HomeMy WebLinkAbout800 N Tustin Ave Unit #H - PlanPLUMBING
M0.0
M0.1
M3.0
M3.1
ELECTRICAL
MECHANICAL
MECHANICAL EQUIPMENT SPECIFICATIONS
MECHANICAL DETAILS
LEGEND & EQUIPMENT SCHEDULES
A2.1 FLOOR PLAN
A6.1
A4.1
WALL DETAILS
ARCHITECTURAL
A1.1
G.1
GENERAL NOTES
ACCESSIBILITY DETAILS
TITLE SHEET
VICINITY MAP
ABBREVIATIONS PROJECT DATA
SHEET INDEX
TI
T
L
E
S
H
E
E
T
G.1
MH
G.3
G.4
G.2
DETAIL SECTION REFERENCE
FIRE EXTINGUISHER CABINET
EXTINGUISHER
W/ FIRE EXTINGUISHER
WALL-MOUNTED FIRE
KEYNOTE INDICATOR
DELTA NUMBER
REVISION CLOUD &
X
FE
FEC
ELEVATION REFERENCE
SHEET NUMBER
ELEVATION VIEW
ELEVATION REFERENCE
SHEET NUMBER
1
2
3
4 X
XXX
X
XXX
SYMBOLS LEGEND
ALIGN
ROOM NAME
ROOM NUMBER101
OFFICE
DETAIL REFERENCEXX
XXX
SECTION REFERENCE
SHEET NUMBER
SHEET NUMBER
SHEET NUMBER
XX
XXX
NEW DOOR
EXISTING DOOR
###DOOR NUMBER
(REFER TO DOOR SCHEDULE)
NO SCALE
N
TYPE NUMBER
WALL MATERIAL TYPE
TYPE NUMBER
FLOOR MATERIAL TYPE
XX
XXX
Quarry TileQ.T.
West
With
Water Closet
Wood
Without
Waterproof
Wainscot
Weight
Vertical
Vestibule
Unfinished
Unless Otherwise Noted
Urinal
Tread
Towel Bar
Top of Curb
Telephone
Terrazzo
Tongue and Groove
Thick
Top of Concrete
Top of Panel
Top of Reveal
Top of Deep Recess
Top of Mullion
Top of Wall
Top of Pavement
Toilet Paper Dispenser
Television
Top of Wall
Typical
W.
W/
W.C.
WD.
W/O
WP
WSCT.
WT.
VERT.
VEST.
UNF.
U.O.N.
UR.
TRD.
T.B.
T.C.
TEL.
TER.
T. & G.
THK.
T.O.C.
T.O.P.
T.O.R.
T.O.RC.
T.O.M.
T.O.W.
T.P.
T.P.D.
T.V.
T.W.
TYP.
South
Solid Core
Seat Cover Dispenser
Schedule
Soap Dispenser
Section
Shelf
Shower
Sheet
Similar
Sanitary Napkin Disp.
Sanitary Napkin Recept.
Specification
Square
Stainless Steel
Service Sink
Station
Standard
Steel
Storage
Structural
Suspended
Symmetrical
S.
S.C.
S.C.D.
SCHED.
S.D.
SECT.
SH.
SHR.
SHT.
SIM.
S.N.D.
S.N.R.
SPEC.
SQ.
S.ST.
S.SK.
STA.
STD.
STL.
STOR.
STRL.
SUSP.
SYS.
Riser
Radius
Roof Drain
Reference
Refrigerator
Register
Reinforced
Required
Resilient
Room
Rough Opening
Redwood
Rain Water Leader
R.
RAD.
R.D.
REF.
REFR.
RGTR.
REINF.
REQ.
RESIL.
RM.
R.O.
RWD.
R.W.L.
Pre-cast
Plate
Plastic Laminate
Plaster
Plywood
Pair
Point
Paper Towel Dispenser
Combination Paper Towel
Partition
Paper Towel Receptacle
Panel Joint
PRCST.
PL.
P.LAM.
PLAS.
PLYWD.
PR.
PT.
P.T.D
P.T.D/R
PTN.
P.T.R.
P.J.
Overall
Obscure
On Center
Outside Diameter (Dim.)
Office
Opening
Opposite
O.A.
OBS.
O.C.
O.D.
OFF.
OPNG.
OPP.
North
Not In Contract
Number
Nominal
Not To Scale
N.
N.I.C.
NO.
NOM.
N.T.S.
Maximum
Medicine
Mechanical
Membrane
Metal
Manufacturer
Manhole
Minimum
Mirror
Miscellaneous
Masonry Opening
Mounted
Mullion
MAX.
M.C.
MECH.
MEMB.
MET.
MFR.
MH.
MIN.
MIR.
MISC.
M.O.
MTD.
MUL.
Laboratory
Laminate
Lavatory
Locker
Light
LAB.
LAM.
LAV.
LKR.
LT.
Janitor
Joint
Kitchen
Knock Out
Jan.
JT.
KIT.
K.O.
Inside Diameter (Dim.)
Insulation
Interior
I.D.
INSUL.
INT.
Hose Bibb
Hollow Core
Hardwood
Hardware
Hollow Metal
Horizontal
Hour
Height
H.B.
H.C.
HDWD.
HDWE.
H.M.
HORIZ.
HR.
HGT.
Gauge
Galvanized
Grab Bar
Glass
Ground
Grade
Gypsum
GA.
GALV.
G.B.
GL.
GND.
GR.
GYP.
Fire Alarm
Flat Bar
Floor Drain
Foundation
Fire Extinguisher
Fire Extinguisher Cab
Fire Hose Cabinet
Finish
Floor
Flashing
Fluorescent
Face of Concrete
Face of Finish
Face of Mullion
Face of Stud
Fireproof
Full Size
Foot or Feet
Footing
Furring
Future
F.A.
F.B.
F.D.
FDN.
F.E.
F.E.C.
F.H.C.
FIN.
FL.
FLASH.
FLUOR.
F.O.C.
F.O.F.
F.O.M.
F.O.S.
FPRF.
F.S.
FT.
FTG.
FURR.
FUT.
East
Each
Expansion Joint
Elevation
Electrical
Elevator
Emergency
Enclosure
Electrical Panelboard
Equal
Equipment
Electric Water Cooler
Existing
Exposed
Expansion
Exterior
E.
EA.
E.J.
EL.
ELEC.
ELEV.
EMER.
ENCL.
E.P.
EQ.
EQPT.
E.W.C.
EXST.
EXPO.
EXP.
EXT.
Double
Department
Drinking Fountain
Detail
Diameter
Dimension
Dispenser
Down
Door Opening
Door
Drawer
Downspout
Dry Standpipe
Drawing
DBL.
DEPT.
D.F.
DET.
DIA.
DIM.
DISP.
DN.
D.O.
DR.
DWR.
DS.
D.S.P.
DWG
Cabinet
Catch Basin
Cement
Ceramic
Cast Iron
Corner Guard
Ceiling
Caulking
Closet
Clear
Cased Opening
Column
Center of Mullion
Concrete
Connection
Construction
Continuous
Center of Reveal
Corridor
Countersunk
Counter
Center
CAB.
C.B.
CEM.
CER.
C.I.
C.G.
CLG.
CLKG.
CLO.
CLR.
C.O.
COL.
C.O.M.
CONC.
CONN.
CONSTR.
CONT.
C.O.R.
CORR.
CTSK.
CNTR.
CTR.
Board
Bituminous
Building
Block
Blocking
Beam
Bottom of Concrete
Bottom of Mullion
Bottom of Panel
Bottom of Reveal
Bottom
BD.
BITUM.
BLDG.
BLK.
BLKG.
BM.
B.O.C.
B.O.M.
B.O.P.
B.O.R.
BOT.
Acoustical
Area Drain
Adjustable
Aggregate
Aluminum
Approximate
Architectural
Asbestos
Asphalt
ACOUS
A.D.
ADJ.
AGGR.
AL.
APPROX.
ARCH.
ASB.
ASPH.
And
At
Angle
~
#
LC
&
@
(E)
Pound or Number
Diameter or Round
Existing
Centerline
P
1
C
1
PL
1
X EQUIPMENT TAG
TYPE NUMBER
MISC. MATERIAL TYPE
PROJECT TEAM
PROJECT SCOPE:
TENANT OCCUPANCY:
EXISTING OCCUPANCY:
BUILDING CODES:
TENANT- LESSEE
UNITED MEDICAL IMAGING
OF SANTA ANA
800 N. TUSTIN AVE., SUITE M
SANTA ANA, CA 92705
CONTACT: NASSER HIEKALI
PHONE: (818) 632-7778
EMAIL: NHIEKALI@UMIH.COM
GENERAL CONTRACTOR
TBD
M
MEDICAL OFFICE
P1.0
P2.0
PLUMBING DETAILS
PLUMBING FLOOR PLANS
E0.01 GENERAL NOTES, SHEET INDEX AND SYMBOLS LIST
DS/MH
23-16
ACCESSIBILITY DETAILS
A6.2 RCP DETAILS
EXTERIOR ELEVATIONS
LANDLORD
A6.3 MILLWORK DETAILS
DOOR/WINDOW SCHEDULES
PROPOSED OCCUPANCY: B BUSINESS GROUP (MEDICAL OFFICE)
A7.1
SITE PLAN
18 SHEETS
9 SHEETS
3 SHEETS
11 SHEETS
OCCUPANT LOAD:
TABLE 1006.2.1 - MAXIMUM COMMON PATH OF EGRESS TRAVEL DISTANCE 100 FEET
NO POINT OF TRAVEL DISTANCE EXCEEDS 100 FEET REQUIREMENT
BUSINESS AREA - TABLE 1004.5
TOTAL OCCUPANT 9 OCCUPANTS < THAN 49
EXIT REQUIRED : 1
EXIT PROVIDED : 1
USE SF (NET) OCC. LOAD OCCS.
1,294 SF 150 9
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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P3.0
A2.0 DEMOLITION PLAN
TYPE OF PROCEDURES: THERE ARE NO SURGICAL, SEDATED OR ANY OSHPD 3 REQUIREMENTS.
M2.0 MECHANICAL 1ST FLOOR PLAN
A2.2 REFLECTED CEILING PLAN
BUILDING DEPARTMENT: CITY OF SANTA ANA
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA GREEN BUILDING CODE
2022 CALIFORNIA ENERGY CODE
2022 CALIFORNIA FIRE CODE
MECHANICAL SPECIFICATIONS
PLUMBING LEGENDS & EQUIPMENT
A.P.N. NUMBER:400-202-03
TYPE OF CONSTRUCTION: V-B (EXISTING) NON-SPRINKLERED
NO. OF STORIES: ONE STORY SLAB ON GRADE
TOTAL SQUARE FOOTAGE: EXISTING FLOOR AREA 1,245 SF
PROPOSED ADDITION 49 SF
TOTAL FLOOR AREA 1,294 SF
UMIH
PLUMBING FIXTURE CALCULATIONS: TABLE 422.1
USE
OFFICE 1,294 SF 200 7
OCCUPANTSOCC. LOAD
TOTAL PLUMBING FIXTURES REQUIRED: PER UPC SECTIION 422.2 EXCEPTION 3
TOTAL OCCUPANT LOAD OF LESS THAN 50 - ONE UNISEX TOILET ROOM REQUIRED
TOTAL PLUMBING FIXTURES PROVIDED: ONE UNISEX TOILET ROOM
FLOOR AREA
1
UNITED MEDICAL IMAGING HEALTHCARE
800 N. TUSTIN AVENUE
SANTA ANA, CA 92705
TENANT IMPROVEMENT FOR:
United Medical Imaging Healthcare
S & A MANAGEMENT LLC
129 WEST WILSON SUITE 100
COSTA MESA, CALIFORNIA 92627
CONTACT: RYAN CHASE
PHONE: (949) 722-7400
EMAIL: RYANLYLECHASE@GMAIL.COM
ELECTRICAL ENGINEER
PLUMBING ENGINEER
ARCHITECT
CONSULTANTS
SH PARTNERS, INC
7052 EVENINGSONG DRIVE
HUNTINGTON BEACH, CA 92648
ARCHITECT: DEBRA L SANDS, AIA
PHONE: (714) 553-2849
EMAIL: DEBS@SHPARTNERS.NET
CONTACT: MARCO HANAWI
PHONE: (714) 390-8600
EMAIL: MARCOH@SHPARTNERS.NET
ENERGYLOGICS, INC.
225 E BROADWAY SUITE 101A,
GLENDALE CA 91205
ENERGYLOGICS, INC.
225 E BROADWAY SUITE 101A,
GLENDALE CA 91205
MECHANICAL ENGINEER
ENERGYLOGICS, INC.
225 E BROADWAY SUITE 101A,
GLENDALE CA 91205
CONTACT: HENRY ESTRADA
PH: (213) 820-3683
EMAIL: HESTRADA@ELOGICSCE.COM
CONTACT: HENRY ESTRADA
PH: (213) 820-3683
EMAIL: HESTRADA@ELOGICSCE.COM
CONTACT: SAURABH PANDYA
PH: (562) 541-4729
EMAIL:
ZONING:P - PROFESSIONAL
EXIT
REQ'D
EXIT
PROVIDED
1
SUITE - H
A2.3 FINISH FLOOR PLAN
STRUCTURAL 7 SHEETS
1
A6.4 MISCELLANEOUS DETAILS
S-1.0 FOUNDATION PLAN
S-1.1 ROOF FRAMING PLAN
S-2.0 FOUNDATION DETAILS
M3.2 MECHANICAL EQUIPMENT SPECIFICATIONS
E0.02
TITLE 24 INDOORE0.03
ELECTRICAL SPECIFICATIONS
E2.01 SINGLE LINE DIAGRAM
E3.01 PANEL SCHEDULES
E6.01 LIGHTING PLAN
E5.01 POWER PLAN
E7.01 EGRESS PHOTOMETRIC CALCULATIONS
M4.0 T-24 COMPLIANCE FORMS
M4.1 T-24 COMPLIANCE FORMS
S-3.0 ROOF FRAMING DETAILS
CONTACT: JEFF BEDDOW
PHONE: (949) 722-7400
EMAIL: JEFF.SAPROPERTIES@GMAIL.COM
SPANDYA@ELOGICSCE.COM
SA
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17TH STREET
E. FRUIT STREET
4TH STREET
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E. 1ST STREET W. 1ST STREET
5
PROJECT
LOCATION
55
A1.2 LINE OF SIGHT
A3.1 ROOF PLAN
A5.1 INTERIOR ELEVATIONS
S-4.0 DETAILS
TITLE 24 OUTDOORE0.04
E5.02 MECHANICAL POWER PLAN
E5.03 ROOF POWER PLAN
S-0 GENERAL NOTES
S-0.1 GENERAL NOTES
INTERIOR TI TO CREATE NEW IMAGING AND LOBBY ROOMS FOR A NEW
PROPOSED MEDICAL OFFICE, NEW ROOF EQUIPMENT W/ SCREENING, NEW
EXTERIOR NON-BEARING WALLS, NEW CANVAS CANOPY OVER TWO SEPARATE
DOORS, AND A 49 SQ. FT. ADDITION
PLAN CHECK NO:
101120961 - BUILDING DEPARTMENT
20184073 - ELECTRICAL
30147809 - PLUMBING
40139552 - MECHANICAL
1
1
1
1
1
1
1
1
1
1
M4.2 T-24 COMPLIANCE FORMS 1
1
1
1
1
E4.01 ELECTRICAL SITE PLAN 1
1
1
1
1
- DELETED
1
1
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Bldg #101120961
Elect #20184073
Plumb #30147809
Mech #40139552
APPROVALS:
PLNG - F. Arias
BLDG - CSG
POLICE - B. Martin
PUBLIC WORKS - B. Sarlak
ELECT/PLUMB/MECH - CSG
800 N Tustin Ave Unit
#H1/23/2025
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50'-0"
30
'
-
0
"
T
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SCALE:
SITE PLAN 11/16" = 1'-0"
DS/MH
24-06
SI
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A1.1
MH
5
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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--
1.EXISTING PARKING STALL TO REMAIN
2.EXISTING ACCESSIBLE PARKING STALL AND SIGNAGE TO REMAIN.
3.EXISTING VAN ACCESSIBLE PARKING STALL AND SIGNAGE TO REMAIN.
4.EXISTING TRASH ENCLOSURE.
5.EXISTING RAMP TO REMAIN.
6.EXISTING LANDSCAPE TO REMAIN.
7.EXISTING MONUMENT SIGN TO REMAIN.
8.EXISTING PARKING LOT LIGHTING TO REMAIN.
9.EXISTING DRIVEWAY TO REMAIN.
10.EXISTING COURTYARD TO REMAIN.
11.PROPOSED NEW ELECTRICAL TRANSFORMER WITH NEW CONCRETE PAD AND
BOLLARDS. INSTALL PER SCE STANDARD.
12.PROPOSED ADDITIONAL 2'-6" X 19'-8" = 49 SQUARE FEET
13.EXISTING PUBLIC SIDEWALK TO REMAIN.
14. EXISTING LANDSCAPE AND IRRIGATION TO REMAIN.
15. NEW 6" CONCRETE CURB WITH LANDSCAPE AND IRRIGATION.
KEYNOTES
6
6
6
6
7
8
9
7
8
9
4
1
2
2
3
(E) PATH OF TRAVEL, MINIMUM 48" WIDTH (MAX. 5%
SLOPE IN DIRECTION OF TRAVEL AND MAX. 2% CROSS
SLOPE) NO ABRUPT CHANGES IN ELEVATION ALONG
THE PATH OF TRAVEL SHOWN.
LEGEND
X INDICATES (E) PARKING COUNT
(E) PROPERTY LINE
SITE DATA
PARKING SUMMARY
16,160 SFEXISTING TOTAL BUILDING SQUARE FOOTAGE:
EXISTING OCCUPANCY SUITE H = RETAIL - 5 SPACES/1000
PROPOSED OCCUPANCY SUITE H = MEDICAL OFFICE - 5 SPACES/1000
NO NEW PARKING REQUIRED.
