HomeMy WebLinkAboutAPPROVED SOLR23-0840 PLAN.pdfCOVER SHEET
PHOTOVOLTAIC ROOF MOUNT SYSTEM
45585 ABRONIA TRAIL, PALM DESERT, CA 92260 USA
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-0
PROJECT NAME
UR05/27/2023INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
DESIGN CRITERIA:
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA EXISTING BUILDING CODE (CEBC)
2022 CALIFORNIA RESIDENTIAL CODE (CRC)
2022 CALIFORNIA GREEN CODE (CGC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CA FIRE CODE TITLE 24 SUPPLEMENT
ANY OTHER LOCAL AMENDMENTS
12 MODULES-ROOF MOUNTED - 4.74 kWDC, 4.42 CEC kWAC
ROOF TYPE: - COMP SHINGLE
NUMBER OF LAYERS: - 01
ROOF FRAME: - 4"X6" RAFTERS @30" O.C.
STORY: - ONE STORY
SNOW LOAD : - 0 PSF
WIND SPEED :- 97 MPH
WIND EXPOSURE:- B
RISK CATEGORY:- II
COORDINATE:- 33.716959, -116.369195
2 VICINITY MAP
SCALE: NTSPV-0
1 AERIAL PHOTO
SCALE: NTSPV-0
GOVERNING CODES:
GENERAL NOTES
·THE CONTRACTOR/INSTALLER OF THE SOLAR PV SYSTEM OVER EXISTING
ROOF SHALL CONFORM TO OSHA REQUIREMENTS DURING THE
CONSTRUCTION PHASE. JOB SAFETY AND CONSTRUCTION PROCEDURES
ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR/INSTALLER.
·REFER TO ELECTRICAL DRAWING PV-4 FOR PANEL DETAILED
INFORMATION.
·IN CASE OF CONFLICT BETWEEN STRUCTURAL DRAWINGS AND
ELECTRICAL DRAWINGS, THE MOST RIGID REQUIREMENTS SHALL
GOVERN.
·THE CONTRACTOR/INSTALLER SHALL VERIFY ALL EXISTING BUILDING
INFORMATION SHOWN (DIMENSIONS, ROOF TOP PROJECTIONS, ETC.) AND
NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO INSTALLATIONS
OF PV SYSTEM.
·THE CONTRACTOR/INSTALLER SHALL VERIFY AND COORDINATE EXISTING
OPENINGS, ROOF TOP UNITS, VENT PIPES, ETC. SHOWN ON DRAWINGS. IF
THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS THE
CONTRACTORS/INSTALLER'S RESPONSIBILITY TO NOTIFY ENGINEER
PRIOR TO PERFORMING THE WORK.
·ALL CONSTRUCTION IS TO BE PERFORMED IN STRICT CONFORMANCE
WITH ALL APPLICABLE TOWN, COUNTY & STATE REGULATIONS AND/OR
ANY OTHER GOVERNING BODIES.
· DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS. CONTRACTOR MUST
CONDUCT ROOF SURVEY TO VERIFY DIMENSIONS SHOWN ON PLAN PRIOR
TO INSTALLATION. IF THERE IS A DISCREPANCY IT IS
CONTRACTOR/INSTALLER'S RESPONSIBILITY TO NOTIFY THE ENGINEER
IMMEDIATELY.
·LOCATED IN AREAS NOT REQUIRING PLACEMENT OF GROUND LADDERS
OVER OPENINGS SUCH AS DOORS OR WINDOWS.
·LOCATED AT STRONG POINTS OF BUILDING CONSTRUCTION IN
LOCATIONS WHERE ACCESS POINT DOES NOT CONFLICT WITH
OVERHEAD OBSTRUCTIONS SUCH AS TREE LIMBS, WIRES, OR SIGNS.
·DISCONNECT MEANS MUST HAVE DEDICATED CLEAR UNOBSTRUCTED
WORKING SPACE NOT LESS THAN 3' DEEP BY 2.5' WIDE TO NOT LESS
THAN 6.5' ABOVE WALKABLE SURFACES IN FRONT OF DISTRIBUTION
PANEL.
·ALL SOLAR MODULES, EQUIPMENT, AND METALLIC COMPONENTS TO BE
BONDED.
·PV ARRAY NOT TO EXCEED HIGHEST POINT OF THE ROOF.
·RAPID SHUTDOWN IS ACTIVED AT THE INVERTER BY THE DC DISCONNECT.
ELECTRICAL NOTES
·ALL EQUIPMENT TO BE LISTED BY UL OR OTHER NRTL, AND LABELED FOR
ITS APPLICATION.
·ALL CONDUCTORS SHALL BE COPPER, RATED FOR 600 V AND 90 & 75
DEGREE C WET ENVIRONMENT.
·WIRING, CONDUIT, AND RACEWAYS MOUNTED ON ROOFTOPS SHALL BE
ROUTED DIRECTLY TO, AND LOCATED AS CLOSE AS POSSIBLE TO THE
NEAREST RIDGE, HIP, OR VALLEY.
·WORKING CLEARANCES AROUND ALL NEW AND EXISTING ELECTRICAL
EQUIPMENT SHALL COMPLY WITH CEC 110.26.
·DRAWINGS INDICATE THE GENERAL ARRANGEMENT OF SYSTEMS.
CONTRACTOR SHALL FURNISH ALL NECESSARY OUTLETS, SUPPORTS,
FITTINGS AND ACCESSORIES TO FULFILL APPLICABLE CODES AND
STANDARDS.
·WHERE SIZES OF JUNCTION BOXES, RACEWAYS, AND CONDUITS ARE NOT
SPECIFIED, THE CONTRACTOR SHALL SIZE THEM ACCORDINGLY.
·ALL WIRE TERMINATIONS SHALL BE APPROPRIATELY LABELED AND
READILY VISIBLE.
·MODULE GROUNDING CLIPS TO BE INSTALLED BETWEEN MODULE FRAME
AND MODULE SUPPORT RAIL, PER THE GROUNDING CLIP
MANUFACTURER'S INSTRUCTION.
·MODULE SUPPORT RAIL TO BE BONDED TO CONTINUOUS COPPER E.G.C.
VIA WEEB LUG OR ILSCO GBL-4DBT LAY-IN LUG.
·THE POLARITY OF THE GROUNDED CONDUCTORS IS NEGATIVE
SYSTEM SUMMARY:
(N) 12 - CANADIAN SOLAR CS6R-395MS-HL (395W) MODULES
(N) 01 - SOLAREDGE SE3800H-USRGM INVERTER
(N) 12 - SOLAREDGE S440 POWER OPTIMIZERS
(N) JUNCTION BOX
(E) 100A MAIN SERVICE PANEL WITH (E) 100A MAIN BREAKER
(N) 30A NON FUSED AC DISCONNECT
(N) 01 - TESLA POWERWALL 2 BATTERY
(N) 01 - 200A TESLA BACKUP GATEWAY 2
(N) 01 - 30A IMO DISCONNECT
(N) 125A SOLAR SUB PANEL
(E) 100A SUB PANEL (BACKED UP LOAD PANEL)
EXISTING SYSTEM SUMMARY:
(E) 14 - UNKNOWN PV MODULES
(E) 01 - SOLAREDGE SE3800H-US INVERTER
(E) 30A NON FUSED AC DISCONNECT (SQUARE D DU221RB)
SHEET INDEX
PV-0 COVER SHEET
PV-1 SITE PLAN WITH ROOF PLAN
PV-2 ROOF PLAN WITH MODULES
PV-3 ATTACHMENT DETAILS
PV-3.1 POWER WALL FRAMING DETAILS
PV-4 ELECTRICAL LINE DIAGRAM
PV-4.1 ELECTRICAL WIRE CALCULATION
PV-5 PLACARDS & WARNING LABELS
PV-6 OPTIMIZERS CHART
PV-7+EQUIPMENT SPEC SHEETS
30 May 2023
EXP : 30 Sep 2023
STRUCTURAL ONLY
MSPUM TBG INVACDBAT
SUB
IMO
ACD INV SSP
28'-2"
26
'
-
9
"
31'-9"
7'
-
1
0
"
~103.50'
~7
0
.
2
2
'
~103.74'
~6
8
.
7
3
'
JB
SITE PLAN WITH ROOF PLAN
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-1
PROJECT NAME
UR05/27/2023INITIAL RELEASE
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SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SITE PLAN WITH
ROOF PLAN
1 SCALE: 3/32" = 1'-0"
NOTE:
A.ALL ELECTRICAL EQUIPMENT, INVERTERS,
DISCONNECTS, MAIN SERVICE PANELS, ETC. SHALL
NOT BE INSTALLED WITHIN 3’ OF THE GAS METERS’
SUPPLY OR DEMAND PIPING.
ROOF ACCESS POINT SHALL BE LOCATED IN AREAS THAT DO NOT REQUIRE
THE PLACEMENT OF GROUND LADDERS OVER OPENINGS SUCH AS WINDOWS
OR DOORS, AND LOCATED AT STRONG POINTS OF BUILDING CONSTRUCTION IN
LOCATIONS WHERE THE ACCESS POINT DOES NOT CONFLICT WITH OVERHEAD
OBSTRUCTIONS SUCH AS TREE LIMBS, WIRES OR SIGNS.
67.80"
44
.
