HomeMy WebLinkAbout3220 S Fairview St - PlanNOTES
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CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
04
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NOTES
1. EQUIPMENT CONTAINING OVERCURRENT DEVICES IN CIRCUITS
SUPPLYING POWER TO A BUS BAR OR CONDUCTOR
2. EQUIPMENT. INVERTERS, MOTOR GENERATORS,
PHOTOVOLTAIC MODULES, PHOTOVOLTAIC PANELS, AC
PHOTOVOLTAIC MODULES, SOURCE-CIRCUIT COMBINERS, AND
CHARGE CONTROLLERS INTENDED FOR USE IN PHOTOVOLTAIC
POWER SYSTEMS SHALL BE IDENTIFIED AND LISTED FOR THE
APPLICATION. (CEC 690.4(B))
3. ALL OUTDOOR EQUIPMENT SHALL BE NEMA 3R RATED,
INCLUDING ALL ROOF MOUNTED TRANSITION BOXES AND NON
ROOF SWITCHES. ROOF SWITCHES TO BE NEMA 4 RATED.
4. ALL EQUIPMENT SHALL BE PROPERLY GROUNDED AND
BONDED IN ACCORDANCE WITH CEC ARTICLE 250.
5.PROTECTION DEVICES FOR PV SOURCE CIRCUITS AND PV
OUTPUT CIRCUITS ALSO CONNECTED TO SOURCES HAVING
SIGNIFICANTLY HIGHER CURRENT
AVAILABILITY (E.G., PARALLEL STRINGS OF
MODULES, UTILITY POWER), SHALL BE PROTECTED AT THE
SOURCE FROM OVERCURRENT. [CEC 690.9(A)]
6.PV SYSTEM CIRCUITS INSTALLED ON OR IN BUILDINGS SHALL
INCLUDE A RAPID SHUTDOWN FUNCTION THAT CONTROLS
SPECIFIC CONDUCTORS.
[ CEC 690.12]
7.THE UTILITY INTERACTIVE INVERTERS SHALL AUTOMATICALLY
DE-ENERGIZE ITS OUTPUT TO THE CONNECTED ELECTRICAL
PRODUCTION AND DISTRIBUTION NETWORK UPON LOSS OF
VOLTAGE IN THE SYSTEM AND SHALL REMAIN IN THAT STATE
UNTIL THE ELECTRICAL PRODUCTION AND DISTRIBUTION
NETWORK VOLTAGE HAS BEEN RESTORED.
[CEC 705.41]
8.ALL CONDUCTOR EXPOSED TO WEATHER SHALL BE LISTED &
IDENTIFIED FOR USE IN DIRECT SUNLIGHT. [ CEC 310.10(D)(1)]
9.THE MODULE CONDUCTORS MUST BE TYPE USE-2 OR LISTED
FOR PHOTOVOLTAIC (PV) WIRE. (CEC 690.31(C))
10.ALL CONDUCTORS SHALL BE MARKED ON EACH END FOR
UNIQUE IDENTIFICATION.
11.AN INSULATED GROUNDED CONDUCTOR OF 6 AWG OR
SMALLER SHALL BE IDENTIFIED AS A CONTINUOUS WHITE FINISH.
[CEC 200.6]
12.THE OUTPUT OF AN INTERCONNECTED ELECTRICAL POWER
SOURCE SHALL BE PERMITTED TO BE CONNECTED TO THE LOAD
SIDE. INTERCONNECTING
PROVISIONS FOR OTHER POWER SOURCES SHALL COMPLY WITH
705.12(B)(1) THROUGH 705.12(B)(5)
13. EACH SOURCE INTERCONNECTION OF ONE OR MORE POWER
SOURCES INSTALLED IN ONE SYSTEM SHALL BE MADE AT A
DEDICATED CIRCUIT BREAKER OR FUSIBLE DISCONNECTING
MEANS [CEC 705.12(B)(1)]
14.THE SUM OF THE AMPERE RATING OF THE OVERCURRENT
DEVICES IN CIRCUITS SUPPLYING POWER TO THE BUSBAR OR
CONDUCTOR SHALL NOT EXCEED 120% OF THE RATING OF
BUSBAR OR CONDUCTOR.[CEC 705.12(B)(3)(2)]
15.A CONNECTION AT EITHER END, BUT NOT BOTH ENDS, OF A
CENTER-FED PANEL BOARD IN DWELLINGS SHALL BE PERMITTED
WHERE THE SUM OF 125 PERCENT OF THE POWER SOURCE(S)
OUTPUT CIRCUIT CURRENT AND THE RATING OF THE
OVERCURRENT DEVICE PROTECTING THE BUSBAR DOES NOT
EXCEED 120 PERCENT OF THE CURRENT RATING OF THE
BUSBAR. [CEC 705.12(B)(3)(2)]
16.EQUIPMENT CONTAINING OVERCURRENT DEVICES IN
CIRCUITS SUPPLYING POWER TO A BUS BAR OR CONDUCTOR
SHALL BE MARKED TO INDICATE THE PRESENCE OF ALL
SOURCES. [ CEC 705.12(B)(3)]
17.CIRCUIT BREAKER, IF BACKFED, SHALL BE SUITABLE
FOR SUCH OPERATION. [ CEC 705.12(B)(4)]
18.TO MINIMIZE OVERHEATING OF THE BUSBAR IN
PANELBOARD, THE PANELBOARD MAIN CIRCUIT BREAKER
AND THE PV POWER SOURCE CIRCUIT BREAKER SHALL BE
PHYSICALLY LOCATED AT THE OPPOSITE END OF THE
BUSBAR.
19. ALL THE CEC REQUIRED WARNING SIGNS, MARKINGS,
AND LABELS SHALL BE POSTED ON EQUIPMENT AND
DISCONNECTS PRIOR TO ANY INSPECTIONS TO BE
PERFORMED BY THE BUILDING DEPARTMENT INSPECTOR.
20.WHERE PV SYSTEM DC CIRCUIT'S RUN INSIDE A
BUILDING, THEY SHALL BE CONTAINED IN METAL
RACEWAYS TYPE MC METAL CLAD CABLE OR METAL
ENCLOSURES FROM POINT OF PENETRATION OF THE
SURFACE OF THE BUILDING TO THE FIRST READILY
ACCESSIBLE DISCONNECTING MEANS. [ CEC 690.31(G)]
21.FLEXIBLE, FINE-STRANDED CABLES SHALL BE
TERMINATED ONLY WITH TERMINALS, LUGS, DEVICES OR
CONNECTOR THAT ARE IS IN ACCORDANCE WITH
CEC 110.14
22.CONNECTORS SHALL BE OF LATCHING OR LOCKING
TYPE. CONNECTORS THAT ARE READILY
ACCESSIBLE AND OPERATING AT OVER 30V DC OR 15V AC
SHALL REQUIRE TOOL TO OPEN AND MARKED "DO NOT
DISCONNECT UNDER LOAD" OR "NOT
FOR CURRENT INTERRUPTING". [CEC 690.33(C) & (E)(2)]
23. EQUIPMENT GROUNDING CONDUCTOR FOR PV
MODULES SMALLER THAN 6AWG SHALL BE PROTECTED
FROM PHYSICAL DAMAGE BY A RACEWAY OR CABLE
ARMOR. [CEC 690.46 & 250.120(C)]
24. AN EQUIPMENT GROUNDING CONDUCTOR SHALL NOT
BE SMALLER THAN 14 AWG. [ CEC 690.45]
25. FINE STRANDED CABLES USED FOR BATTERY
TERMINALS, DEVICES, AND CONNECTIONS REQUIRE LUGS
AND TERMINALS IS IN ACCORDANCE WITH CEC 110.14
26.GROUNDING ELECTRODE CONDUCTOR(S) SHALL BE
INSTALLED IN ONE CONTINUOUS LENGTH WITHOUT A
SPLICE OR JOINT. IF NECESSARY,SPLICES OR
CONNECTIONS SHALL BE MADE AS PERMITTED.
(CEC 250.64 C)
27.ALL SMOKE ALARMS, CARBON MONOXIDE ALARMS AND
AUDIBLE NOTIFICATION DEVICES SHALL BE LISTED AND
LABELED IN ACCORDANCE WITH UL 217 AND UL 2034.
THEY WILL BE INSTALLED IN ACCORDANCE WITH NFPA 72
AND NFPA 720.
28.SMOKE ALARMS AND CARBON MONOXIDE ALARMS WILL
BE RETROFITTED INTO THE EXISTING DWELLING. THESE
SMOKE ALARMS ARE REQUIRED TO BE IN ALL
BEDROOMS,OUTSIDE EACH BEDROOM, AND AT LEAST
ONE ON EACH FLOOR OF THE HOUSE CARBON MONOXIDE
ALARMS ARE REQUIRED TO BE RETROFITTED OUTSIDE
EACH BEDROOM AND AT LEAST ONE ON EACH FLOOR OF
THE HOUSE.THESE ALARMS MAY BE SOLELY BATTERY
OPERATED IF THE PHOTOVOLTAIC PROJECT DOES NOT
INVOLVE THE REMOVAL OF INTERIOR WALL AND
CEILING FINISHES INSIDE THE HOME, OTHERWISE, THE
ALARMS MUST BE HARD WIRED AND INTERCONNECTED.
GROUND FAULT PROTECTION
1.PHOTOVOLTAIC INVERTERS SHALL BE EQUIPPED WITH DC
GROUND FAULT PROTECTION. INVERTERS ARE ALSO EQUIPPED
WITH ANTI-ISLANDING CIRCUITRY.
DISCONNECTING MEANS
1.MEANS SHALL BE PROVIDED TO ISOLATE EACH SOURCE
CIRCUIT FROM THE SYSTEM.
2.WHERE A CIRCUIT GROUNDING CONNECTION IS NOT
DESIGNED TO BE AUTOMATICALLY INTERRUPTED AS PART OF THE
GROUND-FAULT PROTECTION, A SWITCH OR CIRCUIT BREAKER
USED AS A DISCONNECTING MEANS SHALL NOT HAVE A POLE ON
THE GROUNDED CONDUCTOR.
3.THE GROUNDED CONDUCTOR MAY HAVE A BOLTED OR
TERMINAL DISCONNECTING MEANS TO ALLOW MAINTENANCE OR
TROUBLESHOOTING BY QUALIFIED PERSONNEL.
4.EQUIPMENT SUCH AS PHOTOVOLTAIC SOURCE CIRCUITS,
OVER CURRENT DEVICES, AND BLOCKING DIODES SHALL BE
PERMITTED ON THE PHOTOVOLTAIC SIDE OF THE PHOTOVOLTAIC
DISCONNECTING MEANS.
5.MEANS SHALL BE PROVIDED TO DISCONNECT INVERTERS
FROM ALL UNGROUNDED CONDUCTORS OF ALL SOURCES. IF THE
EQUIPMENT IS ENERGIZED FROM MORE THAN ONE SOURCE, THE
DISCONNECTING MEANS SHALL BE GROUPED AND IDENTIFIED.
6.A SINGLE DISCONNECTING MEANS SHALL BE PERMITTED FOR
THE COMBINED OUTPUT OF ONE OR MORE INVERTERS IN A GRID
INTERACTIVE SYSTEM.
7.DISCONNECTING MEANS SHALL BE PROVIDED TO
DISCONNECT A FUSE FROM ALL SOURCES OF SUPPLY IF THE FUSE
IS ENERGIZED FROM BOTH DIRECTIONS AND IS ACCESSIBLE TO
OTHER THAN QUALIFIED PERSONS. SUCH A FUSE IN A
PHOTOVOLTAIC SOURCE CIRCUIT SHALL BE CAPABLE OF BEING
DISCONNECTED INDEPENDENTLY OF FUSES IN OTHER
PHOTOVOLTAIC SOURCE CIRCUITS.
DC CONDUCTORS
POSITIVE(UNGROUNDED)RED
NEGATIVE(UNGROUNDED)BLACK
120/208V OR 240V AC CONDUCTORS
PHASE L1 BLACK
PHASE L2 RED (SEE NOTE)
PHASE L3 BLUE
480/277V AC CONDUCTORS
PHASE L1 BROWN
PHASE L2 ORANGE
PHASE L3 YELLOW
NEUTRAL WHITE OR GREY
GROUND GREEN OR BARE Cu
NOTE:THREE PHASE HIGH LEG MUST BE IN ORANGE COLOR
PER NFPA 70.
GENERAL CONDUCTOR INSULATION KEY
Signed 4/04/2025
COVER PAGE
NEW PHOTOVOLTAIC SYSTEM 223.59 KW DC & 187.5 KW AC
3220 S FAIRVIEW ST, SANTA ANA, CA 92704, USA
GENERAL NOTES VICINITY MAP
SATELLITE VIEW
SHEET INDEX
COVER PAGET-001
G-001
A-101 SITE PLAN
RESOURCE DOCUMENTS
1.1.1 PROJECT NOTES:
1.1.2 THIS PHOTOVOLTAIC (PV) SYSTEM SHALL COMPLY WITH THE
CALIFORNIA ELECTRIC CODE (CEC) ARTICLE 690, ALL MANUFACTURERS’S
LISTING AND INSTALLATION INSTRUCTIONS, AND THE RELEVANT CODES AS
SPECIFIED BY THE AUTHORITY HAVING JURISDICTION’S (AHJ) APPLICABLE
CODES.
1.1.3 THE UTILITY INTERCONNECTION APPLICATION MUST BE APPROVED
AND PV SYSTEM INSPECTED PRIOR TO PARALLEL OPERATION
1.1.4 GROUND FAULT DETECTION AND INTERRUPTION (GFDI) DEVICE IS
ACCORDANCE WITH CEC 690.41(B)
1.1.5 ALL PV SYSTEM COMPONENTS; MODULES, UTILITY-INTERACTIVE
INVERTERS, AND SOURCE CIRCUIT COMBINER BOXES ARE IDENTIFIED AND
LISTED FOR USE IN PHOTOVOLTAIC SYSTEMS AS REQUIRED BY CEC 690.4:
PV MODULES: UL1703, IEC61730, AND IEC61215, AND NFPA 70 CLASS C FIRE
INVERTERS: UL 1741 CERTIFIED, IEEE 1547, 929, 519 COMBINER BOX(ES): UL
1703 OR UL 1741 ACCESSORY
1.1.6 MAX DC VOLTAGE CALCULATED USING MANUFACTURER PROVIDED
TEMP COEFFICIENT FOR VOC. IF UNAVAILABLE, MAX DC VOLTAGE
CALCULATED ACCORDING TO CEC 690.7.
1.1.7 ALL INVERTERS, PHOTOVOLTAIC MODULES,PHOTOVOLTAIC PANELS,
AND SOURCE CIRCUIT COMBINERS INTENDED FOR USE IN A PHOTOVOLTAIC
POWER SYSTEM WILL BE IDENTIFIED AND LISTED FOR THE APPLICATION
PER 690.4 (D). SHALL BE INSTALLED ACCORDING TO ANY INSTRUCTIONS
FROM LISTING OR LABELING [CEC 110.3].
1.1.8 ALL SIGNAGE TO BE PLACED IN ACCORDANCE WITH LOCAL BUILDING
CODE. IF EXPOSED TO SUNLIGHT, IT SHALL BE UV RESISTANT. ALL PLAQUES
AND SIGNAGE WILL BE INSTALLED AS REQUIRED BY THE CEC AND AHJ.
1.2.1 SCOPE OF WORK:
1.2.2 PRIME CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND
SPECIFICATIONS OF THE GRID-TIED PHOTOVOLTAIC SYSTEM RETROFIT.
PRIME CONTRACTOR WILL BE RESPONSIBLE FOR COLLECTING EXISTING
ONSITE REQUIREMENTS TO DESIGN, SPECIFY, AND INSTALL THE EXTERIOR
ROOF-MOUNTED PORTION OF THE PHOTOVOLTAIC SYSTEMS DETAILED IN
THIS DOCUMENT
1.2.3 INSTALLING CONTRACTOR IS RESPONSIBLE FOR FOLLOWING
EQUIPMENT MANUFACTURER'S INSTALLATION AND COMMISSIONING MEANS
AND METHODS.