1,245 SFEXISTING SUITE - H SQUARE FOOTAGE:
1,245 SF
NOT A PART
NOT A PART
10
1
EXISTING PARKING COUNT
1
A4.1
2
A4.1
3
A4.1
PROPOSED PARKING COUNT:
49 SF
11
49 SFPROPOSED ADDITION:
16,209 SFTOTAL:
49 SFPROPOSED ADDITION:
1,294 SFTOTAL:
12
13
13
13
8
8
6
EXISTING OCCUPANCY:M
PROPOSED OCCUPANCY:B BUSINESS GROUP (MEDICAL OFFICE)
A.P.N. NUMBER: 400-202-03
TYPE OF CONSTRUCTION:V-B (EXISTING) NON-SPRINKLERED
NO. OF STORIES:ONE STORY SLAB ON GRADE
ZONING:P - PROFESSIONAL
1
1
1
LOST 2 PARKING STALLS FOR NEW SCE
TRANSFORMER PAD 1
1
1
14
(E) ELECTRICAL
TRANSFORMER
TO REMAIN
15
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4
800 N Tustin Ave Unit
#H1/23/2025
RTU
FRUIT STREET
suite - H
6'
-
0
"
17
'
-
0
"
±38'-2 1/2"
3'
-
6
"
6'-4 1/2"7'-0"
TUSTIN AVENUE
RTU
suite - H 6'
-
0
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4'
-
0
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17
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±144'-10"
24'-8"3'-6"
4'
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LINE OF SIGHT FROM TUSTIN AVENUE (T-T)11/16" = 1'-0"
DS/MH
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PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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(E) PROPERTY LINE
(E) PROPERTY LINE
T
-
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-
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-
F
-
CONTINUOUS
EXISTING PARAPET
(E) PROPERTY LINE(E) PROPERTY LINE
CONTINUOUS
EXISTING PARAPET
KEY PLAN
(E) BUILDING (E) BUILDING
(E) COVERED
TRASH ENCLOSURE
(E) PARKING LOT(E) DRIVEWAY
(E) DRIVEWAY (E) DRIVEWAY
EXISTING ROOF
TOP UNITS, TYP.
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800 N Tustin Ave Unit
#H1/23/2025
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20
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1
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30
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30
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3
B
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2 514
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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SCALE:
DEMOLITION PLAN 11/4" = 1'-0"
DS/MH
24-06
DE
M
O
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I
T
I
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N
P
L
A
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A2.0
MH
KEY PLAN
1
A2.1
--
1.EXISTING CARPET TO BE REMOVED AND PREPPED FOR NEW FINISH FLOOR.
2.EXISTING CABINET BASE/SINK AND UPPER CABINET TO REMOVED. CAP AND
SECURE PLUMBING LINES TO BE FLUSH WITH WALL.
3.EXISTING PLUMBING FIXTURES TO BE REMOVED, CAP AND SECURE PLUMBING
LINES TO BE FLUSH WITH WALL/FLOOR.
4.EXISTING ELECTRICAL OUTLET/DATA TO BE REMOVED.
5.EXISTING DOOR AND FRAME TO BE REMOVED, SALVAGE PER OWNER'S
DIRECTION.
6.EXISTING WINDOW AND FRAME TO BE REMOVED.
7.EXISTING NON BEARING WALL TO BE REMOVED.
8.EXISTING PORTION OF EXTERIOR STUCCO WALL TO BE REMOVED.
9.EXISTING 2'X4' LIGHT FIXTURES TO BE REMOVED.
10.EXISTING 2'X4' CEILING TILE AND CEILING GRIDS TO BE REMOVED.
11.EXISTING DIFFUSER AND DUCTING TO BE REMOVED.
12.EXISTING STOREFRONT TO REMAIN.
13.EXISTING LVT TO BE REMOVED AND PREPPED FOR NEW FINISH FLOOR.
14.EXISTING ELECTRICAL ROOM TO REMAIN.
15.EXISTING ELECTRICAL PANEL TO BE REMOVED. SEE ELECTRICAL DRAWINGS.
NOTES
EXISTING DEMISING WALL TO REMAIN
EXISTING WALL TO BE DEMOLISHED
LEGEND
DEMOLITION NOTES
EXISTING DOOR TO REMAIN
EXISTING INTERIOR DOOR AND FRAME TO BE
REMOVED
1.DRAWINGS OF EXISTING CONDITIONS HAVE BEEN COMPILED FROM EXISTING DATA
SUPPLIED BY THE OWNER TO THE ARCHITECT. THE ARCHITECT MAKES NO
WARRANTY, EITHER EXPRESS OR IMPLIED, FOR THE ACCURACY OF THE
COMPLETENESS OF THE EXISTING INFORMATION RECORDED. THE CONTRACTOR
SHALL FIELD VERIFY ALL EXISTING CONDITIONS AND NOTIFY THE ARCHITECT
IMMEDIATELY OF ANY DISCREPANCIES OR CONFLICTS THAT MIGHT ARISE IN THE
COURSE OF THE DEMOLITION WORK.
2.VERIFY LOCATIONS OF EXISTING MECHANICAL, PLUMBING AND ELECTRICAL
UTILITIES. LOCATE AND PROTECT UTILITIES TO REMAIN. DISCONNECT, REMOVE
BACK TO NEAREST JUNCTION BOX OR PANEL, AS REQUIRED, AND CAP
DESIGNATED UTILITIES WITHIN THE DEMOLITION AREA. REFER TO THE
MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFO.
3.EXISTING ELECTRICAL AND TELEPHONE OUTLETS LOCATED ON DEMOLISHED
WALLS ARE TO BE REMOVED INCLUDING CONDUIT AND WIRING BACK TO JUNCTION
BOX. LOCATIONS ARE TO BE PATCHED AND REPAIRED TO BE FLUSH WITH
ADJACENT WALL SURFACE.
4.WHERE PLUMBING FIXTURES ARE BEING REMOVED OR WHERE EXPOSED PLUMBING
PIPES OCCUR, CAP LINES BEHIND FINISHED SURFACES. PATCH AND REPAIR AS
REQUIRED.
5.ALL EXISTING CONSTRUCTION WHERE INDICATED INCLUDING ELECTRICAL,
TELEPHONE, PLUMBING AND MECHANICAL DEVICES NOT OTHERWISE INDICATED ON
THESE CONSTRUCTION DRAWINGS SHALL BE REMOVED IN A CAREFUL MANNER SO
AS NOT TO DAMAGE ADJOINING CONSTRUCTION.
6.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL
EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AND TO PROTECT THEM
FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR OR
REPLACEMENT OF UTILITIES OR OTHER PROPERTY DAMAGED BY OPERATIONS IN
CONJUNCTION WITH THE EXECUTION OF HIS WORK.
7.ALL EXISTING BUILDING UTILITIES SHALL REMAIN IN OPERATION DURING
CONSTRUCTION. PROVIDE REROUTING OF UTILITIES SERVING ADJACENT AREAS
THAT ARE TO MAINTAIN UNINTERRUPTED SERVICE. ANY TEMPORARY SUSPENSION
OF SERVICE SHALL BE COORDINATED AND APPROVED BY THE FACILITY MANAGER,
NOT LESS THAN 24-HOURS IN ADVANCE.
8.THE CONTRACTOR WILL VERIFY AND CONFORM TO ALL REQUIREMENTS OF ALL
UTILITY COMPANIES UNLESS OTHERWISE NOTED IN THE PLANS.
9.THE DEMOLITION PLAN KEYNOTES ARE DIAGRAMMATIC AND GENERAL IN NATURE.
THE INTENT IS TO ILLUSTRATE THE COMPLETE DEMOLITION OF THE SPACES
INDICATED UNLESS NOTED OTHERWISE. FIELD VERIFICATION OF EXISTING
CONDITIONS AND SPECIFIC QUANTITIES IS THE RESPONSIBILITY OF THE
CONTRACTOR.
10.REMOVAL AND DISPOSAL OF DEMOLITION DEBRIS IS THE RESPONSIBILITY OF THE
CONTRACTOR. VERIFY THE HAULING ROUTE THROUGH THE BUILDING, THE
DEMOLITION STAGING AREA, AND THE LOCATION OF THE DUMPSTER WITH THE
OWNER PRIOR TO THE START OF DEMOLITION. DISPOSAL OF RUBBISH SHALL BE
DONE IN A LEGAL MANNER.
11.THE OWNER RESERVES THE RIGHT TO SALVAGE ANY DEMOLISHED ITEM. VERIFY
ITEMS TO BE SALVAGED WITH THE OWNER PRIOR TO THE START OF DEMOLITION.
REMOVE, PROTECT, CLEAN, REPAIR FOR REUSE AND TURN OVER SUCH ITEMS AS
DIRECTED BY THE OWNER.
12.IN ORDER TO INSTALL SOME OF THE NEW WORK (INCLUDING, BUT NOT LIMITED
TO MECHANICAL, PLUMBING OR ELECTRICAL) IT WILL BE NECESSARY FOR THE
CONTRACTOR AND HIS SUBCONTRACTORS TO REMOVE AND REPLACE (OR
REFINISH) EXISTING WALLS, FLOORS, OR CEILING IN THE AREAS OF THE BUILDING
NOT SHOWN ON THESE PLANS. THE CONTRACTOR SHALL INCLUDE ALL RELATED
COSTS IN HIS BASE BID, WHETHER SHOWN ON THESE PLANS OR NOT.
13.PROTECT ADJACENT SPACES NOT SCHEDULED FOR DEMOLITION. PATCH AND
REPAIR DAMAGED FINISHES, ITEMS AND FIXTURES TO REMAIN AND/OR REPLACE
IN KIND TO MATCH EXISTING FROM DAMAGE DURING THE PROGRESS OF THE
WORK. PROVIDE TEMPORARY SAFETY BARRIERS REQUIRED BY CODE AND AS
INDICATED TO INSURE PUBLIC SAFETY AND TO ALLOW BUILDING OCCUPANCY.
CONTRACTOR TO SUBMIT FOR APPROVAL, BARRIER LOCATIONS, AND METHOD OF
CONSTRUCTION TO THE ARCHITECT PRIOR TO INSTALLATION.
14.NO STRUCTURAL ELEMENTS ARE INCLUDED IN THIS SCOPE OF WORK.
15.PROVIDE DUST BARRIERS AROUND OPENINGS, TO AND FROM THE CONSTRUCTION
AREA. PROVIDE ALL MEANS NECESSARY TO INHIBIT DUST FROM ENTERING
OTHER PORTIONS OF THE FACILITY. SUBMIT BARRIER LOCATIONS TO THE
ARCHITECT FOR APPROVAL, PRIOR TO INSTALLATION.
16.PROVIDE ADEQUATE SHORING, BRACING, BARRICADES AND PROTECTIVE MEASURES
AS REQUIRED TO SAFELY EXECUTE THE WORK IN THE CONSTRUCTION AREA AND
THE AREAS ADJACENT TO THE CONSTRUCTION AREA. CEASE OPERATIONS AND
NOTIFY THE ARCHITECT IMMEDIATELY IF THE STRUCTURE APPEARS TO BE
ENDANGERED. DO NOT RESUME OPERATIONS UNTIL CORRECTIVE MEASURES HAVE
BEEN TAKEN.
17.CONTRACTOR SHALL MAINTAIN REQUIRED MEANS OF EGRESS AND ENSURE THAT
EXIT ROUTES ARE SIGNED, LIGHTED AND PROTECTED IN ACCORDANCE WITH CODE
REQUIREMENTS. RELOCATE EXISTING AND/OR PROVIDE SMOKE PROTECTORS AND
LIFE SAFETY EQUIPMENT FOR ADEQUATE COVERAGE.
18.PROVIDE TEMPORARY NON-COMBUSTIBLE CONSTRUCTION BARRIERS WHERE
REQUIRED BY CODE AND THE GOVERNING FIRE AUTHORITY. MINIMUM
REQUIREMENTS:
A.FULL HEIGHT WALL FROM FLOOR TO CEILING.
B.STUDS AT 24" O.C., WITH 5/8" TYPE 'X' GYPSUM BOARD.
C.NON-COMBUSTIBLE ACCESS DOOR WITH (3) HINGES AND SPRING CLOSER.
19.SURVEY EXISTING FLOORS AND CLEARLY MARK ON FLOOR SURFACE THE
LOCATIONS OF ALL BEAMS AND JOISTS. MARK ALL CORE DRILL PENETRATIONS
AND RECEIVE STRUCTURAL ENGINEER'S APPROVAL PRIOR TO DRILLING
CONCRETE.
20.CUT RIGID MATERIALS USING MASONRY SAW OR CORE DRILL. PNEUMATIC TOOLS
ARE NOT ALLOWED WITHOUT PRIOR APPROVAL.
21.ALL CORE DRILLING OR OTHER NOISY WORK SHALL BE SCHEDULED 48-HOURS IN
ADVANCE WITH THE OWNER.
22.APPLY CEMENT BASE FLOOR PATCH AS REQUIRED TO FILL DINGS, NAIL HOLES,
CHIPS AND CRACKS.
23.AT FLOOR AREAS SCHEDULED TO RECEIVE NEW FLOOR COVERING, REMOVE
EXISTING FLOOR COVERING AND PREPARE SUBSTRATE FOR NEW FLOOR COVERING
PER SPECIFICATIONS AND MANUFACTURER'S REQUIREMENTS.
24.AT ABANDONED PENETRATIONS OF FIRE RATED WALLS, CEILING OR FLOOR
CONSTRUCTION, COMPLETELY SEAL VOIDS WITH FIRE RATED MATERIAL TO FULL
THICKNESS OF THE PENETRATED ELEMENT. ALL PATCHING OF EXISTING WORK
TO REMAIN SHALL MATCH FINISH PER SCHEDULE OR WHERE UNSCHEDULED TO
MATCH EXISTING FINISHES TO REMAIN, AND SHALL MEET OR EXCEED FIRE
RATING INDICATED ON FLOOR PLAN AND AS REQUIRED BY THE FIRE/LIFE SAFETY
INSPECTOR.
25.CONTRACTOR IS RESPONSIBLE FOR BUILDING SECURITY DURING DEMOLITION
PHASE. PROTECT ALL OPENINGS FROM WEATHER CONDITIONS AND SECURE THEM
TO PREVENT VANDALISM.
26.DO NOT PERFORM ANY WORK THAT WILL VOID WARRANTIES OF EXISTING
WEATHER EXPOSED OR MOISTURE RESISTANT ELEMENTS WITHOUT PRIOR
APPROVAL FROM THE OWNER.
27.ARCHITECT ASSUMES NO RESPONSIBILITY RELATING TO ANY TOXIC MATERIALS,
INCLUDING ASBESTOS, AND ASSUMES NO RESPONSIBILITY TO ITS EXISTENCE OR
REMOVAL. THE OWNER WILL TAKE ACTION FOR DIRECTLY CONTRACTING WITH A
CONSULTANT OR SPECIALIST, LICENSED BY THE STATE, FOR SUCH SERVICES
SHOULD THOSE SERVICES BE REQUIRED ON THE PROJECT.
1
2
3
13
4
5
6
6
6
7
8
8
9
10
11
1212
15
14
1
4
5
7
9
10
11
1
4
5
7
9
10
11
1
4
5
7
9
10
11
1
4
5
7
9
10
11
800 N Tustin Ave Unit
#H1/23/2025
12'-8 1/2"
54'-5"
23
'
-
5
"
16
'
-
5
"
19'-10 3/4"7'-11 1/4"23'-8 1/4"
12
'
-
1
"
15'-8"5'-6"6'-8"
6'
-
0
"
10
'
-
7
"
7'-6"
7'
-
6
"
9'-1"
7'
-
0
"
7'-0"
7'
-
9
"
6'
-
6
"
15
'
-
0
"
7'
-
5
"
2'-11"
3
B
A
2 514
3'
-
0
"
1'-6"
5'
-
1
"
4'
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0
"
1'-8"
2'
-
6
"
3'
-
6
"
3'
-
0
"
5'-6"
1'
-
9
"
6"
+18"
+18"
+18"+18"
+18"
+60
+18"
+18"
+18"
+18"
+18"
+18"
+18"
+18"
+18"
+18"
+18"
1'-6 3/4"
14
'
-
2
1
/
2
"
RF SHIELD
MAGNET ROOM SIDE
MIN CLOSET DEPTH
30
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RF SHIELD
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3'
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4'
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1'
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4'
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7'
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1'
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FEC
5'-5"5'-3"
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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FLOOR PLAN 11/4" = 1'-0"
DS/MH
24-06
FL
O
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P
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A
N
A2.1
MH
1
KEY PLAN
1
A2.1
--NOTES
NON-RATED PARTITION WALL, U.N.O.
EXISTING DEMISING WALL TO REMAIN
EXISTING DOOR TO REMAIN
NEW WALLS TO BE INSULATED WITH R-11 ECOTOUCH PINK
UNFACED FIBERGLASS SOUND ATTENUATION INSULATION BATT
BY OWENS CORNING OR EQUAL.
EXISTING WALL TO BE DEMOLISHED
RF SHIELDED WALL, PER MRI MANUFACTURER SPECIFICATION.
INDICATES NEW INTERIOR WINDOW. SEE SHEET A7.1 FOR
WINDOW SCHEDULE#
XX INDICATES NEW DOOR. SEE SHEET A7.1 FOR DOOR
SCHEDULE.
LEGEND
1.RECEPTION DESK, SEE DETAILS 4/A6.3
2.NOT USED
3.PROVIDE ALUMINUM SEMI-RECESSED FIRE EXTINGUISHER CABINET WITH LOCK (JL INDUSTRIES, INC.:
ACADEMY SERIES #1027G10);
FIRE EXTINGUISHER: PROVIDE (1) 2A-10BC, SEE DETAIL 15/A6.1
4.CHANGING ROOM LOCKER CABINET 12/A6.3
5.CHANGING ROOM BENCH, SEE DETAIL 6/A6.3
6.PROVIDE 2% MAX. SLOPE TO ACCOMMODATE THE THICKNESS OF MRI FLOOR. SEE LATEST MRI
DOCUMENTS.
7.NEW EXTERIOR 2X WALL WITH EXTERIOR STUCCO OVER WATER PROOFING MEMBRANE AND METAL LATH,
PAINTED TO MATCH EXTERIOR BUILDING COLOR.
8.64" X 34" (PLUS 3/8" FOR ROUGH OPENING 5-SIDES) RECESSED LUMINOUS VIRTUAL WINDOW BY SKY
FACTORY TO BE INSTALLED PER MANUFACTURER, SEE ELECTRICAL FOR POWER REQUIREMENT.