6
0
"
PHOTOVOLTAIC MODULES
CANADIAN SOLAR
CS6R-395MS-HL (395W)
NOTE: * 3/4" OR GREATER IMC, RMC, FMC, LFMC, PVC,
HDPE, NUCC, RTRC, LFNC, FMT, ENT OR EMT
CONDUIT RUN EXPOSED CONDUIT RUN SHALL BE
MIN. 7/8" ABOVE ROOF. * ROMEX RUN INSIDE ATTIC
ROOF DESCRIPTION
ROOF TYPE COMP SHINGLE
ROOF
ROOF ROOF
TILT AZIMUTH PV AREA
(SQ.FT.)
NO. OF
MODULE
#1 12°270°251.99 12
LEGEND
UTILITY METER
AC DISCONNECT
JUNCTION BOX
UM
ACD
JB
INVERTERINV
FENCE
CONDUIT
PROPERTY
TREES
VENT, ATTIC FAN
(ROOFOBSTRUCTION)
CHIMNEY
BAT BATTERY
TBG TESLA BACKUP GATEWAY
IMO IMO DISCONNECT
MAIN SERVICE PANELMSP
SUB SUB PANEL
AC DISCONNECTACD
INVERTERINV
EXISTING MODULE
SSP SOLAR SUB PANEL
AB
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PROPERTY LINE
PR
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PROPERTY LINE
PR
O
P
E
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L
I
N
E
EXISTING
DRIVEWAY
ONE- STORY
HOUSE
(E) STRUCTURE
ROOF #1
(E) 14 - UNKNOWN PV MODULES
ROOF ACCESS POINT
(N) 3/4" OR GREATER EMT CONDUIT
RUN (7/8 INCHES ABOVE ROOF)
GATE
30 May 2023
EXP : 30 Sep 2023
STRUCTURAL ONLY
MSPUM TBG INVACDBAT
SUB
IMO
ACD INV SSP
6"
47
'
-
1
"
3'
-
0
"
9'-5"
1'-6"3"
JB
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-2
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
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SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
ROOF PLAN WITH
MODULES
ROOF PLAN WITH MODULES
SCALE: 3/16" = 1'-0"1
MODULE TYPE, DIMENSIONS & WEIGHT
NUMBER OF MODULES = 12 MODULES
MODULE TYPE = CANADIAN SOLAR CS6R-395MS-HL (395W) MODULES
MODULE WEIGHT = 49.40 LBS / 22.5 KG.
MODULE DIMENSIONS = 67.80"X 44.60" = 21.00 SF
UNIT WEIGHT OF ARRAY = 2.35 PSF
· PLUMBING VENTS, SKYLIGHTS AND MECHANICAL VENTS SHALL
NOT BE COVERED, MOVED, RE-ROUTED OR RE-LOCATED.
NOTE: ACTUAL ROOF CONDITIONS AND RAFTERS (OR SEAM)
LOCATIONS MAY VARY. INSTALL PER MANUFACTURER(S)
INSTALLATION GUIDELINES AND ENGINEERED SPANS FOR
ATTACHMENTS
ARRAY AREA & ROOF AREA CALC'S
AREA OF
NEW
ARRAY
(Sq. Ft.)
AREA OF
EXISTING
ARRAY
(Sq. Ft.)
AREA OF NEW
& EXISTING
ARRAY
(Sq. Ft.)
AREA OF
ROOF(PLAN
VIEW)
(Sq. Ft.)
TOTAL ROOF
AREA
COVERED BY
ARRAY %
251.99 270.22 522.21 1791.0 29%
29%ROOF AREA (ARRAY <33% OF ROOF AREA)BILL OF MATERIALS
EQUIPMENT QTY DESCRIPTION
RAIL 10 UNIRAC NXT UMOUNT RAIL 168" DRK
RAIL SPLICE 04 NXT UMOUNT RAIL SPLICE
UNIVERSAL CLAMP 34 NXT UMOUNT COMBO CLAMP -DRK
ROOF
ATTACHMENTS 32 UNIRAC FLASHLOC
ACCESSORIES 20 NXT UMOUNT RL & CLMP CAP KIT
MLPE & GROUNDING 17 NXT UMOUNT MLPE & LUG CLAMP
NOTE: * 3/4" OR GREATER IMC, RMC, FMC, LFMC, PVC,
HDPE, NUCC, RTRC, LFNC, FMT, ENT OREMT CONDUIT
RUN EXPOSED CONDUIT RUN SHALL BE MIN. 7/8"
ABOVE ROOF. * ROMEX RUN INSIDE ATTIC
ROOF DESCRIPTION
ROOF TYPE COMP SHINGLE ROOF
ROOF ROOF
TILT AZIMUTH RAFTERS
SIZE
RAFTERS
SPACING
#1 12°270°4"X6"30" O.C.
ARRAY AREA & ROOF AREA CALC'S
ROOF # OF
MODULES
ARRAY
AREA
(Sq. Ft.)
ROOF
AREA
(Sq. Ft.)
ROOF
AREA
COVERED BY
ARRAY (%)
#1 12 251.99 500.0 50.40
LEGEND
UTILITY METER
AC DISCONNECT
JUNCTION BOX
UM
ACD
JB
INVERTERINV
CONDUIT
VENT, ATTIC FAN
(ROOFOBSTRUCTION)
CHIMNEY
BAT BATTERY
TBG TESLA BACKUP GATEWAY
IMO IMO DISCONNECT
MAIN SERVICE PANELMSP
SUB SUB PANEL
AC DISCONNECTACD
INVERTERINV
EXISTING MODULE
SSP SOLAR SUB PANEL
RAFTERS
ROOF ATTACHMENT
@ 60" O.C.
OPTIMIZER
AB
R
O
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I
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T
R
A
I
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FR
O
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Y
A
R
D
RE
A
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Y
A
R
D
ROOF #1
36" FIRE PATHWAY
18
"
F
I
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E
P
A
T
H
W
A
Y
18
"
F
I
R
E
P
A
T
H
W
A
Y
(E) 14 - UNKNOWN
PV MODULES
(N) 3/4" OR GREATER EMT
CONDUIT RUN (7/8 INCHES
ABOVE ROOF)
67.80"
44
.
6
0
"
PHOTOVOLTAIC MODULES
CANADIAN SOLAR
CS6R-395MS-HL (395W)
3'
-
0
"
36" FIRE PATHWAY
18
"
18" FIRE PATHWAY
30 May 2023
EXP : 30 Sep 2023
STRUCTURAL ONLY
NOTE:CONTRACTOR TO VERIFY
EXISTING FRAMING AND
STRUCTURAL LETTER NOTIFY
EOR INCASE OF DISCRIPENCIES
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-3
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
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SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
ATTACHMENT
DETAIL
ATTACHMENT DETAIL
SCALE: NTS1
ATTACHMENT DETAIL (ENLARGED VIEW)
SCALE: NTS2
NOTE: ACTUAL ROOF CONDITIONS AND RAFTERS (OR SEAM)
LOCATIONS MAY VARY. INSTALL PER MANUFACTURER(S)
INSTALLATION GUIDELINES AND ENGINEERED SPANS FOR
ATTACHMENTS
4"X6"
RAFTE
R
S
@ 30" O.CENLARGE VIEW
PV MODULES
COMP SHINGLE ROOF
2.5" MIN.
EMBEDMENT
5/16" x 4" STAINLESS STEEL LAG BOLT
W/ SS EPDM BONDED WASHER
NXT UMOUNT COMBO CLAMP
PV MODULES
NXT UMOUNT RAIL
NXT UMOUNT RAIL CLAMP
FLASHLOC BASE
ROOF / DECK MEMBRANE
COMP SHINGLE ROOF
5/16"-18 x 2"
SERRATED FLANGE HEX SCREW
~4" HEIGHT
ADJUSTMENT
1.
3
8
"
~
4
"
1
.
3
8
"
30 May 2023
EXP : 30 Sep 2023
STRUCTURAL ONLY
NOTE TO INSTALLER: VERIFY THE ROOF FRAMING INFO
BEFORE INSTALLATION AND NOTIFY EOR IF THERE IS
ANY INCONSISTENCY BETWEEN SITE VERIFICATION
AND THE FOLLOWING: 4X6 RAFTERS @30" O.C. WITH
MAX UNSUPPORTED SPAN EQUAL OR LESS THAN 8.5 FT.