1.3.1 WORK INCLUDES:
1.3.2 PV RACKING SYSTEM INSTALLATION - UNIRAC RMDT RACKING
1.3.3 PV MODULE AND INVERTER INSTALLATION - HANWHA Q CELLS
Q.TRON BLK M-G2+ (435W) MODULES / SMA SUNNY TRIPOWER CORE1
STP 62-US-41 (480V) INVERTERS
1.3.4 PV EQUIPMENT ROOF MOUNT
1.3.5 PV SYSTEM WIRING TO A ROOF-MOUNTED JUNCTION BOX
1.3.6 PV LOAD CENTERS (IF INCLUDED)
1.3.7 PV METERING/MONITORING (IF INCLUDED)
1.3.8 PV DISCONNECTS
1.3.9 PV GROUNDING ELECTRODE & BONDING TO (E) GEC
1.3.10 PV FINAL COMMISSIONING
1.3.11 (E) ELECTRICAL EQUIPMENT RETROFIT FOR PV
1.3.12 SIGNAGE PLACED IN ACCORDANCE WITH LOCAL BUILDING CODE
PROJECT INFORMATION
PROJECT NAME
NAME:
ELECTRICAL PLAN
ELECTRICAL CALCULATIONS
A-102
E-602
R-001-R-006
WAXIE SANTA ANA
NOTES
PLACARDE-604
CONTRACTOR INFORMATION:
CONTRACTOR NAME: PALOMAR SOLAR LTD
PROJECT MANAGER: CURTIS WILLIAMSON
EMAIL: support@palomarsolar.com
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CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
04
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WARNING LABELSE-603
ELECTRICAL LINE DIAGRAME-601
SCOPE OF WORK
SYSTEM SIZE : STC : 514 X 435W= 223.59 kW DC
PTC : 514 X 408W = 209.71 kW DC
CEC AC RATING: 204.46 kW AC
AC SIZE: 187.5 kW AC
(514) HANWHA Q CELLS Q.TRON BLK M-G2+ (435W) MODULES
(03) SMA SUNNY TRIPOWER CORE1 STP 62-US-41 (480V) INVERTERS
AUTHORITIES HAVING JURISDICTION
BUILDING : CITY OF SANTA ANA
UTILITY : SCE
ATTACHMENT TYPE:
DESIGN SPECIFICATION
OCCUPANCY - GROUP B
CONSTRUCTION - TYPE 2
ZONING - CITY OF SANTA ANA
GROUND SNOW LOAD - 0 PSF
WIND EXPOSURE - B
WIND SPEED - 95 MPH
RISK CATEGORY - II
BUILDING HEIGHT -40 FT
APPLICABLE CODES & STANDARDS
BUILDING: CBC 2022, CMC 2022
CPC 2022, CEBC 2022
ELECTRICAL: CEC 2022
FIRE: CFC 2022
MSP UPGRADE: NO
UNIRAC RMDT RACKING
ATTACHMENT PLANA-103-A103.1
Signed 4/04/2025
S-1-S-2 TKJ STRUCTURAL DRAWINGS
EXISTING PV SYSTEM AT 3220 S FAIRVIEW ST. HAS BEEN REMOVED
UNDER DEMO PERMITS 101122489/20185150
Bldg #101123299 & Elect #20185611
APPROVALS:
PLNG - C. Santana
BLDG - G. Huang
PUBLIC WORKS - Y. Soto
ELECT - M. Smith
625'-0"
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CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
04
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SITE PLAN
1 SITE PLAN
ENLARGED VIEW
(E) VISIBLE LOCKABLE LABELED AND
FUSED AC DISCONNECT
(INSIDE MAIN ELECTRICAL ROOM)
LEGEND
- VENT, ATTIC FAN (ROOF OBSTRUCTION)
- PROPERTY LINE
- FIRE SETBACK
- SKYLIGHT (ROOF OBSTRUCTION)
W ALTON AVE
DRIVEWAY
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(N) (50) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
(N) (32) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
DRIVEWAY
DR
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(E) MAIN ELECTRICAL ROOM
(E) MAIN BUILDING
(E) DETATCHED
STRUCTURE
6FT FIRE SETBACKS (E) GATE
(N) SMA SUNNY TRIPOWER CORE1 STP
62-US-41 (480V) INVERTER (ON ROOF)
SEE ENLARGED VIEW
(2x) (N) SMA SUNNY TRIPOWER CORE1 STP
62-US-41 (480V) INVERTERS (ON ROOF)
(TYP) (E) PARKING LOT
(N) AC COMBINER PANEL
(ON ROOF)
(E) MAIN SWITCH GEAR
(INSIDE MAIN ELECTRICAL ROOM)
(E) SUBPANEL
(INSIDE MAIN ELECTRICAL ROOM)
- FENCE LINE
(E) FENCE
N
S
EW
(E) PROPERTY LINE
SCALE:1/40" = 1'-0"
(E) TRANSFORMER
(INSIDE MAIN ELECTRICAL ROOM)
NOTE : THE SMA INVERTERS LOCATED
NEAREST TO THE ARRAY TO AVOID RSD PER UL 3741.
(N) (48) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
(N) (30) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
(N) (40) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
(N) (58) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
(N) (32) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
(N) (50) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
(N) (48) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
(N) (48) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
(N) (48) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
(N) (30) HANWHA Q CELLS Q.TRON
BLK M-G2+ (435W) MODULES
Signed 4/04/2025
45
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25'-1"25'-1"16'-11"
39
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33'-3"
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1 1 1 1 1 1 1 2
1 1 1 1 1
1 1 1
1 1 1
1 1 1
1 2
2 3
2 2 2 2
1
1
2 2
2
3
3
1
3
3 2
2
2
2 2
2 2 2 2
2 2
2
2
2
1
1
2
1
2
2
1 1 11 1
2 2 1
1 1 1
1 1 2
1 1 1
1 1
1 1 1
1 1 1
1 1 1
3
3
1
3
1
3
31
3
3
3
3 1
2
1
1 2
2
2 2 2 2
22
2
1 1
1 1 1
1 1 1
3
31
3
2 2 1 2 2
2 3 1 1 2
1 3 1
2 1 1
2 2 2 2
1
2
2
2
1
2
2
1
3 1
1 1
1
2
2
2
3
3
1
2
1
2
23
3
45
'
-
4"
45
'
-
4"
41'-5"
3 2
1
2 2 2 2221
1 1 1 11 11
2111332
2
1 1 1 13 1 2
2211331
1
1 1 13 11 2
2 2
1
1
1 1 1 1 1 1 1 1
1 22111
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1
1 1 1
1 1 1
1 1 1
1 2
2 3
2 2 2 2
2
1
3
2 2
2
39
'
-
8"
33'-3"
39
'
-
8"
MODULE RMDT
RIDGE
BAY
RMDT
VALLEY
BAY
~ 8.6" BOTTOM OF MODULE TO
BOTTOM OF ADJACENT MODULE (TYP)
1.08" BOTTOM OF MODULE TO BOTTOM
OF ADJACENT MODULE (TYP)
~ 7.9" EDGE OF BAY TO BOTTOM
OF MODULE (TYP)
FRONT VIEW
NOT TO SCALE
5.
4
6
"
5º
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DRAWN DATE
DRAWN BY
04/02/2025
VA
SHEET NUMBER
REVIEWED BY NGK
A-103
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CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
04
/
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2
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2
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2
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ATTACHMENT PLAN
1 ATTACHMENT PLAN
SCALE:1/8" = 1'-0"
ATTACHMENT DETAILS
ROOF 1 ARRAY 1
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
LEGEND
1
2
-STANDARD CORNER BAY WITH CMU BLOCK COUNT
3
-SUPPLEMENTAL BAY WITH CMU BLOCK COUNT
-SUPPLEMENTAL BAY WITH CMU BLOCK COUNT
ROOF 1 ARRAY 2
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
ROOF 1 ARRAY 3
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
ROOF 1 ARRAY 4
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
ROOF 1 ARRAY 5
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
ROOF 1 ARRAY 6
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
DESIGN CRITERIA
NUMBER OF PANELS IN ARRAY = 514
MODULE TYPE = HANWHA Q CELLS Q.TRON BLK
M-G2+ (435W) MODULES
ATTACHMENT= UNIRAC RMDT RACKING
ROOF AREA 1 - ARRAY 1
AVERAGE PSF 4.91 PSF
TOTAL NUMBER OF MODULES 50
TOTAL KW 21.75 KW
TOTAL AREA 1182 SQFT
TOTAL WEIGHT ON ROOF 5805 LBS
RACKING WEIGHT 462 LBS
MODULE WEIGHT 2335 LBS
BALLAST WEIGHT 3008 LBS
ROOF AREA 1 - ARRAY 2
AVERAGE PSF 4.64 PSF
TOTAL NUMBER OF MODULES 50
TOTAL KW 21.75 KW
TOTAL AREA 1182 SQFT
TOTAL WEIGHT ON ROOF 5485 LBS
RACKING WEIGHT 462 LBS
MODULE WEIGHT 2335 LBS
BALLAST WEIGHT 2688 LBS
ROOF AREA 1 - ARRAY 3
AVERAGE PSF 4.92 PSF
TOTAL NUMBER OF MODULES 58
TOTAL KW 25.23 KW
TOTAL AREA 1367 SQFT
TOTAL WEIGHT ON ROOF 6730 LBS
RACKING WEIGHT 534 LBS
MODULE WEIGHT 2709 LBS
BALLAST WEIGHT 3488 LBS
ROOF AREA 1 - ARRAY 4
AVERAGE PSF 5.19 PSF
TOTAL NUMBER OF MODULES 48
TOTAL KW 20.88 KW
TOTAL AREA 1139 SQFT
TOTAL WEIGHT ON ROOF 5912 LBS
RACKING WEIGHT 438 LBS
MODULE WEIGHT 2242 LBS
BALLAST WEIGHT 3232 LBS
ROOF AREA 1 - ARRAY 5
AVERAGE PSF 5.19 PSF
TOTAL NUMBER OF MODULES 48
TOTAL KW 20.88 KW
TOTAL AREA 1139 SQFT
TOTAL WEIGHT ON ROOF 5912 LBS
RACKING WEIGHT 438 LBS
MODULE WEIGHT 2242 LBS
BALLAST WEIGHT 3232 LBS
ROOF AREA 1 - ARRAY 6
AVERAGE PSF 5.72 PSF
TOTAL NUMBER OF MODULES 32
TOTAL KW 13.92 KW
TOTAL AREA 768 SQFT
TOTAL WEIGHT ON ROOF 4395 LBS
RACKING WEIGHT 309 LBS
MODULE WEIGHT 1494 LBS
BALLAST WEIGHT 2592 LBS
Signed 4/04/2025
25'-1"
45
'
-
4"
2 2
2 2 2 2
2 2
2
2
2
1
1
2
1
2
2
1 1 11 1
2 2 1
1 1 1
1 1 2
1 1 1
1 1
1 1 1
1 1 1
3
3
1
3
1
3
31
3
3
3
3 1
2
1
1 2
2
2 12
25'-1"
45
'
-
4"
2 2
2 2 2 2
2 2
2
2
2
1
1
2
1
2
2
1 1 11 1
2 2 1
1 1 1
1 1 2
1 1 1
1 1
1 1 1
1 1 1
3
3
1
3
1
3
31
3
3
3
3 1
2
1
1 2
2
2 12
16'-11"
45
'
-
4"
2 2 1 2 2
2 3 1 1 2
1 3 1
2 1 1
2 2 2 2
1
2
2
2
1
2
2
1
3 1
1 1
1
2
2
2
3
3
1
2
1
2
23
3
2 2 1 1 1 2 2
1 1 1 1 1 1 1
1 1 1
1 1 1
1 1 1
111
1 1 1 1
2 2 2 2
2
2
2
2
3
3
3
3
25'-1"
28
'
-
4"
2 2 1 1 1 2 2
1 1 1 1 1 1 2
1 1 1
1 1 1
1 1 1
111
1 1 1 2
2 2 2 2
2
1
3
3 28
'
-
4"1 1
1 1
2 2 1
1 3
3
2
1
2 2 2
2 2
1
2
1
1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1 1
1 1 1 1
1
1
1
3
2
1
33'-3"
1 1 1
1
1
1
1
25'-1"
28
'
-
4"
MODULE RMDT
RIDGE
BAY
RMDT
VALLEY
BAY
~ 8.6" BOTTOM OF MODULE TO
BOTTOM OF ADJACENT MODULE (TYP)
1.08" BOTTOM OF MODULE TO BOTTOM
OF ADJACENT MODULE (TYP)
~ 7.9" EDGE OF BAY TO BOTTOM
OF MODULE (TYP)
FRONT VIEW
NOT TO SCALE
5.
4
6
"
5º
RE
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DRAWN DATE
DRAWN BY
04/02/2025
VA
SHEET NUMBER
REVIEWED BY NGK
A-103.1
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CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
04
/
0
2
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2
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2
5
NO
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ATTACHMENT PLAN
1 ATTACHMENT PLAN
SCALE:1/8" = 1'-0"
ATTACHMENT DETAILS
ROOF 1 ARRAY 7
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
LEGEND
1
2
-STANDARD CORNER BAY WITH CMU BLOCK COUNT
3
-SUPPLEMENTAL BAY WITH CMU BLOCK COUNT
-SUPPLEMENTAL BAY WITH CMU BLOCK COUNT
ROOF 1 ARRAY 8
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
ROOF 1 ARRAY 9
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
ROOF 1 ARRAY 10
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
ROOF 1 ARRAY 11
TILT- 5 DEG
AZIMUTH - 90 DEG & 270 DEG
ROOF 1 ARRAY 12
TILT- 5 DEG
AZIMUTH - 90 DEG &
270 DEG
ROOF AREA 1 - ARRAY 7
AVERAGE PSF 5.72 PSF
TOTAL NUMBER OF MODULES 48
TOTAL KW 20.88 KW
TOTAL AREA 1139 SQFT
TOTAL WEIGHT ON ROOF 5976 LBS
RACKING WEIGHT 438 LBS
MODULE WEIGHT 2242 LBS
BALLAST WEIGHT 3296 LBS
ROOF AREA 1 - ARRAY 8
AVERAGE PSF 5.25 PSF
TOTAL NUMBER OF MODULES 48
TOTAL KW 20.88 KW
TOTAL AREA 1139 SQFT
TOTAL WEIGHT ON ROOF 5976 LBS
RACKING WEIGHT 438 LBS
MODULE WEIGHT 2242 LBS
BALLAST WEIGHT 3296 LBS
ROOF AREA 1 - ARRAY 9
AVERAGE PSF 5.72 PSF
TOTAL NUMBER OF MODULES 32
TOTAL KW 13.92 KW
TOTAL AREA 768 SQFT
TOTAL WEIGHT ON ROOF 4395 LBS
RACKING WEIGHT 309 LBS
MODULE WEIGHT 1494 LBS
BALLAST WEIGHT 2592 LBS
ROOF AREA 1 - ARRAY 10
AVERAGE PSF 5.17 PSF
TOTAL NUMBER OF MODULES 30
TOTAL KW 13.05 KW
TOTAL AREA 712 SQFT
TOTAL WEIGHT ON ROOF 3677 LBS
RACKING WEIGHT 292 LBS
MODULE WEIGHT 1401 LBS
BALLAST WEIGHT 1984 LBS
ROOF AREA 1 - ARRAY 12
AVERAGE PSF 4.76 PSF
TOTAL NUMBER OF MODULES 40
TOTAL KW 17.40 KW
TOTAL AREA 943 SQFT
TOTAL WEIGHT ON ROOF 4487 LBS
RACKING WEIGHT 379 LBS
MODULE WEIGHT 1868 LBS
BALLAST WEIGHT 2240 LBS
ROOF AREA 1 - ARRAY 11
AVERAGE PSF 4.94 PSF
TOTAL NUMBER OF MODULES 30
TOTAL KW 13.05 KW
TOTAL AREA 712 SQFT
TOTAL WEIGHT ON ROOF 3517 LBS
RACKING WEIGHT 292 LBS
MODULE WEIGHT 1401 LBS
BALLAST WEIGHT 1824 LBS
Signed 4/04/2025
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
SPECIFIC NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL
TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.
WHERE NO DETAILS ARE SHOWN OR NOTED IN ANY PART OF THE WORK
THE DETAILS FOR OTHER SIMILAR WORK SHALL APPLY.
DETAILS IDENTIFIED AS TYPICAL, SHALL APPLY IN ESTIMATING AND
CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE
REFERENCE IS REPEATED.
THE STRUCTURAL DRAWINGS SHALL NOT BE SCALED. COORDINATE
DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
COORDINATE ELEVATIONS, SLOPES, AND DRAINAGE REQUIREMENTS WITH
THE ARCHITECTURAL DRAWINGS.
STANDARDS REFERENCED ON THE STRUCTURAL DRAWINGS REFER TO THE
EDITION APPLICABLE UNDER THE CURRENT BUILDING CODE.
THE RESPONSIBILITY FOR THE REVIEW AND COORDINATION OF DRAWINGS
AND SPECIFICATIONS PRIOR TO THE START OF RELATED CONSTRUCTION
SHALL BEAR ON THE CONTRACTOR. DISCREPANCIES THAT EXIST SHALL BE
BROUGHT TO THE ATTENTION OF THE ENGINEER IN A TIMELY MANNER,
PRIOR TO THE START OF RELATED CONSTRUCTION.
WORK PERFORMED IN CONFLICT WITH THE STRUCTURAL DRAWINGS OR
APPLICABLE BUILDING CODE REQUIREMENTS SHALL BE CORRECTED AT
THE EXPENSE OF THE CONTRACTOR.
DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS SHALL BE VERIFIED
BEFORE STARTING RELATED WORK AND THE ENGINEER NOTIFIED OF
DISCREPANCIES IN A TIMELY MANNER.
SITE CONDITIONS THAT ARE NOT REFLECTED ON THE STRUCTURAL
DRAWINGS OR THAT DEVIATE FROM THE MAXIMUM OR MINIMUM
DIMENSIONS INDICATED SHALL BE BROUGHT TO THE ATTENTION OF THE
ENGINEER IN A TIMELY MANNER. SUCH CONDITIONS MAY INCLUDE
CONFLICT IN GRADES, ADVERSE SOIL CONDITIONS, GROUND WATER
PRESENT, DEEPENED FOOTINGS, UNCOVERED AND UNEXPECTED UTILITY
LINES, ETC.
MATERIALS AND WORKMANSHIP SHALL CONFORM TO REQUIREMENTS OF
APPLICABLE REGULATIONS AND THE BUILDING CODE AS AMENDED AND
ADOPTED BY THE BUILDING OFFICIAL.
LOADS TO THE BUILDING EXCEEDING THE LOADS INDICATED ON THE
PLANS, OR ANY LOADS EXCEEDING 400 POUNDS THAT ARE NOT INDICATED
ON THE STRUCTURAL DRAWINGS SHALL BE REPORTED TO THE ENGINEER.
GENERAL
1.
2.
3.
4.
5.