9.NOT USED
10.NOT USED
11.ELECTRICAL PANEL, SEE ELECTRICAL DRAWINGS
GENERAL NOTES
1.GENERAL CONTRACTOR TO COORDINATE WITH MRI AND CT SCAN MANUFACTURERS LATEST DOCUMENTS FOR
ALL OTHER REQUIREMENTS THAT ARE NOT SHOWN IN ARCHITECTURAL PLANS.
2. GENERAL CONTRACTOR SHALL COORDINATE ALL THE RF SHIELDING INSTALLATION WITH RF
SUB-CONTRACTOR
FEC FIRE EXTINGUISHER, FINAL LOCATION TO BE DETERMINED
BY FIRE INSPECTOR
1
103
101
LOBBY/RECEPTION
102
CT SCAN
106
RESTROOM
107
CHANGINGROOM
103
OPERATORS104
MRI
105
EQUIPMENT
108
STORAGE
108
102
101
107
106
104
105
100
E
102a
104a
B
A
100
ELECT.
RM.
1
3
4
5
6
7
8
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9
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CAUTION: 24"x36"
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KEY PLAN
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--NOTESGENERAL NOTES
1.TYPICAL CEILING TO BE TYPE A @ 9'-0" A.F.F. U.N.O. CONTRACTOR TO
FIELD VERIFY ADEQUATE CLEARANCE IS MAINTAINED ABOVE PLENUM.
NOTIFY ARCHITECT IMMEDIATELY FOR CLARIFICATION OF DISCREPANCIES
OR EXISTING CONFLICTS PRIOR TO PROCEEDING WITH WORK IN QUESTION.
NEW STRUCTURAL ELEMENTS OR EQUIPMENT (HVAC UNITS, DUCTWORKS,
PLUMBING, ETC.) SHALL BE LOCATED AS TO NOT INTERFERE WITH OTHER
PORTION OF NEW CONSTRUCTION AS SHOWN.
2.LIGHT FIXTURES, HVAC DEVICES AND OTHER CEILING-MOUNTED ELEMENT
LOCATIONS ON ARCHITECTURAL REFLECTED CEILING PLANS TAKE
PRECEDENCE OVER LOCATIONS SHOWN ON MEP DRAWINGS.
3.NO AIR DIFFUSER SHALL STRADDLE OVER PARTITIONS. PROVIDE NEW
BLANK-OFF PLATS AT INTERSECTIONS WITH PARTITIONS AND WHERE NO
AIR DEVICE OCCURS, FINISH TO MATCH SLOT DIFFUSER SPECIFICATION.
4.REFER TO ENGINEER'S DRAWINGS FOR FIRE ALARMS, ADA VISUAL STROBES,
SMOKE DETECTORS, AND EXIT SIGN LOCATIONS. COMPLETE LIFE SAFETY
SYSTEMS INSTALLATION AND TAS REQUIREMENTS TO BE COORDINATED BY
THE GENERAL CONTRACTOR. COORDINATE CEILING DEVICE LOCATIONS WITH
ARCHITECT FOR ALL GYP. BD., PREMIUM, AND UPGRADED CEILING SPACES.
5.REFER TO MECHANICAL PLAN FOR SUPPLY REGISTERS AND RETURN AIR
GRILLE LOCATIONS.
6.ALL PRIVATE OFFICES AND CONFERENCE ROOMS SHALL BE INDIVIDUALLY
SWITCHED, UNLESS NOTED OTHERWISE.
7.REFLECTED CEILING PLANS ARE FOR LIGHTING LOCATION AND
ARCHITECTURAL NOTES ONLY. REFER TO ENGINEER'S ELECTRICAL
LIGHTING PLAN FOR SWITCHING, CIRCUITING, AND SPECIFICATIONS.
8. ALL LAMPS TO BE OF CONSISTENT COLOR AND SHALL MATCH BUILDING
STANDARD, UNLESS NOTED OTHERWISE.
9.CENTER ALL CEILING-MOUNTED DEVICES IN UPGRADED CEILING WITH LIGHT
FIXTURES.
10.CENTER ALL DOWNLIGHTS, WALL WASHERS, AND OTHER CEILING DEVICES IN
CEILING TILE, UNLESS OTHERWISE NOTED OR DIMENSIONED ON PLAN.
11.ALL UNDER-AND ABOVE-CABINET LIGHTING TO BE FURNISHED AND
INSTALLED BY THE CONTRACTOR, WITH LAMPS MATCHING ALL OTHERS.
CONDUIT TO BE COMPLETELY CONCEALED FROM VIEW.
12.NEW LIGHT SWITCHES SHALL BE GANGED IF MORE THAN ONE IS NOTED.
13.GENERAL CONTRACTOR SHALL PROVIDE SUBMITTALS AND SHOP DRAWINGS
TO ARCHITECT FOR WRITTEN APPROVAL ON ALL EQUIPMENT, FIXTURES,
LIGHTING DEVICES, AND SPECIALTY ITEMS PROVIDED BY THE GENERAL
CONTRACTOR PRIOR TO ORDERING.
14.ALL ROOM WITH MULTIPLE FIXTURE TYPES ARE TO BE SWITCHED WITH
SEPARATE LIGHT SWITCHES PER FIXTURE TYPE.
15.COORDINATE WITH PROPERTY MANAGER TO REPAIR LEAKS AT AND ABOVE
CEILING.
16.ACCESS PANELS IN GYP. BD. CEILINGS ARE TO BE FLOATABLE ACCESS
PANELS. WIND-LOCK STEALTH ACCESS PANEL OR EQUAL.
LEGEND
SUPPLY DIFFUSER, SEE MECHANICAL DRAWINGS
NOTE:
NOTE:
CEILING-MOUNTED EXIT SIGN W/ BATTERY BACKUP, SHADED QUADRANT
INDICATES FACE OF LETTERING, SIGN TO INCLUDE DIRECTIONAL ARROW
AS INDICATED.
WALL-MOUNTED EXIT SIGN W/ BATTERY BACKUP, SHADED QUADRANT
INDICATES FACE OF LETTERING, SIGN TO INCLUDE DIRECTIONAL
ARROW AS INDICATED.
EXIT SIGNS SHALL BE SELF-LUMINOUS TYPE OR ELECTRICALLY ILLUMINATED
& ENERGIZED FROM SEPARATE CIRCUITS, ONE OF WHICH SHALL BE FROM
STORAGE BATTERIES OR AN ON-SITE GENERATOR.
ADDITIONAL DIRECTIONAL EXIT SIGNS MAY BE REQUIRED PRIOR TO FINAL
INSPECTION AND SUBJECT TO BUILDING INSPECTOR.
2'x2' LED LIGHT FIXTURE. SEE ELECTRICAL DRAWINGS
6" DIA. LED DOWNLIGHT FIXTURE. SEE ELECTRICAL DRAWINGS
RETURN DIFFUSER, SEE MECHANICAL DRAWINGS
EXHAUST DIFFUSER, SEE MECHANICAL DRAWINGS
1.LIGHTED GRAPHIC CEILING TO BE PROVIDED BY OWNER. GENERAL CONTRACTOR TO
COORDINATE THE INSTALLATION
2.GYPSUM BOARD CEILING. PREPARE SURFACE TO RECEIVE PAINT
3.LIGHT FIXTURE TO BE CENTERED IN THIS ROOM
4.MEDMASTER DOWNLIGHT, KENALL MODEL: MRIDL6 (TOTAL OF 13)
5.MEDMASTER DOWNLIGHT, KENALL MODEL: MRIDL6 TO BE CONTROLLED SEPARATELY
(TOTAL OF 2), ELECTRICAL DRAWINGS
6.LIGHT FIXTURE TO BE CENTERED ON SOFFIT
7.EXHAUST VENT ABOVE CEILING
8.PROVIDE POWER AND DATA ABOVE CEILING, FOR CEILING MOUNTED TV
9.OPEN TO ABOVE
10.EXISTING TO REMAIN
11.PROPOSED ELECTRICAL TRANSFORMER ABOVE CEILING, SEE ELECTRICAL DRAWINGS AND
STRUCTURAL DRAWINGS DETAILS 21 AND 22 ON S-3.0
5/8" TYPE "X" GYPSUM BOARD CEILING OR SOFFIT - USE RATED
MATERIAL & CONSTRUCTION WHERE REQUIRED.
9'-0" CEILING HEIGHT, TYPICAL U.N.O. HEAVY DUTY SUSPENDED
T-BAR CEILING GRID PRELUDE XL WITH 2'X2' LAY-IN ACOUSTICAL
ARMSTRONG CEILING PANELS - CALLA HEALTH ZONE AIRASSURE.
SQUARE - SMOOTH FINISH.
STRATALUME CONNECTS MRI UNDERCABINET LIGHT FIXTURE ABOVE
THE PANORAMIC LENSES
KENALL MODEL: MRIAUC, SEE ELECTRICAL DRAWINGS
1
1
2
2
2
3
4
TYP.
5
6
5
7
8
9
10
7
A6.2
16
A6.2
16
A6.2
2
A6.2
TYP.
101
LOBBY/RECEPTION
102
CT SCAN
106
RESTROOM
107
CHANGING
ROOM
103
OPERATORS
104
MRI
105
EQUIPMENT
108
STORAGE
100
ELECT.
RM.
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MFR:
ITEM:
WALL FINISHES
COLOR/NO:
FINISH:
P
1
FINISH LEGEND
PAINT - LOBBY/RECEPTION/HALLWAY/SOFFIT
BENJAMIN MOORE
GRACIEN GREEN/507
EGGSHELL
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ITEM:
COLOR/NO:
SIZE:
GROUT:
WALL TILE
--
--
--
CUSTOM BUILDER --
FLOOR FINISHES
LVT
1 MFR:
ITEM:LVT (LUXURY VINYL TILE)
MISCELLANEOUS FINISHES
Q
1 MFR:
ITEM:
COLOR/NO:
MFR:
ITEM:
COLOR/NO:
QUARTZ - MARBLE INSPIRED
VADARA
CALACATTA DORADAV727
EGGER
COLOR/NO:
SIZE:
GROUT:
VALLEY OAK SMOKE/EPL015
8" X 51"
-
FT
1 MFR:
ITEM:PORCELAIN FLOOR TILE
DAL-TILE
COLOR/NO:
SIZE:
GROUT:
ASH/AV13
9" X 36"
CUSTOM BUILDER #172 URBAN PUTTY
P
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PL
1
BASE FINISHES
MFR:
ITEM:RUBBER BASE
BURKE
COLOR/NO:
SIZE:
GROUT:
GRAY BEIGE/#209
4.5" HEIGHT
-
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1
MFR:
ITEM:
COLOR/NO:
FINISH:
PAINT - CHANGING ROOM
BENJAMIN MOORE
ABINGDON PUTTY/HC-99
EGGSHELL
P
3 MFR:
ITEM:
COLOR/NO:
FINISH:
PAINT - XRAY
BENJAMIN MOORE
DUNE GRASS/492
EGGSHELL
P
4 MFR:
ITEM:
COLOR/NO:
FINISH:
PAINT - ULTRASOUND
BENJAMIN MOORE
PALADIN BLUE/HC-144
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P
5 MFR:
ITEM:
COLOR/NO:
FINISH:
PAINT - MRI
BENJAMIN MOORE
SAGE TINT/458
EGGSHELL
RB
1
MFR:
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COLOR/NO:
PLASTIC LAMINATE - COUNTER TOP
WILSONART
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PL
2
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FORMICA
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P
6 MFR:
ITEM:
COLOR/NO:
FINISH:
PAINT - RESTROOM/OFFICE/STORAGE
BENJAMIN MOORE
HONEYMOON/AF-345
EGGSHELL
P
7 MFR:
ITEM:
COLOR/NO:
FINISH:
PAINT - CT ROOM
BENJAMIN MOORE
BRITTANY BLUE/1633
EGGSHELL
101
LOBBY/RECEPTION
102
CT SCAN
106
RESTROOM
107
CHANGING
ROOM
103
OPERATORS
104
MRI
105
EQUIPMENT
108
STORAGE
100
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RM.
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1
P
7
RB
1LVT
1
P
7
RB
1LVT
1
RB
1
P
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1
RB
1
P
2
P
6
FT
1
WT
1
LVT
1
RB
1
P
1
LVT
1
RB
1
P
6
CON
1 MFR:
ITEM:CONCRETE FLOOR - SEALED
-
CON
1
EXISTING TO
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3
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KEY PLAN
1
A2.1
--NOTES
1.EXISTING ROOFTOP UNIT TO BE REMOVED PATCH AND REPAIR TO MATCH EXISTING ROOF.
2.EXISTING ROOF HATCH TO REMAIN.
3.HIDDEN LINE INDICATES WALL LINE BELOW.
4.EXISTING TOP OF PARAPET.
5.EXISTING OPEN TO BELOW (COURTYARD)
6.PROPOSED NEW CANVAS CANOPY AT THE ENTRY, "SUNBRELLA" FABRIC COLOR TO MATCH WITH EXISTING
STEEL EYEBROW.
7.MECHANICAL ROOF TOP UNITS OVER 8'-0" X 16'-0" MECHANICAL PLATFORM, SEE STRUCTURAL AND
MECHANICAL DRAWINGS.
8.EXISTING SINGLE-PLY ROOF TO REMAIN.
9.EXISTING ROOF FRAMING BELOW TO REMAIN.
GENERAL NOTES:
1.SEE MECHANICAL DRAWINGS FOR HVAC EQUIPMENTS AND PENETRATION LOCATIONS.
2.CONTRACTOR SHALL VERIFY SIZES AND LOCATIONS OF ALL MECHANICAL EQUIPMENT
PLATFORMS AND BASES, POWER, WATER AND DRAIN LOCATIONS AND INSTALLATION
REQUIREMENTS WITH EQUIPMENT MANUFACTURERS PRIOR TO PROCEEDING WITH
WORK. CHANGES TO ACCOMMODATE FIELD CONDITIONS OR MATERIAL
SUBSTITUTIONS SHALL BE MADE WITHOUT ADDITIONAL CHARGE TO OWNER.
3.MECHANICAL AND PLUMBING EQUIPMENT PLATFORM DIMENSIONS SHALL BE A MINIMUM
OF 0'-8" ABOVE ADJACENT ROOF ELEVATION.
4.VENTS THROUGH THE ROOF SHALL BE INSTALLED 10'-0" FROM AND TERMINATED 3'-0"
ABOVE ANY FRESH AIR INTAKES.
6
7
5
5
1
3
2
3
3
4
4
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9
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800 N Tustin Ave Unit
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32 514
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H I J K L M
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T.O.W.
17'-0"
17
'
-
0
"
F.F.EL.
0'-0"
10
'
-
0
"
A B
UNITED MEDICAL IMAGING OF SANTA ANA
United Medical Imaging Healthcare MRI a CT
T
T T
T
TT T
T
T
T
T
T
T
H
T
T
T
T
ELECTRICAL
ROOM
T
T T
T.O.W.
17'-0"
17
'
-
0
"
F.F.EL.
0'-0"
10
'
-
0
"
B A
ELECTRICAL
ROOM
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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10
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8
-
2
0
2
4
PL
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A
T
I
O
N
S
A4.1
MH
DS/MH
24-06
SCALE:
SOUTH ELEVATION (COURTYARD)11/8"=1'-0"
SCALE:
EAST ELEVATION 21/8"=1'-0"
SCALE:
WEST ELEVATION 31/8"=1'-0"
NOTES 1
6
1.EXISTING EXTERIOR STUCCO TO REMAIN.
2.EXISTING STOREFRONT DOOR AND WINDOW TO REMAIN.
3.EXISTING STEEL CANOPY TO REMAIN.
4.EXISTING EXTERIOR HOLLOW METAL DOORS TO REMAIN.
5.EXISTING DOWNSPOUT TO REMAIN.
6.OPEN TO COURTYARD.
7.SKEWED ELEVATION.
8.PROPOSED NEW CANVAS CANOPY AT THE ENTRY, "SUNBRELLA" FABRIC
COLOR TO MATCH THE EXISTING STEEL EYEBROW.
9.EXISTING FIXED STOREFRONT WINDOW AND PORTION OF EXISTING
STUCCO WALL TO BE REMOVED.
10.INSTALL PAIR 3'-0" X 7'-0" STOREFRONT DOORS AND SIDE WINDOW.
11.PROPOSED 7" X 16.5" X 9" WALL MOUNTED LIGHT FIXTURE
MANUFACTURER: COOPER - MCGRAW EDISON
MODEL NO. IST-SA1F-740-U-T4FT
12.PROPOSED ELECTRICAL TRANSFORMER
13.PROPOSED SIGNAGE UNDER SEPARATE PERMIT
1
3
10
7
5
5
3
4
2
1
1
1 3
2 7
7
5
SCOPE OF THIS PERMIT
4'-0"
SCOPE OF THIS PERMIT
OPEN
TO COURT
YARD
SCOPE OF THIS PERMIT
7
8
SCALE:
SOUTHEAST ELEVATION 1a1/8"=1'-0"
10
8
11
9
SCALE:
SOUTHEAST DEMO ELEVATION 1b1/8"=1'-0"
12
13
14. EXISTING STOREFRONT WINDOW TO REMOVED.
15. PROPOSED PAIR 4'-0" X 8'-0" HOLLOW METAL DOORS AND FRAME, PAINTED TO
MATCH BUILDING COLOR.
16. EXISTING STOREFRONT DOOR AND WINDOWS TO BE BLACKED OUT WITH FILM.
17. PROPOSED PAIR 3'-0" X 7'-0" HOLLOW METAL DOORS AND FRAME WITH
LOUVERS, PAINTED TO MATCH BUILDING COLOR.
18. NEW EXTERIOR 2X WALL WITH EXTERIOR STUCCO OVER WATER PROOFING
MEMBRANE AND METAL LATH, PAINTED TO MATCH EXTERIOR BUILDING COLOR.
19.EXISTING EXTERIOR STUCCO WALL TO BE DEMOLISHED FOR NEW DOORS.
14
15
16
16
T TEMPERED GLASS
17
18
19
19
5
-
SCALE:
"SUNBRELLA" CANOPY FRAME 51"=1'-0"
7"
2'
-
9
"
3'
-
4
"
1/4" X 2-1/2” LONG SIMPSON
STRONG TIE - SDS WITH
NEOPRENE WASHER AT 16" ON
CENTER
3"
6"
1'
-
0
"
1'
-
0
"
CANVAS CANOPY "SUNBRELLA"
FABRIC, COLOR TO MATCH THE
EXISTING STEEL EYEBROW
15'-0"
5'-0"5'-0"5'-0"
3'
-
4
"
1" X 1" PAINTED ANTI-CORROSION
STEEL FRAME AT 5'-0" O.C.
