGH STRENGTH BOLTED CONNECTIONS SHALL:
a.OBSERVE THE CALIBRATION PROCEDURES WHEN SUCH PROCEDURES
ARE REQUIRED BY THE PLANS OR SPECIFICATIONS.
b.MONITOR THE INSTALLATION OF BOLTS TO DETERMINE THAT ALL PLIES
OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER.
c.MONITOR THAT THE SELECTED PROCEDURE IS PROPERLY USED TO
TIGHTEN ALL BOLTS.
8.IF DEEMED NECESSARY, THE SPECIAL INSPECTOR SHALL PROVIDE PROGRESS
REPORTS AND A FINAL REPORT TO THE STRUCTURAL ENGINEER.
9.THE SPECIAL INSPECTOR SHALL ENSURE THAT ALL DEFICIENCIES NOTED BY THE
STRUCTURAL ENGINEER IN STRUCTURAL OBSERVATION REPORTS ARE
CORRECTED. SUCH COMPLIANCE SHALL BE REFERENCED IN SPECIAL INSPECTOR
REPORT.
10.THE CONSTRUCTION MATERIALS TESTING LABORATORY MUST BE APPROVED BY
THE GOVERNING JURISDICTION, FOR TESTING OF MATERIALS, SYSTEMS,
COMPONENTS AND, EQUIPMENTS.
11.PERIODIC INSPECTION SHALL OCCUR FREQUENTLY ENOUGH TO INSPECT ALL OF
THE INSTALLED ITEMS AND TO PERIODICALLY WITNESS THE INSTALLATION OF THE
ITEMS.
TESTING AND INSPECTION
INSPECTIONS TESTING
STEEL CONSTRUCTION 1706.2 1705.13
CONCRETE CONSTRUCTION 1705.3 1705.3
SOILS 1705.6
CAST IN-PLACE DEEP
FOUNDATIONS 1705.8
GENERAL
STRUCTURAL
NOTES
S100
SHEET NO.:
SHEET TITLE
DATE:
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-6703
2 CROMWELL
IRVINE CA 92618
949-460-0460
1 FRAMING PLAN
SCALE: 14" = 1'-0"
2 SCHEDULE
NO SCALE
ARRAY SIZE # OF COLUMNS COLUMN BEAM PURLIN PANEL LENGTH PANEL WIDTH SPAN LENGTH,
Lspan MAX*
CANT. LENGTH,
Lcant MAX*
SPLICE LENGTH,
Lsplice
MAX. COLUMN
LENGTH MIN. CLEARANCE
5X37 4 HSS12x8x12 W14x30 12X4X14GA w/ 1.1" LIP 89.7"44.6"41'-3"14'-11 7/8"7'-6"15'-0"10'-0"
A B
PU
R
L
I
N
E
N
D
C
A
P
BE
A
M
P
E
R
S
C
H
E
D
U
L
E
COLU
M
N
P
E
R
SCH
E
D
U
L
E
BE
A
M
P
E
R
S
C
H
E
D
U
L
E
COLU
M
N
P
E
R
SCH
E
D
U
L
E
PURLIN SPLICE PER , TYP.7
S500
Lcant
PER SCHEDULE
Lspan
PER SCHEDULE
Lspan
PER SCHEDULE
PV PANELS = 2.5-PSF MAX,
DIMS PER SCHEDULE
3
S500
12
S500
TYP.
Lsplice
PER SCHEDULE
5
S500
TYP.
BLOCKING, TYP.
EQ.EQ.EQ.EQ.EQ.EQ.
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
C D
PU
R
L
I
N
E
N
D
C
A
P
BE
A
M
P
E
R
S
C
H
E
D
U
L
E
COLU
M
N
P
E
R
SCH
E
D
U
L
E
BE
A
M
P
E
R
S
C
H
E
D
U
L
E
COLU
M
N
P
E
R
SCH
E
D
U
L
E
PURLIN SPLICE PER , TYP.7
S500
Lspan
PER SCHEDULE
Lcant
PER SCHEDULE
12
S500
TYP.
EQ.EQ.EQ.
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
PURLIN PER SCHEDULE
1
S310
TYP.
*REFERENCE SHEET A1.0 FOR COLUMN LAYOUT
SHEET NO.:
SHEET TITLE
DATE:
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-6703
2 CROMWELL
IRVINE CA 92618
949-460-0460
FRAMING PLAN &
SCHEDULE
S200
1 SECTION
SCALE: 12" = 1'-0"
BEAM PER SCHEDULE
COLUMN PER SCHEDULE
10
'
-
0
"
MI
N
.
C
L
E
A
R
A
N
C
E
DRILLED PIER FOUNDATION
EQ.
EQ.
℄ COLUMN
PURLINS PER SCHEDULE
PANEL LENGTH PER SC
H
E
D
U
L
E
ELECTRICAL EQUIPMENT,
WHERE OCCURS
18
S400
14
S500
20
S500
5
S500
8
S500
CO
L
U
M
N
L
E
N
G
T
H
P
E
R
S
C
H
E
D
U
L
E
O
N
S
2
0
0
5.00°
SHEET NO.:
SHEET TITLE
DATE:
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-6703
2 CROMWELL
IRVINE CA 92618
949-460-0460
SECTION - 5X
S300
17 WALL MOUNTED EQUIPMENT
SCALE: 12" = 1'-0"
6"MAX.
Wp =
100# MAX.
(E) SOLID GROUTED
CMU WALL, 8" MIN.
(4) 38" DIAM. HILTI KB3
ANCHORS W/ 212"
EMBED (ICC ESR: 1385)
6"MAX.
Wp =
100# MAX.
(E) CONC. WALL,
6" MIN.
(4) 38" DIAM. HILTI
KB-TZ ANCHORS W/ 2"
EMBED (ICC ESR:
1917)
6"MAX.
Wp =
100# MAX.
(E) CFS STUD WALL,
MIN. 20GA & @ 24" O.C.
P1000 STRUT, T&B
ALIGNED W/ UNIT
MOUNTING HOLES W/ 14"
DIAM. A307 BOLTS IN
EQUIPMENT HOLES
#12 SMS TO MIN. (2)
STUDS
6"MAX.
Wp =
100# MAX.
(E) WOOD STUD WALL
@ 24" O.C.
P1000 STRUT, T&B
ALIGNED W/ UNIT
MOUNTING HOLES W/
14" DIAM. A307 BOLTS
IN EQUIPMENT HOLES
#12 WOOD SCREWS
TO MIN. (2) STUDS W/
10D PENETRATION
12" DIA. HILTI KWIK BOLT TZ2
w/ 212" EMBED, MIN OF (4)
ANCHORS
ELECTRICAL EQUIPMENT,
MAX WEIGHT = 1000#
7 EQUIPMENT PAD
SCALE: 1" = 1'-0"
EQ
.
EQ
.
5"MIN.2"
MI
N
.
6"
#4 @ 16" O.C., E.W.
CONC. PAD, f'c,min = 3,000 PSI
PAD SIZE: 46"X46"X6" DEEP
Hc
g
=
4
0
"
(
M
A
X
)
HILTI KWIK BOLT TZ2
(ICC ESR 4266)
ANCHORS, PER
SCHEDULE
Wp = 550#
(MAX)
(N) OR (E) CONC.
SLAB PER 15/-
D = 24" (MIN)
H
=
8
0
"
(
M
A
X
)
ELECTRICAL
EQUIPMENT
9 SLAB MOUNTED EQUIPMENT
SCALE: 12" = 1'-0"
3 GENERIC PAD
SCALE: 1" = 1'-0"
Hc
g
(
M
A
X
)
Wp (MAX)
CONC. SLAB PER
SCHEDULE
W (MIN)
H
(
M
A
X
)
ELECTRICAL
EQUIPMENT PER
SCHDULE
PAD MOUNTED EQUIPMENT SCHEDULE
TYPE TYP. EQUIPMENT EV CHARGER
PEDESTAL
NUMBER OF ANCHORS 4 4
ANCHOR DIA.12" DIA.12" DIA.
MIN SLAB THICKNESS 6"12"
LENGTH, L 27" MAX 7.4" MAX
WIDTH, W 28.25" MAX 7.4" MAX
HEIGHT, H 36" MAX 20.5" MAX
HEIGHT (C.O.G.), Hcg 18" MAX 10.25" MAX
WEIGHT, Wp 770-LBS MAX 35-LBS MAX
CONCRETE SLAB PER
NOTES:
1. INSTALL HILTI KB-TZ2 PER ICC ESR-4266 WITH SPECIAL INSPECTION.
2. FOR 1/2" DIA ANCHORS, PROVIDE MIN 212" EMBED, MIN 6" THICK
CONCRETE, MIN 6" EDGE DISTANCE, AND 6" MIN SPACING IN MIN 3,000 PSI
NORMAL WT. CONC. PAD TORQUE TO 40.
7
-
1
-
NOTE: ONLY ONE LAYER OF REBAR
8 SCALE: 3" = 1'-0"
REINF. PLACEMENT
SPIRAL REINF.
VERT REINF.,
TYP.
CONC. PIER
℄ OF PIER
℄ OF PIER
3" CLR.
CONDUIT PER
ELECTRICAL,
WHERE OCCURS
DE
P
T
H
P
E
R
1
8
/
-
(N)TRENCH AT ALL
CONDUIT RUNS,
BACKFILL w/ TWO-SACK
SLURRY U.O.N. IN
GEOTECHNICAL
REPORT
19 CONDUIT ROUTING
SCALE: 12" = 1'-0"
1'
-
6
"
M
I
N
.
CO
L
U
M
N
H
T
.
'
H
'
P
E
R
S
C
H
E
D
U
L
E
ME
A
S
U
R
E
D
F
R
O
M
T
O
P
O
F
S
T
R
U
C
T
U
R
E
P
I
E
R
12
"
M
A
X
(E) NATURAL
GRADE OR
HARDSCAPE,
REPAIR AND
REPLACE AS
NEEDED
T.O.CONDUIT TRENCH
30
"
M
A
X
FINISHED GRADE
EM
B
E
D
M
E
N
T
P
E
R
S
C
H
E
D
U
L
E
COLUMN PER SCHEDULE
2'-0"Ø
#4 SPIRAL REINF. @ 112"
PITCH (3 TURNS)
2"MA
X
C
O
V
E
R
MI
N
.
3
'
-
6
"
EM
B
E
D
M
E
N
T
#4
S
P
I
R
A
L
R
E
I
N
F
.
@
4
.
5
"
P
I
T
C
H
EX
T
E
N
D
E
D
T
O
6
'
-
0
"
B
E
L
O
W
G
R
A
D
E
#4
S
P
I
R
A
L
R
E
I
N
F
.
@
9
"
PI
T
C
H
F
O
R
R
E
S
T
VERT REINF. PER
SCHEDULE
3"
M
I
N
C
O
V
E
R
12
"
M
A
X
C
O
V
E
R
18 PIER FOUNDATION
SCALE: 12" = 1'-0"
OPTIONAL COLD JOINT
1'
-
6
"
MI
N
.
CONDUITS PER ELECT. 4"
MAX DIAM.
34" DIAM. x 3" WELDED
STUDS, EA SIDE, (4) TOTAL 6"
1'
-
0
"
8-
f'c = 3,000 PSI
ARRAY PIER
EMBEDMENT
VERT
REINF.