THE STRUCTURAL DESIGN HAS BEEN PERFORMED IN ACCORDANCE WITH
THE 2022 CALIFORNIA BUILDING CODE (CBC)
DESIGN LOADS (LIVE LOADS MAY BE REDUCED IN ACCORDANCE WITH THE
BUILDING CODE)
LL
ROOF 20 psf
SEISMIC DESIGN DATA : ASCE 7-16
RISK CATEGORY II
SEISMIC IMPORTANCE FACTOR Ie 1.0
MAPPED SPECTRAL ACCELERATION SS 1.303 g
MAPPED SPECTRAL ACCELERATION S1 0.468 g
DESIGN SPECTRAL ACCELERATION SDS 1.042 g
SITE CLASS D (DEFAULT)
SEISMIC DESIGN CATEGORY D
ANALYSIS PROCEDURE USED NONSTRUCTURAL
COMPONENTS
COMPONENT SEISMIC DESIGN DATA
COMPONENT ap Rp
SOLAR PV MODULES 1.0 1.5
OTHER ELECTRICAL COMPONENTS 2.5 6.0
WIND DESIGN DATA : ASCE 7-16
BASIC WIND SPEED V 95 mph
EXPOSURE CATEGORY B
ENCLOSURE CATEGORY ENCLOSED
GUST & INTERNAL PRESSURE COEFF GCpi 0.18
DIRECTIONALITY FACTOR Kd 0.85
TOPOGRAPHIC FACTOR Kzt 1.00
BASIS OF DESIGN
1.
2.
3.
THE STRUCTURAL DRAWINGS SHOW THE REQUIREMENTS FOR THE
COMPLETED STRUCTURE ONLY. TEMPORARY WORKS REQUIRED TO
COMPLETE THE CONSTRUCTION PROCESS SHALL BE THE RESPONSIBILITY
OF THE CONTRACTOR. THE STRUCTURAL ENGINEER SHALL NOT BE
RESPONSIBLE FOR THE DESIGN OR FIELD VERIFICATION OF TEMPORARY
AND ANCILLARY WORK.
THE RESPONSIBILITY FOR SAFETY IN AND AROUND THE JOBSITE SHALL
BEAR ON THE CONTRACTOR. PROPER AND SAFE METHODS OF
CONSTRUCTION SHALL BE EMPLOYED AT ALL TIMES INCLUDING THE
STABILIZING OF INCOMPLETE STRUCTURES, FORMWORK, SHORING,
RESHORING, FALSEWORK, PLATFORMS, SCAFFOLDING, BARRIERS,
WALKWAYS, ETC, AND INCLUDING CONTROL OF THE INTENSITY, DURATION,
AND LOCATION OF CONSTRUCTION LOADS.
CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON A
STRUCTURE. LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD
INDICATED. WHERE THE STRUCTURE HAS NOT ATTAINED FINAL DESIGN
STRENGTH, ADEQUATE SHORING AND OR BRACING SHALL BE INSTALLED.
TEMPORARY WORK AND SITE SAFETY
1.DUE TO THE SCOPE AND NATURE OF THIS PROJECT, STRUCTURAL
OBSERVATION IS NOT REQUIRED.
STRUCTURAL OBSERVATIONS
1.
A. GENERAL:
DUE TO THE SCOPE AND NATURE OF THIS PROJECT, SPECIAL INSPECTION
IS NOT REQUIRED.
SPECIAL INSPECTION PROGRAM
1.
2.
3.
4.
5.
A.
B.
6.
A.
B.
C.
D.
7.
A.
B.
C.
8.
9.
A.
B.
C.
10.
STRUT CHANNELS AND FITTINGS SPECIFIED ON CONTRACT DRAWINGS
SHALL BE MANUFACTURED BY UNISTRUT CORPORATION. SUBSTITUTIONS
FOR PRODUCTS OF ALTERNATIVE MANUFACTURERS SHALL BE APPROVED
BY THE ENGINEER.
STRUT CHANNEL AND FITTING DESIGNATIONS ON CONTRACT DRAWINGS
CORRESPOND TO PRODUCT DESIGNATIONS IN THE UNISTRUT GENERAL
ENGINEERING CATALOG. WHERE SUBSTITUTIONS OF STRUT CHANNELS OR
FITTINGS ARE REQUESTED, THE CONTRACTOR SHALL PROVIDE
DOCUMENTATION DEMONSTRATING THAT THE PROPOSED STRUT CHANNEL
OR COMPONENT MEETS OR EXCEEDS THE STRUCTURAL PROPERTIES AND
ALLOWABLE DESIGN VALUES OF THE SPECIFIED STRUT CHANNEL OR
COMPONENT.
ALL STRUT CHANNELS AND COMPONENTS MUST BE SUPPLIED BY A SINGLE
MANUFACTURER.
CHANNELS AND COMPONENTS SHALL MEET THE REQUIREMENTS OF THE
AMERICAN IRON AND STEEL INSTITUTE (AISI) SPECIFICATION FOR THE
DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, 2007 EDITION.
ALL CHANNEL MEMBERS SHALL BE FABRICATED FROM STRUCTURAL
GRADE STEEL CONFORMING TO ONE OF THE FOLLOWING ASTM
SPECIFICATIONS:
A 1011 SS GR 33
A 653 GR 33
ALL FITTINGS SHALL BE FABRICATED FROM STEEL CONFORMING TO ONE
OF THE FOLLOWING ASTM SPECIFICATIONS:
A 575
A 576
A36
A 635
ALL STRUT CHANNEL MEMBERS AND COMPONENTS SHALL BE FINISHED
WITH ONE OF THE FOLLOWING STANDARDS:
ELECTRO-GALVANIZED (EG): ELECTROLYTICALLY ZINC COATED PER
ASTM B 633 TYPE III SC 1
PRE-GALVANIZED (PG): ZINC COATED BY HOT-DIPPED PROCESS PRIOR
TO ROLL FORMING. THE ZINC WEIGHT SHALL BE G90 CONFORMING TO
ASTM A 653
HOT-DIPPED GALVANIZED (HG): ZINC COATED AFTER ALL
MANUFACTURING OPERATIONS ARE COMPLETE. COATING SHALL
CONFORM TO ASTM A 123 OR A 153
FIELD-CUTTING AND DRILLING OF STRUT CHANNELS SHALL BE MINIMIZED.
STRUT CHANNELS WITH FACTORY-PUNCHED HOLES FOR FITTING
CONNECTIONS SHALL BE USED WHERE DESIGNATED ON THE CONTRACT
DRAWINGS AND WHERE HOLES OR SLOTS ARE ANTICIPATED BY THE
CONTRACTOR.
WHERE FIELD-CUTTING OR FIELD-DRILLING OF STRUT CHANNELS IS
REQUIRED, SURFACES AFFECTED SHALL BE TREATED WITH A HIGH
PERFORMANCE GALVANIZING PAINT AFTER FIELD-CUTTING OR FIELD-
DRILLING IS PERFORMED. THE FOLLOWING GALVANIZING PRODUCTS ARE
ACCEPTABLE:
HIGH PERFORMANCE ZINC SPRAY, MANUFACTURED BY CLEARCO, INC.
ZRC COLD GALVANIZING COMPOUND, MANUFACTURED BY ZRD
WORLDWIDE, INC.
SPRAYON SILVER GALVANIZING SPRAY, MANUFACTURED BY KRYLON,
INC.
ALTERNATE GALVANIZING PRODUCTS SHALL BE APPROVED BY
THE ENGINEER PRIOR TO APPLICATION.
FIELD-CUTTING OR FIELD-DRILLING OF CONNECTION COMPONENTS IS NOT
ALLOWED.
STRUT CHANNELS
(6) #14 x 1-1/2" WOOD SCREW INTO DF SLEEPER,
GALV, TYP UON
(E) ROOF FRAMING PER PLAN
(N) U-ANCHOR ROOF ATTACHMENT
(2) SIMPSON 0.220 x 4" SDWS
EXISTING ROOF FRAMING,
MIN (2) PER U-ANCHOR, GALV,(N) PTDF SLEEPER PER /1 S-1
3/8" Ø COUPLING NUT, GALV.
(N) U-ANCHOR ROOF ATTACHMENT, MIN (2) PER INVERTER
(N) UNISTRUT P3300 RAIL w/ SLOTTED HOLES, GALV.,
w/ 3/8" Ø BOLT, WASHER & NUT, MIN (2) PER INVERTER, TYP.
M8-1.25 x 70mm BOLT,
MIN (2) PER SUPPORT FOOT, TYP.
SECTION VIEW X-X
(E) ROOF SHEATHING
(E) ROOF FRAMING PER PLAN
PLAN VIEW
(N) UNISTRUT P3300 RAIL w/ SLOTTED HOLES,
GALV., MIN (2) PER INVERTER, TYP.
(N) 3/8" Ø BOLT, WASHER & NUT, GALV., TYP.
(N) U-ANCHOR ROOF ATTACHMENT,
MIN (2) PER INVERTER
X X
(N) INVERTER
PER ELECT.
SHEET E600
[WT 185# MAX]
6" MAX
1" MIN, TYP.
6" MAX
S-1
2
(E) ROOF FRAMING
(N) BLOCK PER SECTION
(N) 2 x 8 PRESSURE-TREATED DF SLEEPER
1 1/2"1 1/2"
1 1/2" MIN 1 1/2" MIN
2" MIN, TYP
1" MIN, TYP.
AL
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STRUCTURAL NOTES & DETAILS
5/13/25
32
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6-30-25
S 4845
EXP.
STRUCTURAL
TIMOTHY KYLE JAQUESS
STATE OF CALIFORNIA
REG
ISTEREDPROFESSIONALENGINEER
3" 1'-0"
U-Anchor Attachment Detail 2
1 1/2" 1'-0"
Equipment Anchorage - Rooftop Inverter 1
242' - 4 3/4"148' - 9"
50' - 2"
123' - 2"
29' - 3 5/8"
411' - 1 3/4"
(E) OFFICES
(NOT IN SCOPE)
20' - 0"40' - 0" (TYP UNO)
(E
)
G
L
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1
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8
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x
3
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(E
)
G
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5
-
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8
"
x
3
1
-
1
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2
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(E
)
G
L
B
5
-
1
/
8
"
x
2
8
-
1
/
2
"
(E
)
G
L
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5
-
1
/
8
"
x
3
1
-
1
/
2
"
(E
)
G
L
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5
-
1
/
8
"
x
3
1
-
1
/
2
"
(E
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L
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5
-
1
/
8
"
x
2
8
-
1
/
2
"
(E
)
G
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5
-
1
/
8
"
x
3
1
-
1
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2
"
(E
)
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5
-
1
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8
"
x
3
1
-
1
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2
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(E
)
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2
8
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(E
)
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(E
)
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L
B
5
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1
/
8
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x
2
8
-
1
/
2
"
(E
)
G
L
B
5
-
1
/
8
"
x
3
1
-
1
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2
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(E
)
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5
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1
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x
3
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(E
)
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(E
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(E
)
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3
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(E
)
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)
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1
-
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(E
)
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5
-
1
/
8
"
x
2
8
-
1
/
2
"
(E
)
G
L
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5
-
1
/
8
"
x
3
1
-
1
/
2
"
(E
)
G
L
B
5
-
1
/
8
"
x
2
8
-
1
/
2
"
(E
)
G
L
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5
-
1
/
8
"
x
3
1
-
1
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2
"
(E
)
G
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B
5
-
1
/
8
"
x
2
8
-
1
/
2
"
(E
)
G
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5
-
1
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8
"
x
3
1
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(E
)
G
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5
-
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2
8
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20' - 0"
(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"
ABCD
1
2
98' - 7"
(N) INV PER ELECTRICAL;
SEE
FOR MOUNTING DETAILS
(N) INV PER ELECTRICAL;
SEE
FOR MOUNTING DETAILS
/1 S-1
/1 S-1
12'-0" +/- 6"
40'-0" +/- 6"
22'-6" +/- 6"
23'-0" +/- 6"25'-0" +/- 6"
7'-0" MIN
17'-3" +/- 6"
6'-6" +/- 6"
LEGEND
(E) 2x ROOF SUB-PURLIN PER SCHED TO REMAIN
(E) ROOF FRAMING PER SCHED TO REMAIN
(N) HANWHA Q CELLS Q.TRON BLK M-G2+ (425W)
MODULES (514) TO BE INSTALLED ON BALLASTED
UNIRAC RMDT RACKING PER PV DRAWINGS
(E) SKYLIGHT
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DATE:
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4
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2
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5
1
1
:
0
0
:
0
4
A
M
S-2
ROOF FRAMING PLAN
5/13/25
32
2
0
S
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S
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SA
N
T
A
A
N
A
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C
A
9
2
7
0
4
24
0
8
7
1/16" 1'-0"
Roof Framing Plan 1
6-30-25
S 4845
EXP.
STRUCTURAL
TIMOTHY KYLE JAQUESS
STATE OF CALIFORNIA
REG
ISTEREDPROFESSIONALENGINEER
CB
MS
G
AC
D
SP
39
'
-
1
0
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6'
-
0
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IN
V
IN
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15'-7"
45
'
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6
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23'-9"
45
'
-
6
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23'-9"
45
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-
6
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45
'
-
6
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23'-9"23'-9"
45
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-
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15'-7"
45
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-
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39
'
-
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31'-11"
MS
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SHEET TITLE
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DRAWN DATE
DRAWN BY
04/02/2025
VA
SHEET NUMBER
REVIEWED BY NGK
A-102
WA
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CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
04
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0
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2
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ELECTRICAL PLAN
1 ELECTRICAL PLAN
SCALE:1"=20'-0"
ROOF SECTION
ARRAY TILT - 5°
ROOF SLOPE-0°
AZIMUTH - 90° & 270°
MODULE - 514
ROOF-1
(514) HANWHA Q CELLS Q.TRON BLK M-G2+ (435W) MODULES
FOR (03) SMA SUNNY TRIPOWER CORE1 STP 62-US-41 (480V)
INVERTERS
(16) STRINGS OF (22) MODULES CONNECTED IN SERIES
(02) STRINGS OF (21) MODULES CONNECTED IN SERIES
(06) STRINGS OF (20) MODULES CONNECTED IN SERIES
DC SYSTEM SIZE: 223.59 kW DC
AC SYSTEM SIZE: 187.5 kW ACCEC AC RATING: 204.46 kW AC
- 02 STRINGS OF 21 MODULES
(E) MAIN ELECTRICAL
ROOM
6FT FIRE SETBACKS
(N) SMA SUNNY TRIPOWER CORE1 STP
62-US-41 (480V) INVERTER (ON ROOF)
SEE ENLARGED VIEW
(2x) (N) SMA SUNNY TRIPOWER CORE1 STP
62-US-41 (480V) INVERTERS (ON ROOF)
(N) AC COMBINER PANEL
(ON ROOF)
ENLARGED VIEW
(E) VISIBLE LOCKABLE LABELED AND
FUSED AC DISCONNECT
(INSIDE MAIN ELECTRICAL ROOM)
(E) MAIN SWITCH GEAR
(INSIDE MAIN ELECTRICAL ROOM)
(E) SUBPANEL
(INSIDE MAIN ELECTRICAL ROOM)
ROOF 1
LEGEND
- VENT, ATTIC FAN (ROOF OBSTRUCTION)
- FIRE SETBACK
- SKYLIGHT (ROOF OBSTRUCTION)
ARRAY-1
ARRAY SECTION(S)
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 50
(N) CONDUIT RUN
NOTE : THE SMA INVERTERS LOCATED
NEAREST TO THE ARRAY TO AVOID RSD PER UL 3741.