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-3.1
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
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45
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SC
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AH
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CI
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O
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P
A
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M
D
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S
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T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
POWER WALL FRAMING DETAILS
SCALE: NTS1
POWER WALL
FRAMING DETAILS
30 May 2023
EXP : 30 Sep 2023
STRUCTURAL ONLY
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-4
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
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45
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8
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PA
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A
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SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
ELECTRICAL LINE
DIAGRAM
SUM OF ALL HANDLE RULE NEC-705.12 (B)(2)(3)(C)
ELECTRICAL LINE DIAGRAM
SCALE: NTS1
SOLAR MODULE SPECIFICATIONS
MANUFACTURER / MODEL #VMP IMP VOC ISC
TEMPERATURE
COEFFICIENT
OF Voc
MODULE
QUANTITY
CANADIAN SOLAR
CS6R-395MS-HL (395W)30.60 12.91 36.60 13.77 -0.26%/°C 12
MODULE DIMENSION 67.80" L x 44.60" W x 1.38" D
AMBIENT TEMPERATURE SPECIFICATIONS
RECORD
LOW TEMP
AMBIENT TEMP
(HIGH TEMP 2%)
CONDUIT
HEIGHT
CONDUCTOR
TEMPERATURE
RATE (ON
ROOF)
CONDUCTOR
TEMPERATURE
RATE (OFF
ROOF)
2°28°7/8"90°75°NOTE: * 3/4" OR GREATER IMC, RMC, FMC, LFMC, PVC,
HDPE, NUCC, RTRC, LFNC, FMT, ENT OR EMT
CONDUIT RUN EXPOSED CONDUIT RUN SHALL BE
MIN. 7/8" ABOVE ROOF. * ROMEX RUN INSIDE ATTIC
G
(N) AC DISCONNECT
30A NON FUSED,
240 VAC
SOLAREDGE S440 POWER OPTIMIZER
RATED DC INPUT POWER - 440 WATTS
MAXIMUM INPUT VOLTAGE - 60 VDC
MPPT RANGE - 8 TO 60 VDC
MAXIMUM SHORT CIRCUIT CURRENT - 14.5 ADC
MAXIMUM OUTPUT CURRENT - 15 ADC STRING
LIMITATIONS - 8 TO 25 OPTIMIZERS,
5700 WATTS STC PER STRING MAXIMUM
SOLAREDGE OPTIMIZERS HAVE INTEGRATED
RAPID SHUT DOWN
(N) 200A TESLA
BACKUP GATEWAY-2
CTRLTESLAC
(2) [24-16]AWG
THWN-2
COMMUNICATION
WITH POWERWALL
L
EXISTING
GROUNDING
SYSTEM
(E) 100A FEEDER
BREAKER FOR
GATEWAY
BI-DIRECTIONAL
UTILITY METER
1-PHASE, 3-W,
120V/240V, 60Hz
INVERTER SPECIFICATIONS
MANUFACTURER / MODEL #QUANTITY NOMINAL OUTPUT
VOLTAGE
NOMINAL OUTPUT
CURRENT
NOMINAL AC
POWER
SOLAREDGE SE3800H-USRGM 01 240 VAC 16.0A 3.80kW
SERVICE FEED: OVERHEAD
30A
(N) 5kW AC BATTERY
TESLA POWERWALL 2 AC
NRTL LISTED, 13.5KWH
NEMA 3R CTRL
(N) 30A BATTERY BREAKER
40A
(N) 40A SOLAR SUB PANEL
BREAKER
E
(N) 30A IMO
DISCONNECT
G
G
G
(E) 100A SUBPANEL
(BACKED UP LOAD PANEL)
F
(E) LOADS
100A
(E) 100A SUB PANEL BREAKER
(E) 100A MAIN SERVICE
PANEL WITH (E) 100A MAIN
BREAKER (BOTTOM FED)
EXISTING
GROUNDING
SYSTEM
(N) JUNCTION BOX
#2 #1#12
DC
AC
12 MODULES CONNECTED IN STRING #1
(N) SOLAREDGE SE3800H-USRGM (240V)
OUTPUT: 240 VAC,16.0A
99% CEC WEIGHTED EFFICIENCY
NEMA 3R, UL LISTED, INTERNAL GFDI
WITH INTEGRATED DC DISCONNECT
G
A
B
(E) JUNCTION BOX
G
G
(E) 30A NON FUSED
AC DISCONNECT
(SQUARE D
DU221RB)DC
AC
(E) SOLAREDGE SE3800H-US
G
(N) 125A SOLAR SUB
PANEL
20A
20A
EXISTING WIRES
D
(E) 20A PV BREAKER(RELOCATE
(E) PV BREAKER FROM MAIN PANEL TO
SOLAR SUB PANEL)
(N) 20A PV BREAKER
(E) 14 - UNKNOWN PV MODULES
EXISTING WIRES
EXISTING WIRES
EXISTING WIRES
EXISTING WIRES
100A
100A
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-4.1
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
ELECTRICAL WIRE
CALCULATION
ELECTRICAL WIRE CALCULATION
SCALE: NTS1
WIRE TAG CONDUIT WIRE QTY WIRE
GAUGE WIRE TYPE TEMP.
RATING
WIRE
AMPACITY (A)
TEMP.
DERATE
CONDUIT FILL
DERATE
DERATED
AMPACITY
(A)
NOC (A)CEC
CORRECTION
DESIGN
CURRENT
(A)
GROUND
SIZE
GROUND
WIRE TYPE
A OPEN AIR 2 10 AWG PV-WIRE 90°C 40 1.00 1.0 40.00 15 1.25 18.75 10 AWG BARE CU
GND
B 3/4" EMT 2 10 AWG THWN-2 90°C 40 1.00 1.0 40.00 15 1.25 18.75 10 AWG THWN-2
C 3/4" EMT 3 10 AWG THWN 75°C 35 1.00 1.0 35.00 16.0 1.25 20.00 10 AWG THWN
D 3/4" EMT 3 8 AWG THWN 75°C 50 1.00 1.0 50.00 --40.00 10 AWG THWN
E 3/4" EMT 2 10 AWG THWN 75°C 35 1.00 1.0 35.00 --30.00 10 AWG THWN
F 1 1/4" EMT 3 2 AWG THWN 75°C 115 1.00 1.0 115.00 --100.00 8 AWG THWN
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-5
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
WARNING LABELS &
PLACARD
POWER TO THIS BUILDING IS ALSO SUPPLIED FROM THE
FOLLOWING SOURCES WITH DISCONNECTS LOCATED AS SHOWN
CAUTION !
MULTIPLE SOURCES OF POWER
WARNING DUAL POWER SOURCE
SECOND SOURCE IS PHOTOVOLTAIC SYSTEM
LABEL LOCATION:
CONDUIT, INVERTER
(PER CODE: CEC690.31(D)(2)
PHOTOVOLTAIC POWER SOURCE
LABEL LOCATION:
POINT OF INTERCONNECTION
PRODUCTION METER
CEC 705.12(B)(3)(3) & CEC 690.59)
ELECTRICAL SHOCK HAZARD
WARNING
TERMINALS ON LINE AND LOAD
SIDES MAY BE ENERGIZED IN
THE OPEN POSITION
LABEL LOCATION:
MAIN SERVICE PANEL
PER CODE(S): CEC 2022: CEC 706.15 (C)(4)
& CEC 690.13(B)
MAXIMUM AC OPERATING CURRENT:
NOMINAL OPERATING AC VOLTAGE:
16.0 AMPS
240 VAC
LABEL LOCATION:
AC DISCONNECT(S), PHOTOVOLTAIC SYSTEM POINT OF
INTERCONNECTION.
PER CODE(S): CEC 2022: 690.54
SOLAR PV SYSTEM EQUIPPED
WITH RAPID SHUTDOWN
SOLAR ELECTRIC
PV PANELS
TURN RAPID SHUTDOWN
SWITCH TO THE "OFF"
POSITION TO SHUT DOWN
PV SYSTEM AND REDUCE
SHOCK HAZARD IN THE
ARRAY.
LABEL LOCATION:
ON OR NO MORE THAT 1 M (3 FT) FROM THE SERVICE DISCONNECTING
MEANS TO WHICH THE PV SYSTEMS ARE CONNECTED.
PER CODE(S): 2022 CEC 690.56(C) & 2022 CFC 1205.4.1
!
3"
PHOTOVOLTAIC AC DISCONNECT WARNING
ELECTRIC SHOCK HAZARD
TERMINALS ON BOTH LINE AND
LOAD SIDES MAY BE ENERGIZED
IN THE OPEN POSITION
DC VOLTAGE IS ALWAYS PRESENT
WHEN SOLAR MODULES ARE
EXPOSED TO SUNLIGHT
LABEL LOCATION:
DC DISCONNECT, POINT OF INTERCONNECTION
(PER CODE: CEC 690.13(B))
MAIN PHOTOVOLTAIC
SYSTEM DISCONNECT
LABEL LOCATION:
MAIN SERVICE DISCONNECT / UTILITY METER
(PER CODE: CEC 690.13(B))
LABEL LOCATION:
AC DISCONNECT/BREAKER/
POINT OF CONNECTION
(PER CODE: CEC 690.13(B)
PHOTOVOLTAIC
AC DISCONNECT
THIS EQUIPMENT FED BY
MULTIPLE SOURCES:
TOTAL RATING OF ALL OVERCURRENT
DEVICES EXCLUDING MAIN POWER
SUPPLY SHALL NOT EXCEED
AMPACITY OF BUSBAR
WARNING
LABEL LOCATION:
POINTS OF CONNECTION/BREAKER
CODE: CEC 705.12(B)(3)(3)
LABEL LOCATION:
MSP (PER CODE: CEC 705.12(D) & CEC 690.59
CAUTION
PHOTOVOLTAIC SYSTEM CIRCUIT IS BACKFED
!
WARNING
POWER SOURCE OUTPUT
CONNECTION
DO NOT RELOCATE THIS
OVERCURRENT DEVICE
!
LABEL LOCATION:
SERVICE PANEL IF SUM OF BREAKERS EXCEEDS
PANEL RATING
CEC 705.12 (B)(3)(2)
!
!
!
LABEL LOCATION:
UTILITY SERVICE ENTRANCE/METER, INVERTER/DC
DISCONNECT IF REQUIRED BY LOCAL AHJ, OR
OTHER LOCATIONS AS REQUIRED BY LOCAL AHJ.
PER CODE(S): CEC 2022: 690.56(C)(2)
RAPID SHUTDOWN SWITCH
FOR SOLAR PV SYSTEM WARNING
THE DISCONNECTION OF THE
GROUNDED CONDUCTOR(S)
MAY RESULT IN OVERVOLTAGE
ON THE EQUIPMENT
!