1" X 1" PAINTED ANTI-CORROSION STEEL
FRAME TOP AND BOTTOM, 1/4" X 2-1/2”
LONG SIMPSON STRONG TIE - SDS WITH
NEOPRENE WASHER AT 16" O.C.
1" X 1" PAINTED
ANTI-CORROSION STEEL
FRAME AT 5'-0" O.C.
1
PL
A
N
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S
U
B
M
I
T
T
A
L
10
-
1
8
-
2
0
2
4
1
1
SCALE:
"SUNBRELLA" CANOPY FRAME 41/4"=1'-0"
5
-
di
g
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1
1
-
1
3
-
2
0
2
4
800 N Tustin Ave Unit
#H1/23/2025
SCHED.
MIRROR (*)
* 40" MAX. TO
REFLECTIVE SURFACE
12" min.24" min.
2'
-
1
0
"
3'
-
3
"
(
*
)
mi
n
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42"
MIN.
6"
max.
7"-9"
2'
-
1
0
"
WOOD VENEER
DOOR
10" STAINLESS
STEEL KICK
PLATE
WALL TILE, FOR
ALL 4 WALLS
WT
1
STAINLESS STEEL
COVE-SHAPED PROFILE
WHERE WALL TILE
MEETS FLOOR
SCHLUTER DILEX-HKS
WITH DILEX-EHK-OUT
AND IN
P
6
P
6
P
6
7"
-
9
"
4'
-
6
3
/
4
"
(4
'
-
0
"
M
I
N
.
)
C OF
FIXTURE
L
18"
MIN.60"
MIN.
17"-18"
C OF
FIXTURE
L
3'-8"
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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SCALE:
ENLARGED ACCESSIBLE RESTROOMS 11/2"=1'-0"
NOTES
NOTE: ALL DIMENSIONS & CALLOUTS
TYPICAL FOR EACH ROOM, U.N.O.
2
-
A
B
C
D
HEIGHT REQUIREMENT LEGEND
17
"
-
1
9
"
HEIGHT
ACCESSIBLE
1
5
2
36" MIN.
3
42" MIN.
33
"
-
3
6
"
40
"
M
A
X
.
TO
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4
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"
-
1
9
"
8
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S
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N
S
A5.1
MH
DS/MH
24-06
LANDLORD'S NOTES:
TENANTS MUST INSTALL A LATEX-RUBBER WATERPROOFING MATERIAL UNDER THE FLOOR
FINISH IN ALL WET AREAS OF THE SPACE SUCH AS RESTROOMS AND AREAS WITH SINKS,
WATER HEATERS, ETC. THE MEMBRANE SHALL LAP UP PERIMETER WALLS UNDERNEATH
COVED BASE TO A MINIMUM HEIGHT OF 12" AFF.
SCALE:
RESTROOM 106 - INTERIOR ELEVATIONS 23/8"=1'-0"
B CA D
106
RESTROOM
3
1
2
29
"
C
L
R
.
34
"
M
A
X
.
7
6"
8"
27
"
M
I
N
.
9"
MI
N
.
11
A6.4
11
A6.4
1 ADA - TANK TYPE TOILET TOTO_MS854114E_G_MS853113E, REFER TO PLUMBING DRAWINGS.
2
4
6
GRAB BAR - 36". BOBRICK; MODEL #B-5806X36 OR APPROVED EQUAL.
PROVIDE BACKING AS REQUIRED.
GRAB BAR - 42". BOBRICK; MODEL #B-5806X42 OR APPROVED EQUAL.
PROVIDE BACKING AS REQUIRED.
RECESSED PAPER TOWEL DISPENSER AND WASTE RECEPTACLE
AMERICAN SPECIALTIES, INC. MODEL #0469
CHANNELED-FRAME MIRROR
BOBRICK, MODEL #B-165 2436
SURFACE-MOUNTED GLACIER BAY INNBURG TOILET PAPER HOLDER IN
BRUSHED NICKEL.
ADA - AMERICAN STANDARD 0356.421.020 LUCERNE WALL-MOUNT OR APPROVED
EQUAL, REFER TO PLUMBING DRAWINGS.
7
3
5
TOILET SEAT COVER DISPENSER BOBRICK, MODEL #B-221 OR EQUAL8
4
A6.4ALL TOILET ACCESSORIES REQUIRE BACKING, SEE DETAIL
9 ROVAL HIGH SPEED AUTOMATIC HAND DRYERS - SEMI RECESSED (277V AC)
AMERICAN SPECIALTIES, INC. MODEL #20199
SEE ELECTRICAL DRAWINGS.
12
A6.4
5
4
8
9
7
6
3
G.4
3
G.4
800 N Tustin Ave Unit
#H1/23/2025
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
RE
M
A
R
K
S
DA
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0
2
4
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0
N
.
T
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S
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A
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E
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,
SA
N
T
A
A
N
A
,
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WA
L
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D
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A
I
L
S
A6.1
mh
DS/MH
23-16
2
3
8
7
6
11
1216
15
14
13
SCALE:
WALL STUD SCHEDULE
N/A
SCALE:
WALL BASE
3"=1'-0"
1/
8
"
5/8" GYP. BD. EACH SIDE OVER
METAL STUDS, SEE METAL STUD
TABLE FOR SIZE & SPACING
(TYPE-X AT FIRE RATED WALLS)
HILTI X-U 0.157" DIA. POWER DRIVEN
@24" O.C. WITH 1" MIN. EMBEDMENT,
STAGGERED
ICC-ESR-2269
FINISH FLOOR
#10 SCREWS (TYP.)
WALL BASE @ GYP. BD. WALLS PER
SCHEDULE U.O.N.
FIRE/SMOKE SEALANT AT
PERIMETER OF RATED/NON-RATED
PARTITION, TYP.
DRYWALL OR STRUCTURAL
SHEATHING
WALL FRAMING STUD
NOTES:
1.BRIDGING TO OCCUR AT 4'-0" MIN VERTICALLY WHERE DRYWALL OR STRUCTURAL SHEATHING IS
INSTALLED ON ONE SIDE OF WALL FRAMING.
2.BRIDGING TO OCCUR 12" MAX FROM TOP OF STUDS AT A SLIP TRACK CONNECTION.
#8 SCREW ATTACHMENT
TAUT 16 GA x 2" FLAT
STRAPS
TRACK BLOCK PIECE
TO MATCH WALL STUD
INSTALLED 8'-0" OC, CLIP
FLANGE AND BEND WEB
SOUND ATENUATION INSULATION
AT ACCOUSTICAL PARTITIONS
1-
1
/
2
"
M
I
N
.
EXISTING FLOOR DECK.
METAL STUD, SEE METAL STUD
TABLE
5/8" GYP. BD. EACH SIDE OVER
METAL STUDS
SOUND ATENUATION INSULATION
AT ACCOUSTICAL PARTITIONS
3" LONG CONTINUOUS 20 GAUGE
MIN. (OR SAME GAUGE AS WALL
STUD) DEEP LEG TRACK SCREWED
TO UNDERSIDE OF BLOCKING WITH
TWO (2) 1/4" X 1-1/4" WOOD
SCREWS AT 24" O.C., (2) PER
BLOCKING
PURLINS OR 2X BLOCKING AT 24"
O.C. ATTACH TO EXISTING ROOF
FRAMING, WITH 3-16D NAILS -
TYP.
PARALLEL TO DECK
2"
DRYWALL SCREWS. ATTACH
GYPSUM BOARD TO STUDS ONLY.
DO NOT SCREW WITHIN 2" OF
BOTTOM OF DEEP LEG TRACK.
SCALE:
SINGLE STRAP TYPE BRIDGING
N.T.S.
1-
1
/
2
"
M
I
N
.
EXISTING FLOOR DECK.
METAL STUD, SEE METAL STUD
TABLE
5/8" GYP. BD. EACH SIDE OVER
METAL STUDS
SOUND ATENUATION INSULATION
AT ACCOUSTICAL PARTITIONS
3" LONG CONTINUOUS 20 GAUGE
MIN. (OR SAME GAUGE AS WALL
STUD) DEEP LEG TRACK SCREWED
TO UNDERSIDE OF BLOCKING WITH
TWO (2) 1/4" X 1-1/4" WOOD
SCREWS AT 24" O.C., (2) PER
BLOCKING
PERPENDICULAR TO DECK
2"
DRYWALL SCREWS. ATTACH
GYPSUM BOARD TO STUDS ONLY.
DO NOT SCREW WITHIN 2" OF
BOTTOM OF DEEP LEG TRACK.
600S162-43 UNPUNCHED STUD
CONTINUOUS HORIZONTAL AS
REQUIRED. NOTCH FLANGES
AT VERTICAL STUDS. DO
NOT CUT FLANGES BETWEEN
SUPPORTING STUDS.
TOP AND BOTTOM BACKING
REQUIRED FOR EACH UPPER
CABINET. COORDINATE
LOCATION WITH MILLWORK
INSTALLER.
(3) #8 EACH STUD
FRAMED WALL - REFER TO
WALL TYPE
SCALE:
TYPICAL BLOCKING
N.T.S.
4"
MI
N
.
SCALE:
WALL SWAY BRACE
3"=1'-0"
BRACE TO STRUCTURE,
ALTERNATE SIDES. USE
METAL STUDS AT 8'-0" O.C.
MAX. W/ (2) #10 WOOD
SCREWS W/ 1-1/2" MIN.
PENETRATION INTO PURLIN
PURLIN OR 4x BLOCKING
FLOOR DECK, SEE
STRUCTURAL DRAWINGS
SCALE:
TYPICAL INTERIOR WALL
3"=1'-0"
5/8" TYPE "X" GYPSUM BOARD ON
METAL STUDS PER STUD TABLE
FOR PARTITION FRAMING, SEE
WALL STUD TABLE &
REFERENCED DETAILS.
SOUND ATTENUATION INSULATION
AT ACOUSTICAL PARTITIONS
FIRE EXTINGUISHER CABINET
3"= 1'-0"
VERIFY ROUGH OPENING W/
MFG. IN FIELD.
5/8" TYPE "X" GYP. BD. TYP.
FIRE EXTINGUISHER CABINET
NON RATED WALL
INSTALLATION
METAL STUDS WHERE OCCUR.
VARIES PER MANUFACTURER.
(4"MAX)
2
3
2
3
1
1
2
SIZE OF WALL AND 33 MILS
SIZE OF WALL AND 33 MILS
SIZE OF WALL AND 33 MILS
362S 162-33 INT.
362S 162-43 DEMISING
SIZE OF WALL AND 33 MILS
SIZE OF WALL AND 45 MILS
SIZE OF WALL AND 54 MILS
600S 162-33 INT.
600S 162-43 DEMISING
800S 162-43 INT.
800S 162-54 (50 KSI) DEMISING
800S 162-54 INT.
800S 162-68 (50 KSI) DEMISING
TO MATCH WALL
INT. PARTITION
DEMISING WALL
DEMISING WALL
INT. PARTITION
6'-0"
8'-0"
12'-0"
16'-0"
6'-0"
4'-0"
SPANKING STUDS HEADER SIZE
362S 162-33 INT.
600S 162-43 DEMISING
ATTACH TRACK TO STUD WITH #8
(#7 AT 18 MIL. STUDS) SCREW AT
EACH FLANGE.
33 MIL. TYP. UP TO 10'-0" OPENING.
43 MIL. UP TO 12'-0" OPENING.
54 MIL. UP TO 16'-0" OPENING.
ADD CLOSURE STUD AS REQUIRED -
typical
METAL STUD WALL SIZE &
SPACING - REFER TO SECTIONS
AND STUD SCHEDULE
CONT. TRACK ANCHORED
TO SLAB w/ HILTI X-GN
(0.118 DIA.) TRACK
FASTENERS w/ 3/4" MIN.
EMBED AT 16" O.C. PER
ICC ESR-1752 OR EQUAL
(3) #8 SCREWS
ATTACH TRACK TO
STUD AT EACH
FLANGE w/ #8
SCREWS - typical
BACK TO BACK STUDS W/ #8
SCREWS AT 12" O.C.
ATTACH TRACK TO STUD AT EACH
FLANGE W/ #8 SCREWS
#8 SCREWS AT 12" 0.C
BUILT-UP HEADER
- REFER TO SCHEDULE. ADD
CLOSURE STUD AS REQUIRED -
typical
OPEN
OPEN
N.T.S.SCALE:
PARTIAL TYPICAL HEADER DETAILS
SCALE:
FULL HEIGHT INTERIOR WALL
3"=1'-0"
SCALE:
TYPICAL WALL SECTIONS
1"=1'-0"
SCALE:
FULL HEIGHT INTERIOR WALL
3"=1'-0"
7
-
8
-
11
-
(EXAMPLE: 6" = 600 X 1/100 INCHES)
ALL MEMEBER DEPTHS ARE TAKEN IN 1/100
INCHES. FOR ALL "T" SECTIONS MEMBER
DEPTH IS THE INSIDE DIMENSION.
MEMBER DEPTH:
600 S
FLANGE WIDTH:
(EXAMPLE: 1 5/8" = 1.625" ~ 162X 1/100
INCHES) ALL FLANGE WIDTHS ARE TAKEN
IN 1/100 INCHES.
STYLE:
(EXAMPLE: STUD OR JOIST SECTION = S)
THE FOUR ALPHA CHARACTERS UTILIZED BY THE
DESIGNATOR SYSTEM ARE:
(EXAMPLE: 0.054 IN. = 54 MILS; 1 MIL
=1/1000 IN.) MATERIAL THICKNESS IS THE
MINIMUM BASE METAL THICKNESS IN MILS.
MINIMUM BASE METAL THICKNESS
REPRESENTS 95% OF THE DESIGN
THICKNESS.
MATERIAL THICKNESS:162 54
INTERIOR NON-STRUCTURAL NON-COMPOSITE:
(S) STUD
MEMBER
SPACING
(IN.) O.C.5 PSF
L/240
12"
16"
24"8'-9"
10'-9"
12'-5"362PDS125-15 (50 KSI)
12"
16"
24"10'-9"
13'-2"
14'-6"362PDS125-18 (70 KSI)
12"
16"
24"13'-9"
15'-9"
17'-4"362PDS125-30 (33 KSI)
12"
16"
24"14'-3"
16'-3"
17'-11"362PDS125-33 (33 KSI)
S= STUD OR JOIST, T = TRACK, U = CHANNEL,
F= FURRING
NOTE: ALL STUD INFORMATION IS BASED ON:
CLARKDIETRICH ICC ESR-1166P
-
VARIES PER MANUFACTURER. (4"MAX)
13
-
CEILING HEIGHT
L/360
8'-9"
10'-9"
11'-10"
10'-1"
11'-6"
12'-8"
12'-0"
13'-9"
15'-2"
12'-5"
14'-3"
15'-8"
L/120
8'-9"
10'-9"
12'-5"
10'-9"
13'-2"
15'-2"
14'-1"
17'-3"
20'-0"
15'-0"
18'-5"
21'-3"
INTERIOR WALL HEIGHT WITH STRUCTURAL FRAMING:
(S) STUD
MEMBER
SPACING
(IN.) O.C.5 PSF
L/240
12"
16"
24"15'-4"
17'-7"
19'-4"362S162-33
12"
16"
24"16'-8"
19'-1"
21'-0
12"
16"
24"17'-11"
20'-6"
22'-6"
12"
16"
24"19'-2"
21'-11"
24'-1"
L/360
13'-5"
15'-4"
16'-11"
14'-7"
16'-8"
18'-5"
15'-7"
17'-11"
19'-8"
16'-9"
19'-2"
21'-1"
L/120
18'-9"
22'-2"
24'-4"
21'-0"
24'-1"
26'-6"
22'-6"
25'-10"
28'-5"
24'-1"
27'-7"
30'-5"
362S162-43
362S162-54
362S162-68
4
800 N Tustin Ave Unit
#H1/23/2025
DE
T
A
I
L
S
A6.2
mh
9
1216 48
6
5
10
33250S137
SECTION: (MIL)
LATERAL SUPPORT OF COMPRESSION FLANGE
CEILING SPAN TABLE NOTES:
1. VALUES ARE FOR SINGLE SPANS.
2. ALLOWABLE CEILING SPAN CALCULATIONS BASED ON 33KSI YIELD STRENGTH STEEL.
3. FOR FULLY BRACED CEILINGS, USE MID-SPAN BRACED VALUES.
4. END BEARING LENGTH = 1" MINIMUM.
4 PSF
UNSUPPORTED
JOIST SPACING (IN.) O.C.JOIST SPACING (IN.) O.C.
14'-11"
12"16"24"
11'-10"13'-6"
(EXAMPLE: 6" = X 1/100 INCHES)
ALL MEMBER DEPTHS ARE TAKEN IN 1/100
INCHES. FOR ALL "T" SECTIONS MEMBER
DEPTH IS THE INSIDE DIMENSION.
600
MEMBER DEPTH:
600 S
FLANGE WIDTH:
(EXAMPLE: 1 5/8" = 1.625" ~ X 1/100
INCHES) ALL FLANGE WIDTHS ARE TAKEN
IN 1/100 INCHES.
162
STYLE:
(EXAMPLE: STUD OR JOIST SECTION = )
THE FOUR ALPHA CHARACTERS UTILIZED
BY THE DESIGNATOR SYSTEM ARE:
S (EXAMPLE: 0.054 IN. = MILS; 1 MIL =1/1000 IN.)
MATERIAL THICKNESS IS THE MINIMUM BASE
METAL THICKNESS IN MILS. MINIMUM BASE
METAL THICKNESS REPRESENTS 95% OF THE
DESIGN THICKNESS.