N
S
EW
- 16 STRINGS OF 22 MODULES
(E) TRANSFORMER
(INSIDE MAIN ELECTRICAL ROOM)
ARRAY 1
- 06 STRINGS OF 20 MODULES
ARRAY 2ARRAY 3ARRAY 4ARRAY 5ARRAY 6
ARRAY 7ARRAY 8ARRAY 9
ARRAY 12 ARRAY 11
ARRAY 10
ARRAY-2
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 50
ARRAY-3
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 58
ARRAY-4
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 48
ARRAY-5
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 48
ARRAY-6
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 32
ARRAY-7
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 48
ARRAY-8
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 48
ARRAY-9
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 32
ARRAY-10
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 30
ARRAY-11
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 30
ARRAY-12
TILT- 5°
AZIMUTH - 90° & 270°
MODULE - 40
Signed 4/04/2025
=
OUTPUT DC INPUT
MPPT 1
(N) SMA SUNNY TRIPOWER
CORE1 62-US-41 INVERTER-1
OUTPUT CURRENT: 80A, 480VAC
97.5% CEC WEIGHTED EFFICIENCY
NEMA 4X, UL LISTED, INTERNAL GFDI
WITH INTEGRATED DC DISCONNECT
(INVERTER-1) (ON ROOF)
(172) HANWHA Q CELLS Q.TRON BLK M-G2+435
(435W) MODULES
MPPT:1
(01) STRING OF 22 MODULES IN SERIES
(01) STRING OF 22 MODULES IN SERIES
MPPT:2
(01) STRING OF 22 MODULES IN SERIES
MPPT:3
(01) STRING OF 20 MODULES IN SERIES
MPPT:4
(01) STRING OF 22 MODULES IN SERIES
(01) STRING OF 22 MODULES IN SERIES
MPPT:5
(01) STRING OF 22 MODULES IN SERIES
MPPT:6
(01) STRING OF 20 MODULES IN SERIES
DC INPUT
MPPT 2
DC INPUT
MPPT 3
DC INPUT
MPPT 4
DC INPUT
MPPT 5
DC INPUT
MPPT 61
(N) 400A AC COMBINER PANEL WITH
(3) 100A\3P BREAKERS, 277/480V,
3 PHASE, UL LISTED, NEMA 3R
(ON ROOF)
100A/3P
G
L1
L2
L3
N
N
G
100A/3P
4
7
=
OUTPUT
DC INPUT
MPPT 1
(N) SMA SUNNY TRIPOWER
CORE1 62-US-41 INVERTER-2
OUTPUT CURRENT: 80A, 480VAC
97.5% CEC WEIGHTED EFFICIENCY
NEMA 4X, UL LISTED, INTERNAL GFDI
WITH INTEGRATED DC DISCONNECT
(INVERTER-2) (ON ROOF)
DC INPUT
MPPT 2
DC INPUT
MPPT 3
DC INPUT
MPPT 4
DC INPUT
MPPT 5
DC INPUT
MPPT 6
5
100A/3P
(E) AC DISCONNECT
VISIBLE, LOCKABLE, LABELED
400A AC DISCONNECT WITH
(N) (3) 300A FUSES,277/480V, 3
PHASE NEMA 1, UL LISTED
(INSIDE MAIN ELECTRICAL
ROOM)
G
L1
L2
N
LOAD
LINE
G
L1
L2
L3
L3
GEC
G
N
(E) MAIN SWITCH GEAR
600A RATED, 3-PHASE, 4-W, 277/480V ,WYE,
(INSIDE MAIN ELECTRICAL ROOM)
(E) MAIN FUSES
600A RATED, 277/480V
LINE SIDE
INTERCONNECTION
AT MAIN SWITCH GEAR
PER ART. 705.11
M
L2L2L1
(E) BI-DIRECTIONAL UTILITY METER
3-PHASE, 4-W, 277/480 WYE,
600A RATED
(INSIDE MAIN ELECTRICAL ROOM)
L2 L3L2L1
TO UTILITY TRANSFROMER
LINE
LOAD
N
G
N
(E) SUB PANEL 400A RATED,
3-PHASE, 4-W, 277/480WYE,
(INSIDE MAIN ELECTRICAL
ROOM)
(N) GROUNDING ELECTRODE
SYSTEM PER CEC 250.66
(N) BONDING
PER CEC 250.102(C)(1)
(E) GROUNDING ELECTRODE
SYSTEM TO EARTH
(E)GROUNDING
ELECTRODE SYSTEM
(E) BONDING JUMPER
(E) MAIN BONDING
JUMPER
EXISTING GROUNDING
ELECTRODE SYSTEM TO
EARTH
200A/3P
150A/3P
225A/3P
20A/3P
PV MONITORING DISCONNEC
A/C GUTTER
TRANSFMR T/A
LIGHTING PNL LA
8
E
(E) LINE SIDE
TAP PER CEC 705.11
=
OUTPUT
DC INPUT
MPPT 1
(N) SMA SUNNY TRIPOWER
CORE1 62-US-41 INVERTER-3
OUTPUT CURRENT: 80A, 480VAC
97.5% CEC WEIGHTED EFFICIENCY
NEMA 4X, UL LISTED, INTERNAL GFDI
WITH INTEGRATED DC DISCONNECT
(INVERTER-3) (ON ROOF)
DC INPUT
MPPT 2
DC INPUT
MPPT 3
DC INPUT
MPPT 4
DC INPUT
MPPT 5
DC INPUT
MPPT 6
6
(N) # 2 AWG GEC (CU)
(171) HANWHA Q CELLS Q.TRON BLK M-G2+435
(435W) MODULES
MPPT:1
(01) STRING OF 22 MODULES IN SERIES
(01) STRING OF 22 MODULES IN SERIES
MPPT:2
(01) STRING OF 20 MODULES IN SERIES
MPPT:3
(01) STRING OF 21 MODULES IN SERIES
MPPT:4
(01) STRING OF 22 MODULES IN SERIES
(01) STRING OF 22 MODULES IN SERIES
MPPT:5
(01) STRING OF 22 MODULES IN SERIES
MPPT:6
(01) STRING OF 20 MODULES IN SERIES
(171) HANWHA Q CELLS Q.TRON BLK M-G2+435
(435W) MODULES
MPPT:1
(01) STRING OF 22 MODULES IN SERIES
(01) STRING OF 22 MODULES IN SERIES
MPPT:2
(01) STRING OF 20 MODULES IN SERIES
MPPT:3
(01) STRING OF 21 MODULES IN SERIES
MPPT:4
(01) STRING OF 22 MODULES IN SERIES
(01) STRING OF 22 MODULES IN SERIES
MPPT:5
(01) STRING OF 22 MODULES IN SERIES
MPPT:6
(01) STRING OF 20 MODULES IN SERIES
1A
2
2A
3
3A
RE
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SHEET TITLE
DA
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DRAWN DATE
DRAWN BY
04/02/2025
VA
SHEET NUMBER
REVIEWED BY NGK
E-601
WA
X
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A
N
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A
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32
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N
CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
04
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ELECTRICAL
LINE DIAGRAM
ID PARALLEL
FEEDER
PHASE CONDUCTOR QTY, SIZE AND
TYPE PER CONDUIT NEUTRAL GROUND CONDUCTOR QTY, SIZE
AND TYPE PER CONDUIT
CONDUIT
SIZE
CONDUIT
TYPE
1 1 8 AWG #10 PV-WIRE/USE-2KV,CU N/A 1 AWG #10 THWN-2,COPPER EGC 1-1/4"EMT
1A 1 8 AWG #10 PV-WIRE/USE-2KV,CU N/A 1 AWG #10 THWN-2,COPPER EGC 1-1/4"EMT
2 1 8 AWG #10 PV-WIRE/USE-2KV,CU N/A 1 AWG #10 THWN-2,COPPER EGC 1-1/4"EMT
2A 1 8 AWG #10 PV-WIRE/USE-2KV,CU N/A 1 AWG #10 THWN-2,COPPER EGC 1-1/4"EMT
3 1 8 AWG #10 PV-WIRE/USE-2KV,CU N/A 1 AWG #10 THWN-2,COPPER EGC 1-1/4"EMT
3A 1 8 AWG #10 PV-WIRE/USE-2KV,CU N/A 1 AWG #10 THWN-2,COPPER EGC 1-1/4"EMT
4 1 3 AWG #2 THWN-2,COPPER 1 AWG #8 THWN-2,COPPER 1 AWG #8 THWN-2,COPPER EGC 1-1/4"EMT
5 1 3 AWG #2 THWN-2,COPPER 1 AWG #8 THWN-2,COPPER 1 AWG #8 THWN-2,COPPER EGC 1-1/4"EMT
6 1 3 AWG #2 THWN-2,COPPER 1 AWG #8 THWN-2,COPPER 1 AWG #8 THWN-2,COPPER EGC 1-1/4"EMT
7 1 3 MCM #350 THWN-2,COPPER 1 AWG #4 THWN-2,COPPER 1 AWG #4 THWN-2,COPPER EGC 2-1/2"EMT
8 1 3 MCM #350 THWN-2,COPPER N/A 1 AWG #2 THWN-2,COPPER EGC 2-1/2"EMT
E EXISTING
Vmax = Voc + ((TLow - TStc) x (VocCoef x Voc/100))
Vmax = 39.60+ ((2ºC - 25ºC) x (-0.24 x 39.60/100))
Vmax = 39.60 + (-23 x -0.093)
Vmax = 41.73
= 1000/41.73
= 23.96 (Maximum Number of Modules in Series)
NOTE : THE SMA INVERTERS LOCATED
NEAREST TO THE ARRAY TO AVOID
RSD PER UL 3741.
(514) HANWHA Q CELLS Q.TRON BLK M-G2+ (435W) MODULES
FOR (03) SMA SUNNY TRIPOWER CORE1 STP 62-US-41 (480V)
INVERTERS
(16) STRINGS OF (22) MODULES CONNECTED IN SERIES
(06) STRINGS OF (21) MODULES CONNECTED IN SERIES
(02) STRINGS OF (20) MODULES CONNECTED IN SERIES
DC SYSTEM SIZE: 223.59 kW DC
AC SYSTEM SIZE: 187.5 kW ACCEC AC RATING: 204.46 kW AC
Signed 4/04/2025
13.82A
ELECTRICALCALCULATIONS
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CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
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PERCENT OF VALUES NUMBER OF CURRENT
CARRYING CONDUCTORS IN EMT
0.80 4-6
0.70 7-9
0.50 10-20
0.45 21-30
INVERTER SPECIFICATIONS
MANUFACTURER / MODEL #SMA SUNNY TRIPOWER CORE1 STP
62-US-41 (480V) INVERTER
NOMINAL AC POWER 62500 W
NOMINAL OUTPUT VOLTAGE 480 VAC
NOMINAL OUTPUT CURRENT 80 A
AMBIENT TEMPERATURE SPECS(°C)
RECORD LOW TEMP 2°C
AMBIENT TEMP (HIGH TEMP 2%)31°C
CONDUIT HEIGHT 7/8"
ROOF TOP TEMP 31°C
CONDUCTOR TEMPERATURE RATE 90°C
SOLAR MODULE SPECIFICATIONS
MANUFACTURER / MODEL #
HANWHA Q CELLS Q.TRON BLK M-G2+ (435W)
MODULES
VMP 33.14V
IMP 13.13A
VOC 39.60V
ISC
TEMP. COEFF. VOC -0.24%/°K
PTC RATING 408W
MODULE DIMENSION 67.80×44.60×1.18 (In Inch)
STC
DC WIRE CALCULATION
WIRE ID PARALLEL
FEEDERS
EXPECTED WIRE
TEMP (In Celsius)
TEMP.
CORRECTION
PER TABLE
310.15(B)(1)
NO. OF
CURRENT
CARRYING
CONDUCTORS
CONDUIT FILL
CORRECTION
PER CEC
310.15(C)(1)
CIRCUIT
CONDUCTOR
SIZE
CIRCUIT
CONDUCTOR
AMPACITY
@75°(PER
FEEDER SET)
CIRCUIT
CONDUCTOR
AMPACITY
@90°(PER
FEEDER SET)
REQUIRED
CIRCUIT
CONDUCTOR
AMPACITY PER
CEC 690.8(A&B)
1.25 X 1.25 X Isc
DERATED AMPACITY OF CIRCUIT CONDUCTOR
PER CEC TABLE 310.16 TEMP. CORRECTION PER
TABLE 310.15(B)(1) X
CONDUIT FILL CORRECTION PER CEC
310.15(C)(1) X
CIRCUIT CONDUCTOR AMPACITY @90°(PER
FEEDER SET)
DERATED
AMPACITY OF
CIRCUIT
CONDUCTOR
IS GREATER
THAN
REQUIRED
ESTIMATED
DISTANCE (FT)
EXPECTED
VOLTAGE
DROP (%)
1 1 31°0.96 8 0.70 #10 AWG 35A 40A 21.55A 26.88A YES 31 0.16
1A 1 31°0.96 8 0.70 #10 AWG 35A 40A 21.55A 26.88A YES 25 0.13
2 1 31°0.96 8 0.70 #10 AWG 35A 40A 21.55A 26.88A YES 191 0.98
2A 1 31°0.96 8 0.70 #10 AWG 35A 40A 21.55A 26.88A YES 185 0.95
3 1 31°0.96 8 0.70 #10 AWG 35A 40A 21.55A 26.88A YES 277 1.42
3A 1 31°0.96 8 0.70 #10 AWG 35A 40A 21.55A 26.88A YES 260 1.33
TOTAL DC VOLTAGE DROP (FOR TAG 3) (%)1.42
AC WIRE CALCULATION
WIRE ID PARALLEL
FEEDERS
EXPECTED WIRE
TEMP (In Celsius)
TEMP.
CORRECTION
PER TABLE
310.15(B)(1)
NO. OF
CURRENT
CARRYING
CONDUCTORS
CONDUIT FILL
CORRECTION
PER CEC
310.15(C)(1)
CIRCUIT
CONDUCTOR
SIZE
CIRCUIT
CONDUCTOR
AMPACITY
@75°(PER
FEEDER SET)
CIRCUIT
CONDUCTOR
AMPACITY
@90°(PER
FEEDER SET)
REQUIRED
CIRCUIT
CONDUCTOR
AMPACITY PER
CEC
690.8(A)(1)(e)
TOTAL
INVERTER
OUTPUT
CURRENT
MINIMUM OCPD
REQUIRED PER
CEC 690.9(B)
TOTAL
INVERTER
OUTPUT
CURRENT X
1.25
DERATED AMPACITY OF CIRCUIT CONDUCTOR PER
CEC TABLE 310.16 TEMP. CORRECTION PER TABLE
310.15(B)(1) X
CONDUIT FILL CORRECTION PER CEC 310.15(C)(1) X
CIRCUIT CONDUCTOR AMPACITY
@90°(PER FEEDER SET)
DERATED
AMPACITY OF
CIRCUIT
CONDUCTOR
IS GREATER
THAN
REQUIRED
ESTIMATED
DISTANCE (FT)
EXPECTED
VOLTAGE
DROP (%)
4 1 31°0.96 3 1 #2 AWG 115A 130A 80A 100A 124.8A YES 200 1.45
5 1 31°0.96 3 1 #2 AWG 115A 130A 80A 100A 124.8A YES 250 1.81
6 1 31°0.96 3 1 #2 AWG 115A 130A 80A 100A 124.8A YES 50 0.36
7 1 31°0.96 3 1 #350 MCM 310A 350A 240A 300A 336A YES 80 0.27
8 1 31°0.96 3 1 #350 MCM 310A 350A 240A 300A 336A YES 10 0.03
TOTAL AC VOLTAGE DROP( FOR TAG 5,7 & 8) (%)2.11
SMA SUNNY TRIPOWER CORE1 62-US-41 (480V) INVERTER
= [(INVERTER OUTPUT POWER X 1.5) / (MODULE WATTAGE)]
= [(62500W X 1.5) / (435)]
= [(93750W / 435W)]
= 215.51
= 215 MODULES PER INVERTER
Signed 4/04/2025
WARNING LABELS
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CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
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ELECTRICAL SHOCK HAZARD
TERMINALS ON THE LINE AND
LOAD SIDES MAY BE ENERGIZED
IN THE OPEN POSITION
WARNING
LABEL LOCATION: COMBINER PANEL, AC
DISCONNECT, POINT OF INTERCONNECTION
PER CODE: CEC 706.15(C)(4), CEC 690.13(B)
WARNING DUAL POWER SOURCE
SECOND SOURCE IS PHOTOVOLTAIC SYSTEM
LABEL LOCATION: MAIN SERVICE DISCONNECT
PER CODE: CEC 690.59, 705.12(C)
LABEL LOCATION: MAIN SERVICE DISCONNECT, UTILITY METER
PER CODE: CEC 690.13(B)
POWER SOURCE OUTPUT
CONNECTION. DO NOT RELOCATE
THIS OVERCURRENT DEVICE.
WARNING
LABEL LOCATION: POINT OF INTERCONNECTION
PER CODE: CEC 705.12(B)(3)(2)
LABEL LOCATION: AC DISCONNECT
PER CODE: CEC 705.12(B)(3)(3)
TURN OFF PHOTOVOLTAIC AC
DISCONNECT PRIOR TO
WORKING INSIDE PANEL
WARNING
LABEL LOCATION: COMBINER PANEL(S), MAIN SERVICE DISCONNECT
PER CODE: CEC 110.27(C), OSHA 1910.145(f)(7)
ELECTRICAL SHOCK HAZARD
TERMINALS ON BOTH LINE AND
LOAD SIDES MAY BE ENERGIZED
IN THE OPEN POSITION
WARNING
DC VOLTAGE IS ALWAYS PRESENT WHEN
SOLAR MODULES ARE EXPOSED TO SUNLIGHT
LABEL LOCATION: DC DISCONNECT
PER CODE: CEC 690.13(B)
LABEL LOCATION: AC DISCONNECT
PER CODE: CEC 690.13(B)
!
!
!
!
!
PHOTOVOLTAIC POWER SOURCE
LABEL LOCATION: DC CONDUIT/RACEWAYS
PER CODE: CEC 690.31(D)(2)
SOLAR PV DC CIRCUIT
LABEL LOCATION: DC CONDUIT/RACEWAYS
PER CODE: CEC 690.31(D)(2)
LABEL LOCATION: AC DISCONNECT/POINT OF INTERCONNECTION
PER CODE: CEC 690.54
PHOTOVOLTAIC SYSTEM AC DISCONNECT
RATED AC OUTPUT CURRENT:240 A
NOMINAL OPERATING AC VOLTAGE:480 V
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: MAIN SERVICE DISCONNECT
PER CODE: CEC 705.12(D), CEC 690.59
CAUTION
PHOTOVOLTAIC SYSTEM CIRCUIT IS BACKFED
!
DO NOT DISCONNECT
UNDER LOAD
LABEL LOCATION: MAIN SERVICE DISCONNECT
PER CODE: CEC 690.15(B) & CEC 690.33(D)(2)
LABEL LOCATION: DC DISCONNECT/INVERTER/PV DIST.