LABEL LOCATION:
INVERTER
PER CODE: CEC 690.31(E)
RATED MAXIMUM POWER- .
POINT CURRENT (Imp) .
RATED MAXIMUM POWER- .
POINT VOLTAGE (Vmp) .
MAXIMUM SYSTEM .
VOLTAGE (VOC) .
MAXIMUM CIRCUIT .
CURRENT (Isc) .
A
V
V
A
12.47
380
480
15
LABEL LOCATION:
DC DISCONNECT, INVERTER#
(PER CODE: CEC 690.53)
MAIN SERVICE PANEL
WITH MAIN BREAKER
UTILITY METER
SUB PANEL
AC DISCONNECT
INVERTER TESLA BACKUP GATEWAY
INVERTER
AC DISCONNECT
SOLAR SUB PANEL
BATTERY
IMO DISCONNECT
PV MODULES
PV MODULES
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-6
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
OPTIMIZER
CHART
1-10
1
2
3
4
11-20 21-30 31-40 41-50 51-60
5
6
7
8
9
10
POWER OPTIMIZER CHART
AB
R
O
N
I
A
T
R
A
I
L
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-7
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-8
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-9
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-9 (5)
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-9 (4)
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-9 (3)
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-10
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-11
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-12
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-13
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-16
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
REV
SHEET NAME
SHEET NUMBER
DATEDESCRIPTION
VERSION
PV-17
PROJECT NAME
UR05/27/2023INITIAL RELEASE
RI
C
H
A
R
D
K
A
I
N
45
5
8
5
AB
R
O
N
I
A
T
R
A
I
L
,
PA
L
M
D
E
S
E
R
T
,
CA
9
2
2
6
0
US
A
UT
I
L
I
T
Y
:
SC
E
AH
J
:
CI
T
Y
O
F
P
A
L
M
D
E
S
E
R
T
SHEET SIZE
ANSI B
11" X 17"
AP
N
:
62
5
1
9
3
0
0
3
SENGA ENERGY
2201 FRANCISCO DRIVE,
STE 140-287
EL DORADO HILLS, CA 95762 USA
CSLB #: 1033247
PHONE: 9164009920
Email: anthonyc@sengaenergy.com
SPEC SHEETS
Project :
Project Number:
By :
Date :
UNIRAC
1411 Broadway Blvd, NE
Albuquerque, NM 87102
RE: Richard Kain
To Whom it May Concern,
CODE REFERENCES:
BUILDING CODE: 2022 CALIFORNIA BUILDING CODE
2021 INTERNATIONAL BUILDING CODE
ASCE 7-16
SCOPE OF WORK:
DESIGN PARAMETERS
RISK/OCCUPANCY CATEGORY :
ROOF DEAD LOAD :psf
ROOF LIVE LOAD :psf
DESIGN WIND SPEED :mph
WIND EXPOSURE :
GROUND SNOW LOAD :psf
SEISMIC DESIGN CATEGORY :
EXISTING ROOF STRUCTURE
ROOF :4x6 Rafters @ 30" O.C.
ROOF MATERIAL :Comp Shingle
EXISTING WALL STUDS
WALL STUDS :2x4 @ 16" O.C.
WALL STUD MATERIAL :Wood Studs
Per your request, we have reviewed the existing structure at the above referenced site. The purpose of our
review was to determine the adequacy of the existing structure to support the proposed installation of solar
panels on the roof per layout plan.
Roof structural framing plan has been reviewed for additional loading due to installation of the roof mounted
solar PV addition. The structural review that follows, including plans and calculations, only apply to the section
of the roof that is directly supporting the solar PV system and its supporting elements.
Richard Kain
PE
30-05-2023
Tuesday, May 30, 2023
45585 Abronia Trail, Palm Desert, CA 92260, USA
0
*null
II
97
B
8
20
Page 1
CONNECTION TO STRUCTURE
OBSERVED CONDITIONS:
CONCLUSIONS:
LIMITATIONS:
Praneet R Erusu, P.E.
Principal Engineer
Erusu Consultants US Inc.
Installation of the solar panels must be performed in accordance with manufacturer recommendations. All
work performed must be in accordance with accepted industry-wide methods and applicable safety standards.
Existing Roof and structural members are assumed to be in good and serviceable condition. The contractor
must notify Erusu Consultants US Inc. should any damage, deterioration or discrepancies between the as-built
condition of the structure and the condition described in this letter be found. The use of solar panel support
span tables provided by others are allowed only where the building type, site conditions, site-specific design
parameters, and solar panel configuration match the description of the span tables. The design of the solar panel
racking (mounts, rails, etc.) and electrical engineering is the responsibility of others. Waterproofing around the
roof penetrations is the responsibility of others. Erusu Consultants US Inc. assumes no responsibility for
improper installation of the solar array.
MOUNTING CONNECTION :
Based upon our review, we conclude that the existing structure is adequate to support the proposed solar panel
installation. In the area of the solar array, other live loads will not be present or will be greatly reduced (2022
CBC, Section 1607.14.4). The gravity loads and the stresses of the structural elements, in the area of the solar
array are either decreased or increased by no more than 5%. Therefore, the requirements of Section 503.3 of the
2022 CEBC are met and the structure is permitted to remain unaltered.
The solar array will be flush-mounted (no more than 6" above the roof surface) and parallel to the roof surface.
Thus, we conclude that any additional wind loading on the structure related to the addition of the proposed
solar array is negligible. The attached calculations verify the capacity of the connections of the solar array to the
existing roof against wind (uplift), the governing load case. Regarding seismic loads, we conclude that any
additional forces will be small. Conservatively neglecting the weight of existing wall materials, the installation of
the solar panels represents an increase in the total weight (and resulting seismic load) of 9.8%. Because the
increase in lateral forces is less than 10%, this addition meets the requirements of the exception in Section 503.4
of the 2022 CEBC. Thus the existing lateral force resisting system is permitted to remain unaltered.
(1) 5/16" SS LAG BOLT w/ MIN. 2.5" EMBEDMENT INTO (E) 2x FRAMING
MEMBER @ MAX. 60" o.c. ALONG RAILS
(2) RAILS PER ROW OF PANELS, EVENLY SPACED. PANEL LENGTH
PERPENDICULAR TO RAIL NOT TO EXCEED 67.8".
(4) 1/4" LAG BOLTS w/ MIN. 2.5" EMBEDMENT (2 TOP & 2 BOTTOM) INTO (E)
STUDS, USING 2 STUDS MINIMUM FOR TESLA POWERWALL SINGLE STACK.
The observed roof framing is described below. If field conditions differ, the contractor shall notify the engineer
prior to starting construction. The roof framing is supported by 4x6 Rafters @ 30" O.C are spanning between
load bearing walls. The maximum allowed clear span of rafter is 8.5ft, to be verified in field by the contractor.
30 May 2023
EXP : 30 Sep 2023
Page 2
Project :
Project Number:
By :
Date :
Address :45585 Abronia Trail, Palm Desert, CA 92260, USA
Site Plan:
Richard Kain
PE
30-05-2023
Page 3
Project :
Project Number:
By :
Date :
Roof Dead Load
Roof Slope = :
Angle =
Roof Live Load
Roof Live Load, Lo = psf (Refer ASCE 7-16, Table 4.3-1)
Roof Live Load with PV Array = psf 2022 CBC, Section 1607.14.4
(Ceiling load and MEP is assumed to be not supported by rafters)
DL = 8.19
20
0
Framing 1.15 1.02 1.18
PV Array 3 1.02 3.07
Vaulted Ceiling 0 1.02 0.00
MEP & Misc. 0.85 1.02 0.87
Comp Shingle 4 1.02 4.09
1/2" Plywood Deck 2 1.02 2.05
2.6 12
Plan Projected Material
Weight (psf)
Richard Kain
PE
30-05-2023
12
Material
Material Weight
(psf)
Increase due to
Roof Slope
Page 4
Project :
Project Number:
By :
Date :
Richard Kain
PE
30-05-2023
Summary of Gravity Loads
Dead Load, D = psf
Roof Live Load, Lr = psf
Gravity Load Comparison
(D + Lr)/Cd = psf
(Cd = 0.9 for D, 1.15 for S, 1.25 for Lr)
Max Loading = psf
Proposed to Current Loading Ratio =
Gravity Loading with PV Array is not stressing the current framing system by more that 5% of the original
configuration. Per Section 503.3 of 2022 California Existing Building Code the structure is allowed to remain
unaltered for gravity loading.
25.10 12.51
50%< 105%O.K.