5X37 16'-0"(10) #6
SHEET NO.:
SHEET TITLE
DATE:
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-6703
2 CROMWELL
IRVINE CA 92618
949-460-0460
FOUNDATION &
ANCHORAGE
DETAILS
S400
1 EV CHARGER BASE CONNECTION PLAN
SCALE: 1" = 1'-0"
CHARGING STATION PAD SIZE:
12"x12"x12" DEEP w/ (4) #4 EACH
WAY, TOP AND BOTTOM
FOOTING
(4) 12" DIA. HILTI KWIK
BOLT TZ2 ANCHORS
EV CHARGER
A A
SECTION A-A
BACK
LE
F
T
RI
G
H
T
FRONT
(4) 0.47"Ø THRU
METAL BASE PLATE FOR
20.5"X7.4"X7.4" PEDESTAL
PER MANUFACTURER
2"
C
L
R
3" CLR TYP
3"
C
L
R
814"
118"
618"
118"
618"
53
8"
1'
-
0
5
8"
5 PURLIN BLOCKING
SCALE: 12" = 1'-0"
PURLIN PER PLAN
12"
MAX.
9"x2"x18GA BLOCKING
4
-
3 END CAP CONN. DETAIL
SCALE: 3" = 1'-0"
112"12"
MIN.
PURLIN PER PLAN #12 SMS, T&B, EA
PURLIN
PV PANEL
CONT. 18GA
(MIN.) END
CAP
STIFF ⅊ 38" GR. 50,
ALIGN W/ COLUMN
FLANGES
10 STIFFENER PLATE
SCALE: 3" = 1'-0"
14
14"
MAX.
'K'PER AISC
6"
112"
(4) 12" DIAM. A307
BOLTS
112"
℄ OF SPLICE
PER PLAN
7"
112"13 4"112"13 4"
9"
⅊ 10GA (55 KSI)
PURLIN PER PLAN
7 PURLIN SPLICE
SCALE: 3" = 1'-0"
4 BLOCKING TO PURLIN CONN.
SCALE: 3" = 1'-0"
3"
8"
1"
1"
3"
PURLIN PER PLAN
BLOCKING PER PLAN
2x2x16GAx10" LONG
BLKG CLIP W/ (2) 12" DIAM.
A307 BOLTS IN EACH LEG
12 BEAM TO PURLIN CONN.
SCALE: 3" = 1'-0"
314"
6"
112"
3"3"
BENT ⅊ 516" GR. 50
(2) 12" DIAM. A307
BOLTS, EA. LEG, W/
WASHERS EA. FACE
BEAM PER PLAN
PURLIN PER PLAN
14
20 BEAM TO COLUMN CONN.
SCALE: 112" = 1'-0"
COLUMN PER
PLAN
BEAM PER PLAN
STIFF. ⅊ PER
10
-
19
-
8 BEAM END DETAIL
SCALE: 112" = 1'-0"
BEAM PER PLAN
6"
3"
2'-6"
R 1 4"
R1 4"
14 EQUIPMENT MOUNTING
SCALE: 112" = 1'-0"
Wp = 250# MAX.
COLUMN PER
PLAN
UNISTRUT P1000, (2)
PER UNIT ALIGNED
W/ MOUNTING
HOLES
3 8" DIAM. A307 BOLT
(2) #12 SMS
ELECT. EQUIPMENT,
WHERE OCCURS
2"
19 CAP PLATE
SCALE: 112" = 1'-0"
℄
℄
1"
M
I
N
.
134"
M
A
X
.
tW
1"
M
I
N
.
134"
M
A
X
.
GA
G
E
PE
R
A
I
S
C
214"2"MIN.
CAP ⅊ 138" (A572)
(4) 1" DIAM. A325,
PRE-TENSIONED
12"
MI
N
.
ARRAY WELD
5X37 tW = 5/16
2"
516" DIAM. F593C SERRATED
FLANGE PANEL BOLT AND NUT IN
HOLES BY MFR., 12-15 FT-LBS
TORQUE
PV PANEL
PURLIN PER PLAN
17 PV PANEL ATTACHMENT
SCALE: 6" = 1'-0"
WEEB
12"
GAP
PURLIN BELOW ALIGNED W/
PANEL MOUNTING HOLES
PE
R
S
C
H
E
D
U
L
E
PER SCHEDULE
12"
GA
P
PV PANELS
SHEET NO.:
SHEET TITLE
DATE:
REVISION DATENO.
HOLY ANGELS
CATHOLIC CHURCH
ARCADIA
PROJECT
370 CAMPUS DR, ARCADIA, CA
91007
ARCHITECT / ENGINEER OF RECORD
ARCHITECT OF RECORD
M M P V d e s i g n
MARIANA MONCADA, ARCHITECT
718 WEST ARBOR DRIVE
SAN DIEGO, CA 92103
619.632.2883
SYSTEM DEVELOPER
SYSTEM HOST
ELECTRICAL CONSTRUCTORS AND ENGINEERS
STRUCTURAL ENGINEERING AND STEEL CONSTRUCT
370 CAMPUS DR
ARCADIA, CA 91007
626-447-1671
10620 TREENA STREET, STE. 140
SAN DIEGO, CA 92131
562-283-2970
2514 JAMACHA ROAD #502-182
EL CAJON, CA 92019
619-333-6703
2 CROMWELL
IRVINE CA 92618
949-460-0460
STEEL DETAILS
S500
PERMIT CORRECTIONS REPORT (Comm-24-1833)
FOR CITY OF ARCADIA, CA
PARCEL:5778012001PERMIT ADDRESS:370 CAMPUS DR
Arcadia, CA 91007
APPLICATION DATE:09/11/2024
EXPIRATION DATE:09/11/2025
SQUARE FEET: 5,208.00
VALUATION:$559,776.00
DESCRIPTION:NEW COVERED SOLAR CARPORT 37' X138'
CONTACTS NAME COMPANY ADDRESS
Applicant Dianna Mauricio Mesa Energy Systems 2 Cromwell, Irvine, CA 92618
Irvine, CA 92618
Building Review (Comm Add/Alt)
REVIEW ITEM STATUS REVIEWER
Building Review v.1 Ali Doudar Ph: (626) 574-5419 email: adoudar@arcadiaca.gov Requires Re-submit
[14/14] Building Department
Building Review v.2 Ali Doudar Ph: (626) 574-5419 email: adoudar@arcadiaca.gov Requires Re-submit
[14/14] Building Department
Fire Department Review v.1 Mark Krikorian email: mkrikorian@arcadiaca.gov Approved
[14/14] Fire Department (Inherit)
Planning/Zoning Review-Building v.1 Edwin Arreola email: earreola@arcadiaca.gov Conditionally
Approved
[14/14] Planning/Zoning Department (Inherit)
Page 1 of 2City of Arcadia, 240 West Huntington Drive, P.O. Box 60021, Arcadia, CA 91066-6021May 12, 2025
PERMIT CORRECTIONS REPORT (Comm-24-1833)
eReview Session for Building Review (Comm Add/Alt) v.2
FILES:Emcor_Holy Angels_Tap Design-Stamped_12-1-23 (1).pdf
GeotechReport (Holy Angels Church Arcadia).pdf
HOLY ANGELS COMBINED DWG V2.pdf
Holy Angels Structural Calculations - 2024.07.23.pdf
REVIEWER MARKUP DATE/TIME FILE NAME PG #
Ali Doudar Provide fully dimensioned EV Plan.
Dimensions 4' minimum width for all accessible
routes.
Specify length and width for all stalls and access
aisle.
05/08/2025 11:06 pm HOLY ANGELS COMBINED DWG
V2.pdf
3
Ali Doudar Is this a zero curb transition?
Provide a curb ramp for access to raised curbs.
CBC 11B-406, 11B-705
05/08/2025 11:10 pm HOLY ANGELS COMBINED DWG
V2.pdf
2
Ali Doudar Specify width of detectable warnings. 48" minimum.05/08/2025 11:12 pm HOLY ANGELS COMBINED DWG
V2.pdf
4
Ali Doudar Provide clear floor space in front of EV charger in
accordance with 11B-812.10.3,11B-707.2, 11B-305.
Consider placing charger further back.
05/08/2025 11:42 pm HOLY ANGELS COMBINED DWG
V2.pdf
3
Ali Doudar Include specification sheet for EV charger on plans.05/09/2025 12:19 am HOLY ANGELS COMBINED DWG
V2.pdf
4
Ali Doudar Provide table analysis for number of EV capable
spaces and number of required EVCS in
accordance with CALGreen table 5.106.5.6.3.1 or
using the power allocation method in CALGreen
Table 5.106.5.3.6.
Indicate level 1, low power level 2, level 2, or DCFC
for EVSE (service equipment) and EVCS (capable
spaces), CALGreen §5.106.5.3.2
For purpose of determining the number of altered
parking spaces resulting from the photo voltaic
carport; shall be 26 spaces.
05/09/2025 6:12 pm HOLY ANGELS COMBINED DWG
V2.pdf
3
Ali Doudar Existing path of travel shall not exceed a 5% running
slope and 2.08% cross slope.
Note on plans inspector to verify.
05/09/2025 7:35 pm HOLY ANGELS COMBINED DWG
V2.pdf
3
Ali Doudar Include EVCS and EVSE on scope of work.05/09/2025 7:51 pm HOLY ANGELS COMBINED DWG
V2.pdf
1
Page 2 of 2City of Arcadia, 240 West Huntington Drive, P.O. Box 60021, Arcadia, CA 91066-6021May 12, 2025
SEE CHARGER SPECS ON SHT. D101
MOVED BACK
CLR FLOOR SPACE ADDED
DIMS ADDED
DIMS ADDED
DIMS ADDED
ADDED "LEVEL 2" ON KEYNOTES
ADDED IN LEGEND AND AS NOTE #3
ADDED AS NOTE #3
TABLE ANALYSIS ADDED
ADDED UNDER SCOPE OF WORK
DIMS ADDED
yes, revised location of truncated
domes
yes
no raised curbs
12/01/2023
San Diego Office
10620 Treena Street, #140
San Diego, CA 92131
916.484.3011
www.teichert.com
Structural Calculations for
Holy Angels Catholic Church Arcadia
370 Campus Dr
Arcadia, CA 91007
Date: 1/14/2025
The calculations provided herein are the property of Teichert Solar and may be used solely for the project located at the address noted.
Project: Holy Angels
Designer: MR
Date: 7/22/2024
Basis of Design
Codes
2022 California Building Code
ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures
ACI 318-14
AISC 360
AISI S100
Material Properties
Cold Rolled Steel Purlins Fy = 55ksi
Hot Rolled Steel Fy = 50 ksi
Concrete Piers f'c = 3000 psi
Reinforcing Steel fy = 60 ksi
Seismic Design Data: ASCE 7-16
Risk Category II
Importance Factor 1.0
Ss 1.989
S1 0.701
Sds 1.326
Site Class D
Seismic Design Cat. D
Analysis Procedure Equiv. Lateral Force
Wind Design Data: ASCE 7-16
Basic Wind Speed 95
Exposure Category C
Enclosure Category Open
Scope of Work
The project consists of new solar carport canopy structures. The roof framing consists of cold-formed steel C-
shaped purlins and hot-rolled wide-flange beams. The lateral resistance is provided by HSS steel cantilevered
columns. The foundation consists of cast-in place concrete caissons.
A RISA 3D model for the 5x37 array was made to analyze and design the framing.