54
MATERIAL THICKNESS:
162 54
11'-9"
12"16"24"
9'-9"10'-10"
MID-SPAN
43250S137 16'-2"12'-10"14'-8"13'-2"10'-9"12'-1"
33250S162 15'-8"12'-5"14'-2"13'-5"11'-1"12'-5"
43250S162 17'-0"13'-6"15'-5"14'-11"12'-3"13'-9"
33350S137 18'-1"15'-0"16'-9"12'-9"10'-6"11'-9"
43350S137 19'-10"16'-4"18'-4"14'-1"11'-7"13'-0"
33350S162 20'-3"16'-1"18'-5"14'-6"12'-0"13'-5"
43350S162 22'-0"17'-6"20'-0"16'-0"13'-2"14'-9"
33362S137 18'-3"15'-2"16'-11"12'-10"10'-7"11'-11"
43362S137 20'-0"16'-6"18'-6"14'-3"11'-8"13'-1"
33362S162 20'-9"16'-6"18'-11"14'-8"12'-1"13'-6"
43362S162 22'-7"17'-11"20'-7"16'-1"13'-3"14'-10"
33400S137 18'-9"15'-6"17'-4"13'-2"10'-11"12'-2"
43400S137 20'-6"16'-11"18'-11"14'-7"12'-0"13'-5"
33400S162 21'-4"17'-9"19'-10"15'-0"12'-5"13'-10"
43400S162 23'-4"19'-4"21'-7"16'-6"13'-7"15'-3"
33550S137 20'-10"17'-5"19'-4"14'-6"12'-0"13'-5"
43550S137 22'-6"18'-9"20'-10"15'-10"13'-1"14'-7"
33550S162 23'-9"19'-10"22'-0"16'-6"13'-8"15'-3"
43550S162 25'-7"21'-4"23'-9"17'-11"14'-10"16'-7"
43
33
33600S137
600S137
600S162
21'-4"17'-10"19'-10"14'-10"12'-4"13'-9"
23'-1"19'-2"21'-4"16'-2"13'-5"14'-11"
24'-4"20'-4"22'-7"16'-10"14'-1"15'-8"
43600S162 26'-3"21'-10"24'-4"18'-4"15'-3"17'-0"
= STUD OR JOIST, = TRACK, = CHANNEL,S T U
= FURRINGF
-
NOTE: ALL STUD INFORMATION IS BASED ON:
CEMCO ICC ES ESR-3016 OR CLARKDIETRICH ICC ESR-116P
SCALE:
ALLOWABLE CEILING SPANS
N.T.S.
SE
E
R
C
P
45 DEG.
12
"
(
U
.
N
.
O
.
)
BRACE TO STRUCTURE, ALTERNATE
SIDES. USE METAL STUDS AT 8'-0"
O.C. MAX., MATCH WALL STUD SIZE
& GAUGE (3 5/8" 20 GA. MIN.)
PROVIDE BENT LEG & FASTEN TO
TOP TRACK. MAX LENGTH OF
BRACE 25'-0"
TOP TRACK SECURED TO WALL
BRACE WITH (2) #8 SHEET METAL
SCREWS
INSULATION WHERE OCCURS, SEE
WALL TYPE SCHEDULE
5/8" GYP. BD. EACH SIDE OVER
METAL STUDS, SEE METAL STUD
TABLE FOR SIZE & SPACING
CEILING JOISTS AT 16" O.C., SEE
RCP & CEILING JOISTS TABLE.
ATTACHED WITH #10 SMS EACH
SIDE, EACH END.
SCALE:
PARTITION TO ABOVE CEILING
3"=1'-0"
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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-
H
13
A6.1SEE FOR WALL SWAY BRACE
5/8" GYP. BD. ESR-1338 ATTACHED
WITH #6 SCREWS @ 8" O.C. EDGES
AND 12" O.C. FIELD
CONTINUOUS TRACK WITH (2) #12
SMS TO EACH METAL STUD
NOTE:
ALL SCREWS
ESR-3223
11
10 1
9
2
5
THE FOLLOWING SPANS ARE BASED UPON STUDS HAVING A 1-5/8" LEG WITH A 3/8" RETURN.
DOUBLE STUDS ARE CONNECTED TOGETHER IN THE SHAPE OF A , WITH ONE #6 SHEET
METAL SCREW AT 16" O.C.. ATTACH THE METAL STUD TO THE T-BAR MAIN RUNNER WITH TWO
#8 SCREWS. SEE DETAILS FOR ATTACHMENT TO STRUCTURE ABOVE.
DBL 1-5/8 x 25 GA
STEEL STUDS
3-5/8" X 20 GA. STUDS- SCREWED W/ 7/16" 9 GA. FRAMING
SCREWS @ 24" O.C. STAGGERED- SANDWICH MAIN RUNNER
BACK. & ATTACH W (3) 7/16" FRAMING SCREWS.
PRE-MANUFACTURED STRUTS MAY ONLY BE USED IF ENGINEERING IS APPROVED BY THE
BUILDING DEPARTMENT. GC TO SUBMIT FOR APPROVAL.
6'
-
0
"
METAL STUDS:
MANUFACTURED STRUTS:
MAIN RUNNER
2" MAX
3-5/8" x 25 GA.
OC TYP.
12'-0"
12
'
-
0
"
OC
T
Y
P
.
MAIN RUNNER
TO 20'-0"
TO 10'-0"
TO 8'-0"
SUSPENDED CEILING SYSTEM,
SEE REFLECTED CEILING PLAN
FOR SPECIFICATIONS.
ICC ESR-2631
(CHICAGO METALLIC), OR
ICC ESR-1222
(USG INTERIORS), OR
ICC ESR-1308
(WORTHINGTON ARMSTRONG
VENTURE)
CIRCLE INDICATES REQUIRED
LOCATION OF COMPRESSION
STRUTS. SEE BELOW.
20GA. MTL. STD COMPRESSION STRUT @ EA. SET OF
BRACING WIRES W/(2) #8 SHEET MTL. SCREWS TO THE
GRID, SPAN PER TABLE ABOVE.
SUSPENDED CEILING
SYSTEM. SEE CEILING PLAN.
(2) STUD ORIENTATION
12GA. BRACING W/4 TIGHT TURNS IN 1 1/2" EACH END.
SPLAY WIRE BRACING IN CLUSTERS OF FOUR WIRES
ATTACHED TO MAIN RUNNER WITHIN 2" OF A CROSS TEE
SECTION. OCCUR WHEN CEILING AREA EXCEEDS 1000 SF
CROSS
RUNNER
LATERAL FORCE BRACING: A STRUT FASTENED TO THE MAIN RUNNER SHALL BE EXTENDED TO
THE STRUCTURAL MEMBERS SUPPORTING THE ROOF OR FLOOR ABOVE. LATERAL FORCE BRACING
SHALL BE 12 FEET ON CENTER (MAXIMUM) AND BEGIN NO FARTHER THAN 6 FEET FROM WALLS.
LATERAL FORCE BRACING MEMBERS MUST BE SPACED A MINIMUM OF 6" FROM ALL HORIZONTAL
PIPING OR DUCT WORK THAT IS NOT PROVIDED WITH BRACING RESTRAINTS FOR HORIZ. FORCES.
BRACING WIRES MUST BE ATTACHED TO THE GRID AND TO THE STRUCTURE IN SUCH A MANNER
THAT THEY CAN SUPPORT A DESIGN LOAD OF NOT LESS THAN 200 POUNDS OR THE ACTUAL
LOADS, WHICHEVER IS GREATER, WITH A SAFETY FACTOR OF 2.
ATTACHED
UNATTACHED
UN
A
T
T
A
C
H
E
D
AT
T
A
C
H
E
D
DBL 2-1/2" x 25 GA TO 15'-0"
DBL 3-5/8" X 20 GA
CEILING SYSTEMS ARE TO BE
ATTACHED ONLY AT 2 ADJACENT
WALLS OR SOFFITS
MA
X
.
LARR #24299
12GA. VERTICAL HANGER WIRE @ 4'-0" O.C. EACH WAY (4'
O.C. AT MAIN RUNNER) MINIMUM 3 TIGHT TURNS IN 1-1/2"
BOTH ENDS TYPICAL
THE FOLLOWING INSTALLATION DETAILS ARE TO BE CONSIDERED TO BE COMPLYING WITH THE
ABOVE REQUIREMENTS.
NOTES:
1.WHERE THE ROOF SYSTEM IS COMPOSED OF WOOD BEAMS, PURLINS, AND SUB-PURLINS, THE
2 X 4 SUB-PURLINS ARE NOT TO BE CONSIDERED AS STRUCTURAL MEMBERS SUPPORTING
THE ROOF.
2.CEILING SUSPENSION SYSTEM SHALL COMPLY WITH 803.9 AND 2506.2.1. COMPONENTS
SHALL BE ASTM "HEAVY DUTY" CLASS.
3. THE COMPRESSION STRUT SHALL BE VERTICAL, AND SHALL NOT HANG MORE THAN 1 IN 6
OUT-OF-PLUMB.
ACOUSTICAL CEILING SUSPENSION SYSTEM
SEISMIC JOINT IF REQ'D.
PER PLAN
LATERAL FORCE BRACING AND SUSPENSION
LIGHT FIXTURE
FIRE
SPRINKLER
**
*
*
* = 45°
LARR #25764
LARR #25032
CEILING GRID
SUSPENDED
LIGHT FIXTURE
(LESS THAN 56 LBS.)
LATERAL FORCE BRACING MEMBERS
MUST BE SPACED A MINIMUM OF 6"
FROM ALL HORIZONTAL PIPING OR
DUCT WORK THAT IS NOT PROVIDED
WITH BRACING RESTRAINTS FOR
HORIZ. FORCES. BRACING WIRES
MUST BE ATTACHED TO THE GRID
AND TO THE STRUCTURE IN SUCH A
MANNER THAT THEY CAN SUPPORT
A DESIGN LOAD OF NOT LESS THAN
200 POUNDS OR THE ACTUAL LOADS,
WHICHEVER IS GREATER, WITH A
SAFETY FACTOR OF 2.
PROVIDE MINIMUM OF 2 SCREWS AT
OPPOSIT CORNERS OF SUPPORT
WIRES, OR SCREW ON T-BAR
SAFETY CLIPS AT SIDES OR ENDS.
TWO (2) NO. 12 GAUGE WIRES
MUST BE SECURED FROM LIGHT
& MECHANICAL FIXTURES AT
OPPOSING CORNERS ALONG THE
FIXTURE'S DIAGONAL. WIRES
MAY BE SLACK.
WHEN HEAVY-DUTY
CEILING SYSTEMS ARE
USED, SUPPLEMENTAL
HANGERS ARE NOT
REQUIRED IF A 48"
MODULAR HANGER
PATTERN IS
FOLLOWED.
HEAVY-DUTY CEILING
SYSTEMS
SEISMIC JOINT CLIP
TWO PIECE UNIT W/
SLOTS
HORIZONTAL SEISMIC SLOT
VERTICAL POSITIONING STAMP
MAIN BEAM: SJMR
CROSS TEE: SJCG
SILHOUETTE AND INTERLUDE
CROSS TEE: SJCSI
ICC ESR-1308
LARR # 25032
USG ACM7
ICC ESR-1222
OR
CHICAGO METALIC
SST
ICC ESR-2631
OR
LARR # 25764
(ARMSTRONG "SJCG" SHOWN)
ARMSTRONG SEISMIC JOINT
CLIP WORK WITH
ARMSTRONG 15/16" AND
9/16" GRID SYSTEMS.
(PRELUDE, SUPRAFINE AND
SILHOUETTE
WALL OR SOFFIT
CLOSURE ANGLE
MOLDING 7800
WHERE WALL REMAINS
UNATTACHED TO CLOSURE
ANGLE, 3/4" CLEARANCE TO
BE MAINTAINED
ACOUSTICAL PANEL
SUSPENDED CEILING
GRID
3/4"
LOOSE SCREW
"UNATTACHED WALL"
ARMSTRONG BERC2
ICC ESR-1308
8" MAX.
SEISMIC CLIP SYSTEM
ANCHOR TO WALL OR
SOFFIT BY #6 SCREWS AT
24" O.C.PERIMETER HANGER WIRE
AT ALL MAIN RUNNERS AND
CROSS TEES
LARR # 25032
"UNATTACHED WALL"
USG ASM7
ICC ESR-1222
OR
HANGER AND PERIMETER WIRES
MUST BE PLUMB WITHIN 1 IN 6
UNLESS COUNTER SLOPING WIRES
ARE PROVIDED
"UNATTACHED WALL"
CHICAGO METALIC
ICC ESR-2631
OR
WALL OR SOFFIT
CLOSURE ANGLE
MOLDING 7800
ACOUSTICAL PANEL
SUSPENDED CEILING
GRID
TIGHT SCREW
8" MAX.
SEISMIC CLIP SYSTEM ANCHOR TO
WALL OR SOFFIT BY #6 SCREWS
AT 24" O.C.
PERIMETER HANGER WIRE
AT ALL MAIN RUNNERS AND
CROSS TEES
"ATTACHED WALL"
ARMSTRONG BERC2
ICC ESR-1308
LARR # 25032
"ATTACHED WALL"
USG ASM7
ICC ESR-1222
OR
HANGER AND PERIMETER WIRES
MUST BE PLUMB WITHIN 1 IN 6
UNLESS COUNTER SLOPING WIRES
ARE PROVIDED
"ATTACHED WALL"
CHICAGO METALIC
ICC ESR-2631
OR
2"
2"
CEILING LAY-IN TILES
(LARR #24646)
MAIN TEE
THE FIRST CEILING TILE SHALL
BE A MINIMUM 3/4" CLEAR FROM
WALL SURFACE.
16 GAUGE ANGLE FINISHED TO
MATCH GRID.
MINIMUM 2" HORIZONTAL WALL
ANGLE LENGTH SHALL BE USED
AT PERIMETER WALLS AND AT
INTERIOR FULL HEIGHT
PARTITIONS.
3/4"
MIN
NOTE:
THIS DETAIL SHALL BE USED IN CONDITIONS
WHERE THE SPAN OF THE CEILING SYSTEM
EXCEEDS 25 FEET IN BOTH DIRECTIONS.
DS/MH
23-16
2
1SCALE:
SEISMIC JOINT CLIP
3"=1'-0"
SCALE:
LIGHT FIXT. AT SUSPENDED CEILING
N/A
SCALE:
UNATTACHED CLOSURE ANGLE
3"=1'-0"
SCALE:
ATTACHED CLOSURE ANGLE
3"=1'-0"
SCALE:
CEILING AT PERIMETER WALL
3"=1'-0"
SCALE:
SUSPENDED CEILING
N/A
GYPSUM BOARD SOFFIT
USE METAL STUDS @
24" O.C. MAX. MATCH
WALL STUD, SIZE, &
GAUGE
SE
E
R
C
P
N.
T
.
S
.
SE
E
R
C
P
METAL STUD WALL BRACE
AT 8'-0" O.C. MAX. WITH
(3) #10 METAL SCREWS AT
EACH END
SCALE:
SOFFIT
1-1/2"=1'-0"
STRUCTURE ABOVE
METAL STUD - SEE
STRUCTURAL DRAWINGS
SCALE:
ACCESS PANEL
3"=1'-0"
METAL OR DRYWALL ACCESS
PANEL (BY OTHERS) SPECIFICATION
BY ARCHITECT, REFERENCE
ACCESS PANEL LITERATURE FOR
REQUIRED SUPPORT AND
ATTACHMENT DETAILS.
5/8" GYPSUM BOARD
3-5/8" METAL STUD.
7
11
A6.1
7
A6.1
800 N Tustin Ave Unit
#H1/23/2025
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
RE
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D
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A
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S
A6.3
mh
DS/MH
23-16
9
12
SCALE:
BENCH AT CHANGING ROOM
1"=1'-0"
SCALE:
RECEPTION DESK WORK SPACE
1"=1'-0"
A.UNLESS NOTED OTHERWISE, ALL CABINET CONSTRUCTION SHALL BE PLASTIC LAMINATE CLAD, AND
SHALL MEET THE REQUIREMENTS OF AWI SECTION 400, CUSTOM GRADE, FLUSH OVERLAY CONSTRUCTION.
ALL WOOD VENEER CLAD CABINET CONSTRUCTION SHALL MEET THE REQUIREMENTS OF AWI SECTION
400, PREMIUM GRADE, FLUSH OVERLAY CONSTRUCTION. COUNTERTOPS SHALL MEET THE REQUIREMENTS
OF AWI SECTION 400 WITH EDGE DETAILS AS INDICATED ON THE DRAWINGS.
B.FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO SUBMITTING SHOP DRAWINGS FOR
ARCHITECT'S REVIEW.
C.ALL OPEN SHELVING SHALL CONFORM TO AWI SECTION 400B, CUSTOM GRADE. UNLESS NOTED
OTHERWISE, ALL SHELVES SHALL BE PAINTED. SHELVING STANDARDS SHALL BE EQUAL TO KV NO. 82
AND BRACKETS SHALL BE EQUAL TO KV NO.182, UNLESS MORE STRINGENT REQUIREMENTS ARE NOTED.
PROVIDE PROPER FIRE-RETARDANT BLOCKING WITHIN PARTITIONS ON WHICH SHELVING IS INSTALLED.
D.PROVIDE EXTERIOR-GRADE OR WATER-RESISTANT SUBSTRATE TOE KICKS AT SINKS, LAVATORIES, AND
FLOOR TILE LOCATIONS.
E.CABINET BODY CONSTRUCTION TO BE VENEER-CORE PLYWOOD OR MDF; EXCEPT AT WET AREAS, USE
WATER-RESISTANT SUBSTRATE.
F.INTERIOR CONSTRUCTION TO BE WHITE MELAMINE @ NON-WOOD GRAIN PLAM CABINETS, W/BLACK
MELAMINE @ WOOD GRAIN PLAM & WOOD VENEER CABINETS.
G.ALL EXPOSED SURFACES TO BE CLAD IN PLAM., UNLESS OTHERWISE NOTED.
H.PROVIDE SHOP DRAWINGS FOR ALL MILLWORK FOR REVIEW PRIOR TO BEGINNING FABRICATION OF ANY
MILLWORK ITEMS.
I.UNDERSIDE OF OVERHEAD CABINETS TO MATCH CABINET FINISH.
J.ALL FINISHES SHALL BE AS INDICATED IN THE FINISH SCHEDULE AND FINISH KEY, UNLESS NOTED
OTHERWISE.
K.UNLESS INDICATED OTHERWISE, BASE CABINETS ARE TO BE FLUSH WITH COUNTERTOP; UPPER CABINETS
ARE 1'-3" INSIDE CLEAR.