EQUIPMENT
PER CODE: CEC 690.53
MAXIMUM DC VOLTAGE
OF PV SYSTEM
PV SYSTEM
DISCONNECT
MAIN PHOTOVOLTAIC
SYSTEM DISCONNECT
1
2
3
4
5
6
7
8
9
10
11
12
13
14
INVERTERDC DISCONNECT
PV ARRAY 2 5
9 11
1
10
UTILITY METER
PV AC DISCONNECT
(WHEN PRESENT)
MAIN SWITCH
INVERTERDC DISCONNECT
PV ARRAY
134
AC COMBINER PANEL
3
43
14
1 2 1 5 7
10
INVERTERDC DISCONNECT
PV ARRAY
43
GEAR
SUB PANEL
13 14
13 14
8 6
12
Signed 4/04/2025
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CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
04
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PLACARDS
CAUTION
POWER TO THIS BUILDING IS ALSO SUPPLIED
FROM THE FOLLOWING SOURCES WITH
DISCONNECTS LOCATED AS SHOWN:
PV ARRAYS
PV AC DISCONNECT
(INSIDE MAIN ELECTRICAL ROOM)
MAIN SWITCH GEAR
(INSIDE MAIN ELECTRICAL ROOM)
N
S
EW
Signed 4/04/2025
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CONTRACTOR
GREENTECH
RENEWABLES
PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
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RESOURCEDOCUMENT
3220 S. Fairview St.
187.5kW AC solar PV install of 526 QCell panels with 3 SMA inverters
Reem Ateek
760 504-0388 01 14 2025
Santa Ana
RA
RA
CITY OF SANTA ANA
Planning and Building Agency
VIRF
GE COGy
c4[IF RG�P
RANGE COUNTY FIRE AUTHORIT
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department
the answers on the Plan Submittal Criteria Form (on the reverse) are all "No".
City / County Official Requesting Review:
City / County Reference #:
City/County:
Contact Name:
Title:
Date:
E-Mail:
Phone #:
Approved
FOR PERMIT ISSUANCE
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County:
OCFA COMMENTS:
❑ No further action required on this specific plan type, based
on information provided on:
❑ Project to be taken in for OCFA Review.
Other:
Date:
OCFA Authorization
Updated: 06/02/2020 rs
TRANSACTION DETAILS DOCUMENT DETAILS
Reference Number
55D0D608-E936-429A-826F-785AEE20F01F
Transaction Type
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Sent At
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Executed At
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Identity Method
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Distribution Method
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Signed Checksum
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Document Name
Orange Co Fire Authority Form - 3220 S Fairview St
Filename
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Content Type
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Original Checksum
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SIGNERS
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Email
documents@palomarsolar.com
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REFERENCE NUMBER
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TKJ Structural Engineering
9820 Willow Creek Rd., Suite 490
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www.tkjse.com
STRUCTURAL CALCULATIONS V2
For:
Waxie Santa Ana PV
3220 S Fairview St
Santa Ana, CA 92704
[INSERT STAMP]
Date:
TKJSE Job No:
February 24, 2025
24087
Page 1 of 23
V3
May 14, 2025May 21, 2025
TKJ Structural Engineering
9820 Willow Creek Rd., Suite 490
San Diego, CA 92131
858.649.1700
www.tkjse.com
SCOPE AND TABLE OF CONTENTS
Project Description:
Client:
Property:
Scope:
Table of Contents:
Section
Title 1 to 1
Table of Contents 2 to 2
Load Takeoffs 3 to 4
Seismic Increase Checks 5 to 8
Gravity Load Checks 9 to 14
Inverter Attachment Anchorage Checks 15 to 23
Palomar Solar
The calculations provided herein are the property of TKJ Structural Engineering, Inc., and may be
used solely by the Client for the Project located at the Address noted above.
Pages
3220 S Fairview St
Santa Ana, CA 92704
The project consists of Fully-ballasted rooftop PV modules Framing consists of Glulam Beams.
Lateral resistance provided by tilt-up concrete walls.
Waxie Santa Ana PV
Page 2 of 23
Page 3 of 23
LOAD TAKEOFFS
Project:
Project No.:
Date:
DESIGN LOADS
DEAD LOADS
Notes:
* DL of beam member(s)
self-weight included
in analysis
** Where solar is present, roof
live load has been reduced to 50%.
psf
LL: psf
DLL <=
DTL <=
psf
Misc. 1.4 1.9 1.9
10.0 10.0
1.5 1.5 1.0
1.4
8.5 10.5
MEP 1.0
Waterproofing 0.1 0.1 0.1 0.1
GLB 15-1/2 x 3-1/8 2.1 2.1 2.1 2.1
Insulation 0.2 0.2 0.2 0.2
1/2" Plywood 1.5 1.5 1.5 1.5
GLB 31-1/2 x 5-1/8 - 1.0 1.0 1.0
Waxie Santa Ana PV
12/14/2024
24087
Asphalt Shingles 2.0 2.0 2.0 2.0
Roof Joists Beams Walls Seismic
L/360
L/240
87.5
89.2 89.2 89.0 89.0
20 20 20
Walls Interior Seismic Exterior Seismic
Tilt-Up Concrete 87.5 87.5 87.5
Misc. 1.2 1.2 1.0 1.3
MEP 0.5 0.5 0.5 0.2
Skylights 0.2 0.2 0.2 0.2
Page 4 of 23
Page 5 of 23
SEISMIC INCREASE CHECKS
Project:
Project #:
Prepared By: Date:
Page 6 of 23
Waxie Santa Ana PV - Fully Ballasted
24087
BS 02/05/2025
Per Load Takeoffs:
Total Seismic Weight of Roof w/o Solar = 10 psf x 53,000 sq-ft = 530 kip
Total Seismic Weight of Walls = 89 psf; Wall perimeter = 1104 ft; Wall Height = 30 ft
89 psf x 1104 ft x (30 ft / 2) = 1474 kip
Total weight = 2004 kip
(N) Solar Weight
Total weight of array per UNIRAC = 57.749 kip
[(57.749 kip / 2004 kip) *100 ] = 2.88% Seismic Increase < 10%: OK
[Seismic Weight Increase: Global]:
50' - 2"
2"
29' - 3 5/8"
(E
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(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"
(N) INV PER ELECTRICAL; SEE FOR MOUNTING DETAILS/1 S-1
40'-0" +/- 6"
22'-6" +/- 6"
23'-0" +/- 6"25'-0" +/- 6"
7'-0" MIN
17'-3" +/- 6"
6'-6" +/- 6"
Project:
Project #:
Prepared By: Date:
Page 7 of 23
[Seismic Weight Increase: Local, Longitudinal]:
Per Load Takeoffs:
Area of Roof highlighted above = 27215 sq-ft
Total Seismic Weight of Roof w/o Solar = 10 psf x 27215 sq-ft = 272 kip
Total Seismic Weight of Walls = 89 psf; Wall perimeter above = 441 ft; Wall Height = 30 ft
89 psf x 441 ft x (30 ft / 2) = 713 kip
Total weight = 985 kip
(N) Solar Weight
Weight of arrays in shaded region:
Total = 38.43 kip
[ (38.43 kip / 985 kip) * 100 ] = 3.9% Seismic Increase < 10%: OK
Waxie Santa Ana PV - Fully Ballasted
24087
BS 02/05/2025
50' - 2"
2"
29' - 3 5/8"
(E
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5
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/
8
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(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"
(N) INV PER ELECTRICAL; SEE FOR MOUNTING DETAILS/1 S-1
40'-0" +/- 6"
22'-6" +/- 6"
23'-0" +/- 6"25'-0" +/- 6"
7'-0" MIN
17'-3" +/- 6"
6'-6" +/- 6"
Project:
Project #:
Prepared By: Date:
Page 8 of 23
[Seismic Weight Increase: Local, Transverse]:
Per Load Takeoffs:
Area of Roof highlighted above = 36056 sq-ft
Total Seismic Weight of Roof w/o Solar = 10 psf x 36056 sq-ft = 360 kip
Total Seismic Weight of Walls = 89 psf; Wall perimeter above = 441 ft; Wall Height = 30 ft
89 psf x 441 ft x (30 ft / 2) = 588 kip
Total weight = 948 kip
(N) Solar Weight
Weight of arrays in shaded region: [ Individual Panel Area = 23.541 sq-ft ]
389 Panels, Total Shaded Area = 9158 sq-ft, Average Module Weight = 4.83 psf (Panel, Ballast, Rack)
Total Weight: 9158 sq-ft * 4.83 psf = ->
-> Total = 44.3 kip
[ (44.3 kip) / 948 kip) *100 ] = 4.67% Seismic Increase < 10%: OK
Waxie Santa Ana PV - Fully Ballasted
24087
BS 02/05/2025
50' - 2"
2"
29' - 3 5/8"
(E
)
G
L
B
5
-
1
/
8
"
x
3
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/
2
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(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"
(N) INV PER ELECTRICAL; SEE FOR MOUNTING DETAILS/1 S-1
40'-0" +/- 6"
22'-6" +/- 6"
23'-0" +/- 6"25'-0" +/- 6"
7'-0" MIN
17'-3" +/- 6"
6'-6" +/- 6"
Page 9 of 23
GRAVITY LOAD CHECKS
Project:
Project #:
Prepared By: Date:
Page 10 of 23
MEMBERS TO BE CHECKED FOR GRAVITY LOADS:
The following pages contain checks of the members shown above under the presumed array loads.
Waxie Santa Ana PV - Fully Ballasted
24087
CM 02/24/2025
50' - 2"
2"
29' - 3 5/8"
(E
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G
L
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5
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G
L
B
5
-
1
/
8
"
x
3
1
-
1
/
2
"
(E
)
G
L
B
5
-
1
/
8
"
x
2
8
-
1
/
2
"
(E
)
G
L
B
5
-
1
/
8
"
x
3
1
-
1
/
2
"
(E
)
G
L
B
5
-
1
/
8
"
x
2
8
-
1
/
2
"
(E
)
G
L
B
5
-
1
/
8
"
x
3
1
-
1
/
2
"
(E
)
G
L
B
5
-
1
/
8
"
x
2
8
-
1
/
2
"
(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"
(N) INV PER ELECTRICAL; SEE FOR MOUNTING DETAILS/1 S-1
40'-0" +/- 6"
22'-6" +/- 6"
23'-0" +/- 6"25'-0" +/- 6"
7'-0" MIN
17'-3" +/- 6"
6'-6" +/- 6"
B-
1
B-
2
J-1
Project:
Date:
Wood Beam Design
Beam Label:
Geometry
Left Overhang=
Center Span=Overall Length=
Right Overhang=
Loads
Point Load 1
Point Load 2
Point Load 3
Point Load 4
Start End Start End Start End Start End
Beam Self Wt.0.0 0.0 0 0 0 0 0.00 ft 60.50 ft
Dist Load 1 0 0 480 480 0 0 0.00 ft 6.50 ft
Dist Load 2 166.0 166.0 0 0 0 0 6.50 ft 60.50 ft
Dist Load 3 400 400 0 0 0 0 0.00 ft 60.50 ft
Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft
W=1.0 [1.0 for Wind loading or if not req'd per
ASCE 7-16 12.4.3.1]
Load Combinations
D + L 0.6D +/- (.6W or .7rE)
D + (.6W or .7rE)D + 0.75[L + (.6W or .7rE)]
Governing Combination:
Deflection Criteria
ΔLL<=ΔTL<=Kcr=1.5
Beam Member Design
b= 5.13 in Fv=
d= 31.50 in Fb=
Sx=847.55 in3 E=
Ix=13348.86 in4 Emin=
Shear Design Equation
F'v= Fv(CD)(CM)(Ct)(Ci)(CF)
fv=VQ / Ib [=3V / 2bd for rectangular sections]Vmax=
Vmin=
Flexural Design Equation Mmax=
F'b= Fb(CD)(CM)(Ct)(CL)(CF)(CV)(Cfu)(Ci)(Cr)(Cc) Mmin=
fb= M / Sx RLmax=
RLmin=
Modification Factors RRmax=
CD=0.90 Load Duration Factor [NDS 18 Table 2.3.2]RRmin=
CM=1.00 Wet Service Factor [NDS 18 Table 4A, 4D, 5A, 5B]
Ct=1.00 Temperature Factor [NDS 18 Table 2.3.3]
CL=0.99 Beam Stability Factor [NDS 18 3.3.3]fv=152 psi
lu=50 in Effective Unbraced Length [NDS 18 Table 3.3.3]F'v=239 psi
CF=1.00 Size Factor [Sawn only. NDS 18 4.3.6]fb=1746 psi
CV=0.83 Volume Factor [Manuf or GLB's only. NDS 18 5.3.6]F'b=1772 psi
Cfu=1.00 Flat Use Factor [NDS 18 Table 4A, 4D, 5A]ΔLL=0.00 in
Ci=1.00 Incising Factor [NDS 18 Table 4.3.8]
Cr=1.00 Repetitive Member Factor [=1.15 if s<= 24" o.c.]ΔTL=0.00 in
Cc=1.00 Curvature Factor [GLB's only. See NDS 18 5.3.8]
3.22 in 1.08 in OK=L / 186 =L / 117
0.17 in 0.30 in OK=L / 3455 =L / 424
17966 #
Design Summary
D/C =0.64 OK
D/C =0.99 OK
10904 # 2444 # 0 # 13348 #
6542 #
29943 # 2929 # 0 # 32872 #
123329 ft-lbs 6222 ft-lbs 0 ft-lbs 123329 ft-lbs
-111870 ft-lbs -23658 ft-lbs 0 ft-lbs -135527 ft-lbs
13626 #2444 #0 #15879 #
-16317 # -676 # 0 # -16993 #
1800 ksi
950 ksi
Analysis Summary
DL LL E or W Combinations
5.125"x31.5" GLB 24F-V4 (1.8E)Strong-way
265 psi
2400 psi
D
L / 360 L / 180
Section Species & Grade Orientation
.7rEh Location
DL (plf) LL (plf) or .6W (plf) From Left
0 # 0 # 0 # 0.00 ft
0 # 0 # 0 # 0.00 ft
0 # 0 # 0 # 0.00 ft
0.00 ft
50.00 ft 60.50 ft
7683 # 2253 # 0 # 60.50 ft
10.50 ft
.7rEh Location
DL LL or .6W From Left
Waxie Santa Ana PV
2/24/25
B-1
-1
0
1
Sh
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a
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Mo
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De
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Page 11 of 23
max ballast count @
166 plf = 280
Project:
Date:
Wood Beam Design
Beam Label:
Geometry
Left Overhang=
Center Span=Overall Length=
Right Overhang=
Loads
Point Load 1
Point Load 2
Point Load 3
Point Load 4
Start End Start End Start End Start End
Beam Self Wt.0.0 0.0 0 0 0 0 0.00 ft 29.00 ft
Dist Load 1 192 192 0 0 0 0 0.00 ft 12.50 ft
Dist Load 2 0.00 0.00 480 480 0 0 12.50 ft 29.00 ft
Dist Load 3 400 400 0 0 0 0 0.00 ft 29.00 ft
Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft
W=1.0 [1.0 for Wind loading or if not req'd per
ASCE 7-16 12.4.3.1]
Load Combinations
D + L 0.6D +/- (.6W or .7rE)
D + (.6W or .7rE)D + 0.75[L + (.6W or .7rE)]
Governing Combination:
Deflection Criteria
ΔLL<=ΔTL<=Kcr=1.5
Beam Member Design
b= 5.13 in Fv=
d= 28.50 in Fb=
Sx=693.80 in3 E=
Ix=9886.61 in4 Emin=
Shear Design Equation
F'v= Fv(CD)(CM)(Ct)(Ci)(CF)
fv=VQ / Ib [=3V / 2bd for rectangular sections]Vmax=
Vmin=
Flexural Design Equation Mmax=
F'b= Fb(CD)(CM)(Ct)(CL)(CF)(CV)(Cfu)(Ci)(Cr)(Cc) Mmin=
fb= M / Sx RLmax=
RLmin=
Modification Factors RRmax=
CD=1.25 Load Duration Factor [NDS 18 Table 2.3.2]RRmin=
CM=1.00 Wet Service Factor [NDS 18 Table 4A, 4D, 5A, 5B]
Ct=1.00 Temperature Factor [NDS 18 Table 2.3.3]
CL=0.98 Beam Stability Factor [NDS 18 3.3.3]fv=123 psi
lu=50 in Effective Unbraced Length [NDS 18 Table 3.3.3]F'v=265 psi
CF=1.00 Size Factor [Sawn only. NDS 18 4.3.6]fb=1411 psi
CV=0.89 Volume Factor [Manuf or GLB's only. NDS 18 5.3.6]F'b=2089 psi
Cfu=1.00 Flat Use Factor [NDS 18 Table 4A, 4D, 5A]ΔLL=0.00 in
Ci=1.00 Incising Factor [NDS 18 Table 4.3.8]
Cr=1.00 Repetitive Member Factor [=1.15 if s<= 24" o.c.]ΔTL=0.00 in
Cc=1.00 Curvature Factor [GLB's only. See NDS 18 5.3.8]
0.90 in 0.00 in OK=L / 387
0.26 in 0.00 in OK=L / 1324
3790 #
Design Summary
D/C =0.46 OK
D/C =0.68 OK
7683 # 2253 # 0 # 9936 #
4610 #
6317 # 5667 # 0 # 11984 #
49884 ft-lbs 33449 ft-lbs 0 ft-lbs 81602 ft-lbs
0 ft-lbs 0 ft-lbs 0 ft-lbs 0 ft-lbs
7683 #2253 #0 #9936 #
-6317 # -5667 # 0 # -11984 #
1800 ksi
950 ksi
Analysis Summary
DL LL E or W Combinations
5.125"x28.5" GLB 24F-V4 (1.8E)Strong-way
265 psi
2400 psi
D + L
L / 240 L / 180
Section Species & Grade Orientation
.7rEh Location
DL (plf) LL (plf) or .6W (plf) From Left
0 # 0 # 0 # 0.00 ft
0 # 0 # 0 # 0.00 ft
0 # 0 # 0 # 0.00 ft
0.00 ft
29.00 ft 29.00 ft
0 # 0 # 0 # 0.00 ft
0.00 ft
.7rEh Location
DL LL or .6W From Left
Waxie Santa Ana PV
2/24/25
B-2
-1
0
1
Sh
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a
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Mo
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Page 12 of 23
Project:Waxie Santa Ana PV
Date:2/24/25
Wood Beam Design
Joist Label:
Geometry
Left Overhang=True Length=
Center Span=True Length=
Right Overhang=True Length=
Joist Spacing=Overall Length=
Roof Pitch=
Loads
Point Load 1
Point Load 2
Point Load 3
Point Load 4
Start End Start End Start End Start End
Dist Load 1 8.5 8.5 0 0 0 0 0.00 ft 40.00 ft
Dist Load 2 4.80 4.80 0 0 0 0 0.00 ft 40.00 ft
Dist Load 3 0 0 0 0 0 0 0.00 ft 0.00 ft
Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft
Start End Start End Start End Start End
Dist Load 1 68 68 0 0 0 0 0.00 ft 40.00 ft
Dist Load 2 38 38 0 0 0 0 0.00 ft 40.00 ft
Dist Load 3 0 0 0 0 0 0 0.00 ft 0.00 ft
Dist Load 4 0 0 0 0 0 0 0.00 ft 0.00 ft
W=1.0 [1.0 for Wind loading or if not req'd per
ASCE 7-16 12.4.3.1]
Load Combinations
D + L 0.6D +/- (.6W or .7rE)
D + (.6W or .7rE)D + 0.75[L + (.6W or .7rE)]
Governing Combination:
Deflection Criteria
ΔLL<= ΔTL<= Kcr=1.5
Joist Member Design
b= 3.13 in Fv=
d= 22.50 in Fb=
Sx=263.67 in3 E=
Ix=2966.31 in4 Emin=
265 psi
2400 psi
1800 ksi
0 #0 #0 #0.00 ft
L / 360 L / 240
Section Species & Grade Orientation
Strong-way
950 ksi
D
0:12
.7rEh Location
DL LL or .6W From Left
From Left
.7rEh Location
DL (plf)LL (plf)or .6W (plf)From Left
0 # 0 # 0 # 0.00 ft
.7rEh Location
DL (psf)LL (psf)or .6W (psf)
3.125"x22.5" GLB 24F-V4 (1.8E)
J-1
0 #0 #0 #20.00 ft
0 #0 #0 #0.00 ft
96'' o.c.40.00 ft
0.00 ft 0.00 ft
40.00 ft 40.00 ft
0.00 ft 0.00 ft
-0.1
0.9
Sh
e
a
r
(
l
b
s
.