Project: Holy Angels
Designer: MR
Date: 7/22/2024
Load Information
Purlin Trib 3.74 ft
Superimposed DL 2.5 psf wdl= 9.34625 wdl= 4.673125
Superimposed DL, plf 9.35 plf
Uniform LL 12 psf wll= 44.862 wll= 22.431
Uniform LL, plf 44.86 plf
Seismic
Sds 1.326 g
Ie 1.0
System Inverted Pendulum
R 2
Cd 2
Omega 2
Cs 0.663 *W
Csmin 0.058 *W
Cs 0.663 *W
Ex = Cs*DL*Trib = 6.20 plf
Ez = Cs*DL*Trib = 6.20 plf
FULL TRIB HALF TRIB
Project:Holy Angels
Designer:MR
Date:
Wind Loads - MWFRS (Directional Procedure) [ASCE 7-16 Ch. 27]
V 95 mph
Exp Category C
Kd 0.85 wind directionality factor
Kzt 1.00 topographic factor
Ke 1.00 ground elevation factor
Kz 0.86 for exp C velocity pressure coefficient
G 0.85 Gust-effect factor
L 138.72 ft min array length
B 37.55 ft array width
hmax 16.00 ft
slope 5.00°
q 16.90 psf
CN Coefficients per Fig. 27.3-4 and Resulting Design Pressures per Eqn. 27.3-2:
Clr/Obs γ θ CNW pNW (psf) pNW (plf) CNL
pNL
(psf) pNL (plf)
Clear 0°5°1.2 17.2 -64.4 0.3 4.3 -16.1
Obs 0°5°-0.5 -7.2 26.8 -1.2 -17.2 64.4
Clear 180°5°1.2 17.2 -64.4 0.3 4.3 -16.1
Obs 180°5°-0.5 -7.2 26.8 -1.2 -17.2 64.4
Clear 0°5°-1.1 -15.8 59.1 -0.1 -1.4 5.4
Obs 0°5°-1.1 -15.8 59.1 -0.6 -8.6 32.2
Clear 180°5°-1.1 -15.8 59.1 -0.1 -1.4 5.4
Obs 180°5°-1.1 -15.8 59.1 -0.6 -8.6 32.2
Note:
Highlighted cells apply to upper purlins in RISA 3D model
CN Coefficients per Fig. 27.3-7 and Resulting Design Pressures per Eqn. 27.3-2:
For 90 deg and 270 degree wind loading:
Flow CN(h) p(h), psf p(h), plf CN (mid) p(mid), psf p(mid), plf CN(2h) p(2h), psf p(2h), plf
Clear -0.8 -11.49 42.96 -0.6 -8.62 32.22 -0.3 -4.31 16.11
Obs -1.2 -17.24 64.44 -0.9 -12.93 48.33 -0.6 -8.62 32.22
Clear 0.8 11.49 -42.96 0.5 7.18 -26.85 0.3 4.31 -16.11
Obs 0.5 7.18 -26.85 0.5 7.18 -26.85 0.3 4.31 -16.11
Note:
Case B Clear wind flow governs for positive pressure
Case A Obstructed wind flow governs for negative pressure
Highlighted cells are applied to purlins in RISA 3D model for
Ca
s
e
B
Case A
Case B
< h h < x < 2h 2h <
Ca
s
e
A
7/22/2024
x
Project:Holy Angels
Designer:MR
Date:7/22/2024
CN Coefficients for C&C, Ch. 30, Fig 30.7-1
Effective Wind Area 518.60 sf
a 3.76 ft
a2 14.10 sf
4a2 56.41 sf
(+)(-)(+)(-)(+)(-)(+)(-)(+)(-)(+)(-)
EWA < a2 2.93 -4.60 -157.5 247.0 2.20 -2.33 -118.1 125.3 1.47 -1.53 -78.8 82.3
a2 < EWA < 4a2 2.20 -2.33 -118.1 125.3 2.20 -2.33 -118.1 125.3 1.47 -1.53 -78.8 82.3
4a2 < EWA 1.47 -1.53 -78.8 82.3 1.47 -1.53 -78.8 82.3 1.47 -1.53 -78.8 82.3
Zone 1 (plf)Zone 3 (CN) Zone 2 (CN) Zone 1 (CN)Zone 3 (plf) Zone 2 (plf)
RISA 3D MODEL
GRAPHICS
Teichert Solar
MR
Holy Angels
5x37 SK-21
Jul 22, 2024 at 10:52 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-22
Jul 22, 2024 at 10:53 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-24
Jul 22, 2024 at 10:54 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-25
Jul 22, 2024 at 10:54 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-26
Jul 22, 2024 at 10:54 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-27
Jul 22, 2024 at 10:55 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-28
Jul 22, 2024 at 10:55 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-29
Jul 22, 2024 at 10:55 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-30
Jul 22, 2024 at 10:55 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-31
Jul 22, 2024 at 10:56 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-32
Jul 22, 2024 at 10:56 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-33
Jul 22, 2024 at 10:56 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-34
Jul 22, 2024 at 10:56 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-35
Jul 22, 2024 at 10:56 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-36
Jul 22, 2024 at 10:57 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-37
Jul 22, 2024 at 10:57 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-38
Jul 22, 2024 at 10:57 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-39
Jul 22, 2024 at 10:57 AM
5x30.r3d
Teichert Solar
MR
Holy Angels
5x37 SK-20
Jul 22, 2024 at 10:49 AM
5x30.r3d
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
10:50:49 AM
RISA-3D Version 22 [ 5x30.r3d ]Page 1
Hot Rolled Steel Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Ry Fu [ksi]Rt
1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3
5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3
6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3
7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3
8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2
9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3
10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1
Cold Formed Steel Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Fu [ksi]
1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 33 45
2 A653 SS Gr55/1 29500 11346 0.3 0.65 0.49 55 70
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴]
1 Column-1 HSS12X8X8 Column Tube A500 Gr.C RECT Typical 17.2 178 333 377
2 Beam-1 W14X30 Beam Wide Flange A992 Typical 8.85 19.6 291 0.38
Cold Formed Steel Section Sets
Label Shape Type Design List Material Design RuleArea [in²]Iyy [in⁴]Izz [in⁴]J [in⁴]
1 Purlin-L 12CS04X075_1.1 Beam CS A653 SS Gr55/1 Typical 1.613 3.409 35.209 0.003
2 Blocking-1 9CS2X059 Beam CS A653 SS Gr33 Typical 0.825 0.415 9.169 0.000958
Load Combinations
Description Solve BLC Factor BLC Factor BLC Factor
1 DL Yes DL 1
2 Yes
3 SW+Unif LL Yes 1 1 5 1
4 DL+Point LL Yes DL 1 RLL 1
5 Yes
6 D+0.6WL0A_Clr Yes DL 1 7 0.6
7 D+0.6WL0A_Obs Yes DL 1 8 0.6
8 D+0.6WL180A_Clr Yes DL 1 9 0.6
9 D+0.6WL180A_Obs Yes DL 1 10 0.6
10 D+0.6WL0B_Clr Yes DL 1 11 0.6
11 D+0.6WL0B_Obs Yes DL 1 12 0.6
12 D+0.6WL180B_Clr Yes DL 1 13 0.6
13 D+0.6WL180B_Obs Yes DL 1 14 0.6
14 D+0.6WL_CC+Yes DL 1 15 0.6
15 D+0.6WL_CC-Yes DL 1 16 0.6
16 D+0.6WL_90 Yes DL 1 17 0.6
17 D+0.6WL_270 Yes DL 1 18 0.6
18 Yes
19 0.6D+0.6WL0A_Clr Yes DL 0.6 7 0.6
20 0.6D+0.6WL0A_Obs Yes DL 0.6 8 0.6
21 0.6D+0.6WL180A_Clr Yes DL 0.6 9 0.6
22 0.6D+0.6WL180A_Obs Yes DL 0.6 10 0.6
23 0.6D+0.6WL0B_Clr Yes DL 0.6 11 0.6
24 0.6D+0.6WL0B_Obs Yes DL 0.6 12 0.6
25 0.6D+0.6WL180B_Clr Yes DL 0.6 13 0.6
26 0.6D+0.6WL180B_Obs Yes DL 0.6 14 0.6
27 0.6D+0.6WL_CC+Yes DL 0.6 15 0.6
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
10:50:49 AM
RISA-3D Version 22 [ 5x30.r3d ]Page 2
Load Combinations (Continued)
Description Solve BLC Factor BLC Factor BLC Factor
28 0.6D+0.6WL_CC-Yes DL 0.6 16 0.6
29 0.6D+0.6WL_90 Yes DL 0.6 17 0.6
30 0.6D+0.6WL_270 Yes DL 0.6 18 0.6
31 Yes
32 D+0.75PtLL+0.45WL0A_Clr Yes DL 1 RLL 0.75 7 0.45
33 D+0.75PtLL+0.45WL0A_Obs Yes DL 1 RLL 0.75 8 0.45
34 D+0.75PtLL+0.45WL180A_Clr Yes DL 1 RLL 0.75 9 0.45
35 D+0.75PtLL+0.45WL180A_Obs Yes DL 1 RLL 0.75 10 0.45
36 D+0.75PtLL+0.45WL0B_Clr Yes DL 1 RLL 0.75 11 0.45
37 D+0.75PtLL+0.45WL0B_Obs Yes DL 1 RLL 0.75 12 0.45
38 D+0.75PtLL+0.45WL180B_Clr Yes DL 1 RLL 0.75 13 0.45
39 D+0.75PtLL+0.45WL180B_Obs Yes DL 1 RLL 0.75 14 0.45
40 D+0.75PtLL+0.45WL_CC+Yes DL 1 RLL 0.75 15 0.45
41 D+0.75PtLL+0.45WL_CC-Yes DL 1 RLL 0.75 16 0.45
42 D+0.75PtLL+0.45WL_90 Yes DL 1 RLL 0.75 17 0.45
43 D+0.75PtLL+0.45WL_270 Yes DL 1 RLL 0.75 18 0.45
44 Yes
45 D+0.7Ex Yes DL 1 Sds*DL 0.14 ELX 0.7
46 D-0.7Ex Yes DL 1 Sds*DL 0.14 ELX -0.7
47 D+0.7Ez Yes DL 1 Sds*DL 0.14 ELZ 0.7
48 D-0.7Ez Yes DL 1 Sds*DL 0.14 ELZ -0.7
49 Yes
50 0.6D+0.7Ex Yes DL 0.6 Sds*DL -0.14 ELX 0.7
51 0.6D-0.7Ex Yes DL 0.6 Sds*DL -0.14 ELX -0.7
52 0.6D+0.7Ez Yes DL 0.6 Sds*DL -0.14 ELZ 0.7
53 0.6D-0.7Ez Yes DL 0.6 Sds*DL -0.14 ELZ -0.7
54 Yes
55 D+0.7OmegaEx Yes DL 1 Sds*DL 0.14 Om*ELX 0.7
56 D-0.7OmegaEx Yes DL 1 Sds*DL 0.14 Om*ELX -0.7
57 D+0.7OmegaEz Yes DL 1 Sds*DL 0.14 Om*ELZ 0.7