Existing With PV Array
25.10 12.51
8.19 11.26
20.00 0.00
Existing With PV Array
Page 5
Project :
Project Number:
By :
Date :
Wind Load Calculation
Wind Loads - ASCE 7-16 Chapter 26 & 29
Risk Category =
V = mph
Exposure =
Average height of building, z = ft - avg (Approximate)
ft (Refer ASCE 7-16, Table 26.10-1)
α =Zg =ft (Refer ASCE 7-16, Table 26.11-1)
Kh & Kz =2.01(z/Zg)^(2/α) =
Kzt =(Refer ASCE 7-16, Equation 26.8-1)
Kd =(Refer ASCE 7-16, Table 26.6.1)
Ke =(Refer ASCE 7-16, Table 26.9-1)
qh ='.00256 KzKztKdKeV² =psf (Refer ASCE 7-16, Section 26.10-1)
Building Classification =
Solar Panel
Components and Cladding p C&C = qh(GCp)(ϒe)(ϒa)ASCE 7-16 Chapter 29.4.4
Module Length =in
Module Width =in
Area of Module =ft2
Roof Pitch =:
Slope =degrees
Gable Roof =
ϒe=
ϒa= (Refer ASCE 7-16, Figure 29.4-8)
12
12
21.0
67.80
7° < θ ≤ 20°
1.5
11.77
2.6
44.6
97
B
15
0.57
Enclosed
0.8
1200
zmin = 30
7
1
1
0.85
II
Richard Kain
PE
30-05-2023
Page 6
Project :
Project Number:
By :
Date :
Richard Kain
PE
30-05-2023
Zone 1 Uplift
External Wind pressure coefficient GCp =
External Wind pressure, qGCp = psf
Zone 2 Uplift
External Wind pressure coefficient GCp =
External Wind pressure, qGCp = psf
All Zone Downward
External Wind pressure coefficient GCp =
External Wind pressure, qGCp = psf
Maximum Uplift Wind Pressure, p = psf
Minimum Downward Wind Pressure ,p =psf
Lag Screw / Bolt Connection Check (ASD) for Portrait
Tributary Width =in (Max Spacing of fasteners along Rails)
Tributary Length =in (Half Panel Length)
Tributary Area =ft2
Lag Screw/Bolt Size =
Cd =(Refer NDS Table 2.3.2)
Embedment = in
Grade of Wood = #2 ( or better)
G =
Capacity = lb/in (Refer NDS Table 12.2A)
Number of Screws in Tension =
Prying Coefficient =
Capacity of Fasteners = lb
Demand
Zone 1
Zone 2 0.41
Pressure ASD (0.6W)(psf)
-16.9
-22.0 14.1 311.1 760
DCR
14.1 239.3 760 0.31
Capacity (lb)Tributary Area (ft2) Uplift (lb)Zone
0.5
266
1
1.4
760
60
0.5
7.1
(Measured from top of the framing member to tapered tip of lag screw,
embedment in sheathing and tapered tip of screw is not included)
DF
-36.71
-2
-28.24
-36.71
16.0
33.90
14.1
5/16
1.6
2.5
-2.6
Page 7
Project :
Project Number:
By :
Date :
Richard Kain
PE
30-05-2023
Lag Screw / Bolt Connection Check (ASD) for Landscape
Tributary Width =in (Max Spacing of fasteners along Rails)
Tributary Length =in (Half Panel Length)
Tributary Area =ft2
Lag Screw/Bolt Size =
Cd =(Refer NDS Table 2.3.2)
Embedment = in
Grade of Wood = #2 ( or better)
G =
Capacity = lb/in (Refer NDS Table 12.2A)
Number of Screws in Tension =
Prying Coefficient =
Capacity of Fasteners = lb
Demand
60
22.3
9.3
5/16
1.6
2.5 (Measured from top of the framing member to tapered tip of lag screw,
embedment in sheathing and tapered tip of screw is not included)
DF
0.5
266
1
1.4
760
Zone Pressure ASD (0.6W)(psf) Tributary Area (ft
2) Uplift (lb) Capacity (lb) DCR
Zone 1 -16.9 9.3 157.4 760 0.21
0.27Zone 2 -22.0 9.3 204.7 760
Page 8
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:4x6 Rafters @ 30" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 4x6 Joist @ 30 o.c_Copy.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.00810 ksf, Tributary Width = 2.50 ft, (Existing Roof Dead Load)
Point Load : D = 0.0420, W = 0.2260 k @ 2.50 ft, (Solar Panel Load)
Point Load : D = 0.420, W = 0.2260 k @ 5.80 ft, (Solar Panel Load)
Uniform Load : Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 2.50 ft, (Existing Wind & Roof Live Load)
Load for Span Number 2
Uniform Load : D = 0.00810, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 2.50 ft, (Existing Roof Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.526: 1
Load Combination +D+H
Span # where maximum occurs Span # 1
Location of maximum on span 5.793ft
29.70 psi=
=
1,210.95 psi
4x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+H
=
=
=
162.00 psi==
Section used for this span 4x6
Maximum Shear Stress Ratio 0.183 : 1
8.073 ft=
=
637.54 psi
Maximum Deflection
708 >=180
519
Ratio =328 >=120
Max Downward Transient Deflection 0.101 in 1013Ratio =>=180
Max Upward Transient Deflection -0.068 in Ratio =
Max Downward Total Deflection 0.196 in Ratio =>=120
Max Upward Total Deflection -0.146 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
Span: 2 : W Only
Span: 1 : +D+0.60W+H
Span: 2 : +D+0.60W+H
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
1.00Length = 8.50 ft 1 0.526 0.183 0.90 1.300 1.151.00 1.00 0.94 637.5 1,211.0 0.38 162.01.00 29.71.00
1.00Length = 2.0 ft 2 0.023 0.183 0.90 1.300 1.151.00 1.00 0.04 27.5 1,211.0 0.03 162.01.00 29.71.00
1.00+D+L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.474 0.165 1.00 1.300 1.151.00 1.00 0.94 637.5 1,345.5 0.38 180.01.00 29.71.00
Page 9
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:4x6 Rafters @ 30" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 4x6 Joist @ 30 o.c_Copy.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 2.0 ft 2 0.020 0.165 1.00 1.300 1.151.00 1.00 0.04 27.5 1,345.5 0.03 180.01.00 29.71.00
1.00+D+Lr+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.359 0.138 1.25 1.300 1.151.00 1.00 0.89 603.4 1,681.9 0.40 225.01.00 31.11.00
1.00Length = 2.0 ft 2 0.057 0.138 1.25 1.300 1.151.00 1.00 0.14 95.5 1,681.9 0.11 225.01.00 31.11.00
1.00+D+S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.412 0.143 1.15 1.300 1.151.00 1.00 0.94 637.5 1,547.3 0.38 207.01.00 29.71.00
1.00Length = 2.0 ft 2 0.018 0.143 1.15 1.300 1.151.00 1.00 0.04 27.5 1,547.3 0.03 207.01.00 29.71.00
1.00+D+0.750Lr+0.750L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.364 0.137 1.25 1.300 1.151.00 1.00 0.90 611.9 1,681.9 0.39 225.01.00 30.81.00
1.00Length = 2.0 ft 2 0.047 0.137 1.25 1.300 1.151.00 1.00 0.12 78.5 1,681.9 0.09 225.01.00 30.81.00
1.00+D+0.750L+0.750S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.412 0.143 1.15 1.300 1.151.00 1.00 0.94 637.5 1,547.3 0.38 207.01.00 29.71.00
1.00Length = 2.0 ft 2 0.018 0.143 1.15 1.300 1.151.00 1.00 0.04 27.5 1,547.3 0.03 207.01.00 29.71.00
1.00+D+0.60W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.401 0.141 1.60 1.300 1.151.00 1.00 1.27 864.2 2,152.8 0.52 288.01.00 40.71.00
1.00Length = 2.0 ft 2 0.028 0.141 1.60 1.300 1.151.00 1.00 0.09 60.2 2,152.8 0.07 288.01.00 40.71.00
1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.363 0.136 1.60 1.300 1.151.00 1.00 1.15 781.9 2,152.8 0.50 288.01.00 39.01.00
1.00Length = 2.0 ft 2 0.048 0.136 1.60 1.300 1.151.00 1.00 0.15 103.0 2,152.8 0.12 288.01.00 39.01.00
1.00+D+0.750L+0.750S+0.450W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.375 0.132 1.60 1.300 1.151.00 1.00 1.19 807.6 2,152.8 0.49 288.01.00 38.01.00
1.00Length = 2.0 ft 2 0.024 0.132 1.60 1.300 1.151.00 1.00 0.08 52.0 2,152.8 0.06 288.01.00 38.01.00
1.00+0.60D+0.60W+0.60H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.283 0.100 1.60 1.300 1.151.00 1.00 0.90 609.2 2,152.8 0.37 288.01.00 28.81.00
1.00Length = 2.0 ft 2 0.023 0.100 1.60 1.300 1.151.00 1.00 0.07 49.2 2,152.8 0.06 288.01.00 28.81.00
1.00+D+0.70E+0.60H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.296 0.103 1.60 1.300 1.151.00 1.00 0.94 637.5 2,152.8 0.38 288.01.00 29.71.00
1.00Length = 2.0 ft 2 0.013 0.103 1.60 1.300 1.151.00 1.00 0.04 27.5 2,152.8 0.03 288.01.00 29.71.00
1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.296 0.103 1.60 1.300 1.151.00 1.00 0.94 637.5 2,152.8 0.38 288.01.00 29.71.00
1.00Length = 2.0 ft 2 0.013 0.103 1.60 1.300 1.151.00 1.00 0.04 27.5 2,152.8 0.03 288.01.00 29.71.00
1.00+0.60D+0.70E+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.178 0.062 1.60 1.300 1.151.00 1.00 0.56 382.5 2,152.8 0.23 288.01.00 17.81.00
1.00Length = 2.0 ft 2 0.008 0.062 1.60 1.300 1.151.00 1.00 0.02 16.5 2,152.8 0.02 288.01.00 17.81.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.60W+H 1 0.1963 4.416 0.0000 0.000