L.MILLWORKER TO COORDINATE ALL MILLWORK INSTALLATIONS WITH OTHER SUBCONTRACTORS AND
APPLIANCES AND SHALL BEAR ANY COST ASSOCIATED WITH THE RECONFIGURATION OF MILLWORK IN
CONFLICT WITH OTHER TRADES.
M.ALL INSTALLED CABINETS SHALL BE SCRIBED TO WALL OR CEILING WITHOUT ADDITIONAL OVERLAYS.
CAULK ALL JOINTS TO WALLS.
N.UNLESS NOTED OTHERWISE, HARDWARE MINIMUM REQUIREMENTS ARE AS FOLLOWS. CONFIRM FINISH
WITH ARCHITECT PRIOR TO ORDERING.
1.PULLS: 1-5/8" ROUND KNOB, SATIN NICKEL FINISH, EMTEK 86449 OR EQUAL.
2.HINGES: CONCEALED, SOFT-CLOSING, BLUM CLIP 125 OR EQUAL
3.DRAWER GLIDES: ACCURIDE, CB-3832-20: BLACK ZINC, FULL EXTENSION SLIDE, 100 LBS CAPACITY
4.SHELF SUPPORT: HAFELE, 282.04.711, NICKEL
5.BUMPERS: BLUM #TP1950 CLEAR PLASTIC RESILIENT. PROVIDE AT ALL DOORS & DRAWERS.
6.ELBOW CATCHES: IVES, IV2, CHROME
7.LOCKS: HAFELE, 235.08.054
8.TOUCH LATCH: FERUM, FE944BN ROLLER TOUCH LATCH
9.GROMMET: DOUG MOCKETT, EDP SERIES 2.5" HOLE
GENERAL NOTES
millwork
BASE CABINET
CL
SCHEDULED
MILLWORK PULL
DRAWER UPPER CABINET
PLASTIC LAMINATE TOP BENCH
OVER 3/4" PLYWOOD; MITER
EDGE
DRAWER AND SLIDE
TOE KICK TO MATCH BASE
CABINET; SCRIBE TO FLOOR
1'-8"
3"
1
1
/
2
"
1/
2
"
8"
4"
1'
-
6
"
4"
4" FIRM BENCH CUSHION
SCALE:
CABINET LOCKERS
1"=1'-0"
TOE KICK TO MATCH BASE
CABINET; SCRIBE TO FLOOR
1'-8"
3"
4"
2'
-
6
"
2'
-
6
"
2'
-
6
"
7'
-
6
"
3/4" x 3" STRETCHER, TYP.
1
1
/
2
"
1/
2
"
1
1
/
2
"
1/
2
"
1
1
/
2
"
1/
2
"
4
3/4" PLASTIC LAMINATE CABINET
DOOR, TYP. - FINISH BOTH SIDES &
PROVIDE EDGE BAND AT ALL 4
EDGES
4" BRUSHED STAINLESS WIRE
PULLS MOUNTED HORIZONTALLY,
WITH COUNTER-SUNK SCREWS &
CAPS, TYP. - PROVIDE SILENCERS
AT DOORS
FRAMELESS CONCEALED HINGE,
TYP.
3/4" MELAMINE TOP W/ EDGE
BAND
1/4" MELAMINE BACK, TYP.
4" BRUSHED STAINLESS WIRE
PULLS MOUNTED HORIZONTALLY,
WITH COUNTER-SUNK SCREWS &
CAPS, TYP. - PROVIDE SILENCERS
AT DOORS
SCALE:
RECEPTION DESK
1"=1'-0"
5
6
2'-0"
2'
-
6
"
BASE AS SCHEDULED
COORDINATE OPENING IN
FRAMING FOR POWER/DATA
QUARTZ COUNTER TOP OVER
3/4" PLYWOOD
16"X14" CENTERLINE BRACKETS,
BLACK AT 36" O.C.
18 GA. METAL STUD WITH 3/4"
PLYWOOD AND 5/8" GYPSUM
BOARD, PAINT TO MATCH WALL
COLOR
1
1
/
2
"
SCALE:
COUNTERTOP
1"=1'-0"
PLASTIC LAMINATE OVER 3/4"
PLYWOOD WITH 4" BACKSPLASH1'-4"
2'
-
6
"
4"
12"X14" CENTERLINE BRACKETS,
BLACK AT 36" O.C.
BASE AS SCHEDULED
1
1
/
2
"
10
+18"
+18"
5'
-
6
"
2'-0"3'-0"
5'-0"
5
-
A - PLAN B - ELEVATION
4B
-
1'
-
4
"
CERAMIC TILE OVER TILE
BACKER BOARD, PER OWNER
QUARTZ COUNTERTOP
EXISTING WALL TO REMAIN LOW WALL BELOW
9
-
30" X 48" CLEAR SPACE
1 1/2"
800 N Tustin Ave Unit
#H1/23/2025
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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INSULATION WHERE OCCURS
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DOOR PER SCHEDULE
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METAL TRACK
3-5/8" METAL STUD NESTED
IN METAL TRACK
1/2"
DOOR AND FRAME PER
SCHEDULE
FOR FINISH FLOOR SEE FINISH
PLAN
MATERIAL TRANSITION WHERE
OCCURS
1/
2
"
M
A
X
SCALE:
DOOR HEAD (JAMB SIM.)
3"=1'-0"
5/8" TYPE 'X' GYP. BD. EACH
SIDE OVER METAL STUD. SEE
STRUCTURAL DRAWINGS FOR
SIZE AND SPACING.
SCALE:
DOOR SILL
6"=1'-0"
1
2
37
8
11
16 GA. METAL STUD 16" O.C. @
ALL BACKING STUD TRACKS
16 GA.X6"X1-1/2" UNPUNCHED
METAL TRACK W/LEGS CLIPPED &
BENT @ EA. STUD. ATTACH TO
EACH STUD W/3(#10)
SELF-DRILLING AND
SELF-TAPPING SHEET METAL
SCREWS (TO MIN. 3 STUDS)
EXTEND BACKING 1 BAY BEYOND
EDGE OF CABINET / EQUIP.
NOTE:
DO NOT CUT FLANGES
BETWEEN SUPPORTING
STUDS
W = MAX. 100 lb. PER STUD.
ADAPTOR JOHNSONITE
CTA-XX-K, 3/8" RESILIENT
MATERIAL TO 1/8" RESILIENT
MATERIAL, COLOR: T.B.D.
1/8" RESILIENT FLOORING
(LVT/SDT/EPOXY)
STONE, GRANITE OR CERAMIC
TILE MATERIAL.
FIXED GLASS.
INSULATION WHERE OCCURS
5/8" TYPE 'X' GYP. BD. EACH
SIDE OVER METAL STUD. SEE
STUD TABLE FOR SIZE AND
SPACING.
ALUMINUM WINDOW FRAME
IN METAL TRACK
3-5/8" METAL STUD NESTED
METAL TRACK6"
NOTE:
PROVIDE METAL BLOCKING BETWEEN STUDS TO
MOUNT LIGHT SWITCH/SENSOR & THERMOSTAT
AT DIMENSION INDICATED
38
"
THERMOSTAT
LIGHT SWITCH/SENSOR
DOOR HANDLE
NOTE:
PROVIDE METAL BLOCKING BETWEEN STUDS TO
MOUNT LIGHT SWITCH/SENSOR & THERMOSTAT
AT DIMENSION INDICATED38
"
THERMOSTAT
6"
SIDELITE
DOOR JAMB
PARTIAL PLAN
DOOR IN OPEN POSITION
(OR @ GLASS FRONT)
LIGHT SWITCH/SENSOR
DOOR HANDLE
METAL FRAMING.
ACOUSTICAL INSULATION
(WHERE OCCURS).
(1) LAYER OF 5/8" DENSSHIELD
WALL BOARD
THINSET WALL TILE.
SS SCHLUTER COVE BASE.
THINSET FLOOR TILE.
EXISTING FLOOR.
SCALE:
WINDOW HEAD (JAMB & SILL SIM)
3"=1'-0"
CONCRETE FILLED
5" O.D. STD. STEEL
GALVANIZED PIPE (MIN. 1/4"
WALL THICKNESS). PRIMED
AND PAINTED YELLOW
CONCRETE FOOTING
(E) CONCRETE CURB
1'
-
9
"
2'
-
0
"
5" MIN.
1'-3" MIN.
5"
M
I
N
.
SCALE:
BOLLARD
1-1/2"=1'-0"
SCALE:
TILE BASE
1-1/2"=1'-0"
WALL - INSTALL PER TCNA W244C-22
FLOOR - INSTALL PER TCNA F180-22
SCALE:
TILE TO RESILIENT FLOORING
FULL SCALE:
LT. SWITCH/T-STAT @ SIDELITE
3/8"=1'-0"
SCALE:
LT. SWITCH/T-STAT INSTALLATION
3/8"=1'-0"
SCALE:
BACKING DETAIL FOR MISC. EQUIP.
N.T.S.
13
15
EXTERIOR
STOREFRONT FRAME
INTERIOR
ALUMINUM
10
"
DOOR FRAME
BOTTOM RAIL TO MATCH
DOOR STOP AT JAMB
BEYOND
INSULATED GLASS
FILL CONSTRUCTION CONTROL
JOINTS THAT CONTINUE UNDER
THRESHOLD WITH SEALANT.
EXTERIOR RAIN DRIP DOOR BOTTOM
SWEEPS (VINYL) WITH STAINLESS
STEEL FASTENERS. COLOR TO
MATCH DOOR.
1/
2
"
1/
2
"
THRESHOLD SET IN SEALANT AND
SEAL EDGES OF ENDS, FINISH TO
MATCH DOOR FRAME.
PEMKO 2005 _T
1/2" EXP. JOINT MATERIAL, WHERE
OCCURS. COORDINATE WITH SLAB
AND EXTERIOR WALLS
SCALE:
STOREFRONT DOOR
3"=1'-0"
INSULATED GLASS
ALUMINUM STOREFRONT
SYSTEM
SCALE:
WINDOW HEAD (JAMB SIM.)
3"=1'-0"
DOOR DIM.
INSULATED GLASS
STOREFRONT SYSTEM
DOOR STOP
ALUMINUM
EXTERIOR
INTERIOR
SCALE:
STOREFRONT JAMB
3"=1'-0"16
JAMB BEYOND
FINISH FLOOR
METAL THRESHOLD
1/4" TOOLED CONC. EDGE
DOOR SWEEP/SHOE -
SEE HARDWARE SCHEDULE
1
1
/
2
"
M
A
X
.
SEALANT OVER 1/2" EXP.
JOINT MATERIAL
DOOR PER SCHEDULE
EXTERIOR INTERIOR
(SEE DOOR SCHEDULE)
MECHANICAL EQUIPMENT WITH HEAVY DUTY
STEEL-SPRING ISOLATOR
3"
8"
MI
N
.
BASE FLASHING FASTENER AT
8" O.C.
(E) ROOFING
(E) ROOF DECK
22 GA. G.I. FLASHING LID
WITH SOLDERED SEAMS
SECURED USING SCREWS
THROUGH STEEL / NEOPRENE
WASHER AT 12" O.C.
SCALE:
MECHANICAL UNIT PLATFORM
3"=1'-0"
B.O.HEADER
SEE WALL SECTIONS
EXTERIOR PLASTER
OVER METAL LATH
AND WRB
INSULATION, PER TITLE 24
CALCULATIONS
EXISTING EXTERIOR
SHEATHING BOARD
2X STUD FRAMING
SOFFIT DRIP SCREED SHIM, AS REQUIRED
INTERIOREXTERIOR
J-MOLD
BACKER ROD AND SEALANT
OUTLINE OF FINISH
NOTE:
ANY PENETRATIONS IN WATER
PROOFING MEMBRANE/WRB SHALL
BE FULLY SEALED.
BUILDING LINE BEYOND
(JAMB SIM.)
SCALE:
HOLLOW METAL DOOR HEAD
3"=1'-0"
CONTINUOUS CLEAT AND
SEALANT
SINGLE-PLY ROOFING TO
MATCH (E) ROOF, INSTALL PER
ROOFING MANUFACTURER'S
SPECIFICATIONS - PATCH AND
REPAIR AS REQ'D
MIN. 2 X 8 CONTINUOUS WOOD
CURB SECURED TO UNDERLYING
SUBSTRATE SEE "S" DWGS.
LANDSCAPE
NEW CONCRETE PAD, SEE
STRUCTURAL DRAWINGS
SCALE:
HOLLOW METAL DOOR SILL
3"=1'-0"
B.O.HEADER
SEE WALL SECTIONS
EXTERIOR PLASTER
OVER METAL LATH
AND WRB
INSULATION, PER TITLE 24
CALCULATIONS
EXISTING EXTERIOR
SHEATHING BOARD
2X STUD FRAMING
SOFFIT DRIP SCREED
INTERIOR
J-MOLD
BACKER ROD AND SEALANT
OUTLINE OF FINISH
EXTERIOR
SHIM, AS REQUIRED
800 N Tustin Ave Unit
#H1/23/2025
DO
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MH
DS/MH
24-06
DOOR
NUMBER ROOM NAME
DOOR FRAME
HARDWARE REMARKSWIDTHHEIGHTTYPEMATERIALFINISHMATERIALFINISH
100 ELECTRICAL ROOM PAIR 3'-0"7'-0"B
102 CT SCAN
102a
103 OPERATOR
104 MRI
104A
105 EQUIPMENT
107 CHANGING ROOM
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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STEEL PAINT
F WOOD ALUM CLEAR
3'-6"WOOD ALUM CLEAR
3'-0"C WOOD ALUM CLEAR
4'-0"E WOOD COPPER -
PR. 4'-4-1/2"
PAIR 4'-0"B
3'-0"
DOOR/WINDOW TYPES:
1. VERIFY THAT ALL DOORS AND DOOR HARDWARE MEET THE REQUIREMENTS OF
ALL GOVERNING CODES & STANDARDS. NOTIFY THE ARCHITECT IMMEDIATELY
IN CASE OF DISCREPANCY.
2. FIELD MEASURE, AS REQUIRED, ALL DOORS PRIOR TO FABRICATION.
3. PROVIDE A SIGN ON OR NEAR THE MAIN EXIT DOOR READING:
"THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED".
4. RATED DOORS SHALL COMPLY WITH REQUIREMENTS OF ALL GOVERNING
CODES & STANDARDS AND SHALL BEAR A LABEL FROM A RECOGNIZED
AGENCY SHOWING THE SPECIFIC RATINGS.
5. ALL HARDWARE TO BE LEVER-TYPE PER GOVERNING CODES & ACCESSIBILITY
STANDARDS.
6. DOOR HANDLES, PULLS OR KNOBS SHALL BE INSTALLED AT 38" ABOVE FINISH
FLOOR. ALL OTHER OPERABLE PARTS OF DOOR HARDWARE (SUCH AS
DEADBOLTS, KEYHOLES... ETC.) ARE TO BE CENTERED BETWEEN 34" AND 44"
ABOVE FINISH FLOOR. IF EXISTING BUILDING STANDARD EXISTS, MATCH
BUILDING STANDARD AND CONFIRM COMPLIANCE WITH ACCESSIBILITY
REQUIREMENTS.
7. SPECIAL LOCKING DEVICES SHALL BE OF AN APPROVED TYPE.
8. PROVIDE WEATHER SEALS ON ALL EXTERIOR DOORS PER ANSI STANDARDS.
9. CONTRACTOR IS RESPONSIBLE TO COORDINATE & VERIFY ALL DOOR FRAME
THROAT THICKNESS' FOR EACH LOCATION.
10. ALL DOOR FRAMES TO BE FACTORY FINISHED.
11. ALL DOOR STOPS TO HAVE 2x6 BACKING IN THE WALL BEHIND.
12. MAXIMUM UNDERCUT OF ALL DOORS NOT IN A RATED CORRIDOR SHALL NOT
EXCEED 1/2" ABOVE FINISH FLOOR SURFACE.
13. ALL DOORS TO BE OPERABLE FROM THE INSIDE WITHOUT A KEY OR ANY
SPECIAL KNOWLEDGE OR EFFORT.
14. ALL DOORS WITH ELECTRONIC SECURITY DOOR LOCKS MUST BE OPENABLE
FOR EXITING PURPOSES UNDER ALL CONDITIONS. INCLUDING A POWER
OUTAGE.
15. IF BUILDING STANDARDS ARE INCONSISTENT FOR DOORS, RELITES, HARDWARE,
DOOR AND RELITE FRAMES OR OTHER STANDARD DETAILS, THEN CONTRACTOR
MUST VERIFY WITH DESIGNER AND OWNER PRIOR TO CONSTRUCTION.
DOOR NOTES:
DOOR HARDWARE:
A
STOREFRONT DOORS
WITH SIDE LIGHT
D
SCHEDULED
WIDTH
SC
H
E
D
U
L
E
D
H
E
I
G
H
T
DOUBLE DOOR WITH LOUVER
B
SOLID SINGLE DOOR
5'
-
0
"
SS KICK
PLATE
4'-0"
3'
-
0
"
INTERIOR WINDOW
5
A6.4
INTERIOR WINDOW
EXIT, PROVIDE TACTILE EXIT SIGN
DOOR AND FRAME SCHEDULE
STEEL PAINT
##
3'-0"
SOLID SINGLE DOOR WITH
ETCHED VISION LITE
C
SCHEDULED
WIDTH
SC
H
E
D
U
L
E
D
H
E
I
G
H
T
SOLID SINGLE
SHIELDED DOOR
E
SCHEDULED
WIDTH
SC
H
E
D
U
L
E
D
H
E
I
G
H
T
RF SHIELDED DOOR AND FRAME PER MANUFACTURER
MRI
3'-0"F WOOD ALUM CLEAR
RESTROOM106 D WOOD ALUM CLEAR TOILET ROOM SIGNAGE
RADIUS AT
ALL CORNERS
4'
-
0
"
4'-0"
3'
-
0
"
4'
-
0
"
SIZE
WINDOW
HEIGHTWIDTH
WINDOW
NUMBER
A
B
4'-0"4'-0"ALUMINUM
WINDOW TYPE FRAME
MATERIAL
ROOM NO.