58 D-0.7OmegaEz Yes DL 1 Sds*DL 0.14 Om*ELZ -0.7
59 Yes
60 0.6D+0.7OmegaEx Yes DL 0.6 Sds*DL -0.14 Om*ELX 0.7
61 0.6D-0.7OmegaEx Yes DL 0.6 Sds*DL -0.14 Om*ELX -0.7
62 0.6D+0.7OmegaEz Yes DL 0.6 Sds*DL -0.14 Om*ELZ 0.7
63 0.6D-0.7OmegaEz Yes DL 0.6 Sds*DL -0.14 Om*ELZ -0.7
64 Yes
65 D+0.7RhoEx Yes DL 1 Sds*DL 0.14 Rho*ELX 0.7
66 D-0.7RhoEx Yes DL 1 Sds*DL 0.14 Rho*ELX -0.7
67 D+0.7RhoEz Yes DL 1 Sds*DL 0.14 Rho*ELZ 0.7
68 D-0.7RhoEz Yes DL 1 Sds*DL 0.14 Rho*ELZ -0.7
69 Yes
70 0.6D+0.7RhoEx Yes DL 0.6 Sds*DL 0.14 Rho*ELX 0.7
71 0.6D-0.7RhoEx Yes DL 0.6 Sds*DL 0.14 Rho*ELX -0.7
72 0.6D+0.7RhoEz Yes DL 0.6 Sds*DL 0.14 Rho*ELZ 0.7
73 0.6D-0.7RhoEz Yes DL 0.6 Sds*DL 0.14 Rho*ELZ -0.7
74
75 DL+Ez-Drift DL 1 21 1
76 DL+Ex-Drift DL 1 20 1
77 DL 1 20 1
78 1.4DL DL 1.4
79
80 1.2SW+0.5Unif LL 1 1.2 5 0.5
81 1.2DL+0.5Point LL DL 1.2 RLL 0.5
82
83 0.9D+WL0A_Clr DL 0.9 7 1
84 0.9D+WL0A_Obs DL 0.9 8 1
85 0.9D+WL180A_Clr DL 0.9 9 1
86 0.9D+WL180A_Obs DL 0.9 10 1
87 0.9D+WL0B_Clr DL 0.9 11 1
88 0.9D+WL0B_Obs DL 0.9 12 1
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
10:50:49 AM
RISA-3D Version 22 [ 5x30.r3d ]Page 3
Load Combinations (Continued)
Description Solve BLC Factor BLC Factor BLC Factor
89 0.9D+WL180B_Clr DL 0.9 13 1
90 0.9D+WL180B_Obs DL 0.9 14 1
91 0.9D+WL_90 DL 0.9 17 1
92 0.9D+WL_270 DL 0.9 18 1
93
94 1.2D+1.6PtLL+0.5WL0A_Clr DL 1.2 RLL 1.6 7 0.5
95 1.2D+1.6PtLL+0.5WL0A_Obs DL 1.2 RLL 1.6 8 0.5
96 1.2D+1.6PtLL+0.5WL180A_Clr DL 1.2 RLL 1.6 9 0.5
97 1.2D+1.6PtLL+0.5WL180A_Obs DL 1.2 RLL 1.6 10 0.5
98 1.2D+1.6PtLL+0.5WL0B_Clr DL 1.2 RLL 1.6 11 0.5
99 1.2D+1.6PtLL+0.5WL0B_Obs DL 1.2 RLL 1.6 12 0.5
100 1.2D+1.6PtLL+0.5WL180B_Clr DL 1.2 RLL 1.6 13 0.5
101 1.2D+1.6PtLL+0.5WL180B_Obs DL 1.2 RLL 1.6 14 0.5
102 1.2D+0.75PtLL+0.5WL_90 DL 1.2 RLL 1.6 17 0.5
103 1.2D+0.75PtLL+0.5WL_270 DL 1.2 RLL 1.6 18 0.5
104
105 1.2D+0.5PtLL+1.0WL0A_Clr DL 1.2 RLL 0.5 7 1
106 1.2D+0.5PtLL+1.0WL0A_Obs DL 1.2 RLL 0.5 8 1
107 1.2D+0.5PtLL+1.0WL180A_Clr DL 1.2 RLL 0.5 9 1
108 1.2D+0.5PtLL+1.0WL180A_Obs DL 1.2 RLL 0.5 10 1
109 1.2D+0.5PtLL+1.0WL0B_Clr DL 1.2 RLL 0.5 11 1
110 1.2D+0.5PtLL+1.0WL0B_Obs DL 1.2 RLL 0.5 12 1
111 1.2D+0.5PtLL+1.0WL180B_Clr DL 1.2 RLL 0.5 13 1
112 1.2D+0.5PtLL+1.0WL180B_Obs DL 1.2 RLL 0.5 14 1
113 1.2D+0.5PtLL+1.0WL_90 DL 1.2 RLL 0.5 17 1
114 1.2D+0.5PtLL+1.0WL_270 DL 1.2 RLL 0.5 18 1
115
116 0.9D+Ex DL 0.9 Sds*DL 0.14 ELX 1
117 0.9D-Ex DL 0.9 Sds*DL 0.14 ELX -1
118 0.9D+Ez DL 0.9 Sds*DL 0.14 ELZ 1
119 0.9D-Ez DL 0.9 Sds*DL 0.14 ELZ -1
120
121 0.9D+OmegaEx DL 0.9 Sds*DL 0.14 Om*ELX 1
122 0.9D-OmegaEx DL 0.9 Sds*DL 0.14 Om*ELX -1
123 0.9D+OmegaEz DL 0.9 Sds*DL 0.14 Om*ELZ 1
124 0.9D-OmegaEz DL 0.9 Sds*DL 0.14 Om*ELZ -1
125
126 0.9D+RhoEx DL 0.9 Sds*DL 0.14 Rho*ELX -1
127 0.9D-RhoEx DL 0.9 Sds*DL 0.14 Rho*ELX -1
128 0.9D+RhoEz DL 0.9 Sds*DL 0.14 Rho*ELZ -1
129 0.9D-RhoEz DL 0.9 Sds*DL 0.14 Rho*ELZ -1
Envelope AISC 15TH (360-16): ASD Member Steel Code Checks
Member Shape Code Check Loc[ft]LC Shear CheckLoc[ft]Dir LC Pnc/om [k]Pnt/om [k]Mnyy/om [k-ft]Mnzz/om [k-ft]Cb Eqn
1 M275 W14X30 0.843 0 68 0.632 0 z 73 139.096 264.97 22.43 118.014 2.198 H1-1b
2 M269 W14X30 0.843 0 68 0.632 0 z 73 139.225 264.97 22.43 118.014 2.187 H1-1b
3 M273 W14X30 0.941 0 68 0.632 0 z 73 139.096 264.97 22.43 118.014 2.19 H1-1b
4 M270 W14X30 0.941 0 68 0.632 0 z 73 139.225 264.97 22.43 118.014 2.178 H1-1b
5 M12 HSS12X8X8 0.796 0 58*0.063 0 z 63*409.607 514.97 128.493 169.91 1 H1-1b
6 M1 HSS12X8X8 0.792 0 58*0.063 0 z 63*409.607 514.97 128.493 169.91 1 H1-1b
7 M184 W14X30 0.852 0 68 0.632 0 z 73 139.096 264.97 22.43 118.014 2.197 H1-1b
8 M185 W14X30 0.852 0 68 0.632 0 z 73 139.225 264.97 22.43 118.014 2.186 H1-1b
9 M186 HSS12X8X8 0.793 0 58*0.063 0 z 63*409.607 514.97 128.493 169.91 1 H1-1b
10 M122 W14X30 0.942 0 68 0.632 0 z 73 139.096 264.97 22.43 118.014 2.189 H1-1b
11 M123 W14X30 0.942 0 68 0.632 0 z 73 139.225 264.97 22.43 118.014 2.178 H1-1b
12 M124 HSS12X8X8 0.796 0 58*0.063 0 z 63*409.607 514.97 128.493 169.91 1 H1-1b
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
10:50:49 AM
RISA-3D Version 22 [ 5x30.r3d ]Page 4
Envelope AISI S100-16: ASD Member Cold Formed Steel Code Checks
Member Shape Code CheckLoc[ft]LCShear Check Loc[ft]DirLCPn/Om[k]Tn/Om[k]Mnyy/Om[k-ft]Mnzz/Om[k-ft]Vny/Om[k]Vnz/Om[k]Cb Eqn
1 M116 9CS2X059 0.01 2.04868 0.005 4.097 y 6 7.644 16.311 0.389 2.367 2.149 2.199 1.136H1.2-1
2 M119 9CS2X059 0.01 2.04868 0.005 4.097 y 6 6.837 16.311 0.389 2.368 2.149 2.199 1.136H1.1-2
3 M87 9CS2X059 0.01 2.04868 0.005 4.097 y 34 6.837 16.311 0.389 2.367 2.149 2.199 1.136H1.1-2
4 M86 9CS2X059 0.01 2.04868 0.005 4.097 y 34 7.644 16.311 0.389 2.367 2.149 2.199 1.136H1.2-1
5 M49 12CS04X075_1.1 0.256 8.73 14 0.166 8.73 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
6 M47 12CS04X075_1.1 0.973 18.77114 0.403 39.888 y 14 8.697 53.138 2.725 9.582 3.272 10.748 1.664H1.2-1
7 M135 12CS04X075_1.1 0.972 18.77114 0.404 39.888 y 14 8.697 53.138 2.725 9.582 3.272 10.748 1.664H1.2-1
8 M46 12CS04X075_1.1 0.256 8.73 14 0.166 8.73 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
9 M50 12CS04X075_1.1 0.974 18.77114 0.403 39.888 y 14 8.697 53.138 2.725 9.582 3.272 10.748 1.664H1.2-1
10 M130 12CS04X075_1.1 0.976 18.77114 0.404 39.888 y 14 8.697 53.138 2.725 9.582 3.272 10.748 1.664H1.2-1
11 M139 12CS04X075_1.1 0.256 8.73 14 0.166 8.73 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
12 M138 12CS04X075_1.1 0.256 8.73 14 0.166 8.73 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
13 M168 12CS04X075_1.1 0.256 8.73 14 0.166 8.73 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
14 M161 12CS04X075_1.1 0.978 18.77114 0.403 39.888 y 14 8.697 53.138 2.725 9.582 3.272 10.748 1.664H1.2-1
15 M179 12CS04X075_1.1 0.774 15 14 0.404 35 y 14 9.57 53.138 2.725 9.613 3.272 10.748 1.732H1.2-1
16 M266 12CS04X075_1.1 0.778 14.58314 0.403 35 y 14 9.57 53.138 2.725 9.613 3.272 10.748 1.732H1.2-1
17 M267 12CS04X075_1.1 0.77 15 14 0.403 35 y 14 9.57 53.138 2.725 9.613 3.272 10.748 1.732H1.2-1
18 M268 12CS04X075_1.1 0.771 15 14 0.403 35 y 14 9.57 53.138 2.725 9.613 3.272 10.748 1.732H1.2-1
19 M271 12CS04X075_1.1 0.766 15 14 0.403 35 y 14 9.57 53.138 2.725 9.613 3.272 10.748 1.732H1.2-1
20 M150 9CS2X059 0.01 2.04868 0.005 4.097 y 34 6.837 16.311 0.389 2.368 2.149 2.199 1.136H1.1-2
21 M153 9CS2X059 0.01 2.04868 0.006 4.097 y 34 7.644 16.311 0.389 2.367 2.149 2.199 1.136H1.2-1
22 M170 12CS04X075_1.1 0.256 8.73 14 0.166 8.73 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
23 M173 12CS04X075_1.1 0.972 18.77114 0.403 39.888 y 14 8.697 53.138 2.725 9.582 3.272 10.748 1.664H1.2-1
24 M174 12CS04X075_1.1 0.256 8.73 14 0.166 8.73 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
25 M192 12CS04X075_1.1 0.976 18.77114 0.403 39.888 y 14 8.697 53.138 2.725 9.582 3.272 10.748 1.664H1.2-1
26 M213 12CS04X075_1.1 0.766 15 14 0.403 35 y 14 9.57 53.138 2.725 9.613 3.272 10.748 1.732H1.2-1
27 M214 12CS04X075_1.1 0.774 15 14 0.402 35 y 14 9.57 53.138 2.725 9.613 3.272 10.748 1.732H1.2-1
28 M247 9CS2X059 0.01 2.04968 0.006 4.097 y 6 7.644 16.311 0.389 2.367 2.149 2.199 1.136H1.2-1
29 M248 9CS2X059 0.01 2.04968 0.006 4.097 y 6 6.837 16.311 0.389 2.367 2.149 2.199 1.136H1.1-2
30 M249 12CS04X075_1.1 0.974 18.77114 0.404 39.888 y 14 8.696 53.138 2.725 9.581 3.272 10.748 1.664H1.2-1
31 M250 12CS04X075_1.1 0.974 18.77114 0.404 39.888 y 14 8.696 53.138 2.725 9.581 3.272 10.748 1.664H1.2-1
32 M251 12CS04X075_1.1 0.256 8.73 14 0.166 8.73 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
33 M252 12CS04X075_1.1 0.256 8.73 14 0.166 8.73 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