)
Mo
m
e
n
t
(
f
t
-
l
b
s
.
)
De
f
l
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c
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i
o
n
(
i
n
.
)
Page 13 of 23
Project:Waxie Santa Ana PV
Date:2/24/25
Wood Beam Design
Shear Design Equation
F'v=Fv(CD)(CM)(Ct)(Ci)(CF)
fv=VQ / Ib [=3V / 2bd for rectangular sections]Vmax=
Vmin=
Flexural Design Equation Mmax=
F'b=Fb(CD)(CM)(Ct)(CL)(CF)(CV)(Cfu)(Ci)(Cr)(Cc)Mmin=
fb=M / Sx RLmax=
RLmin=
Modification Factors RRmax=
CD=0.90 Load Duration Factor [NDS 18 Table 2.3.2]RRmin=
CM=1.00 Wet Service Factor [NDS 18 Table 4A, 4D, 5A, 5B]
Ct=1.00 Temperature Factor [NDS 18 Table 2.3.3]
CL=0.78 Beam Stability Factor [NDS 18 3.3.3]fv=45 psi
lu=120 in Effective Unbraced Length [NDS 18 Table 3.3.3]F'v=239 psi
CF=1.00 Size Factor [Sawn only. NDS 18 4.3.6]fb=968 psi
CV=0.93 Volume Factor [Manuf or GLB's only. NDS 18 5.3.6]F'b=1567 psi
Cfu=1.00 Flat Use Factor [NDS 18 Table 4A, 4D, 5A] ΔLL=
Ci=1.00 Incising Factor [NDS 18 Table 4.3.8]
Cr=1.00 Repetitive Member Factor [=1.15 if s<= 24" o.c.] ΔTL=
Cc=1.00 Curvature Factor [GLB's only. See NDS 18 5.3.8]
0.0000 in 1.7216 in 0.00 in OK=L / 279
D/C =0.62 OK
0.00 in 0.000 in 0.00 in OK
21278 ft-lbs 0 ft-lbs 0 ft-lbs 21278 ft-lbs
1277 #
Design Summary
D/C =
0 ft-lbs 0 ft-lbs 0 ft-lbs 0 ft-lbs
2128 # 0 # 0 # 2128 #
-2128 # 0 # 0 # -2128 #
2128 # 0 # 0 # 2128 #
1277 #
2128 # 0 # 0 # 2128 #
0.19 OK
Analysis Summary
DL LL E or W Combinations
Page 14 of 23
Page 15 of 23
INVERTER ATTACHMENT
ANCHORAGE CHECK
Project:
Project #:
Prepared By: Date:
Page 16 of 23
Waxie Santa Ana PV
24087
CM 02/18/2025
EQUIPMENT ANCHORAGE: ROOFTOP INVERTER
Equipment Information: Inverter
Dimensions (W/H/D) = 24.4 in x 28.8 in x 22.4 in
Weight, Wp = 185 lbs
Ye = 4.5"
Xe = 6" + 12.2" = 18.2"D
H
Ev, Fv
Fp, Fh
Wp
Xe
Ye
Seismic Loading: ASCE Ch. 13
SDS = 1.042 g
Ip = 1.0
Rp = 2.5
ap =1.0
z/h = 1.0
Fp = (0.4×ap×SDS×Wp)(1+2×z/h)/(Rp/Ip) = 0.4×(1.0)×(1.042)×(185#)×(1+2)/(2.5/1.0) = 93#
Ev = 0.2×SDS×Wp = 39#
Wind Loading: ASCE Ch. 29
V = 95 mph
Exp = C
h = 30 ft
Kd = 0.85
Kzt = 1.0
Ke = 1.0
qh = 0.00256×Kz×Kzt×Kd×Ke×V2 = 0.00256×(0.85)×(1.0)×(0.85)×(1.0)×(95)^2 = 16.7 psf
Fh = 1.9×qh×B×H = 1.9×(16.7 psf)×(24.4")×(28.8") = 155#
Fv = 1.5×qh×B×D = 1.5×(16.7)×(24.4")×(22.4") = 96#
Load Case: D + 0.7E
Lh = 0.7×(93#) = 65.1# Lv = (-185#) + 0.7×(39#) = -157.7#
Load Case:0.6D + 0.6W
Lh = 0.6×(155#) = 93# Lv = 0.6×(-185#) + 0.6×(96#) = -53.4#
Project:
Project #:
Prepared By: Date:
Page 17 of 23
Waxie Santa Ana PV
24087
CM 02/18/2025
EQUIPMENT ANCHORAGE: ROOFTOP INVERTER
PLAN VIEW
V
Xe
h
Connection: Unistrut to Coupling Nut
Bolt Ø = 3/8" Ab = 0.11 in2
Bolt Grade = A307
Fnv = 27 ksi Fnt = 45 ksi
Maximum Reactions @ Inverter
LC: D + 0.7E: LC: 0.6D + 0.6W:
Shear, Lh = 65.1# Lh = 93#
Tension, Lv = 158# Lv = 54#
Moment from Offset, Me = (158#)(18.2") = 2876 in-lbs
Spacing between U-Anchors, h = 15"
Loading Per Bolt:
V = (93#)/(2 bolts) + (93#)×(18.2")/(15") =160#
T = (158#)/(2 bolts) + (2876 in-lbs)/(15") = 271#
Coupling Nut Allowable Loads:
Shear, Va = Ab×Fnv/2 = 1485#
D/C = 160# / 1485# = 0.12, therefore OK
Tension, Ta = Ab×Fnt/2 = 2475#
D/C = 271# / 2475# = 0.11, therefore OK
Resultant, R = √(160#)2 + (271#)2 = 315#
D/C = 315# / 1485# = 0.22, therefore OK
Project:
Project #:
Prepared By: Date:
Page 18 of 23
Waxie Santa Ana PV
24087
CM 02/18/2025
EQUIPMENT ANCHORAGE: ROOFTOP INVERTER
Connection: U-Anchor U2600-SBS
Number of U-Anchors per inverter = 2 minimum
Max Horizontal Offset, Ye = 4.5"
Max Vertical Offset, Xe = 18.2"
T
VMe
Maximum Reactions @ Inverter
LC: D + 0.7E: LC: 0.6D + 0.6W:
Shear, V = 65.1# V = 93#
Tension, T = 158# T = 54#
Loading Per Bolt:
V = (93#)/(2 bolts) + (93#)×(18.2")/(15") =160#
T = (158#)/(2 bolts) + (2876 in-lbs)/(15") = 271#
U-Anchor U2600-SBS Bolt Allowable Loading: (per data sheet in 'Reference Documents' section)
Shear, Va = 4339# / 3.0 = 1446#
D/C = 160# / 1446# = 0.13, therefore OK
Tension, Ta = 2713# / 3.0 = 904#
D/C = 271# / 904# = 0.31, therefore OK
5 1/2"
Connection: #14 Wood Screws
Anchor Type = (2) U-Anchor Attachment
Number of screws per attachment = (2) 3" screws, (4) 3/4" screws
Loading Per Screw:
V = (160#)/(6 screws) = 27#
T = (271#)/(2 screws) + (160#)×(18.2")/(3.44")(2 screws) = 559#
- See following pages for wood screw check
2 1/16"
Project:
Project #:
Prepared By: Date:
Page 19 of 23
Waxie Santa Ana PV
24087
CM 02/18/2025
EQUIPMENT ANCHORAGE: ROOFTOP INVERTER
14 x 1" wood screw check (Shear)
Dowel Bearing Strength per NDS Table 12.3.3
G = 0.50
Fe = 4650 psi
Area of screw = (pi/4)*(0.25^2) = 0.049 in^2
Bearing (Shear) Strength = 228 lbs >> 27 lbs; OK
NOTE: 3" Wood screws are able to resist the full
demands of tension; additional screws into
sheathing are intended to resist shear only.
Project:
Job No.:
Date:
WOOD CONNECTION DESIGN: WOOD SCREW CONNECTIONS [2018 NDS CHAPTERS 11 & 12]
GENERAL DATA CONNECTION:
Connector Type:
Single or Double Shear:
Connection Exposed to Wet Service?CM=1.00
Connection Exposed to High Temp?Ct=1.00
Connectors in End Grain?Ceg=1.00
Diaphragm Connection?Cdi=1.00
Toe-Nail Connection?Ctn=1.00
CONNECTOR FASTENER PATTERN
Size:Dr=in 1 Rows of 1 screws/row = 1 screws CD=1.00
Length: L= in Cg=1.00
Fyb=ksi
SIDE MEMBER
Material:qm=degrees from horiz.ls=
Width:Fes=psi
MAIN MEMBER
Material:qm=degrees from horiz.p=
Width:Fem=psi lm=
LOADS SUMMARY
D
L
Lr
E
W
Z' (lbs) D/C
0.25 in
0.01
0.01
0.02
0.02
0.05
2075
1971
857
867
398
3.50 in
3.50 in
Yield Mode
Im
Is
II
IIIm
IIIs
IV
R (lbs)
18
18
18
18
18
18 0.05379
27 lbs 559 lbs
0 lbs 0 lbs
0 lbs 0 lbs
26 lbs 32 lbs
Withdrawal 319 782 0.41
Combined 320 709 0.45
Waxie Santa Ana PV
24087
2/18/25
4.00 in
0.196
4.000
No
Rooftop Inverter Anchorage (#14 x 4" Screw)
No
Wood Screw
Single Shear
#14
No
No
No
DF-L
46503.50 in
90
80
Shear (RH) Tension (RV)
0 lbs -27 lbs
Steel 0
0.250 in 61850
Page 20 of 23
Project:
Job No.:
Date:
WOOD CONNECTION DESIGN: WOOD SCREW CONNECTIONS [2018 NDS CHAPTERS 11 & 12]
LOAD COMBINATIONS CONNECTION:
LC1
LC2
LC3
LC4
LC5
LC6
LC7
LC8
LC9
LC10
YIELD MODE Im
CD nconn D/C
LC1 0.90 1 0.00
D=in LC2 1.00 1 0.00
lm=in LC3 1.25 1 0.00
Fem=psi LC4 1.00 1 0.00
Rd=LC5 1.60 1 0.01
Z=lbs LC6 1.60 1 0.01
LC7 1.60 1 0.01
LC8 1.60 1 0.01
LC9 1.60 1 0.01
LC10 1.60 1 0.01
LC6 0.01
YIELD MODE Is
CD nconn D/C
LC1 0.90 1 0.00
ns=[1 for single shear; 2 for double shear] LC2 1.00 1 0.00
D=in LC3 1.25 1 0.00
ls=in LC4 1.00 1 0.00
Fes=psi LC5 1.60 1 0.01
Rd=LC6 1.60 1 0.01
Z=lbs LC7 1.60 1 0.01
LC8 1.60 1 0.01
LC9 1.60 1 0.01
LC10 1.60 1 0.01
LC6 0.011971
16 1.00 1971
18 1.00 1971
1971
1
14 1.00 1971
16 1.00 1971
18 1.00 1971
2075
2075
1232
R (CM…Ctn) Z'
0 1.00 1109
0 1.00 1232
0 1.00 1540
0 1.00 1232
0.196
0.250
61850
2.46
12 1.00
2075
R (CM…Ctn)
1.00
1.00
1.00
Z'
1167
1297
1621
0
0
0
1297
2075
2075
2075
2075
1.00
1.0018
1.00
1.00
1.00
0.196
3.50
4650
2.46
1297
1.60
1.60
1.00
1.60
1.60
1.60
1.60
16
18
0
16
18
12
14
12
14
16
18
0.6D + 0.6W
-5
225
-10
319
6
90.00
90.00
90.00
86.99
-14.27
86.90
-36.95
87.09
18.920.6D + 0.7E
Rooftop Inverter Anchorage (#14 x 4" Screw)
RH RV R a
0 -27 0 90.00
0
0
0
16
18
D + 0.75L + 0.75Lr
D + 0.6W
D + 0.7E
D + 0.75(0.6W + L + Lr)
D + 0.75(0.7E + L)
-27
-27
-27
308
24087
2/18/25
D
D + L
D + Lr
0
0
CD
0.90
1.00
1.25
R'a
27
27
27
Waxie Santa Ana PV
27
309
19
225
17
320
19
18
1.00
1.00
0
16
18
12
14
16
18
Page 21 of 23
Project:
Job No.:
Date:
WOOD CONNECTION DESIGN: WOOD SCREW CONNECTIONS [2018 NDS CHAPTERS 11 & 12]
YIELD MODE II
CD nconn D/C
LC1 0.90 1 0.00
LC2 1.00 1 0.00
LC3 1.25 1 0.00
Re= Fem / Fes =LC4 1.00 1 0.00
Rt= lm / ls =LC5 1.60 1 0.02
k1=LC6 1.60 1 0.02
D=in LC7 1.60 1 0.01
ls=in LC8 1.60 1 0.02
Fes=psi LC9 1.60 1 0.02
Rd=LC10 1.60 1 0.02
Z=lbs LC6 0.02
YIELD MODE IIIm
CD nconn D/C
LC1 0.90 1 0.00
LC2 1.00 1 0.00
LC3 1.25 1 0.00
LC4 1.00 1 0.00
Re=LC5 1.60 1 0.02
Fyb=ksi LC6 1.60 1 0.02
D=in LC7 1.60 1 0.01
Fem=psi LC8 1.60 1 0.02
lm=in LC9 1.60 1 0.02
k2=LC10 1.60 1 0.02
Rd=LC6 0.02
Z=lbs
YIELD MODE IIIs
CD nconn D/C
LC1 0.90 1 0.00
LC2 1.00 1 0.00
LC3 1.25 1 0.00
LC4 1.00 1 0.00
Re=LC5 1.60 1 0.04
Fyb=ksi LC6 1.60 1 0.05
D=in LC7 1.60 1 0.03
Fem=psi LC8 1.60 1 0.03
ls=in LC9 1.60 1 0.04
k3=LC10 1.60 1 0.05
Rd=LC6 0.05
Z=lbs
249
0 1.00 311
1.00 398
16 1.00 398
1.00 398
12 1.00 398
1.00 398
18 398
398
1.00
Z'
0 1.00 224
5.5751
2.46
249
R
0
0
18
14
18
0.0752
80
0.196
4650
0.25
1.00 249
16 1.00
867
18 1.00 867
18 867
867
12 1.00 867
14 1.00 867
677
0 1.00 542
16 1.00 867
Z'
0 1.00 487
0 1.00 542
0.4805
2.46
542
R (CM…Ctn)
0 1.00
18 1.00
16 1.00
0.0752
80
0.196
4650
3.50
857
18 1.00 857
18 857
857
12 1.00 857
14 1.00 857
669
0 1.00 535
16 1.00 857
Z'
0 1.00 482
0 1.00 535
61850
2.46
535
R (CM…Ctn)
0 1.00
18 1.00
16 1.00
0.0752
14.00
0.4345
0.196
0.250
Waxie Santa Ana PV
24087
2/18/25
(CM…Ctn)
Page 22 of 23
Project:
Job No.:
Date:
WOOD CONNECTION DESIGN: WOOD SCREW CONNECTIONS [2018 NDS CHAPTERS 11 & 12]
YIELD MODE IV
CD nconn D/C
LC1 0.90 1 0.00
ns=LC2 1.00 1 0.00
D=in LC3 1.25 1 0.00
Fem=psi LC4 1.00 1 0.00
Fyb=ksi LC5 1.60 1 0.04
Re=LC6 1.60 1 0.05
Rd=LC7 1.60 1 0.03
Z=lbs LC8 1.60 1 0.04
LC9 1.60 1 0.04
LC10 1.60 1 0.05
LC6 0.05
WITHDRAWAL
CD nconn D/C
W = 2850 G 2D [NDS 18 12.2.2]LC1 0.90 1 -0.06
G =LC2 1.00 1 -0.06
CM
2…Ctn =LC3 1.25 1 -0.04
W =#/in.LC4 1.00 1 -0.06
D =in LC5 1.60 1 0.39
p =in LC6 1.60 1 -0.01
LC7 1.60 1 0.29
LC8 1.60 1 -0.01
LC9 1.60 1 0.41
LC10 1.60 1 0.01
LC9 0.41
COMBINED SHEAR AND WITHDRAWAL a D/C
LC1 90.0 0.06
LC2 90.0 0.06
LC3 90.0 0.04
LC4 90.0 0.06
LC5 87.0 0.44
LC6 ####0.04
LC7 86.9 0.32
LC8 ####0.02
LC9 87.1 0.45
LC10 18.9 0.06
LC9 87.1 0.45
18 379
16 1.00 379
18 1.00 379
1.00 379
1
0.196
4650
80
0.0752
2.46
237
16
12
14
0
0
1.00 213
1.00 379
1.00 379
18 1.00 379
1.00 237
1.00 296
1.00 237
24087
2/18/25
Waxie Santa Ana PV
(CM…Ctn) Z'
0.5
1.0
139.65
0.196
3.50
T W'p
-27 440
-27 489
-27 611
-27 489
308 782
-5 782
782
-10 782
319 782
6 782
319 782
R'a W'p
225
R
0
0
Z' Z'a
27 440 213 440
27 489 237 489
27 611 296 611
27 489 237 489
309 782 379 707
19 782 379 447
225 782 379 705
17 782 379 748
320 782 379 709
19 782 379 344
320 782 379 709
Page 23 of 23
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LICENCE NO - C10-945152
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LICENCE NO - C10-945152
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PALOMAR SOLAR LTD
1526 STERLING COURT
ESCONDIDO, CA 92029, USA
PHONE NO- (760) 540-0388
LICENCE NO - C10-945152
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RESOURCEDOCUMENT
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
SPECIFIC NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL
TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.