102
104
REMARKS
RF WINDOW AND FRAME PER MANUFACTURER4'-0"4'-0"ALUMINUM
WINDOW AND FRAME SCHEDULE
FIXED - W2
FIXED - W1MRI
CT SCAN
ROOM NAME
#
PROVIDE LEADED GLASS PER PHYSICIST'S RECOMMENDATION
1
A6.4
2
A6.4
9
A6.4
1
A6.4
2
A6.4
5
A6.4
ALL RF WINDOW TO BE
COORDINATED WITH RF SUB
CONTRACTOR FOR ALL OTHER
REQUIREMENTS.
W1 W2
RATING
1
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
8'-0"
PLASTIC
LAMINATE (*)
PLASTIC
LAMINATE (*)
PLASTIC
LAMINATE (*)
PLASTIC
LAMINATE (*)
PLASTIC
LAMINATE (*)
PLASTIC
LAMINATE (*)
(*) COLOR TO BE SELECTED BY OWNER
PROVIDE 12" X 18" LOUVER; VERIFY W/MRI MANUFACTURER
H
W
W (DOUBLE)
T T
T
T
SC
H
E
D
U
L
E
D
H
E
I
G
H
T
3'
-
0
"
SCHEDULED
WIDTH
1'-6"
2'
-
4
"
SOLID SINGLE DOOR
F
SCHEDULED
WIDTH
SC
H
E
D
U
L
E
D
H
E
I
G
H
T
1
A6.4
2
A6.4
101 LOBBY/RECEPTION PAIR 3'-0"7'-0"A ALUMINUM CHARCOAL ALUMINUM CHARCOAL
CT SCAN F
SOLID DOUBLE DOOR
G
SCHEDULED
WIDTH
SC
H
E
D
U
L
E
D
H
E
I
G
H
T
1
A6.4
2
A6.4
STEEL PAINT STEEL PAINT
108 STORAGE 2'-0"F WOOD ALUM CLEAR8'-0"PLASTIC
LAMINATE (*)
LEADED DOOR AND FRAME PER PHYSICIST'S RECOMMENDATION
LEADED DOOR AND FRAME PER PHYSICIST'S RECOMMENDATION
E ELECTRICAL ROOM EXISTING TO REMAIN
01
02
03
04
05
06
BY OTHERS
09
10
11
12
5
A6.4
6
A6.4
15
A6.4
13
A6.4
16
A6.4
13
WOOD PLASTIC
LAMINATE (*)BI-FOLD
43
"
M
A
X
.
TO
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800 N Tustin Ave Unit
#H1/23/2025
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G.2
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1.THIS PROJECT AND ALL WORK ASSOCIATED WITH PROJECT SHALL CONFORM TO STATE
AND LOCAL CODES AND ORDINANCES HAVING JURISDICTION OVER THIS PROJECT.
2.THE TERM "ARCHITECT" OR "DESIGNER" AS USED IN THESE DOCUMENTS REFERS TO
SH-PARTNERS.
3.THE ARCHITECT SHALL NOT HAVE CONTROL OR CHARGE OF AND SHALL NOT BE
RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCE OF
PROCEDURE, OR FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE
WORK, ALL OF WHICH SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
4.THE DESIGN ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY
SUPPORTS, ETC. DURING DEMOLITION AND/OR CONSTRUCTION IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE
STRUCTURAL ENGINEER OR ARCHITECT.
5.THE ARCHITECT ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OF PLANS FOR
BID PURPOSES PRIOR TO THE ISSUANCE OF THE BUILDING PERMIT.
6.ALL WORK NOTED "N.I.C." OR "NOT IN CONTRACT" IS TO BE ACCOMPLISHED BY A
CONTRACTOR OTHER THAN THE GENERAL CONTRACTOR AND IS NOT TO BE PART OF
THE CONSTRUCTION AGREEMENT. THE GENERAL CONTRACTOR SHALL COORDINATE
WITH "OTHER" CONTRACTORS PER REQUIREMENTS ESTABLISHED BY OWNER AND
TENANT.
7.THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS ARE RESPONSIBLE FOR
EXAMINING CONTRACT DOCUMENTS, FIELD CONDITIONS, AND CONFIRMING THAT WORK
IS BUILDABLE AS SHOWN BEFORE PROCEEDING WITH CONSTRUCTION. IF THERE ARE
ANY QUESTIONS REGARDING THESE OR OTHER COORDINATION ITEMS, THE
CONTRACTOR IS RESPONSIBLE FOR OBTAINING CLARIFICATION FROM THE ARCHITECT
BEFORE PROCEEDING WITH WORK IN QUESTION OR RELATED WORK.
8.CONTRACTOR SHALL MAINTAIN RECORD DOCUMENTS OF CONSTRUCTION CHANGES
("AS-BUILT DRAWINGS") AND SHALL PROVIDE SAID DOCUMENTATION TO THE ARCHITECT
UPON COMPLETION OF CONSTRUCTION - NO EXCEPTION ALLOWED.
9.THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE TO COORDINATE WITH ALL
SUBCONTRACTORS PER REQUIREMENTS ESTABLISHED BY OWNER, TENANT, OR BOTH,
WHICH ARE UNDER SEPARATE CONTRACT WITH THE OWNER, OR TENANT, OR BOTH.
10.THE STRUCTURAL, MECHANICAL, ELECTRICAL, PLUMBING, OTHER DRAWINGS, AND JOB
SPECIFICATIONS ARE SUPPLEMENTARY TO ARCHITECTURAL CONSTRUCTION DRAWINGS.
ANY DISCREPANCY BETWEEN THESE DOCUMENTS SHALL BE IMMEDIATELY BROUGHT TO
THE ATTENTION OF THE ARCHITECT FOR CLARIFICATION.
11.THE INTENT OF DRAWINGS AND SPECIFICATIONS IS TO INCLUDE ALL LABOR,
MATERIALS AND SERVICES NECESSARY FOR THE COMPLETION OF ALL WORK SHOWN,
DESCRIBED, OR REASONABLY IMPLIED, BUT NOT LIMITED TO THAT EXPLICITLY
INDICATED IN THE CONTRACT DOCUMENTS.
12.INSTALL ALL MANUFACTURED ITEMS, MATERIALS, AND EQUIPMENT IN STRICT
ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS, U.O.N.
13.ANY WORK INSTALLED IN CONFLICT WITH THE CONSTRUCTION DRAWINGS, WITHOUT
THE PRIOR APPROVAL OF THE OWNER AND THE ARCHITECT SHALL BE CORRECTED AT
THE CONTRACTOR'S EXPENSE.
14.THE GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT IMMEDIATELY OF ANY
SPECIFIED MATERIALS OR EQUIPMENT WHICH ARE EITHER UNAVAILABLE OR THAT WILL
CAUSE A DELAY IN THE CONSTRUCTION COMPLETION SCHEDULE. THE CONTRACTOR
SHALL SUBMIT CONFIRMATIONS OF DELIVERY DATES FOR ORDERS OF MATERIALS AND
EQUIPMENT HAVING LONG LEAD TIMES.
15.ALL REQUESTS FOR SUBSTITUTIONS OF ITEMS SPECIFIED SHALL BE SUBMITTED IN
WRITING AND WILL BE CONSIDERED ONLY IF BETTER SERVICE FACILITIES, A MORE
ADVANTAGEOUS DELIVERY DATE, OR A LOWER PRICE WITH CREDIT TO THE OWNER /
TENANT WILL BE PROVIDED WITHOUT SACRIFICING QUALITY, APPEARANCE, AND
FUNCTION. UNDER NO CIRCUMSTANCES WILL THE ARCHITECT BE REQUIRED TO PROVE
THAT A PRODUCT PROPOSED FOR SUBSTITUTION IS OR IS NOT OF EQUAL QUALITY TO
THE PRODUCT SPECIFIED.
16.PROJECT SPECIFICATIONS ARE AN INTEGRAL PART OF THESE PLANS - SUBSTITUTIONS
FOR SPECIFIED MATERIALS REQUIRE THE WRITTEN APPROVAL FROM THE ARCHITECT.
17.UNLESS OTHERWISE NOTED IN THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL
SUBMIT ONE (1) SET OF SHOP DRAWINGS. SHOP DRAWINGS SHOULD INCLUDE DETAILED,
FABRICATION AND ERECTION DRAWINGS, SETTING DRAWINGS, DIAGRAMMATIC
DRAWINGS, AND MATERIAL SCHEDULES. LOCATION AND ORIENTATION OF ALL ITEMS
SHOULD BE CLEARLY INDICATED. BEGIN FABRICATION OF SHOP ITEMS AFTER
RECEIVING ARCHITECT'S OR DESIGNER'S APPROVAL OF SHOP DRAWINGS.
18.THE ARCHITECT'S REVIEW OF SHOP DRAWINGS SHALL NOT RELIEVE THE GENERAL
CONTRACTOR OR SUBCONTRACTOR FROM RESPONSIBILITY FOR DEVIATIONS FROM THE
DRAWINGS OR SPECIFICATIONS UNLESS HE HAS, IN WRITING, AND BROUGHT TO THE
ATTENTION OF THE ARCHITECT SUCH DEVIATIONS AT THE TIME OF THE SUBMISSION,
NOR SHALL IT RELIEVE HIM (GENERAL CONTRACTOR) FROM RESPONSIBILITY FOR
ERRORS OF ANY SORT IN THE SHOP DRAWINGS.
19.THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED
BUILDING PERMITS PRIOR TO STARTING CONSTRUCTION.
20.PRIOR TO THE ISSUANCE OF A BUILDING PERMIT, THE APPLICANT SHALL HAVE
EVIDENCE OF CURRENT WORKMAN'S COMPENSATION INSURANCE COVERAGE ON
FILE WITH THE STATE LABOR DEPARTMENT IN COMPLIANCE WITH CURRENT LABOR
CODES.
21.PROVIDE CONTINUOUS INSPECTIONS AS SET FORTH IN STATE AND LOCAL CODES AND
PER CONTRACT DOCUMENTS AS NEEDED.
22.PRIOR TO THE ISSUANCE OF FINAL CERTIFICATE OF OCCUPANCY FOR THIS PROJECT,
THE GENERAL CONTRACTOR SHALL SUBMIT A SIGNED CERTIFICATE TO THE
DEPARTMENT OF BUILDING AND SAFETY STATING THAT ALL WORK HAS BEEN
PERFORMED AND MATERIALS INSTALLED ACCORDING TO THE PLANS AND
SPECIFICATIONS AFFECTING NON-RESIDENTIAL ENERGY.
23.CONTRACTOR SHALL VERIFY ALL BUILDING STANDARDS WITH BUILDING LANDLORD
PRIOR TO BEGINNING ANY WORK. HOWEVER, THERE SHALL BE NO DEVIATIONS
WHATSOEVER FROM THE CONTRACTOR DOCUMENTS WITHOUT THE ARCHITECT'S
WRITTEN APPROVAL THEREOF. THE CONTRACTOR AGREES TO DEFEND, INDEMNIFY AND
HOLD THE ARCHITECT HARMLESS FROM ANY CLAIMS ARISING AS A RESULT OF
UNAPPROVED CHANGES.
24.UPON COMPLETION OF CONSTRUCTION, CONTRACTOR IS RESPONSIBLE FOR EMERGENCY
RESPONDER RADIO COVERAGE TESTING AND COMPLIANCE.
25.UNLESS OTHERWISE NOTED OR INDICATED, ALL DIMENSIONS ON THESE DOCUMENTS
SHALL BE TO FACE OF CURB, FACE OF CONCRETE OR MASONRY, FACE OF FINISH OR
CENTERLINE OF GRIDS.
26.ALL VERTICAL DIMENSIONS SHOWN ARE FROM FLOOR SLAB, U.O.N.
27.DIMENSIONS SHOWN IN FIGURES TAKE PRECEDENCE OVER DIMENSIONS SCALED FROM
DRAWINGS. LARGE SCALE DRAWINGS AND DETAILS TAKE PRECEDENCE OVER SMALLER
SCALE DRAWINGS.
28.THE TERM "ALIGN", AS USED IN THESE DOCUMENTS, SHALL MEAN TO ACCURATELY
LOCATE FINISHES IN THE SAME PLANE.
29."TYPICAL" AS USED IN THESE DOCUMENTS SHALL MEAN THAT THE CONDITION IS THE
SAME OR REPRESENTATIVE FOR ALL SIMILAR CONDITIONS THROUGHOUT, U.O.N.
30.DETAILS ARE USUALLY KEYED AND NOTED "TYPICAL" ONLY ONCE, WHEN THEY FIRST
OCCUR AND ARE REPRESENTATIVE OF ALL SIMILAR CONDITIONS THROUGHOUT, U.O.N.
31.COLUMN CENTERLINES (GRID LINES) ARE SHOWN FOR DIMENSIONING PURPOSES.
32.WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE
WORK, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK IN THE SAME
BUILDING.
1.WHERE EXISTING TENANTS/BUSINESSES ARE ADJACENT TO THE JOB SITE/TENANT,
THE CONTRACTOR SHALL MINIMIZE CONSTRUCTION NOISE - EXTREME NOISE
CONSTRUCTION SHALL OCCUR AT NON-TYPICAL BUSINESS HOURS. CONTRACTOR
SHOULD NOTIFY BUILDING REPRESENTATIVE OF SPECIAL CIRCUMSTANCES IN
ADVANCE PRIOR TO WORK.
2.THE CONTRACTOR AT HIS OWN EXPENSE, SHALL KEEP THE PROJECT AND
SURROUNDING AREA FREE FROM DUST AND DEBRIS. THE WORK SHALL BE IN
CONFORMANCE WITH THE AIR AND WATER POLLUTION CONTROL STANDARDS AND
REGULATIONS OF THE STATE DEPARTMENT OF HEALTH.
3.CONSTRUCTION DEBRIS AND WASTES SHALL BE DEPOSITED AT AN APPROPRIATE
SITE. THE CONTRACTOR SHALL INFORM THE BUILDING REPRESENTATIVE OF THE
LOCATION OF DISPOSAL SITES.
4.CONTRACTOR SHALL BE RESPONSIBLE FOR THE GENERAL CLEANING OF THE JOB
AFTER ITS COMPLETION. WHERE APPLICABLE, CLEANING SHALL INCLUDE, BUT NOT
BE LIMITED TO, THE EXTERIOR AND THE INTERIOR OF THE BUILDING, THE PATH OF
TRAVEL TO THE JOB SITE, PARKING LOTS, ELEVATORS, LOBBIES, AND CORRIDOR
CARPETS.
5.THE CONTRACTOR SHALL PROVIDE PEDESTRIAN PROTECTION, WHERE REQUIRED PER
STATE AND LOCAL CODES.
6.IF TRENCHES OR EXCAVATIONS 5'-0" OR MORE IN DEPTH ARE REQUIRED, OBTAIN
ISSUANCE OF A BUILDING OR GRADING PERMIT.
7.NO HAZARDOUS MATERIALS SHALL BE USED OR STORED WITHIN THE BUILDING
WHICH DOES NOT COMPLY WITH THE LOCAL FIRE AUTHORITY AND STATE & COUNTY
REQUIREMENTS.
8.CONTRACTOR SHALL BE RESPONSIBLE FOR BLOCKING OFF SUPPLY AND RETURN AIR
GRILLES, DIFFUSERS & DUCTS TO KEEP DUST FROM ENTERING INTO BUILDING AIR
DISTRIBUTION SYSTEMS.
9.BUILDINGS UNDERGOING CONSTRUCTION, ALTERATION OR DEMOLITION SHALL BE
DONE SO IN ACCORDANCE WITH STATE & LOCAL CODES.
10.THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO ENSURE THE
SAFETY OF THE OCCUPANTS AND WORKERS AT ALL TIMES.
11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE SECURITY OF THE
BUILDING AND SITE WHILE JOB IS IN PROGRESS AND UNTIL THE JOB IS COMPLETED.
12.WHERE ELECTRICAL, MECHANICAL AND/OR PLUMBING ITEMS, SUCH AS LIGHTS,
DUCTS, PIPING, DOWNSPOUTS, ETC. ARE TO PENETRATE ANY BUILDING FOOTINGS,
SLABS, FLOORS, STRUCTURAL FRAMING, WALL PARTITIONS, CEILINGS, ETC., IT IS
REQUIRED THAT AN APPROPRIATELY SIZED OPENING OR CLEARANCE BE FURNISHED.
CONTRACTOR SHALL COORDINATE THE INSTALLATION OF ALL ITEMS WITH THE
CONSTRUCTION DOCUMENTS PRIOR TO THE INSTALLATION OF STRUCTURAL,
MECHANICAL, PLUMBING AND ELECTRICAL WORK. ANY CONFLICT OR DISCREPANCY
WITHIN CONSTRUCTION DOCUMENTS SHALL BE BROUGHT TO THE ARCHITECT'S
ATTENTION FOR CLARIFICATION.
13.CONTRACTOR, ALONG WITH MECHANICAL CONTRACTOR, SHALL PROVIDE AND
LOCATE ACCESS DOORS/PANELS IN WALL & CEILING CONSTRUCTION AS REQUIRED
TO PROVIDE ACCESS TO MECHANICAL, FIRE SPRINKLER, PLUMBING & ELECTRICAL
WORK. CONTRACTOR SHALL SUBMIT A PLAN OF ALL PROPOSED ACCESS PANEL
LOCATIONS TO ARCHITECT FOR APPROVAL PRIOR TO INSTALLATION.
14.ALL PENETRATIONS AT RATED CONSTRUCTION SHALL BE PROTECTED TO MAINTAIN
RATING.
15.WHERE OCCURS, CONTRACTOR SHALL PATCH ANY EXISTING WALLS AND/OR
CEILINGS AS NEEDED TO REFURBISH THE LEASE SPACE AND REPAIR ALL DAMAGES
CAUSED BY CONTRACTOR.
16.INTERIOR WALLS AND CEILINGS SHALL BE INSTALLED IN ACCORDANCE TO STATE &
LOCAL CODES, INCLUDING REQUIREMENTS FOR FLAME SPREAD AND SMOKE DENSITY
RATINGS FOR FINISH MATERIALS.
17.WHEN USED, ALL NOISE BARRIER BATTS (SOUND INSULATION) AND INSULATION
BATTS SHALL BE NON-COMBUSTIBLE AND SHALL NOT CONTAIN OR UTILIZE OZONE
DEPLETING COMPOUNDS.
18.ALL NEW CONSTRUCTION MATERIALS SHALL BE 100% ASBESTOS-FREE.