34 M257 12CS04X075_1.1 0.771 15 14 0.404 35 y 14 9.57 53.138 2.725 9.613 3.272 10.748 1.732H1.2-1
35 M261 12CS04X075_1.1 0.77 15 14 0.404 35 y 14 9.57 53.138 2.725 9.613 3.272 10.748 1.732H1.2-1
36 M162 12CS04X075_1.1 0.256 8.73 14 0.166 8.73 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
37 M163 12CS04X075_1.1 0.97 18.77114 0.402 39.888 y 14 8.697 53.138 2.725 9.582 3.272 10.748 1.664H1.2-1
38 M167 12CS04X075_1.1 0.762 15 14 0.402 35 y 14 9.57 53.138 2.725 9.613 3.272 10.748 1.732H1.2-1
39 M180 9CS2X059 0.013 4.09712 0.013 4.097 y 12 6.837 16.311 0.451 3.119 2.149 2.199 1.136F3.1-1
40 M181 9CS2X059 0.015 4.09710 0.015 4.097 y 10 6.837 16.311 0.451 3.119 2.149 2.199 1.136F3.1-1
41 M99 12CS04X075_1.1 0.317 0 14 0.189 0 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
42 M100 12CS04X075_1.1 0.317 0 14 0.189 0 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
43 M101 12CS04X075_1.1 0.317 0 14 0.189 0 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
44 M102 12CS04X075_1.1 0.317 0 14 0.189 0 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
45 M103 12CS04X075_1.1 0.317 0 14 0.189 0 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
46 M104 12CS04X075_1.1 0.317 0 14 0.189 0 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
47 M105 12CS04X075_1.1 0.317 0 14 0.189 0 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
48 M106 12CS04X075_1.1 0.317 0 14 0.189 0 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
49 M107 12CS04X075_1.1 0.317 0 14 0.189 0 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
50 M108 12CS04X075_1.1 0.317 0 14 0.189 0 y 14 14.999 53.138 3.142 12.092 3.272 10.748 2.326F3.1-1
51 M109 9CS2X059 0.01 2.04868 0.003 4.097 y 65 6.837 16.311 0.389 2.368 2.149 2.199 1.136H1.1-2
52 M110 9CS2X059 0.01 2.04868 0.003 4.097 y 65 6.837 16.311 0.389 2.368 2.149 2.199 1.136H1.1-2
53 M111 9CS2X059 0.01 2.04868 0.003 4.097 y 65 6.837 16.311 0.389 2.367 2.149 2.199 1.136H1.1-2
54 M113 9CS2X059 0.01 2.04868 0.003 4.097 y 65 6.837 16.311 0.389 2.367 2.149 2.199 1.136H1.1-2
55 M114 9CS2X059 0.01 2.04868 0.004 4.097 y 4 6.837 16.311 0.389 2.368 2.149 2.199 1.136H1.1-2
56 M115 9CS2X059 0.01 2.04868 0.006 4.097 y 4 6.837 16.311 0.389 2.368 2.149 2.199 1.136H1.1-2
57 M117 9CS2X059 0.01 2.04968 0.003 4.097 y 65 6.837 16.311 0.389 2.367 2.149 2.199 1.136H1.1-2
58 M118 9CS2X059 0.01 2.04968 0.003 4.097 y 65 6.837 16.311 0.389 2.367 2.149 2.199 1.136H1.1-2
59 M120 9CS2X059 0.01 2.04968 0.008 4.097 y 10 6.837 16.311 0.389 2.368 2.149 2.199 1.136H1.1-2
60 M121 9CS2X059 0.015 4.09712 0.015 4.097 y 12 6.837 16.311 0.451 3.119 2.149 2.199 1.136F3.1-1
61 M147 9CS2X059 0.01 2.04868 0.005 4.097 y 6 6.837 16.311 0.389 2.369 2.149 2.199 1.136H1.1-2
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
10:50:49 AM
RISA-3D Version 22 [ 5x30.r3d ]Page 5
Envelope AISI S100-16: ASD Member Cold Formed Steel Code Checks (Continued)
Member Shape Code CheckLoc[ft]LCShear Check Loc[ft]DirLCPn/Om[k]Tn/Om[k]Mnyy/Om[k-ft]Mnzz/Om[k-ft]Vny/Om[k]Vnz/Om[k]Cb Eqn
62 M149 9CS2X059 0.01 2.04868 0.005 4.097 y 6 7.644 16.311 0.389 2.367 2.149 2.199 1.136H1.2-1
63 M151 9CS2X059 0.01 2.04868 0.006 4.097 y 34 7.644 16.311 0.389 2.367 2.149 2.199 1.136H1.2-1
64 M152 9CS2X059 0.01 2.04868 0.006 4.097 y 34 6.837 16.311 0.389 2.368 2.149 2.199 1.136H1.1-2
65 M154 9CS2X059 0.01 2.04868 0.006 4.097 y 34 7.644 16.311 0.389 2.367 2.149 2.199 1.136H1.2-1
66 M155 9CS2X059 0.01 2.04868 0.006 4.097 y 34 6.837 16.311 0.389 2.369 2.149 2.199 1.136H1.1-2
67 M157 9CS2X059 0.01 2.04968 0.006 4.097 y 6 6.837 16.311 0.389 2.368 2.149 2.199 1.136H1.1-2
68 M159 9CS2X059 0.01 2.04968 0.006 4.097 y 6 7.644 16.311 0.389 2.367 2.149 2.199 1.136H1.2-1
69 M160 9CS2X059 0.011 4.09710 0.011 4.097 y 10 6.837 16.311 0.451 3.119 2.149 2.199 1.136F3.1-1
70 M169 9CS2X059 0.015 4.09712 0.015 4.097 y 12 6.837 16.311 0.451 3.119 2.149 2.199 1.136F3.1-1
71 M171 12CS04X075_1.1 0.903 16.03114 0.362 34.977 y 14 10.375 53.138 2.725 9.617 3.272 10.748 1.805H1.2-1
72 M172 12CS04X075_1.1 0.903 16.03114 0.362 34.977 y 14 10.375 53.138 2.725 9.617 3.272 10.748 1.805H1.2-1
73 M175 12CS04X075_1.1 0.906 16.03114 0.361 34.977 y 14 10.375 53.138 2.725 9.617 3.272 10.748 1.805H1.2-1
74 M176 12CS04X075_1.1 0.903 16.03114 0.362 34.977 y 14 10.375 53.138 2.725 9.617 3.272 10.748 1.805H1.2-1
75 M177 12CS04X075_1.1 0.9 16.03114 0.362 34.977 y 14 10.375 53.138 2.725 9.617 3.272 10.748 1.805H1.2-1
76 M178 12CS04X075_1.1 0.909 16.03114 0.361 34.977 y 14 10.375 53.138 2.725 9.617 3.272 10.748 1.805H1.2-1
77 M182 12CS04X075_1.1 0.906 16.03114 0.362 34.977 y 14 10.375 53.138 2.725 9.617 3.272 10.748 1.805H1.2-1
78 M183 12CS04X075_1.1 0.9 16.03114 0.361 34.977 y 14 10.375 53.138 2.725 9.617 3.272 10.748 1.805H1.2-1
79 M187 12CS04X075_1.1 0.903 16.03114 0.362 34.977 y 14 10.375 53.138 2.725 9.617 3.272 10.748 1.805H1.2-1
80 M189 12CS04X075_1.1 0.897 16.03114 0.36 34.977 y 14 10.375 53.138 2.725 9.617 3.272 10.748 1.805H1.2-1
BEAM TO COLUMN
CONNECTION
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
10:51:27 AM
RISA-3D Version 22 [ 5x30.r3d ]Page 1
Member End Reactions
LC Member Label Member End Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft]
1 1 M12 I 8.208 0 0 0 0 0.295
2 J 7.263 0 0 0 0 0.295
3 3 M12 I 22.798 0 0 0 0 1.014
4 J 21.853 0 0 0 0 1.014
5 4 M12 I 8.566 0 0 0 0 5.98
6 J 7.622 0 0 0 0 5.98
7 6 M12 I 18.099 -0.865 0 0 0 -71.997
8 J 17.154 -0.865 0 0 0 -59.016
9 7 M12 I -3.002 0.981 0 0 0 -29.981
10 J -3.946 0.981 0 0 0 -44.691
11 8 M12 I 18.099 -0.865 0 0 0 45.443
12 J 17.155 -0.865 0 0 0 58.423
13 9 M12 I -3.001 0.981 0 0 0 61.332
14 J -3.946 0.981 0 0 0 46.622
15 10 M12 I 0.285 0.693 0 0 0 76.498
16 J -0.659 0.693 0 0 0 66.101
17 11 M12 I -3.004 0.981 0 0 0 48.409
18 J -3.948 0.981 0 0 0 33.695
19 12 M12 I 0.285 0.693 0 0 0 -54.166
20 J -0.659 0.693 0 0 0 -64.563
21 13 M12 I -3.004 0.981 0 0 0 -17.05
22 J -3.949 0.981 0 0 0 -31.763
23 16 M12 I -0.924 0.799 0 0 0 12.825
24 J -1.868 0.799 0 0 0 0.841
25 17 M12 I 12.991 -0.419 0 0 0 -6.269
26 J 12.047 -0.419 0 0 0 0.009
27 19 M12 I 14.816 -0.865 0 0 0 -72.115
28 J 14.249 -0.865 0 0 0 -59.134
29 20 M12 I -6.285 0.981 0 0 0 -30.099
30 J -6.851 0.981 0 0 0 -44.809
31 21 M12 I 14.816 -0.865 0 0 0 45.325
32 J 14.249 -0.865 0 0 0 58.305
33 22 M12 I -6.284 0.981 0 0 0 61.214
34 J -6.851 0.981 0 0 0 46.504
35 23 M12 I -2.998 0.693 0 0 0 76.38
36 J -3.564 0.693 0 0 0 65.983
37 24 M12 I -6.287 0.981 0 0 0 48.291
38 J -6.854 0.981 0 0 0 33.577
39 25 M12 I -2.998 0.693 0 0 0 -54.284
40 J -3.565 0.693 0 0 0 -64.681
41 26 M12 I -6.288 0.981 0 0 0 -17.168
42 J -6.854 0.981 0 0 0 -31.882
43 29 M12 I -4.207 0.799 0 0 0 12.707
44 J -4.774 0.799 0 0 0 0.723
45 30 M12 I 9.708 -0.419 0 0 0 -6.387
46 J 9.142 -0.419 0 0 0 -0.109
47 32 M12 I 15.894 -0.649 0 0 0 -49.66
48 J 14.95 -0.649 0 0 0 -39.924
49 33 M12 I 0.069 0.735 0 0 0 -18.148
50 J -0.875 0.735 0 0 0 -29.181
51 34 M12 I 15.895 -0.649 0 0 0 38.42
52 J 14.95 -0.649 0 0 0 48.155
53 35 M12 I 0.069 0.735 0 0 0 50.337
54 J -0.875 0.735 0 0 0 39.304
55 36 M12 I 2.534 0.52 0 0 0 61.711
56 J 1.59 0.52 0 0 0 53.913
57 37 M12 I 0.067 0.736 0 0 0 40.644
58 J -0.877 0.736 0 0 0 29.609
59 38 M12 I 2.534 0.52 0 0 0 -36.287
60 J 1.59 0.52 0 0 0 -44.084
61 39 M12 I 0.067 0.736 0 0 0 -8.45
5X37 ASD Reactions
I = BASE END
J = TOP END
MAX REACTION AT
TOP OF COLUMN FOR
BEAM-COLUMN
CONNECTION
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
10:51:27 AM
RISA-3D Version 22 [ 5x30.r3d ]Page 2
Member End Reactions (Continued)
LC Member Label Member End Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft]
62 J -0.877 0.736 0 0 0 -19.485