WHERE NO DETAILS ARE SHOWN OR NOTED IN ANY PART OF THE WORK
THE DETAILS FOR OTHER SIMILAR WORK SHALL APPLY.
DETAILS IDENTIFIED AS TYPICAL, SHALL APPLY IN ESTIMATING AND
CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE
REFERENCE IS REPEATED.
THE STRUCTURAL DRAWINGS SHALL NOT BE SCALED. COORDINATE
DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
COORDINATE ELEVATIONS, SLOPES, AND DRAINAGE REQUIREMENTS WITH
THE ARCHITECTURAL DRAWINGS.
STANDARDS REFERENCED ON THE STRUCTURAL DRAWINGS REFER TO THE
EDITION APPLICABLE UNDER THE CURRENT BUILDING CODE.
THE RESPONSIBILITY FOR THE REVIEW AND COORDINATION OF DRAWINGS
AND SPECIFICATIONS PRIOR TO THE START OF RELATED CONSTRUCTION
SHALL BEAR ON THE CONTRACTOR. DISCREPANCIES THAT EXIST SHALL BE
BROUGHT TO THE ATTENTION OF THE ENGINEER IN A TIMELY MANNER,
PRIOR TO THE START OF RELATED CONSTRUCTION.
WORK PERFORMED IN CONFLICT WITH THE STRUCTURAL DRAWINGS OR
APPLICABLE BUILDING CODE REQUIREMENTS SHALL BE CORRECTED AT
THE EXPENSE OF THE CONTRACTOR.
DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS SHALL BE VERIFIED
BEFORE STARTING RELATED WORK AND THE ENGINEER NOTIFIED OF
DISCREPANCIES IN A TIMELY MANNER.
SITE CONDITIONS THAT ARE NOT REFLECTED ON THE STRUCTURAL
DRAWINGS OR THAT DEVIATE FROM THE MAXIMUM OR MINIMUM
DIMENSIONS INDICATED SHALL BE BROUGHT TO THE ATTENTION OF THE
ENGINEER IN A TIMELY MANNER. SUCH CONDITIONS MAY INCLUDE
CONFLICT IN GRADES, ADVERSE SOIL CONDITIONS, GROUND WATER
PRESENT, DEEPENED FOOTINGS, UNCOVERED AND UNEXPECTED UTILITY
LINES, ETC.
MATERIALS AND WORKMANSHIP SHALL CONFORM TO REQUIREMENTS OF
APPLICABLE REGULATIONS AND THE BUILDING CODE AS AMENDED AND
ADOPTED BY THE BUILDING OFFICIAL.
LOADS TO THE BUILDING EXCEEDING THE LOADS INDICATED ON THE
PLANS, OR ANY LOADS EXCEEDING 400 POUNDS THAT ARE NOT INDICATED
ON THE STRUCTURAL DRAWINGS SHALL BE REPORTED TO THE ENGINEER.
GENERAL
1.
2.
3.
4.
5.
THE STRUCTURAL DESIGN HAS BEEN PERFORMED IN ACCORDANCE WITH
THE 2022 CALIFORNIA BUILDING CODE (CBC)
DESIGN LOADS (LIVE LOADS MAY BE REDUCED IN ACCORDANCE WITH THE
BUILDING CODE)
LL
ROOF 20 psf
SEISMIC DESIGN DATA : ASCE 7-16
RISK CATEGORY II
SEISMIC IMPORTANCE FACTOR Ie 1.0
MAPPED SPECTRAL ACCELERATION SS 1.303 g
MAPPED SPECTRAL ACCELERATION S1 0.468 g
DESIGN SPECTRAL ACCELERATION SDS 1.042 g
SITE CLASS D (DEFAULT)
SEISMIC DESIGN CATEGORY D
ANALYSIS PROCEDURE USED NONSTRUCTURAL
COMPONENTS
COMPONENT SEISMIC DESIGN DATA
COMPONENT ap Rp
SOLAR PV MODULES 1.0 1.5
OTHER ELECTRICAL COMPONENTS 2.5 6.0
WIND DESIGN DATA : ASCE 7-16
BASIC WIND SPEED V 95 mph
EXPOSURE CATEGORY B
ENCLOSURE CATEGORY ENCLOSED
GUST & INTERNAL PRESSURE COEFF GCpi 0.18
DIRECTIONALITY FACTOR Kd 0.85
TOPOGRAPHIC FACTOR Kzt 1.00
BASIS OF DESIGN
1.
2.
3.
THE STRUCTURAL DRAWINGS SHOW THE REQUIREMENTS FOR THE
COMPLETED STRUCTURE ONLY. TEMPORARY WORKS REQUIRED TO
COMPLETE THE CONSTRUCTION PROCESS SHALL BE THE RESPONSIBILITY
OF THE CONTRACTOR. THE STRUCTURAL ENGINEER SHALL NOT BE
RESPONSIBLE FOR THE DESIGN OR FIELD VERIFICATION OF TEMPORARY
AND ANCILLARY WORK.
THE RESPONSIBILITY FOR SAFETY IN AND AROUND THE JOBSITE SHALL
BEAR ON THE CONTRACTOR. PROPER AND SAFE METHODS OF
CONSTRUCTION SHALL BE EMPLOYED AT ALL TIMES INCLUDING THE
STABILIZING OF INCOMPLETE STRUCTURES, FORMWORK, SHORING,
RESHORING, FALSEWORK, PLATFORMS, SCAFFOLDING, BARRIERS,
WALKWAYS, ETC, AND INCLUDING CONTROL OF THE INTENSITY, DURATION,
AND LOCATION OF CONSTRUCTION LOADS.
CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON A
STRUCTURE. LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD
INDICATED. WHERE THE STRUCTURE HAS NOT ATTAINED FINAL DESIGN
STRENGTH, ADEQUATE SHORING AND OR BRACING SHALL BE INSTALLED.
TEMPORARY WORK AND SITE SAFETY
1.DUE TO THE SCOPE AND NATURE OF THIS PROJECT, STRUCTURAL
OBSERVATION IS NOT REQUIRED.
STRUCTURAL OBSERVATIONS
1.
A. GENERAL:
DUE TO THE SCOPE AND NATURE OF THIS PROJECT, SPECIAL INSPECTION
IS NOT REQUIRED.
SPECIAL INSPECTION PROGRAM
1.
2.
3.
4.
5.
A.
B.
6.
A.
B.
C.
D.
7.
A.
B.
C.
8.
9.
A.
B.
C.
10.
STRUT CHANNELS AND FITTINGS SPECIFIED ON CONTRACT DRAWINGS
SHALL BE MANUFACTURED BY UNISTRUT CORPORATION. SUBSTITUTIONS
FOR PRODUCTS OF ALTERNATIVE MANUFACTURERS SHALL BE APPROVED
BY THE ENGINEER.
STRUT CHANNEL AND FITTING DESIGNATIONS ON CONTRACT DRAWINGS
CORRESPOND TO PRODUCT DESIGNATIONS IN THE UNISTRUT GENERAL
ENGINEERING CATALOG. WHERE SUBSTITUTIONS OF STRUT CHANNELS OR
FITTINGS ARE REQUESTED, THE CONTRACTOR SHALL PROVIDE
DOCUMENTATION DEMONSTRATING THAT THE PROPOSED STRUT CHANNEL
OR COMPONENT MEETS OR EXCEEDS THE STRUCTURAL PROPERTIES AND
ALLOWABLE DESIGN VALUES OF THE SPECIFIED STRUT CHANNEL OR
COMPONENT.
ALL STRUT CHANNELS AND COMPONENTS MUST BE SUPPLIED BY A SINGLE
MANUFACTURER.
CHANNELS AND COMPONENTS SHALL MEET THE REQUIREMENTS OF THE
AMERICAN IRON AND STEEL INSTITUTE (AISI) SPECIFICATION FOR THE
DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, 2007 EDITION.
ALL CHANNEL MEMBERS SHALL BE FABRICATED FROM STRUCTURAL
GRADE STEEL CONFORMING TO ONE OF THE FOLLOWING ASTM
SPECIFICATIONS:
A 1011 SS GR 33
A 653 GR 33
ALL FITTINGS SHALL BE FABRICATED FROM STEEL CONFORMING TO ONE
OF THE FOLLOWING ASTM SPECIFICATIONS:
A 575
A 576
A36
A 635
ALL STRUT CHANNEL MEMBERS AND COMPONENTS SHALL BE FINISHED
WITH ONE OF THE FOLLOWING STANDARDS:
ELECTRO-GALVANIZED (EG): ELECTROLYTICALLY ZINC COATED PER
ASTM B 633 TYPE III SC 1
PRE-GALVANIZED (PG): ZINC COATED BY HOT-DIPPED PROCESS PRIOR
TO ROLL FORMING. THE ZINC WEIGHT SHALL BE G90 CONFORMING TO
ASTM A 653
HOT-DIPPED GALVANIZED (HG): ZINC COATED AFTER ALL
MANUFACTURING OPERATIONS ARE COMPLETE. COATING SHALL
CONFORM TO ASTM A 123 OR A 153
FIELD-CUTTING AND DRILLING OF STRUT CHANNELS SHALL BE MINIMIZED.
STRUT CHANNELS WITH FACTORY-PUNCHED HOLES FOR FITTING
CONNECTIONS SHALL BE USED WHERE DESIGNATED ON THE CONTRACT
DRAWINGS AND WHERE HOLES OR SLOTS ARE ANTICIPATED BY THE
CONTRACTOR.
WHERE FIELD-CUTTING OR FIELD-DRILLING OF STRUT CHANNELS IS
REQUIRED, SURFACES AFFECTED SHALL BE TREATED WITH A HIGH
PERFORMANCE GALVANIZING PAINT AFTER FIELD-CUTTING OR FIELD-
DRILLING IS PERFORMED. THE FOLLOWING GALVANIZING PRODUCTS ARE
ACCEPTABLE:
HIGH PERFORMANCE ZINC SPRAY, MANUFACTURED BY CLEARCO, INC.
ZRC COLD GALVANIZING COMPOUND, MANUFACTURED BY ZRD
WORLDWIDE, INC.
SPRAYON SILVER GALVANIZING SPRAY, MANUFACTURED BY KRYLON,
INC.
ALTERNATE GALVANIZING PRODUCTS SHALL BE APPROVED BY
THE ENGINEER PRIOR TO APPLICATION.
FIELD-CUTTING OR FIELD-DRILLING OF CONNECTION COMPONENTS IS NOT
ALLOWED.
STRUT CHANNELS
3/8" Ø COUPLING NUT, GALV.
(N) U-ANCHOR ROOF ATTACHMENT, MIN (2) PER INVERTER
(N) UNISTRUT P3300 RAIL w/ SLOTTED HOLES, GALV.,
w/ 3/8" Ø BOLT, WASHER & NUT, MIN (2) PER INVERTER, TYP.
M8-1.25 x 70mm BOLT,
MIN (2) PER SUPPORT FOOT, TYP.
SECTION VIEW X-X
(E) ROOF SHEATHING
(E) ROOF FRAMING PER PLAN
PLAN VIEW
(N) UNISTRUT P3300 RAIL w/ SLOTTED HOLES,
GALV., MIN (2) PER INVERTER, TYP.
(N) 3/8" Ø BOLT, WASHER & NUT, GALV., TYP.
(N) U-ANCHOR ROOF ATTACHMENT,
MIN (2) PER INVERTER
X X
(N) INVERTER
PER ELECT.
SHEET E600
[WT 185# MAX]
6" MAX
1" MIN, TYP.
6" MAX
(E) ROOF FRAMING
---
-
AL
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,
D
E
S
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A
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D
A
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N
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STRUCTURAL NOTES & DETAILS
3/13/25
32
2
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6-30-25
S 4845
EXP.
STRUCTURAL
TIMOTHY KYLE JAQUESS
STATE OF CALIFORNIA
REG
ISTEREDPROFESSIONALENGINEER
1 1/2" 1'-0"
Equipment Anchorage - Rooftop Inverter 1
242' - 4 3/4"148' - 9"
50
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-
2
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12
3
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29' -
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411' - 1 3/4"
(E) OFFICES
(NOT IN SCOPE)
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20' - 0"
(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"(E) GLB 3-1/8" x 22-1/2"
ABCD
1
2
98
'
-
7
"
(N) INV PER ELECTRICAL;
SEE
FOR MOUNTING DETAILS
(N) INV PER ELECTRICAL;
SEE
FOR MOUNTING DETAILS
/1 S-1
/1 S-1
12
'
-
0
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+
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6
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40'-0" +/- 6"
22
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25'-0" +/- 6"
7'
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M
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17'-3" +/- 6"
LEGEND
(E) 2x ROOF SUB-PURLIN PER SCHED TO REMAIN
(E) ROOF FRAMING PER SCHED TO REMAIN
(N) HANWHA Q CELLS Q.TRON BLK M-G2+ (425W)
MODULES (514) TO BE INSTALLED ON BALLASTED
UNIRAC RMDT RACKING PER PV DRAWINGS
(E) SKYLIGHT
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DATE:
3/
1
3
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2
0
2
5
1
:
2
2
:
3
3
P
M
S-2
ROOF FRAMING PLAN
3/13/25
32
2
0
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1/16" 1'-0"
Roof Framing Plan 1
6-30-25
S 4845
EXP.
STRUCTURAL
TIMOTHY KYLE JAQUESS
STATE OF CALIFORNIA
REG
ISTEREDPROFESSIONALENGINEER
U-BUILDER PROJECT REPORT
APPLICATION VERSION: 6.7.2
PROJECT VERSION: 0.0.63
PROJECT TITLE
ROOFMOUNT RMDT
PROJECT ID
A77DF4B6
LAST UPDATED
Apr. 1, 2025
ORIGINALLY CREATED
Mar. 12, 2025
NAME Waxie
ADDRESS 3220 S Fairview St Santa Ana, CA
CITY, STATE Santa Ana, CA
MODULE QCells Q.TRON BLK M-G2+/AC 435W
Designed by goncalogloria84@gmail.com
ROOFMOUNT RMDT
QCells
514 - Q.TRON BLK M-G2+/AC 435W
12190 ft
223.59 KW
2
NOTE: Installation of the project is intended to happen within the year of project designed in UBuilder. If it's past one year please rerun the
design or contact Unirac Engineering Services.