+D+0.60W+H20.0000 4.416 -0.1458 2.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.411 0.661
Max Upward from Load Combinations 0.411 0.661
Max Upward from Load Cases 0.277 0.430
+D+H 0.244 0.430
+D+L+H 0.244 0.430
+D+Lr+H 0.301 0.549
+D+S+H 0.244 0.430
+D+0.750Lr+0.750L+H 0.287 0.519
+D+0.750L+0.750S+H 0.244 0.430
Page 10
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:4x6 Rafters @ 30" o.c. (Wind Condition_Downward) (Strength Check)
Project File: 4x6 Joist @ 30 o.c_Copy.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+0.60W+H 0.410 0.620
+D+0.750Lr+0.750L+0.450W+H 0.411 0.661
+D+0.750L+0.750S+0.450W+H 0.369 0.572
+0.60D+0.60W+0.60H 0.313 0.447
+D+0.70E+0.60H 0.244 0.430
+D+0.750L+0.750S+0.5250E+H 0.244 0.430
+0.60D+0.70E+H 0.147 0.258
D Only 0.244 0.430
Lr Only 0.057 0.118
W Only 0.277 0.315
H Only
Page 11
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:4x6 Rafters @ 30" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 4x6 Joist @ 30 o.c_Copy.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.00810 ksf, Tributary Width = 2.50 ft, (Existing Roof Dead Load)
Point Load : D = 0.0420, W = -0.5190 k @ 2.50 ft, (Solar Panel Load)
Point Load : D = 0.420, W = -0.5190 k @ 5.80 ft, (Solar Panel Load)
Uniform Load : Lr = 0.020, W = -0.0370 ksf, Extent = 0.0 -->> 1.50 ft, Tributary Width = 2.50 ft, (Existing Wind & Roof Live Load)
Load for Span Number 2
Uniform Load : D = 0.00810, Lr = 0.020, W = -0.0370 ksf, Tributary Width = 2.50 ft, (Existing Roof Load)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.526: 1
Load Combination +D+H
Span # where maximum occurs Span # 1
Location of maximum on span 5.793ft
29.70 psi=
=
1,210.95 psi
4x6Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+H
=
=
=
162.00 psi==
Section used for this span 4x6
Maximum Shear Stress Ratio 0.183 : 1
8.073 ft=
=
637.54 psi
Maximum Deflection
441 >=180
748
Ratio =456 >=120
Max Downward Transient Deflection 0.155 in 308Ratio =>=180
Max Upward Transient Deflection -0.231 in Ratio =
Max Downward Total Deflection 0.136 in Ratio =>=120
Max Upward Total Deflection -0.105 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : W Only
Span: 1 : W Only
Span: 2 : +0.60D+0.60W+0.60H
Span: 2 : +D+H
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
+D+H 0.0 0.00 0.00.0
1.00Length = 8.50 ft 1 0.526 0.183 0.90 1.300 1.151.00 1.00 0.94 637.5 1,211.0 0.38 162.01.00 29.71.00
1.00Length = 2.0 ft 2 0.023 0.183 0.90 1.300 1.151.00 1.00 0.04 27.5 1,211.0 0.03 162.01.00 29.71.00
1.00+D+L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.474 0.165 1.00 1.300 1.151.00 1.00 0.94 637.5 1,345.5 0.38 180.01.00 29.71.00
Page 12
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:4x6 Rafters @ 30" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 4x6 Joist @ 30 o.c_Copy.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 2.0 ft 2 0.020 0.165 1.00 1.300 1.151.00 1.00 0.04 27.5 1,345.5 0.03 180.01.00 29.71.00
1.00+D+Lr+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.359 0.138 1.25 1.300 1.151.00 1.00 0.89 603.4 1,681.9 0.40 225.01.00 31.11.00
1.00Length = 2.0 ft 2 0.057 0.138 1.25 1.300 1.151.00 1.00 0.14 95.5 1,681.9 0.11 225.01.00 31.11.00
1.00+D+S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.412 0.143 1.15 1.300 1.151.00 1.00 0.94 637.5 1,547.3 0.38 207.01.00 29.71.00
1.00Length = 2.0 ft 2 0.018 0.143 1.15 1.300 1.151.00 1.00 0.04 27.5 1,547.3 0.03 207.01.00 29.71.00
1.00+D+0.750Lr+0.750L+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.364 0.137 1.25 1.300 1.151.00 1.00 0.90 611.9 1,681.9 0.39 225.01.00 30.81.00
1.00Length = 2.0 ft 2 0.047 0.137 1.25 1.300 1.151.00 1.00 0.12 78.5 1,681.9 0.09 225.01.00 30.81.00
1.00+D+0.750L+0.750S+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.412 0.143 1.15 1.300 1.151.00 1.00 0.94 637.5 1,547.3 0.38 207.01.00 29.71.00
1.00Length = 2.0 ft 2 0.018 0.143 1.15 1.300 1.151.00 1.00 0.04 27.5 1,547.3 0.03 207.01.00 29.71.00
1.00+D+0.60W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.081 0.044 1.60 1.300 1.151.00 1.00 0.26 175.4 2,152.8 0.16 288.01.00 12.81.00
1.00Length = 2.0 ft 2 0.022 0.044 1.60 1.300 1.151.00 1.00 0.07 47.9 2,152.8 0.05 288.01.00 12.81.00
1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.103 0.041 1.60 1.300 1.151.00 1.00 0.33 221.6 2,152.8 0.15 288.01.00 11.81.00
1.00Length = 2.0 ft 2 0.010 0.041 1.60 1.300 1.151.00 1.00 0.03 21.9 2,152.8 0.02 288.01.00 11.81.00
1.00+D+0.750L+0.750S+0.450W+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.115 0.044 1.60 1.300 1.151.00 1.00 0.36 247.3 2,152.8 0.16 288.01.00 12.61.00
1.00Length = 2.0 ft 2 0.014 0.044 1.60 1.300 1.151.00 1.00 0.04 29.1 2,152.8 0.03 288.01.00 12.61.00
1.00+0.60D+0.60W+0.60H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.151 0.059 1.60 1.300 1.151.00 1.00 0.48 325.0 2,152.8 0.22 288.01.00 16.91.00
1.00Length = 2.0 ft 2 0.027 0.059 1.60 1.300 1.151.00 1.00 0.09 59.0 2,152.8 0.07 288.01.00 16.91.00
1.00+D+0.70E+0.60H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.296 0.103 1.60 1.300 1.151.00 1.00 0.94 637.5 2,152.8 0.38 288.01.00 29.71.00
1.00Length = 2.0 ft 2 0.013 0.103 1.60 1.300 1.151.00 1.00 0.04 27.5 2,152.8 0.03 288.01.00 29.71.00
1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.296 0.103 1.60 1.300 1.151.00 1.00 0.94 637.5 2,152.8 0.38 288.01.00 29.71.00
1.00Length = 2.0 ft 2 0.013 0.103 1.60 1.300 1.151.00 1.00 0.04 27.5 2,152.8 0.03 288.01.00 29.71.00
1.00+0.60D+0.70E+H 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 8.50 ft 1 0.178 0.062 1.60 1.300 1.151.00 1.00 0.56 382.5 2,152.8 0.23 288.01.00 17.81.00
1.00Length = 2.0 ft 2 0.008 0.062 1.60 1.300 1.151.00 1.00 0.02 16.5 2,152.8 0.02 288.01.00 17.81.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only10.0000 0.000 -0.2311 4.179
W Only 2 0.1552 2.000 0.0000 4.179
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.301 0.549
Max Upward from Load Combinations 0.301 0.549
Max Upward from Load Cases 0.244 0.430
Max Downward from all Load Conditio -0.636 -0.726
Max Downward from Load Combinations -0.235 -0.177
Max Downward from Load Cases (Resis -0.636 -0.726
+D+H 0.244 0.430
+D+L+H 0.244 0.430
+D+Lr+H 0.301 0.549
Page 13
Wood Beam
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:4x6 Rafters @ 30" o.c. (Wind Condition_Uplift) (Strength Check)
Project File: 4x6 Joist @ 30 o.c_Copy.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
+D+S+H 0.244 0.430
+D+0.750Lr+0.750L+H 0.287 0.519
+D+0.750L+0.750S+H 0.244 0.430
+D+0.60W+H -0.137 -0.005
+D+0.750Lr+0.750L+0.450W+H 0.001 0.192
+D+0.750L+0.750S+0.450W+H -0.042 0.104
+0.60D+0.60W+0.60H -0.235 -0.177
+D+0.70E+0.60H 0.244 0.430
+D+0.750L+0.750S+0.5250E+H 0.244 0.430
+0.60D+0.70E+H 0.147 0.258
D Only 0.244 0.430
Lr Only 0.057 0.118
W Only -0.636 -0.726
H Only
Page 14
Project :
Project Number:
By :
Date :
Seismic Ground Motion Values
Richard Kain
PE
30-05-2023
Page 15
Project :
Project Number:
By :
Date :
Seismic Design Force
Seismic Loads - ASCE 7-16 Chapter 13
Seismic Force
Component Amplification Factor, ap=(Refer ASCE 7-16, Table 13.6 -1)
Overstrength Factor, Ωo =(Refer ASCE 7-16, Table 13.6 -1)
Component Importance Factor, Ip=
SDS =
Average roof height of structure,h =ft
z/h =z/h should not exceed 1
Frame Weight Wp = psf
Seismic Design Force on Solar framing structure
Max Fp =1.6 x SDS x Ip X Wp =psf
Min Fp =0.3 x SDS x Ip X Wp =psf
Seismic Design Load Fp =psf
Vertical Seismic Design Load Fp =psf
1.00
Component Response Modification
Factor, Rp=
1.50
15
1.11
2.95
0.74
Height in structure at point of attachment,
z =
ft
(Refer ASCE 7-16, Table 13.6 -1)
Seismic Coefficients for Mechanical
and Electrical components =12 Other mechanical or electrical components.