63 42 M12 I 1.627 0.599 0 0 0 13.956
64 J 0.683 0.599 0 0 0 4.969
65 43 M12 I 12.064 -0.314 0 0 0 -0.364
66 J 11.12 -0.314 0 0 0 4.344
67 45 M12 I 9.731 -3.809 0 0 0 -57.346
68 J 8.612 -3.371 0 0 0 -3.492
69 46 M12 I 9.731 3.809 0 0 0 58.046
70 J 8.612 3.371 0 0 0 4.191
71 47 M12 I 9.731 0 3.352 -0.114 -50.267 0.35
72 J 8.612 0 2.914 -0.114 -3.27 0.35
73 48 M12 I 9.731 0 -3.352 0.114 50.267 0.35
74 J 8.612 0 -2.914 0.114 3.27 0.35
75 50 M12 I 3.401 -3.809 0 0 0 -57.574
76 J 3.01 -3.371 0 0 0 -3.719
77 51 M12 I 3.401 3.809 0 0 0 57.818
78 J 3.01 3.371 0 0 0 3.964
79 52 M12 I 3.401 0 3.352 -0.114 -50.267 0.122
80 J 3.01 0 2.914 -0.114 -3.27 0.122
81 53 M12 I 3.401 0 -3.352 0.114 50.267 0.122
82 J 3.01 0 -2.914 0.114 3.27 0.122
83 55*M12 I 9.731 -7.619 0 0 0 -115.042
84 J 8.612 -6.742 0 0 0 -7.333
85 56*M12 I 9.731 7.619 0 0 0 115.742
86 J 8.612 6.742 0 0 0 8.033
87 57*M12 I 9.731 0 6.705 -0.229 -100.534 0.35
88 J 8.612 0 5.828 -0.229 -6.54 0.35
89 58*M12 I 9.731 0 -6.705 0.229 100.534 0.35
90 J 8.612 0 -5.828 0.229 6.54 0.35
91 60*M12 I 3.401 -7.619 0 0 0 -115.27
92 J 3.01 -6.742 0 0 0 -7.561
93 61*M12 I 3.401 7.619 0 0 0 115.515
94 J 3.01 6.742 0 0 0 7.805
95 62*M12 I 3.401 0 6.705 -0.229 -100.534 0.122
96 J 3.01 0 5.828 -0.229 -6.54 0.122
97 63*M12 I 3.401 0 -6.705 0.229 100.534 0.122
98 J 3.01 0 -5.828 0.229 6.54 0.122
99 65 M12 I 9.731 -4.952 0 0 0 -74.655
100 J 8.612 -4.383 0 0 0 -4.644
101 66 M12 I 9.731 4.952 0 0 0 75.355
102 J 8.612 4.383 0 0 0 5.344
103 67 M12 I 9.731 0 3.352 -0.114 -50.267 0.35
104 J 8.612 0 2.914 -0.114 -3.27 0.35
105 68 M12 I 9.731 0 -3.352 0.114 50.267 0.35
106 J 8.612 0 -2.914 0.114 3.27 0.35
107 70 M12 I 6.448 -4.952 0 0 0 -74.773
108 J 5.706 -4.383 0 0 0 -4.762
109 71 M12 I 6.448 4.952 0 0 0 75.237
110 J 5.707 4.383 0 0 0 5.226
111 72 M12 I 6.448 0 3.352 -0.114 -50.267 0.232
112 J 5.706 0 2.914 -0.114 -3.27 0.232
113 73 M12 I 6.448 0 -3.352 0.114 50.267 0.232
114 J 5.706 0 -2.914 0.114 3.27 0.232
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
11:17:27 AM
RISA-3D Version 22 [ 5x30.r3d ]Page 1
Member End Reactions
LC Member Label Member End Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft]
1 1 M124 I 8.232 0 0 0 0 0.296
2 J 7.287 0 0 0 0 0.296
3 3 M124 I 22.87 0 0 0 0 1.018
4 J 21.926 0 0 0 0 1.018
5 4 M124 I 8.78 0 0 0 0 7.093
6 J 7.836 0 0 0 0 7.093
7 6 M124 I 18.156 -0.868 0 0 0 -72.235
8 J 17.211 -0.868 0 0 0 -59.212
9 7 M124 I -3.015 0.984 0 0 0 -30.08
10 J -3.959 0.984 0 0 0 -44.839
11 8 M124 I 18.156 -0.868 0 0 0 45.594
12 J 17.212 -0.868 0 0 0 58.617
13 9 M124 I -3.015 0.984 0 0 0 61.536
14 J -3.959 0.984 0 0 0 46.777
15 10 M124 I 0.283 0.695 0 0 0 76.752
16 J -0.662 0.695 0 0 0 66.32
17 11 M124 I -3.018 0.984 0 0 0 48.57
18 J -3.962 0.984 0 0 0 33.807
19 12 M124 I 0.282 0.695 0 0 0 -54.345
20 J -0.662 0.695 0 0 0 -64.777
21 13 M124 I -3.018 0.984 0 0 0 -17.106
22 J -3.962 0.984 0 0 0 -31.869
23 16 M124 I 0.293 0.695 0 0 0 11.19
24 J -0.652 0.695 0 0 0 0.771
25 17 M124 I 12.202 -0.347 0 0 0 -5.151
26 J 11.258 -0.347 0 0 0 0.059
27 19 M124 I 14.863 -0.868 0 0 0 -72.354
28 J 14.296 -0.868 0 0 0 -59.33
29 20 M124 I -6.308 0.984 0 0 0 -30.199
30 J -6.874 0.984 0 0 0 -44.958
31 21 M124 I 14.863 -0.868 0 0 0 45.475
32 J 14.297 -0.868 0 0 0 58.499
33 22 M124 I -6.307 0.984 0 0 0 61.418
34 J -6.874 0.984 0 0 0 46.659
35 23 M124 I -3.01 0.695 0 0 0 76.634
36 J -3.576 0.695 0 0 0 66.202
37 24 M124 I -6.31 0.984 0 0 0 48.451
38 J -6.877 0.984 0 0 0 33.689
39 25 M124 I -3.01 0.695 0 0 0 -54.464
40 J -3.577 0.695 0 0 0 -64.896
41 26 M124 I -6.311 0.984 0 0 0 -17.224
42 J -6.877 0.984 0 0 0 -31.987
43 29 M124 I -3 0.695 0 0 0 11.071
44 J -3.567 0.695 0 0 0 0.653
45 30 M124 I 8.909 -0.347 0 0 0 -5.27
46 J 8.343 -0.347 0 0 0 -0.06
47 32 M124 I 16.086 -0.651 0 0 0 -49.005
48 J 15.142 -0.651 0 0 0 -39.237
49 33 M124 I 0.208 0.738 0 0 0 -17.389
50 J -0.736 0.738 0 0 0 -28.458
51 34 M124 I 16.086 -0.651 0 0 0 39.367
52 J 15.142 -0.651 0 0 0 49.134
53 35 M124 I 0.208 0.738 0 0 0 51.324
54 J -0.736 0.738 0 0 0 40.254
55 36 M124 I 2.681 0.522 0 0 0 62.735
56 J 1.737 0.522 0 0 0 54.912
57 37 M124 I 0.206 0.738 0 0 0 41.599
58 J -0.738 0.738 0 0 0 30.527
59 38 M124 I 2.681 0.522 0 0 0 -35.587
60 J 1.737 0.522 0 0 0 -43.411
61 39 M124 I 0.206 0.738 0 0 0 -7.658
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
11:17:27 AM
RISA-3D Version 22 [ 5x30.r3d ]Page 2
Member End Reactions (Continued)
LC Member Label Member End Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft]
62 J -0.739 0.738 0 0 0 -18.73
63 42 M124 I 2.689 0.521 0 0 0 13.564
64 J 1.744 0.521 0 0 0 5.75
65 43 M124 I 11.621 -0.261 0 0 0 1.308
66 J 10.676 -0.261 0 0 0 5.216
67 45 M124 I 9.76 -3.821 0 0 0 -57.525
68 J 8.64 -3.382 0 0 0 -3.503
69 46 M124 I 9.76 3.821 0 0 0 58.227
70 J 8.64 3.382 0 0 0 4.206
71 47 M124 I 9.76 0 3.352 -0.114 -50.268 0.351
72 J 8.64 0 2.914 -0.114 -3.27 0.351
73 48 M124 I 9.76 0 -3.352 0.114 50.268 0.351
74 J 8.64 0 -2.914 0.114 3.27 0.351
75 50 M124 I 3.411 -3.821 0 0 0 -57.753
76 J 3.019 -3.382 0 0 0 -3.732
77 51 M124 I 3.411 3.821 0 0 0 57.999
78 J 3.02 3.382 0 0 0 3.977
79 52 M124 I 3.411 0 3.352 -0.114 -50.268 0.123
80 J 3.02 0 2.914 -0.114 -3.27 0.123
81 53 M124 I 3.411 0 -3.352 0.114 50.268 0.123
82 J 3.02 0 -2.914 0.114 3.27 0.123
83 55*M124 I 9.759 -7.641 0 0 0 -115.4
84 J 8.64 -6.765 0 0 0 -7.358
85 56*M124 I 9.76 7.641 0 0 0 116.103
86 J 8.64 6.765 0 0 0 8.061
87 57*M124 I 9.76 0 6.705 -0.229 -100.536 0.351
88 J 8.64 0 5.828 -0.229 -6.54 0.351
89 58*M124 I 9.76 0 -6.705 0.229 100.536 0.351
90 J 8.64 0 -5.828 0.229 6.54 0.351
91 60*M124 I 3.411 -7.641 0 0 0 -115.629
92 J 3.019 -6.765 0 0 0 -7.587
93 61*M124 I 3.411 7.641 0 0 0 115.874
94 J 3.02 6.765 0 0 0 7.832
95 62*M124 I 3.411 0 6.705 -0.229 -100.536 0.123
96 J 3.02 0 5.828 -0.229 -6.54 0.123
97 63*M124 I 3.411 0 -6.705 0.229 100.536 0.123
98 J 3.02 0 -5.828 0.229 6.54 0.123
99 65 M124 I 9.76 -4.967 0 0 0 -74.887
100 J 8.64 -4.397 0 0 0 -4.66
101 66 M124 I 9.76 4.967 0 0 0 75.59
102 J 8.64 4.397 0 0 0 5.362
103 67 M124 I 9.76 0 3.352 -0.114 -50.268 0.351
104 J 8.64 0 2.914 -0.114 -3.27 0.351
105 68 M124 I 9.76 0 -3.352 0.114 50.268 0.351
106 J 8.64 0 -2.914 0.114 3.27 0.351
107 70 M124 I 6.467 -4.967 0 0 0 -75.006
108 J 5.725 -4.397 0 0 0 -4.778
109 71 M124 I 6.467 4.967 0 0 0 75.471
110 J 5.725 4.397 0 0 0 5.244
111 72 M124 I 6.467 0 3.352 -0.114 -50.268 0.233
112 J 5.725 0 2.914 -0.114 -3.27 0.233
113 73 M124 I 6.467 0 -3.352 0.114 50.268 0.233
114 J 5.725 0 -2.914 0.114 3.27 0.233
MAX REACTION AT
BOTTOM OF COLUMN
FOR PIER DESIGN
Project: Holy Angels
Designer: MR
Date: 7/24/2024
Beam: Column:
bf bcol
dbeam dcol
tw tcol
tf Sc
k
Syy Szz
Bolt Dia Bolt Desc A325N
Abolt Fnt 90 ksi Fnt/Ω 45 ksi
Min Edge Dist Fnv 54 ksi Fnv/Ω 27 ksi
N
Loads from RISA ASD LC:
Mzz
Myy
Vy
Vz
P
Bolt Design
Tbolt ft OK
Vbolt fv OK
Check if fv is less than or equal to 30% of available stress: YES
then combined stress effects need not be considered
Cap Plate Design
Fy
T
xT
B
treq
0.22 ksi
0.79 in
4.23 in
66.10 k-ft
0.00 k-ft
0.69 k
24.20 k
16.50 in
1 Ø
0.785 in^2
1.25
4 bolts
50 ksi
48.40 k
2.25 in
8.50 in
1.31 in
-0.66 k
0.00 k
30.81 ksi
0.17 k
13.80 in 12.00 in
0.270 in 0.47 in
0.385 in 2.25 in
Beam to Column Connection 5x37
W14x30 HSS12x8x1/2
6.73 in 8.00 in
Project: Holy Angels
Designer: MR
Date: 7/24/2024
Beam to Column Connection 5x37
Stiffener Plate Check
Confirm if stiffener plates are required:
Req'd Comp., C
Fy,beam
Ebeam
Check Web Compression Buckling:
Rn/Ω=compression capacity of the beam per AISC J10-8
Is C > Rn/Ω?Y, Stiffeners required
Design Stiffener Plates:
Req'd Capacity:difference between C and Web Compression strength
Fystiff
ts
As
Check Tension
Rn/Ω (Tens)
Check Compression
Fcr
Fe
Lc
r
E
Rn/Ω (Comp)
Check Weld
WS
L
Rn/Ω (Weld)
Governing Rn/Ω
Check Rn/Ω > C
53.33 k
75%
0.38 in
50 ksi
39.960 k
170.16 k
66.10 k
1.161 in^2
69.50 k
38.37 ksi
79.02 ksi
6.52 in
0.11 in
29000 ksi
53.33 k
4 /16
11.46 in
50 ksi
29000 ksi
26.141 k
Project: Holy Angels
Designer: MR
Date: 7/24/2024
Beam to Column Connection 5x37
Column to Cap Plate Weld Check
HSS or WF Col? HSS
Nw 2
WSw 5 /16 Max weld size is t-1/16
WSf 5 /16 Max weld size is t-1/16
Izz 4320 in4
Iyy 2346.666667 in4
Aw 2000 in2
rf,perp 5.52 k/in
rf,par 0.00 k/in
Θ 90.00
rn,f/Ω 6.96 k/in
D/C 79%
rw,perp 5.52 k/in
rw,par 0.03 k/in
Θ 89.70
rn,w/Ω 6.96 k/in
D/C 79%
PIER FOUNDATION
DESIGN
Flagpole Foo ng Design Based on Chapter 18 both IBC & UBC
INPUT DATA & DESIGN SUMMARY
IS FOOTING RESTRAINED @ GRADE LEVEL ? (1=YES,0=NO)0 no
LATERAL FORCE @ TOP OF POLE P =7.641 k
HEIGHT OF POLE ABOVE GRADE H =15.195
DIAMETER OF POLE FOOTING B =2
LATERAL SOIL BEARING CAPACITY S =0.137 ksf /
ISOLATED POLE FACTOR (IBC 1804.3.1 or UBC note 3 on Tab 18-I-A) F =2
FIRST TRIAL DEPTH D =8
Use 2 dia x 14.54 deep foo ng unrestrained @ ground level
Units ? ( English = 1, Metric = 2 )1 English
ANALYSIS
NONCONSTRAINED CONSTRAINED
LATERAL FORCE @ TOP OF POLE P =>7.64 k 7.64 k
HEIGHT OF POLE ABOVE GRADE H =>15.2 15.2
DIAMETER OF POLE FOOTING B =>2.00 2.00
LATERAL SOIL BEARING CAPACITY FS =>0.27 ksf / 0.27 ksf /
1ST TRIAL TRY D =>8.00 8.00
LAT SOIL BEARING @ 1/3 D S =>0.72 ksf 0.72 ksf
LAT SOIL BEARING @ 1.0 D S =>2.19 ksf 2.19 ksf
CONSTANT 2.34P/(BS ) A =>12.36 - -
REQD FOOTING DEPTH RQRD D =>21.76 10.61
2ND TRIAL : TRY D2=>14.88 9.30
LAT SOIL BEARING @ 1/3 D S =>1.35 ksf 0.84 ksf
LAT SOIL BEARING @ 1.0 D S =>4.08 ksf 2.55 ksf
CONSTANT 2.34P/(BS ) A =>6.64 - -
REQD FOOTING DEPTH RQRD D =>14.33 9.84
3RD TRIAL : TRY D3=>14.60 9.57
LAT SOIL BEARING @ 1/3 D S =>1.32 ksf 0.87 ksf
LAT SOIL BEARING @ 1.0 D S =>4.00 ksf 2.62 ksf
CONSTANT 2.34P/(BS ) A =>6.77 - -
REQD FOOTING DEPTH RQRD D =>14.50 9.70
4TH TRIAL : TRY D4=>14.55 9.64
LAT SOIL BEARING @ 1/3 D S =>1.32 ksf 0.87 ksf
LAT SOIL BEARING @ 1.0 D S =>3.99 ksf 2.64 ksf
CONSTANT 2.34P/(BS ) A =>6.79 - -
REQD FOOTING DEPTH RQRD D =>14.54 9.67
5TH TRIAL : TRY D5=>14.54 9.65
LAT SOIL BEARING @ 1/3 D S =>1.32 ksf 0.87 ksf
LAT SOIL BEARING @ 1.0 D S =>3.99 ksf 2.64 ksf
CONSTANT 2.34P/(BS ) A =>6.80 - -
REQD FOOTING DEPTH RQRD D =>14.54 9.66
1
1
3
1
1
3
1
1
3
1
1
3
1
1
3
1
Project:Holy Angels
Designer:MR
Date:7/22/2024
Array Pier
Diameter (ft)
Allowable Skin
Friction Down
(psf)
Allowable Skin
Friction Up (ft)
Depth to Formational
Soil, DF (ft)
Max Downward
Reaction, C (lbs)
Max Uplift
Reaction, Pup (lbs)
Required Embedment for
Downward Reaction,
Ddown (ft)
Required Embedment
for Uplift, Dup (ft)
Required
Embedment for
Lateral Bearing,
Dlat (ft)
Design Embedment
including DF (ft)
5x37 2 360.0 160.0 1 22870 6311 10.11 4.90 14.54 15.54
Required Embedment Design
1/3 increase applied
for governing seismic
short term load case
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
12:00:13 PM
RISA-3D Version 22 [ 5x37.r3d ]Page 1
Member End Reactions
LC Member Label Member End Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft]
1 78 M124 I 11.524 0 0 0 0 0.415
2 J 10.202 0 0 0 0 0.415
3 80 M124 I 14.499 0 0 0 0 0.583
4 J 13.366 0 0 0 0 0.583
5 81 M124 I 10.152 0 0 0 0 3.754
6 J 9.019 0 0 0 0 3.754
7 83 M124 I 23.948 -1.447 0 0 0 -120.619
8 J 23.099 -1.447 0 0 0 -98.914
9 84 M124 I -11.336 1.64 0 0 0 -50.361
10 J -12.186 1.64 0 0 0 -74.96
11 85 M124 I 23.949 -1.447 0 0 0 75.762
12 J 23.099 -1.447 0 0 0 97.468
13 86 M124 I -11.336 1.64 0 0 0 102.333
14 J -12.185 1.64 0 0 0 77.735
15 87 M124 I -5.84 1.159 0 0 0 127.693
16 J -6.69 1.159 0 0 0 110.307
17 88 M124 I -11.341 1.64 0 0 0 80.723
18 J -12.19 1.64 0 0 0 56.118
19 89 M124 I -5.841 1.159 0 0 0 -90.802
20 J -6.69 1.159 0 0 0 -108.189
21 90 M124 I -11.341 1.64 0 0 0 -28.737
22 J -12.191 1.64 0 0 0 -53.342
23 91 M124 I -5.823 1.158 0 0 0 18.422
24 J -6.673 1.158 0 0 0 1.058
25 92 M124 I 14.025 -0.579 0 0 0 -8.813
26 J 13.176 -0.579 0 0 0 -0.129
27 94 M124 I 19.025 -0.724 0 0 0 -49.213
28 J 17.892 -0.724 0 0 0 -38.36
29 95 M124 I 1.383 0.82 0 0 0 -14.084
30 J 0.25 0.82 0 0 0 -26.383
31 96 M124 I 19.026 -0.724 0 0 0 48.978
32 J 17.893 -0.724 0 0 0 59.831
33 97 M124 I 1.383 0.82 0 0 0 62.263
34 J 0.25 0.82 0 0 0 49.964
35 98 M124 I 4.131 0.58 0 0 0 74.943
36 J 2.998 0.58 0 0 0 66.25
37 99 M124 I 1.381 0.82 0 0 0 51.458
38 J 0.248 0.82 0 0 0 39.156
39 100 M124 I 4.131 0.58 0 0 0 -34.305
40 J 2.998 0.58 0 0 0 -42.998
41 101 M124 I 1.381 0.82 0 0 0 -3.272
42 J 0.248 0.82 0 0 0 -15.574
43 102 M124 I 4.14 0.579 0 0 0 20.308
44 J 3.006 0.579 0 0 0 11.626
45 103 M124 I 14.064 -0.289 0 0 0 6.69
46 J 12.931 -0.289 0 0 0 11.032
47 105 M124 I 26.692 -1.447 0 0 0 -117.132
48 J 25.559 -1.447 0 0 0 -95.426
49 106 M124 I -8.592 1.64 0 0 0 -46.874
50 J -9.726 1.64 0 0 0 -71.472
51 107 M124 I 26.693 -1.447 0 0 0 79.249
52 J 25.56 -1.447 0 0 0 100.956
53 108 M124 I -8.592 1.64 0 0 0 105.82
54 J -9.725 1.64 0 0 0 81.222
55 109 M124 I -3.096 1.159 0 0 0 131.18
56 J -4.229 1.159 0 0 0 113.794
57 110 M124 I -8.597 1.64 0 0 0 84.21
58 J -9.73 1.64 0 0 0 59.605
59 111 M124 I -3.097 1.159 0 0 0 -87.315
60 J -4.23 1.159 0 0 0 -104.702
61 112 M124 I -8.597 1.64 0 0 0 -25.25
5x37 LRFD Reactions
I = BASE END
J = TOP END
Company
Designer
Job Number
Model Name
:
:
:
:
Teichert Solar
MR
Holy Angels
5x37
Checked By : __________
7/22/2024
12:00:13 PM
RISA-3D Version 22 [ 5x37.r3d ]Page 2
Member End Reactions (Continued)
LC Member Label Member End Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft]
62 J -9.73 1.64 0 0 0 -49.855
63 113 M124 I -3.08 1.158 0 0 0 21.909
64 J -4.213 1.158 0 0 0 4.545
65 114 M124 I 16.769 -0.579 0 0 0 -5.326
66 J 15.636 -0.579 0 0 0 3.358
67 116 M124 I 8.936 -5.458 0 0 0 -82.358
68 J 7.911 -4.832 0 0 0 -5.185
69 117 M124 I 8.937 5.458 0 0 0 83.001
70 J 7.912 4.832 0 0 0 5.828
71 118 M124 I 8.937 0 4.789 -0.163 -71.811 0.322
72 J 7.911 0 4.163 -0.163 -4.672 0.322
73 119 M124 I 8.937 0 -4.789 0.163 71.811 0.322
74 J 7.911 0 -4.163 0.163 4.672 0.322
75 121*M124 I 8.936 -10.916 0 0 0 -165.038
76 J 7.911 -9.664 0 0 0 -10.692
77 122*M124 I 8.937 10.916 0 0 0 165.681
78 J 7.912 9.664 0 0 0 11.335
79 123*M124 I 8.937 0 9.578 -0.327 -143.622 0.322
80 J 7.911 0 8.326 -0.327 -9.344 0.322
81 124*M124 I 8.937 0 -9.578 0.327 143.622 0.322
82 J 7.911 0 -8.326 0.327 9.344 0.322
83 126 M124 I 8.937 7.095 0 0 0 107.805
84 J 7.912 6.281 0 0 0 7.48
85 127 M124 I 8.937 7.095 0 0 0 107.805
86 J 7.912 6.281 0 0 0 7.48
87 128 M124 I 8.937 0 -4.789 0.163 71.811 0.322
88 J 7.911 0 -4.163 0.163 4.672 0.322
89 129 M124 I 8.937 0 -4.789 0.163 71.811 0.322
90 J 7.911 0 -4.163 0.163 4.672 0.322
MAX REACTION AT
BOTTOM OF COLUMN
FOR CONCRETE
REINFORCEMENT
Licensee stated below acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied
as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to
the correctness of the output prepared by the spColumn program. Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is
not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly,
STRUCTUREPOINT disclaims all responsibility in contract,negligence or other tort for any analysis, design or engineering documents prepared in connection with
the use of the spColumn program. Licensed to: Teichert Energy & Utilities Group. License ID: 77756-1088284-4-26FD1-26FD1
spColumn v10.10 (TM)
Computer program for the Strength Design of Reinforced Concrete Sections
Copyright - 1988-2023, STRUCTUREPOINT, LLC.