Page 1 of 19
INSTALLATION AND DESIGN PLAN
Roof Area 1
Page 6 of 43
Roof Area 1 - Array 1
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 8 9 14 448.0
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
NS DIMENSION ~ 39.68 ft
EW DIMENSION ~ 33.27 ft
Page 7 of 43
2 8 9 12 384.0
3 8 9 10 320.0
4 8 9 12 384.0
5 6 9 14 448.0
6 6 7 12 384.0
7 6 7 9 288.0
8 0 7 11 352.0
Roof Area 1 - Array 2
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay. Page 8 of 43
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 8 9 13 416.0
2 8 9 9 288.0
3 8 9 9 288.0
4 8 9 9 288.0
5 6 9 11 352.0
6 6 7 13 416.0
7 6 7 9 288.0
8 0 7 11 352.0
Roof Area 1 - Array 3
NS DIMENSION ~ 39.68 ft
EW DIMENSION ~ 33.27 ft
Page 9 of 43
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 10 11 17 544.0
2 10 11 14 448.0
3 10 11 13 416.0
4 10 11 15 480.0
5 6 11 18 576.0
6 6 7 11 352.0
7 6 7 10 320.0
8 0 7 11 352.0
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
NS DIMENSION ~ 39.68 ft
EW DIMENSION ~ 41.44 ft
Page 10 of 43
Roof Area 1 - Array 4
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
Page 11 of 43
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 6 7 13 416.0
2 6 7 7 224.0
3 6 7 13 416.0
4 6 7 14 448.0
5 6 7 10 320.0
6 6 7 13 416.0
7 6 7 10 320.0
8 6 7 10 320.0
9 0 7 11 352.0
NS DIMENSION ~ 45.35 ft
EW DIMENSION ~ 25.10 ft
Page 12 of 43
Roof Area 1 - Array 5
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
Page 13 of 43
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 6 7 13 416.0
2 6 7 7 224.0
3 6 7 13 416.0
4 6 7 14 448.0
5 6 7 10 320.0
6 6 7 13 416.0
7 6 7 10 320.0
8 6 7 10 320.0
9 0 7 11 352.0
NS DIMENSION ~ 45.35 ft
EW DIMENSION ~ 25.10 ft
Page 14 of 43
Roof Area 1 - Array 6
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
Page 15 of 43
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 4 5 9 288.0
2 4 5 9 288.0
3 4 5 9 288.0
4 4 5 9 288.0
5 4 5 9 288.0
6 4 5 11 352.0
7 4 5 11 352.0
8 4 5 5 160.0
9 0 5 9 288.0
NS DIMENSION ~ 45.35 ft
EW DIMENSION ~ 16.93 ft
Page 16 of 43
Roof Area 1 - Array 7
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
Page 17 of 43
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 6 7 13 416.0
2 6 7 7 224.0
3 6 7 13 416.0
4 6 7 14 448.0
5 6 7 10 320.0
6 6 7 13 416.0
7 6 7 10 320.0
8 6 7 10 320.0
9 0 7 13 416.0
NS DIMENSION ~ 45.35 ft
EW DIMENSION ~ 25.10 ft
Page 18 of 43
Roof Area 1 - Array 8
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
Page 19 of 43
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 6 7 13 416.0
2 6 7 7 224.0
3 6 7 13 416.0
4 6 7 14 448.0
5 6 7 10 320.0
6 6 7 13 416.0
7 6 7 10 320.0
8 6 7 10 320.0
9 0 7 13 416.0
NS DIMENSION ~ 45.35 ft
EW DIMENSION ~ 25.10 ft
Page 20 of 43
Roof Area 1 - Array 9
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
Page 21 of 43
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 4 5 9 288.0
2 4 5 9 288.0
3 4 5 9 288.0
4 4 5 9 288.0
5 4 5 9 288.0
6 4 5 11 352.0
7 4 5 11 352.0
8 4 5 5 160.0
9 0 5 9 288.0
Roof Area 1 - Array 10
NS DIMENSION ~ 45.35 ft
EW DIMENSION ~ 16.93 ft
Page 22 of 43
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 6 7 11 352.0
2 6 7 7 224.0
3 6 7 13 416.0
4 6 7 13 416.0
5 6 7 7 224.0
6 0 7 11 352.0
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
NS DIMENSION ~ 28.33 ft
EW DIMENSION ~ 25.10 ft
Page 23 of 43
Roof Area 1 - Array 11
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 6 7 11 352.0
2 6 7 8 256.0
3 6 7 10 320.0
4 6 7 9 288.0
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
NS DIMENSION ~ 28.33 ft
EW DIMENSION ~ 25.10 ft
Page 24 of 43
5 6 7 8 256.0
6 0 7 11 352.0
Roof Area 1 - Array 12
Layout Dimensions
ROW MODULES BAYS BALLAST BLOCKS (CMU)BALLAST WEIGHT (LBS)
1 8 9 13 416.0
2 8 9 11 352.0
LEGEND
Module
1 Standard corner bay with CMU block count
4 Supplemental bay with CMU block count
NOTE
Bays in the space beside modules are supplemental bays. You can fit a maximum of 2 blocks in valley bays, and 5 blocks in ridge bays.
If the number in these bays is greater, you will need to add an additional supplemental bay.
NS DIMENSION ~ 28.33 ft
EW DIMENSION ~ 33.27 ft
Page 25 of 43
3 8 9 12 384.0
4 8 9 10 320.0
5 8 9 11 352.0
6 0 9 13 416.0
Page 26 of 43
Roof Area 1 - Array 1
AVERAGE PSF 4.91 psf
TOTAL NUMBER OF MODULES 50
ROW SPACING 0.3"
TOTAL KW 21.75 KW
TOTAL AREA 1182 ft
TOTAL WEIGHT ON ROOF 5805 lbs
RACKING WEIGHT 462 lbs
MODULE WEIGHT 2335 lbs
BALLAST WEIGHT 3008 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 27 of 43
Roof Area 1 - Array 2
AVERAGE PSF 4.64 psf
TOTAL NUMBER OF MODULES 50
ROW SPACING 0.3"
TOTAL KW 21.75 KW
TOTAL AREA 1182 ft
TOTAL WEIGHT ON ROOF 5485 lbs
RACKING WEIGHT 462 lbs
MODULE WEIGHT 2335 lbs
BALLAST WEIGHT 2688 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 28 of 43
Roof Area 1 - Array 3
AVERAGE PSF 4.92 psf
TOTAL NUMBER OF MODULES 58
ROW SPACING 0.3"
TOTAL KW 25.23 KW
TOTAL AREA 1367 ft
TOTAL WEIGHT ON ROOF 6730 lbs
RACKING WEIGHT 534 lbs
MODULE WEIGHT 2709 lbs
BALLAST WEIGHT 3488 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 29 of 43
Roof Area 1 - Array 4
AVERAGE PSF 5.19 psf
TOTAL NUMBER OF MODULES 48
ROW SPACING 0.3"
TOTAL KW 20.88 KW
TOTAL AREA 1139 ft
TOTAL WEIGHT ON ROOF 5912 lbs
RACKING WEIGHT 438 lbs
MODULE WEIGHT 2242 lbs
BALLAST WEIGHT 3232 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 30 of 43
Roof Area 1 - Array 5
AVERAGE PSF 5.19 psf
TOTAL NUMBER OF MODULES 48
ROW SPACING 0.3"
TOTAL KW 20.88 KW
TOTAL AREA 1139 ft
TOTAL WEIGHT ON ROOF 5912 lbs
RACKING WEIGHT 438 lbs
MODULE WEIGHT 2242 lbs
BALLAST WEIGHT 3232 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 31 of 43
Roof Area 1 - Array 6
AVERAGE PSF 5.72 psf
TOTAL NUMBER OF MODULES 32
ROW SPACING 0.3"
TOTAL KW 13.92 KW
TOTAL AREA 768 ft
TOTAL WEIGHT ON ROOF 4395 lbs
RACKING WEIGHT 309 lbs
MODULE WEIGHT 1494 lbs
BALLAST WEIGHT 2592 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 32 of 43
Roof Area 1 - Array 7
AVERAGE PSF 5.25 psf
TOTAL NUMBER OF MODULES 48
ROW SPACING 0.3"
TOTAL KW 20.88 KW
TOTAL AREA 1139 ft
TOTAL WEIGHT ON ROOF 5976 lbs
RACKING WEIGHT 438 lbs
MODULE WEIGHT 2242 lbs
BALLAST WEIGHT 3296 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 33 of 43
Roof Area 1 - Array 8
AVERAGE PSF 5.25 psf
TOTAL NUMBER OF MODULES 48
ROW SPACING 0.3"
TOTAL KW 20.88 KW
TOTAL AREA 1139 ft
TOTAL WEIGHT ON ROOF 5976 lbs
RACKING WEIGHT 438 lbs
MODULE WEIGHT 2242 lbs
BALLAST WEIGHT 3296 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 34 of 43
Roof Area 1 - Array 9
AVERAGE PSF 5.72 psf
TOTAL NUMBER OF MODULES 32
ROW SPACING 0.3"
TOTAL KW 13.92 KW
TOTAL AREA 768 ft
TOTAL WEIGHT ON ROOF 4395 lbs
RACKING WEIGHT 309 lbs
MODULE WEIGHT 1494 lbs
BALLAST WEIGHT 2592 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 35 of 43
Roof Area 1 - Array 10
AVERAGE PSF 5.17 psf
TOTAL NUMBER OF MODULES 30
ROW SPACING 0.3"
TOTAL KW 13.05 KW
TOTAL AREA 712 ft
TOTAL WEIGHT ON ROOF 3677 lbs
RACKING WEIGHT 292 lbs
MODULE WEIGHT 1401 lbs
BALLAST WEIGHT 1984 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 36 of 43
Roof Area 1 - Array 11
AVERAGE PSF 4.94 psf
TOTAL NUMBER OF MODULES 30
ROW SPACING 0.3"
TOTAL KW 13.05 KW
TOTAL AREA 712 ft
TOTAL WEIGHT ON ROOF 3517 lbs
RACKING WEIGHT 292 lbs
MODULE WEIGHT 1401 lbs
BALLAST WEIGHT 1824 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 37 of 43
Roof Area 1 - Array 12
AVERAGE PSF 4.76 psf
TOTAL NUMBER OF MODULES 40
ROW SPACING 0.3"
TOTAL KW 17.40 KW
TOTAL AREA 943 ft
TOTAL WEIGHT ON ROOF 4487 lbs
RACKING WEIGHT 379 lbs
MODULE WEIGHT 1868 lbs
BALLAST WEIGHT 2240 lbs
2
MINIMUM SEISMIC SEPARATION (UNATTACHED ARRAYS) *
ARRAY TO ARRAY:12.4"
TO FIXED OBJECT ON ROOF:24.8"
TO ROOF EDGE WITH QUALIFYING PARAPET:24.8"
TO ROOF EDGE WITHOUT QUALIFYING PARAPET:49.5"
MAX ARRAY (SEISMIC) (FOR UNATTACHED ARRAYS) *
MAX NUMBER OF NORTH-SOUTH ROWS:9
MAX NUMBER OF EAST-WEST COLUMNS:11
*See ASCE 7-16 Section 13.6.12 for more details
Page 38 of 43
WIND DESIGN DETAIL
Terrain Category B Section 26.7 (ASCE 7-16)
Basic Wind Speed 95.00 mph
Elevation 40.00 ft
Risk Category II Table 1.5‐1 (ASCE 7-16)
Mean Roof Height 30.0 ft
Numerical Coefficient 0.002560 Section C26.10.2 (ASCE 7-16)
Topographic Factor, K 1.00 Section 26.8.2 (ASCE 7-16)
Wind Directionality Factor, K 0.85 Table 26.6-1 (ASCE 7-16)
Ground Elevation Factor, K 0.999 Table 26.9-1 (ASCE 7-16)
Velocity Pressure Exposure Coefficient, K 0.70 Table 26.10-1 (ASCE 7-16)
Design Life Factor , f 1.0000
Velocity Pressure at Height, Q 13.74 psf Equation 26.10.1 (ASCE 7-16)
Design Life Velocity Pressure, Q = Q x f 13.74 psf Equation C26.5-4 (ASCE 7-16)
zt
d
e
z
2 c2
h
z h c2
Page 39 of 43
CLAMPS LOCATIONS AND MAX MODULE PRESSURES
Page 40 of 43
NOTE :
1. SUPPLEMENTAL BAYS ARE PLACED SYMMETRIC TO THE MODULE
2. EDGE CANTILEVER DISTANCE TO CLAMP AT VALLEY BAY (Ve ) = 2.39" APPROX
3. EDGE CANTILEVER DISTANCE TO CLAMP AT SHARED VALLEY BAY (Vm ) = 7.19" APPROX
4. EDGE CANTILEVER DISTANCE TO CLAMP AT RIDGE BAY (Re ) = 2.85" APPROX
5. EDGE CANTILEVER DISTANCE TO CLAMP AT SHARED RIDGE BAY (Rm ) = 10.00" APPROX
FACTORED MAX UPWARD PRESSURE ON MODULE : 4.95 psf
FACTORED MAX DOWNWARD PRESSURE ON MODULE : 7.19 psf
LEGEND
Module
Primary bay
Supplemental bay
Ridge bay
End Clamp
Mid Clamp
Page 41 of 43
RMDT U-BUILDER PRODUCT ASSUMPTIONS
RMDT – Ballasted Flat Roof Systems
Limitations of Responsibility: It is the user’s responsibility to ensure that inputs are correct for your specific project.
Unirac is not the solar, electrical, or building engineer of record and is not responsible for the solar, electrical, or building design for this project.
Building Assumptions
1. Risk Category I - IV
2. Building Height ≤ 100.00 ft
3. Building Height > 50.00 ft: only where (longest length of building x building height)^0.5 ≤ 100.00 ft
4. Roof Slope ≥ 0° (0:12) and ≤ 3° (5/8:12) for Seismic Design Category C, D, E and F. For low seismic regions Seismic Design Category A and B (provided
Array Importance factor = 1.0), Roof Slope ≥ 0° (0:12) and ≤ 7° (1 1/2:12).
5. Roofing Material Types: EDPM, PVC, TPO, or Mineral Cap
6. Surrounding Building Grade: Level
Ballast Blocks
The installer is responsible for procuring the ballast blocks (Concrete Masonry Units – CMU) and verifying the required minimum weight needed for
this design. CMU should comply with ASM standard specification for concrete roof pavers designation (C1491 or C90 with an integral water repellant
suitable for the climate it is placed. It is recommended that the blocks are inspected periodically for any signs of degradation. If degradation of the
block is observed, the block should immediately be replaced.
The CMU ballast block should have nominal dimensions of 4.00" x 8.00" x 16.00". The actual block dimensions are 0.37" less than the nominal
dimensions. Ballast blocks should have a weight as specified for the project in the “Inspection” section of this report.
Design Parameters
1. Risk Category I to IV
2. Wind Design
a. Basic Wind Speed: 110.00 mph - 150.00 mph (ASCE 7-10)/90.00 mph - 180.00 mph (ASCE 7-16/ASCE 7-22)
b. Exposure: B or C (ASCE 7-10/ASCE 7-16/ASCE 7-22)
c. 25 year Design Life/50 year Design Life for ASCE 7-16/ASCE 7-22
d. Elevation: Insertion of the project at - grade elevation can result in a reduction of wind pressure. If your project is in a special case study
region or in an area where wind studies have been performed, please verify with your jurisdiction to ensure that elevation effects have not
already been factored into the wind speed. If elevation effects have been included in your wind speed, please select 0.00 ft as the project
site elevation.
e. Wind Tunnel Testing: Wind tunnel testing coefficients have been utilized for design of the system.
3. Snow Design
a. Ground Snow Load: 0 - 80.00 psf(ASCE 7-10/ASCE 7-16/ASCE 7-22)
b. Exposure Factor: 0.9
c. Thermal Factor: 1.2
d. Roof Snow Load: Calculation per Section 7.3 (ASCE 7-10/ASCE 7-16/ASCE 7-22)
e. Unbalanced/Drifting/Sliding: Results are based on the uniform snow loading and do not consider unbalanced, drifting, and sliding
conditions
4. Seismic Design
a. Report SEAOC PV1-2012/ASCE 7-16/ASCE 7-22 SECTION 13.6.12 – Structural Seismic Requirements and Commentary for Rooftop Solar
Photovoltaic Arrays
b. Seismic Site Class: A, B, C, or D (ASCE 7-10/ASCE 7-16/ASCE 7-22)
c. Importance Factor Array (lp): 1.0
d. Importance Factor Building (le): 1.0
e. Site Class: D
Properties
1. Ridge Bay Weight: 7.70 lbs
2. Valley Bay Weight: 5.60 lbs
3. Module Gaps (N/S) = 0.25"
4. Bays: East and west column bays overhang the module by ~7.90".
Testing
1. Coefficient of Friction
2. Wind Tunnel
3. UL 2703
4. Component Testing (Bay and Clamp)
Page 42 of 43
Setbacks
For the wind tunnel recommendations in U-Builder to apply, the following setbacks should be observed/followed for
U-Builder wind design:
1. Modules should be placed a minimum of 3.00 ft from the edge of the building in any direction.
2. If the array is located near an obstruction that is 3.50 ft wide and 3.50 ft high or larger, the nearest
module of the array must be located a distance from the obstruction that is greater than or equal to the height of the obstruction. Exception: When
using ASCE 7-16/ASCE 7-22 Building Code and using the obstruction feature in the module editor to accurately model the size and location of
obstruction.
3. Installations within the setbacks listed above require site specific engineering
4. The setbacks above are for wind. High seismic areas, fire access isles, mechanical equipment, etc.,
may require larger setbacks than listed above for wind.
Site Specific Engineering
Conditions listed below are beyond the current capabilities of U-Builder. Site specific engineering is required.
1. Building assumptions and design parameters outside of U-Builder assumptions
2. Risk Category IV projects
3. Wind tunnel testing reduction factors are not permitted by the Authority Having Jurisdiction (AHJ)
4. Seismic designs that fall outside SEAOC PV1-2012/ASCE 7-16/ASCE 7-22 SECTION 13.6.12 recommendations (>3% roof slope, or AHJ’s that
require shake table testing or non-linear site-specific response history analysis)
5. Signed and sealed site-specific calculations, layouts, and drawings
6. Building that is not enclosed and categorized as open structures, carport or others
Notes:
Please contact EngineeringServices@unirac.com for more information.
Page 43 of 43