1
3.07
psf
5.89
15
FP = ((0.4 x ap x SDS x Wp)/ (Rp / Ip)) x
((1+2(z/h)) =2.95
1.00
1.00
1.20
Richard Kain
PE
30-05-2023
Page 16
Project :
Project Number:
By :
Date :
Richard Kain
PE
30-05-2023
Check for Increase in overall seismic loads
Array Area =ft2
Number of Arrays =
Total Array Area =ft2
Array Load = psf
Number of Existing Modules =
Existing Area =ft2
Total Array Wt. = lb
Total Roof Area =ft2
DL of Roof = psf
Total Wt of Roof = lb
Increase in Seismic Wt = <
Conservatively the Wt. of the Walls tributary to the roof is not included. Seismic weight increase is less than
10% and no seismic retrofit or evaluation of existing lateral system is required per Section 503.4 of 2022
CEBC.
1436.1
1791.0
8.19
3
14
270.22
21.0
12
251.99
14660
9.8% 10%
Page 17
Project :
Project Number:
By :
Date :
POWER WALL UNIT ATTACHEMENT
CALCULATION
Richard Kain
PE
30-05-2023
Page 18
Project :
Project Number:
By :
Date :
1. Loading Criteria
Powerwall Unit Height = ft
Powerwall Unit Width = ft
Powerwall Unit Depth = ft
Powerwall Unit C.G Height, HCG = ft
Single Powerwall Weight, W = lbs
Number of battery units, n =
Max number of stacks per unit, N =
Stack operating weight, WPW = lbs
Total operating weight, WTPW = lbs
Wpw =
Unit type = Wall Mounted
Number of anchor points at powerwall bracket, n1 =
Bolt distance along width, BDX1 = ft
Bolt distance along length, BDY1 = ft
2. Check (E) wall capacity to support additional loads imposed by the (N) powerwall units
Shear due to dead load at each anchor point, PPW= lbs
(E) Wall self weight, Wwall =psf
Wall Studs =
Wall Stud spacing, s =in
Wall self tributary to each stud =plf
Wall Height, hwall-1 =ft
Richard Kain
PE
30-05-2023
10.0
2x4
16
13.3
n x N x W
10
1.33
3.8
2.5
0.5
4.9
251.3
1
1
251.3
251.3
4
lbs/Anchor point
1.5
62.825
Dead T/C Loads from powerwall stack at each
anchor point, T/CPW-DL=21
Page 19
Wood Column
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x4post
Project File: 2x4 studd.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
.Code References
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Wood Section Name 2x4Analysis Method :
10Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species
Wood Grade
Fb +1,500.0
1,500.0 psi
1,000.0
1,000.0
150.0
1,000.0
33.0
psi Fv psi
Fb -Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,400.0
1,400.0
1,400.0
1,400.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 1.50 in
Exact Depth 3.50 in
Area 5.250 in^2
Ix 5.359 in^4
Iy 0.9844 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,400.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Fully braced against buckling ABOUT X-X Axis
Fully braced against buckling ABOUT Y-Y Axis
Brace condition for deflection (buckling) along columns :
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 12.031 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 10.0 ft, D = 0.240, Lr = 0.120, W = 0.320 k
BENDING LOADS . . .
Lat. Point Load at 2.0 ft creating Mx-x, E = 0.0210 k
Lat. Point Load at 3.50 ft creating Mx-x, E = 0.0210 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.08659
Location of max.above base 3.490 ft
Applied Axial 0.2520 k
Applied Mx 0.05249 k-ft
Load Combination +D+0.70E+0.60H
Load Combination +D+0.70E+0.60H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 9.135 psi
240.0Allowable Shear psi
0.02538 : 1 Bending Compression Tension
Location of max.above base 1.946 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.01155 k Bottom along Y-Y 0.03045 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.1493 in at 4.564 ft above base
for load combination :E Only
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 1,600.0 psi
Other Factors used to calculate allowable stresses . . .
for load combination :n/a
.
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+D+H 0.900 PASS PASS0.0 0.0 10.0 ft1.000 ft0.05334
+D+L+H 1.000 PASS PASS0.0 0.0 10.0 ft1.000 ft0.04801
+D+Lr+H 1.250 PASS PASS0.0 0.0 10.0 ft1.000 ft0.05669
+D+S+H 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.04174
+D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 10.0 ft1.000 ft0.05212
+D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.04174
+D+0.60W+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.05286
+D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.05786
Page 20
Wood Column
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x4post
Project File: 2x4 studd.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
+D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.04715
+0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.04086
+D+0.70E+0.60H 1.600 PASS PASS3.490 0.02538 1.946 ft1.000 ft0.08659
+D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS3.490 0.01903 1.946 ft1.000 ft0.06517
+0.60D+0.70E+H 1.600 PASS PASS3.490 0.02538 1.946 ft1.000 ft0.08602
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
My - End Moments Mx - End Moments
+D+H 0.252
+D+L+H 0.252
+D+Lr+H 0.372
+D+S+H 0.252
+D+0.750Lr+0.750L+H 0.342
+D+0.750L+0.750S+H 0.252
+D+0.60W+H 0.444
+D+0.750Lr+0.750L+0.450W+H 0.486
+D+0.750L+0.750S+0.450W+H 0.396
+0.60D+0.60W+0.60H 0.343
+D+0.70E+0.60H 0.008 0.2520.021
+D+0.750L+0.750S+0.5250E+H 0.006 0.2520.016
+0.60D+0.70E+H 0.008 0.1510.021
D Only 0.252
Lr Only 0.120
L Only
S Only
W Only 0.320
E Only 0.0120.030
H Only
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
+D+H 0.0000 0.000 0.000 ftftinin0.000
+D+L+H 0.0000 0.000 0.000 ftftinin0.000
+D+Lr+H 0.0000 0.000 0.000 ftftinin0.000
+D+S+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.750Lr+0.750L+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.750L+0.750S+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.60W+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.750Lr+0.750L+0.450W+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.750L+0.750S+0.450W+H 0.0000 0.000 0.000 ftftinin0.000
+0.60D+0.60W+0.60H 0.0000 0.000 0.000 ftftinin0.000
+D+0.70E+0.60H 0.0000 0.105 4.564 ftftinin0.000
+D+0.750L+0.750S+0.5250E+H 0.0000 0.078 4.564 ftftinin0.000
+0.60D+0.70E+H 0.0000 0.105 4.564 ftftinin0.000
D Only 0.0000 0.000 0.000 ftftinin0.000
Lr Only 0.0000 0.000 0.000 ftftinin0.000
L Only 0.0000 0.000 0.000 ftftinin0.000
S Only 0.0000 0.000 0.000 ftftinin0.000
W Only 0.0000 0.000 0.000 ftftinin0.000
E Only 0.0000 0.149 4.564 ftftinin0.000
H Only 0.0000 0.000 0.000 ftftinin0.000
.