All rights reserved
y
x
STRUCTUREPOINT - spColumn v10.10 (TM)Page |2
Licensed to: Teichert Energy & Utilities Group. License ID:77756-1088284-4-26FD1-26FD1 7/22/2024
C:\Users\mgrygar\Teichert\Teichert Job Folders - 30726.00 (Holy Angels Arca...\5x37 Foundation.colx 3:50 PM
Contents
1. General Information............................................................................................................................................... 3
2. Material Properties................................................................................................................................................. 3
2.1. Concrete......................................................................................................................................................... 3
2.2. Steel ............................................................................................................................................................... 3
3. Section................................................................................................................................................................... 3
3.1. Shape and Properties..................................................................................................................................... 3
3.2. Section Figure ................................................................................................................................................ 4
4. Reinforcement ....................................................................................................................................................... 4
4.1. Confinement and Factors............................................................................................................................... 4
4.2. Arrangement................................................................................................................................................... 4
5. Diagrams ............................................................................................................................................................... 5
5.1. PM at θ=0 [deg].............................................................................................................................................. 5
List of Figures
Figure 1: Column section........................................................................................................................................... 4
STRUCTUREPOINT - spColumn v10.10 (TM)Page |3
Licensed to: Teichert Energy & Utilities Group. License ID:77756-1088284-4-26FD1-26FD1 7/22/2024
C:\Users\mgrygar\Teichert\Teichert Job Folders - 30726.00 (Holy Angels Arca...\5x37 Foundation.colx 3:50 PM
1. General Information
File Name C:\Users\mgrygar\Teichert...\5x37
Foundation.colx
Project Holy Angels
Column 5x37
Engineer MG
Code ACI 318-19
Bar Set ASTM A615
Units English
Run Option Investigation
Run Axis Biaxial
Slenderness Not Considered
Column Type Architectural
Capacity Method Critical capacity
2. Material Properties
2.1. Concrete
Type Standard
f'c 3 ksi
Ec 3122.02 ksi
fc 2.55 ksi
εu 0.003 in/in
β1 0.85
2.2. Steel
Type Standard
fy 60 ksi
Es 29000 ksi
εty 0.00206897 in/in
3. Section
3.1. Shape and Properties
Type Circular
Diameter 24 in
Ag 452.389 in2
Ix 16286 in4
Iy 16286 in4
rx 6 in
ry 6 in
Xo 0 in
Yo 0 in
STRUCTUREPOINT - spColumn v10.10 (TM)Page |4
Licensed to: Teichert Energy & Utilities Group. License ID:77756-1088284-4-26FD1-26FD1 7/22/2024
C:\Users\mgrygar\Teichert\Teichert Job Folders - 30726.00 (Holy Angels Arca...\5x37 Foundation.colx 3:50 PM
3.2. Section Figure
Circular 24 x 24 in 0.97% reinf.
Figure 1: Column section
4. Reinforcement
4.1. Confinement and Factors
Confinement type Spiral
For #10 bars or less #4 ties
For larger bars #4 ties
Capacity Reduction Factors
Axial compression, (a)0.85
Tension controlled ɸ, (b)0.9
Compression controlled ɸ, (c)0.75
4.2. Arrangement
Pattern All sides equal
Bar layout Circular
Cover to Transverse bars
Clear cover 2.5 in
Bars 10 #6
Total steel area, As 4.40 in2
Rho 0.97 %
Minimum clear spacing 4.58 in
(Note: Rho < 1.0%)
y
x
STRUCTUREPOINT - spColumn v10.10 (TM)Page |5
Licensed to: Teichert Energy & Utilities Group. License ID:77756-1088284-4-26FD1-26FD1 7/22/2024
C:\Users\mgrygar\Teichert\Teichert Job Folders - 30726.00 (Holy Angels Arca...\5x37 Foundation.colx 3:50 PM
5. Diagrams
5.1. PM at θ=0 [deg]
PURLIN CLIP
CONNECTION DESIGN
Project: Holy Angels
Designer: MR
Date: 7/22/2024
Bolt Dia Bolt Desc A307
Abolt Fnt 45 ksi Fnt/Ω 23 ksi
S in Fnv 27 ksi Fnv/Ω 14 ksi
L in Ω 2.00
tp in
Plate, Fy ksi
Plate, Fu ksi
Purlin, Fu ksi
t in
WS in
E ksi
Max Strong-Way Reaction from RISA ASD LC Max Weak-Way Reaction from RISA ASD LC
Mzz Mzz
Myy Myy
Vy Vy
Vz Vz
P P
Bolt Design
Vb,perp F'nt
Vb,par Tbolt
Vb D/C
Tb Vbolt
fv C
mf
Vbrg
Va
D/C
Plate Design
Weak axis bending check Strong axis bending check
Ap Lb*d/t2
Zz 0.08E/Fy
Sz 1.9E/Fy
Myy Zy
Mn Sy
Ma Mzz
D/C Mp when Lb*d/t2 <0.08E/Fy
My
Mn when 0.08E/Fy < Lb*d/t2 < 1.9E/Fy
Ma/Ω
D/C
93.75 k-in
126.17 k-in
75.55 k-in
3.97 k-in
5%
1102.00
2.813 in^3
1.875 in^3
140.63 k-in
1
3.15 k
2.65 k
13%
368.64
46.40
4 /16
0.35 k
0.88 k
2 ksi
0.03 k-ft
0.18 k-ft
0.04 k
0.24 k
0.49 k
20%
2.65 k
3
29000
0.35 k
0.00 k
45.00 ksi
Purlin to Clip Connection
50
65
70
0.075
6
0.3125
6
0.196 in^2
1/2 Ø
4.42 k
0.33 k-ft
0.00 k-ft
0.44 k
0.00 k
0.70 k
50%
0.098 in^3
7.32 k-in
1.875 in^2
4.39 k-in
2.18 k-in
0.146 in^3
EQUIPMENT
ANCHORAGE DESIGN
Project:Holy Angels Arcadia
Designer:MR
Date:10/29/2024
Cutsheet Info
Weight, W 770 lbs
Length, L 27 in
Width, B 28.25 in
Height, h 36 in
C.O.G. 18 in
Wind Calculation
Kz 0.85
Kzt 1.00
Kd 0.85
Ke 1.00
V 95 mph
q 16.69 psf
Fh 214 lbs
Fv 177 lbs
Fp Calculation
ap 1
Sds 1.326
Wp 770 lbs
Rp 2.5
Ip 1
z 1
h 1
Omega 2
Fp 490 lbs
Ev 204 lbs
LRFD Load Combinations with Omega
1. 0.9D-Omega*Ev+Omega*Fp
Rxe = 980 lbs <- Controls shear
Rye = -767 lbs Tension
Anchorage Design Reactions Shear per Anchor Comp/Tension per anchor
2 lbs
4 lbs
Overturning Moment Check
MOVT, Fh = (Fh)*(h/2) = (214 lbs)*(36/2)/12/1000 = 0.321 kip-ft
MOVT, Fp = (Fp)*(h/2) = (490 lbs)*(36/2)/12/1000 = 0.735 kip-ft
MRESISTANCE = (Wconc + Wequip)*(1/2)*(W)
Wconc = (length)(width)(thickness)(unit wieght) = (3.79')(3.79')(0.5')(150) = 1077.307 lbs
Wequip = 770 lbs
MRES = (1077.307 lbs + 770 lbs)*(3.79'/2)/1000 = 3.5 k-ft
MRES/MOVT = 4.76 > 1.5 OKAY
Equipment Anchorage Battery
Anchors ea. side -383
Total anchors 245
See HILTI sheets following for anchor design.
Project:Holy Angels Arcadia
Designer:MR
Date:1/14/2025
Cutsheet Info
Weight, W 35 lbs
Length, L 7.4 in
Width, B 7.4 in
Height, h 20.5 in
C.O.G. 10.25 in
Wind Calculation
Kz 0.85
Kzt 1.00
Kd 0.85
Ke 1.00
V 95 mph
q 16.69 psf
Fh 33 lbs
Fv 26 lbs
Fp Calculation
ap 1
Sds 1.326
Wp 35 lbs
Rp 2.5
Ip 1
z 1
h 1
Omega 2
Fp 22 lbs
Ev 9 lbs
LRFD Load Combinations with Omega
1. 0.9D-Omega*Ev+Omega*Fp
Rxe = 45 lbs <- Controls shear
Rye = -68 lbs Tension
Anchorage Design Reactions Shear per Anchor Comp/Tension per anchor
2 lbs
4 lbs
Overturning Moment Check
Equipment Anchorage EV Charging Station
Anchors ea. side -34
Total anchors 11
MOVT, Fh = (Fh)*(h/2) = (33 lbs)*(20.5/2)/12/1000 = 0.028 kip-ft
MOVT, Fp = (Fp)*(h/2) = (22 lbs)*(20.5/2)/12/1000 = 0.018 kip-ft
MRESISTANCE = (Wconc + Wequip)*(1/2)*(W)
Wconc = (length)(width)(thickness)(unit wieght) = (1')(1')(1')(150) = 150 lbs
Wequip = 35 lbs
MRES = (150 lbs + 35 lbs)*(1'/2)/1000 = 0.0925 k-ft
MRES/MOVT = 3.3 > 1.5 OKAY