Page 21
Wood Column
LIC# : KW-06014559, Build:20.23.05.01 ERUSU CONSULTANTS US (c) ENERCALC INC 1983-2023
DESCRIPTION:2x4post
Project File: 2x4 studd.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Sketches
Page 22
Project :
Project Number:
By :
Date :
GLOBAL DESIGN CRITERIA
1. Powerwall unit and Bracket Design Specifications :
Unit Height = in
Unit Width = in
Unit Depth = in
Vertical distance between fasteners, Yf = in
Unit weight, W = lbs
Eccentricity from powerwall, e = in
2. Applicable site loads and coefficients
Max Wind Pressure
Wind load = mph
Risk Category =
Exposure Category =
Velocity Pressure Coefficient, KZ =
Topographic Factor, KZt =
Wind Directionality Factor, Kd =
Ke =
External Pressure Coefficient, GCp =
(Ignored for fastener calc)
Max Seismic Load
SRA at Short Period, SS =ASCE 7-16 Section 11.4.2
Site Class =ASCE 7-16 Section 11.4.3
Short Period Site Coefficient, Fa =ASCE 7-16 Table 11.4-1
ASCE 7-16 Table 11.4-2
Short Period Spectral Acceleration, SDS =ASCE 7-16 Table 11.4-3
Seismic Design Category = ASCE 7-16 Section 11.6
Long Period Site Coefficient, FV =
Internal Pressure Coefficient, GCpi =
Richard Kain
PE
30-05-2023
45.3
29.6
5.75
18
251.3
6.8
97
1
0.85
1
0.85
II
B
NA
1.20
*null
1.4
0.0
1.5
D
1.2
Page 23
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GRAVITY LOAD CALCULATIONS
Snow Load
0.7 * Ce * Ct * Is * Pg,max (Refer ASCE 7-16, Section 7.3-1)
= psf
Wind Pressure
Velocity Pressure, qz = 00256 * Kz * Kzt * Kd* V2 (Refer ASCE 7-16, Section 26.10-1)
= psf
Design Wind Pressure, p = qz * [GCp + Gcpi](Refer ASCE 7-16, Section 30.3-1 )
=psf
Seismic Forces
0.4 * ap * SDS * Wp * [1 + (2 * z / h)]
Short Period Spectral Acceleration, SDS =
Component Amplification Factor, ap =(Batteries - Refer ASCE 7-16, Table 13.6-1)
(need not exceed 1.0)
(Hazardous material - Refer ASCE 7-16, Table 13.1.3)
* Wp
0.3 * SDS * Ip * Wp (Refer ASCE 7-16, Section 13.3-3 )
* Wp
1.6 * SDS * Ip * Wp (Refer ASCE 7-16, Section 13.3-2 )
= * Wp
lbs
* Wp
=lbs
= * Wp
= lbs
271.4
251.3
Vertical Seismic Force, Fp,vert =
60.3
1
1
2.5
0.24
0.54
1.08
1.08
Weight of 1 Powerwall + Bracket, Wp =
Fp,final =
0.2 * SDS * Wp
Richard Kain
PE
30-05-2023
0
(Rp / Ip)
1.2
1.92
Pf,max =
Fp,max =
Fp,min =
Horizontal Seismic Force, Fp =
(z/h)wall =
Component Importance Factor, Ip =
Response Modification Factor, Rp =
Fp,wall =
24.4
17.4
0.9
Page 24
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LOAD APPLICATIONS
Dead Load
Shear Load
Unit Load = lbs (distributed over # fasteners)
Withdrawal load
Withdrawal Force = Ecc moment / Yf
Ecc Moment = in-lbs
Withdrawal Force = lbs (distributed @ Top Bracket)
Snow Load
Shear Load
Shear Force, Sparallel =
=lbs (distributed over # fasteners)
Withdrawal load
Withdrawal Force =
Ecc Moment = in-lbs
Withdrawal Force = lbs (distributed @ Top Bracket)
Wind Load
Shear Load
Wind Load, Wparallel = p * Side Surface Area of Unit
=lbs (distributed over # fasteners)
Withdrawal load (Suction)
Withdrawal Load on Fastener =
from Wind Load, Wperp = p * Front Surface Area of Unit
= lbs (distributed over # fasteners)
Ecc moment / Yf
0
0.0
44.1
226.9
Richard Kain
PE
30-05-2023
Pf * Top Surface Area of Unit
251.3
1708.8
94.9
0
Page 25
Project :
Project Number:
By :
Date :
Richard Kain
PE
30-05-2023
Seismic Load
Shear Load
lbs
lbs (Refer ASCE 7-16, Section 12.4-4)
Withdrawal load (accounts for horizontal components of Fp,vert and Fp)
lbs
lbs (Refer ASCE 7-16, Section 12.4-3)
+
Note: All withdrawal loads account for eccentricity, e, of the unit/bracket/wall system
Greatest Withdrawal Load from Load Combination
[D+.75*L+.75*(.6W)+.75*S] =lbs
((1+.14Sds)D+0.7Ev = lbs
((1+0.105Sds)D+0.525Ex+0.75S) = lbs
Max Withdrawal load =
Greatest Shear Load from [D+.75*L+.75*(.6W)+.75*S] Load Combination
[D+.75*L+.75*(.6W)+.75*S] =lbs
((1+.14Sds)D+0.7Ev = lbs
((1+0.105Sds)D+0.525Ex+0.75S) = lbs
Max Shear load =
60.3
# Top Fasteners
Horizontal
271.4
# Total Fasteners
Vertical
Horizontal Seismic Force, Fp =271.4
Horizontal Effect, Eh = 271.4
Vertical Seismic Force, Fp,vert =60.3
Vertical Effect, Ev = 60.3
483.5
425.5
197.0
483.5
197.0
153.1
138.6
271.1
Seismic Load, E =
Page 26
Project :
Project Number:
By :
Date :
ATTACHMENTS USING WOOD STUDS
Wood Stud (With & Without Blocking)
Lag Screw/Bolt Size =
Number of Screws in Tension =
Thread Length, p = in
Eccentricity, e = in
Withdrawal per Fastener, T = lbs
SPF Lumber Specific Gravity, G =
Withdrawal Design, W = lbs/in [NDS Table 12.2A]
Load Duration Factor, CD =
Capacity of Fasteners'' = lbs
> O.K.
lbs
Shear Design, Z = lbs/in [NDS Table 12J (SPF)]
Load Duration Factor, CD =
Z' = lbs
> O.K.
Combined Shear and Withdrawal Analysed per NDS 2012 Sec. 11.4 and Eq. 11.4-2
α = deg
R= lbs
Z' α = lbs
DCR =
=<O.K.
130.53
415
494
494
Shear Load per Fastener, V = 121
110
440.0 120.88
1.6
440.0
R/Z' α
Richard Kain
PE
30-05-2023
0.31
22.2
1.05
2.5
6.8
173.0
1.6
49.26
4
49.26
0.42
1/4
Page 27
Updated June 2021
This information bulletin is published to guide applicants through a streamlined permitting process
for roof-top solar photovoltaic (PV) projects 30kW in size or smaller. This bulletin provides
information about submittal requirements for plan review, required fees, inspections, and an
eligibility checklist.
1. Submittal Requirements
Completed permit application form. This permit application form can be downloaded at:
https://www.cityofpalmdesert.org/our‐city/departments/palm‐desert‐permit‐center/building‐safety‐permits
Demonstrate compliance with the eligibility checklist for expedited permitting. The criteria
is attached to this informational bulletin or can be downloaded at:
https://www.cityofpalmdesert.org/our‐city/departments/palm‐desert‐permit‐center/building‐safety‐permits/solar‐
information
Provide a standardized or simplified photovoltaic plan that demonstrates:
Title or Cover Sheet noting the 2019 California Electrical Code.
Site and Roof Plan showing roof layout, PV panels and the following fire safety items:
Approximate location of roof access point, location of code-compliant access
pathways, and the locations of all required labels and markings.
A simplified Electrical Plan:
1. Locations of main service or utility disconnect
2. Total number of modules, number of modules per string and the total number of
strings
3. Make and model of inverter(s) and/or combiner box if used
4. Single-line diagram of system
5. Specify grounding/bonding, conductor type and size, conduit type and size and
number of conductors in each section of conduit
Provide a simplified structural design:
Provide structural drawings and calculations stamped and signed by a California-licensed
architect, civil or structural engineer, electrical engineer or licensed contractor along with
the following information.
1. The type of roof covering and the number of roof coverings installed
2. Type of roof framing, size of members and spacing
3. Weight of panels, support locations and method of attachment
4. Framing plan and details for any work necessary to strengthen the existing roof
structure
5. Site-specific structural calculations
6. Where an approved racking system is used, provide documentation showing
manufacturer of the rack system, maximum allowable weight the system can
support, attachment method to the roof or ground and product evaluation
information or structural design for the rack system
PALM DESERT PERMIT CENTER
Expedited Solar Photovoltaic Permitting for One‐and Two‐Family Dwellings
Updated June 2021
These criteria are intended for expedited solar permitting process. If any items are UNCHECKED, revise
design to fit within Eligibility Checklist, otherwise permit application must go through standard process
which is (10 Business Day initial review/7 Business Day Follow-up Review)
1. General Requirements
☐ The photovoltaic system size is 30kW AC CEC rating or less.
☐ The solar array is roof-mounted on a one- or two-family dwelling unit or permitted accessory structure.
☐ The photovoltaic system is utility interactive.
☐ Permit application and declaration is completed and attached.
2. Planning Department Requirements
☐ Existing MPU Amps Doubling, e.g. 100 to 200 OR 125 to 225. PLANNING WILL NEED TO REVIEW.
☐ Maximum height of “tilted” panels shall not exceed eighteen (18) inches.
☐ All wires shall be strapped to the modules/racking system. No loose or hanging wires are permitted.
☐ The racking system shall match the module frame and shall be a color compatible with the architectural
character of the home or building.
☐ Modules shall be flush with one another and gaps between panels shall be minimized.
☐ Screening of panels is not required. Any screening material proposed shall be compatible with the
architectural character of the home of building.
3. Electrical Requirements
☐ No more than four photovoltaic module strings are connected to each Maximum Power Point Tracking
(MPPT) input where source circuit fusing is included in the inverter:
1) No more than two strings per MPPT input where source circuit fusing is not included
2) Fuses (if needed) are rated to the series fuse rating of the PV module
3) No more than one non-inverter-integrated DC combiner is utilized per inverter
☐ For central inverter systems: No more than two inverters are utilized.
☐ The PV system is connected to the load side of the utility distribution equipment.
☐ A Solar PV Standard Plan and supporting documentation is completed and attached.
4. Structural Requirements
☐ A completed Structural Criteria and supporting documentation is attached Wind and Seismic (if required).
5. Fire Safety Requirements
☐ Clear access pathways provided.
☐ Fire classification photovoltaic system is provided.
☐ All required marking and labels are provided.
☐ A diagram of the roof layout of electrical panels, modules, clear access pathways and approximate locations
of electrical disconnecting means and roof access points are completed and attached.
I understand and affirm that the above information regarding the solar photovoltaic is true and accurate. If during the inspection
process any deviation in this scope will result in stop work and full plan review. In the event a project requires supplemental plan
reviews, a plan review fee of $168.00 per hour (with one-half hour minimum) will be collected from the applicant.
Applicant Signature: _____________________________________Date:_______________
Project Address: ___________________________________________________________
Eligibility Checklist
Expedited Solar Photovoltaic Permitting for
One- and Two-family Dwellings
45585 Abronia Trail Palm Desert, CA 92260
7/19/2023