19.OUR FIELD VERIFICATION IS BASED ON THOSE BUILDING ELEMENTS WHICH ARE
IMMEDIATELY AND READILY VISIBLE WITHOUT THE USE OF DEMOLITION OR REMOVAL
OF ANY PERMANENT ELEMENTS.
GENERAL NOTES:job site notes:
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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800 N. TUSTIN AVE., SANTA ANA, CA
TENANT IMPROVEMENT
A6.4
800 N Tustin Ave Unit
#H1/23/2025
DOORS, DOORWAYS & GATES
1/4"=1'-0"DOOR CLEARANCES
18" MIN.
@ INTERIOR
DOOR
60
"
M
I
N
.
(A)
FRONT APPROACH, PULL SIDE
12" MIN *
48
"
M
I
N
.
(*) IF BOTH CLOSER AND LATCH ARE PROVIDED
36" MIN.
60
"
M
I
N
.
(D)
HINGE APPROACH, PULL SIDE
22" MIN.
44
"
M
I
N
.
*
(F) (G*)
HINGE APPROACH, PUSH SIDE
24" MIN.60
"
M
I
N
.
(H)
LATCH APPROACH, PULL SIDE
24" MIN.
44
"
M
I
N
.
*
(J) (K*)
LATCH APPROACH, PUSH SIDE
(B) (C*)
FRONT APPROACH, PUSH SIDE
(*) 48" MIN. IF BOTH CLOSER AND LATCH PROVIDED.
(*) 48" MIN. IF CLOSER IS PROVIDED.
MANEUVERING CLEARANCE AT MANUAL SWINGING DOORS AND GATES
18" MIN. @ INTERIOR60
"
M
I
N
.
X
>
8
"
(A)
PULL SIDE
MANEUVERING CLEARANCE AT RECESSED DOORS AND GATES
48
"
M
I
N
.
X
>
8
"
(B)
PUSH SIDE
48
"
M
I
N
.
X
>
8
"
(C)
PUSH SIDE, DOOR PROVIDED WITH
BOTH CLOSER AND LATCH
12" MIN.
24" MIN.
@ EXTERIOR SIDE
OF EXTERIOR
DOOR
24" MIN. @ EXTERIOR
32" MIN.32" MIN.32" MIN.
90
(A)
HINGED DOOR
(B)
SLIDING DOOR
(C)
FOLDING DOOR
CLEAR WIDTH OF DOORWAYS
1.FLOOR OR GROUND SURFACE WITHIN REQUIRED MANEUVERING CLEARANCES SHALL HAVE A SLOPE NOT
STEEPER THAN 1:48. CHANGES IN LEVEL ARE NOT PERMITTED AT DOOR LANDINGS.
2.THRESHOLDS, IF PROVIDED AT DOORWAYS SHALL BE 1/2" HIGH MAX. RAISED THRESHOLDS AND
CHANGES IN LEVEL AT DOORWAYS SHALL COMPLY WITH DETAIL 10.
3.HANDLES, PULLS, LATCHES, LOCKS AND OTHER OPERABLE PARTS ON DOORS AND GATES SHALL BE
OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING OR TWISTING OR THE
WRIST.
4.THE FORCE REQUIRED TO ACTIVATE OPERABLE PARTS SHALL BE 5 LBS (22.5 N) MAX.
5.OPERABLE PARTS OF DOOR HARDWARE SHALL BE 34" MIN. AND 44" MAX. ABOVE THE FINISH FLOOR OR
GROUND.
6.WHERE SLIDING DOORS ARE IN THE FULLY OPEN POSITION, OPERATING HARDWARE SHALL BE EXPOSED
AND USABLE FROM BOTH SIDES.
7.DOOR AND GATE CLOSERS SHALL BE ADJUSTED SO THAT FROM AN OPEN POSITION OF 90° THE TIME
REQUIRED TO MOVE THE DOOR TO A POSITION OF 12° FROM THE LATCH IS 5 SECONDS MIN.
8.DOOR AND GATE SPRING HINGES SHALL BE ADJUSTED SO THAT FROM THE OPEN POSITION OF 70° THE
DOOR OR GATE SHALL MOVE TO THE CLOSED POSITION IN 1.5 SECONDS MIN.
9.THE FORCE FOR PUSHING OR PULLING OPEN A DOOR OR GATE SHALL BE AS FOLLOWS:
9.1.INTERIOR HINGED DOORS AND GATES: 5 LBS (22.5 N) MAX.
9.2.SLIDING OR FOLDING DOORS: 5 LBS (22.5 N) MAX.
9.3.REQUIRED FIRE DOORS: THE MINIMUM OPENING FORCE ALLOWABLE BY THE APPROPRIATE
ADMINISTRATIVE AUTHORITY, NOT TO EXCEED 15 LBS (66.7 N).
9.4.EXTERIOR HINGED DOORS: 5 LBS (22.5 N) MAX.
10.SWINGING DOOR AND GATE SURFACES WITHIN 10" OF THE FINISH FLOOR OR GROUND MEASURED
VERTICALLY SHALL HAVE A SMOOTH SURFACE ON THE PUSH SIDE EXTENDING THE FULL WIDTH OF THE
DOOR OR GATE. PARTS CREATING HORIZONTAL OR VERTICAL JOINTS IN THESE SURFACE SHALL BE
WITHIN 1/16" OF THE SAME PLANE AS THE OTHER AND BE FREE OF SHARP OR ABRASIVE EDGES.
CAVITIES CREATED BY ADDED KICK PLATES SHALL BE CAPPED.
11.WHERE AUTOMATIC AND POWER-ASSISTED DOORS AND GATES WITHOUT STANDBY POWER ARE PART OF
A MEANS OF EGRESS THE CLEAR BREAK OUT OPENING AT SWINGING OR SLIDING DOORS AND GATES
SHALL BE 32" MIN. WHEN OPERATED IN EMERGENCY MODE.
DOORS, DOORWAYS & GATES
1/4"=1'-0"Door in Series
48" MIN.48" MIN.
(A)(B)
48" MIN.
(C)
FIG. 11B-404.2.4.6
DOORS IN SERIES AND GATES IN SERIES
MOUNTING HEIGHTS
1/4"=1'-0"Mounting Height
EQUIPMENT
PERMITTED IN
SHADED AREA
FRONT & SIDE
APPROACH
INSULATE EXPOSED
PIPES AND SURFACES
18"-19"
36
"
M
A
X
.
27
"
MI
N
.
9"
M
I
N
.
6"
MAX.
8"
MIN.
38
"
-
4
3
"
36
"
M
A
X
.
24" MAX
17" MIN
6"
MAX.
8"
MIN.
29
"
M
I
N
27
"
MI
N
.
34
"
MA
X
.
9"
M
I
N
.
15" MIN
30" CLR
FORWARD
APPROACH
13-1/2" MIN.
17
"
M
A
X
.
44
"
MA
X
.
6'
-
2
"
M
I
N
.
40
"
M
A
X
.
34
"
M
A
X
.
18"
MIN.
6'
-
2
"
M
I
N
.
35
"
M
A
X
.
40
"
M
A
X
MIN
19"28
"
-
3
4
"
27
"
MI
N
.
SPOUT OUTLETSPOUT
OUTLET15" MIN.5" MAX.
MIRROR @
LOCKER
ROOMS
54
"
M
I
N
.
20
"
MA
X
.
18" MIN
WHEELCHAIR ACCESSIBLE
DRINKING FOUNTAIN
MIRROR NOT OVER
A LAVATORY
FIXED TABLE
OR COUNTER
STANDING
DRINKING
FOUNTAIN URINALLAVATORY
ACCESSORIESMIRROR @ LAVATORY
& CHANGES IN LEVEL
N.T.S.Floor Sruface Level
1/
4
"
1/
4
"
1/
2
"
MA
X
.
1/
4
"
M
A
X
.
1/2" MAX.
1/
2
"
MA
X
.
FLOOR OR GROUND SURFACES
DOMINANT DIRECTION OF TRAVEL
LONG DIMENSION
PERPENDICULAR
TO DOMINANT
DIRECTION OF
TRAVEL FIG. 302.3
ELONGATED OPENINGS IN FLOOR OR GROUND SPACE
FIG. 302.2
CARPET PILE HEIGHT
FIG. 303.2
VERTICAL CHANGE IN LEVEL
FIG. 303.3
BEVELED CHANGE IN LEVEL
2
1
NOTES:
1.FLOOR AND GROUND SURFACES SHALL BE STABLE, FIRM AND SLIP RESISTANT.
2.CARPET OR CARPET TILE SHALL BE SECURELY ATTACHED AND SHALL HAVE A FIRM CUSHION, PAD OR BACKING OR NO CUSHION OR
PAD. CARPET OR CARPET TILE SHALL HAVE A LEVEL LOOP, TEXTURED LOOP, LEVEL CUT PILE, LEVEL CUT/UNCUT PILE TEXTURE. PILE
HEIGHT SHALL COMPLY WITH CARPET PILE HEIGHT FIGURE BELOW. EXPOSED EDGES OF CARPET SHALL BE FASTENED TO FLOOR
SURFACES AND SHALL HAVE TRIM ON THE ENTIRE LENGTH OF THE EXPOSED EDGE. CARPET EDGE SHALL COMPLY WITH CHANGE IN
LEVEL FIGURES BELOW.
DOORS, DOORWAYS & GATES
1/4"=1'-0"doorway and gate
48
"
M
I
N
.
(a)
FRONT APPROACH
24" MIN.
42
"
M
I
N
.
(b)
SIDE APPROACH
MANEUVERING CLEARANCE AT DOORWAYS WITHOUT DOORS, SLIDING
DOORS, GATES AND FOLDING DOORS
22" MIN.42
"
M
I
N
.
(c)
POCKET OR HINGE APPROACH
(d)
STOP OR LATCH APPROACH
11B-404.2.4.2
GRAB BARS
N.T.S.Grab bars
POSITION OF GRAB BARS. GRAB BARS SHALL BE INSTALLED IN A HORIZONTAL POSITION, 33
INCHES MINIMUM AND 36 INCHES MAXIMUM ABOVE THE FINISH FLOOR MEASURED TO THE TOP
OF THE GRIPPING SURFACE, EXCEPT THAT AT WATER CLOSETS FOR CHILDREN'S USE, GRAB
BARS SHALL BE INSTALLED IN A HORIZONTAL POSITION 18 INCHES MINIMUM AND 27 INCHES
MAXIMUM ABOVE THE FINISH FLOOR MEASURED TO THE TOP OF THE GRIPPING SURFACE.
12
"
M
I
N
.
1-
1
/
2
"
M
I
N
.
(A)
PROJECTING
OBJECTS
(B)
RECESSED
OBJECTS
SPACING. THE SPACE BETWEEN THE WALL AND THE GRAB BAR SHALL BE 1-1/2 INCHES. THE
SPACE BETWEEN THE GRAB BAR AND PROJECTING OBJECTS BELOW AND AT THE ENDS SHALL
BE 1-1/2 INCHES MINIMUM. THE SPACE BETWEEN THE GRAB BAR AND PROJECTING OBJECTS
ABOVE SHALL BE 12 INCHES MINIMUM.
CIRCULAR CROSS SECTION. GRAB BARS WITH CIRCULAR CROSS SECTIONS SHALL HAVE AN
OUTSIDE DIAMETER OF 1-1/4 INCHES MINIMUM AND 2 INCHES MAXIMUM.
SPACING OF GRAB BARS
FIG. 11B-609.3
609.4
609.3
609.2.1
4"-4.8"
PERIMETER
2" MAX.
2" M
A
X
.
(A)(B)
GRAB BAR NON-CIRCULAR CROSS SECTION
FIG. 609.2.2
1-1/2"
CLEAR FLOOR OR GROUND SPACE
1/2"=1'-0"Floor space
48" MIN.
30
"
M
I
N
.
36" MIN.12"
MIN.
12"
MIN.
60" MIN.
24
"
M
I
N
.
60
"
M
I
N
.
36
"
M
I
N
.
BASE
AR
M
AR
M
T-SHAPED TURNING SPACE
SIZE AND POSITION OF CLEAR FLOOR
SPACE
Ø60"
MIN
CIRCULAR TURNING SPACE
X
> 2
4
"
36" MIN.
X
> 1
5
"
60" MIN.
MANEUVERING CLEARANCE IN AN
ALCOVE, FORWARD APPROACH
MANEUVERING CLEARANCE
IN AN ALCOVE, PARALLEL
APPROACH
48
"
M
I
N
.
30" MIN.
(B) PARALLEL(A) FORWARD
48" MIN.
30
"
M
I
N
.
SIZE OF CLEAR FLOOR
SPACE
REACH RANGES
1/4"=1'-0"Reach Range
15
"
M
I
N
.
48
"
M
A
X
.
48
"
M
A
X
.
44
"
M
A
X
.
(A)(B)
20" MAX.>20"-25" MAX.
15
"
M
I
N
.
48
"
M
A
X
.
48
"
M
A
X
.
46
"
M
A
X
.
10" MAX.> 10"-
24" MAX.
FIG. 308.3.1 FIG. 308.3.2
FIG. 308.2.2FIG. 308.2.1
UNOBSTRUCTED FORWARD REACH OBSTRUCTED HIGH FORWARD REACH
OBSTRUCTED HIGH SIDE REACHUNOBSTRUCTED HIGH SIDE REACH
KNEE AND TOE CLEARANCE
1/4"=1'-0"Knee toe clear
9"
M
I
N
.
17"-25"6"
MAX.
30
"
MI
N
.
(A)
ELEVATION
(B)
PLAN
11"
MIN.
8"
MIN.
27
"
MI
N
.
9"
M
I
N
.
(A)
ELEVATION
(B)
PLAN
30
"
MI
N
.
25"
MAX.
FIG. 11B-306.2
TOE CLEARANCE
FIG. 11B-306.3
KNEE CLEARANCE
11"
MIN.
8"
MIN.
27
"
MI
N
.
9"
M
I
N
.
(C)
ELEVATION @ LAVATORY
29
"
M
I
N
.
COMPARTMENTS & URINALS
1/4"=1'-0"Water_closet_urinal
56
"
M
I
N
.
60" MIN.
17"-18"17"-19"
(A)
WHEELCHAIR
ACCESSIBLE WATER
CLOSETS
(B)
AMBULATORY
ACCESSIBLE WATER
CLOSETS
SIZE OF CLEARANCE AT WATER CLOSETS
42"
MIN.
12" MAX.
54" MIN.
TRANSFER
SIDE
24" MIN.12" MIN.
SIDE WALL GRAB BAR AT
WATER CLOSETS
REAR WALL GRAB BAR AT
WATER CLOSETS
19
"
7"-9"
(B)
STALL TYPE
(A)
WALL HUNG TYPE
17
"
M
A
X
.
13-1/2" MIN.
HEIGHT AND DEPTH
OF URINALS
36" MIN.
WATER CLOSETS AND TOILET
FIG. 11B-604.2
FIG. 11B-604.3.1
FIG. 11B-604.5.1 FIG. 11B-604.5.2
FIG. 11B-605.2
FIG. 11B-604.7
9"
MI
N
.
6"
MIN.
6"
MI
N
.
12
"
MI
N
.
6"
MIN.
35"-37"
44
"
M
I
N
.
AMBULATORY ACCESSIBLE
TOILET COMPARTMENT
FIG. 11B-604.8.2
WHEELCHAIR ACCESSIBLE TOILET
COMPARTMENT TOE CLEARANCES
FIG. 11B-604.8.1.4
(A)
ELEVATION ADULT
(B)
ELEVATION CHILDREN
(C)
PLAN
PARTITION
PARTITION
6"
MIN.
13-1/2" MIN.
CLEARANCE
DOOR PERMITTED TO SWING
OVER HATCHED PORTION OF
MANEUVERING SPACE
48
"
M
I
N
.
4"
MAX.
4"
MA
X
.
ALTERNATE
DOOR
LOCATION
WHEELCHAIR ACCESSIBLE TOILET
COMPARTMENT DOORS
FIG. 11B-604.8.1.2
56" MIN. @ WALL
MOUNTED WATER
CLOSET
59" MIN. @ FLOOR
MOUNTED WATER
CLOSET
48" MIN.
MANEUVERING
SPACE
CLEARANCE
56" MIN. @ WALL
MOUNTED WATER
CLOSET
60
"
M
I
N
.
59" MIN. @ FLOOR
MOUNTED WATER
CLOSET
48" MIN.
MANEUVERING
SPACE
CLEARANCE
36" MIN.
WHEN DOOR
SWINGS IN
60
"
M
I
N
.
DISPENSER OUTLET LOCATION
DOOR PERMITTED TO SWING
OVER HATCHED PORTION OF
MANEUVERING SPACE
56" MIN. @ WALL
MOUNTED WATER
CLOSET
59" MIN. @ FLOOR
MOUNTED WATER
CLOSET
60" MIN.
@ SIDE DOOR
MANEUVERING
SPACE
CLEARANCE
60
"
M
I
N
.
56" MIN. @ WALL
MOUNTED WATER
CLOSET
59" MIN. @ FLOOR
MOUNTED WATER
CLOSET
60" MIN.
MANEUVERING
SPACE
CLEARANCE
60
"
M
I
N
.
36" MIN.
WHEN DOOR
SWINGS IN
DOOR PERMITTED TO
SWING OVER HATCHED
PORTION OF
MANEUVERING SPACE
MANEUVERING SPACE WITH END-OPENING DOOR
FIG. 11B-604.8.1.1.3
WATER CLOSET LOCATION
17
"
-
1
9
"
34" MIN.
4" MAX.
34" MIN.
4" MAX.
A DOOR PULL SHALL BE
PLACED ON BOTH SIDES OF
THE DOOR NEAR THE LATCH
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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800 N Tustin Ave Unit
#H1/23/2025
"NO SMOKING" SIGN
N.T.S.No_smoking
SANS-SERIF UPPERCASE
CHARACTERS
CHARACTERS & BACKGROUND
OF SIGNS TO BE NON-GLARE
FINISH AND TO CONTRAST WITH
EACH OTHER.
SMOKING IS PROHIBITED
WITHIN 25 FEET
OF THIS AREA
10" (*)
7"
(
*
)
* OR SIZE PER LOCAL
REQUIREMENTS
TACTILE "EXIT" SIGN
3"= 1'-0"Exit
BRAILLE MEASUREMENT
N.T.S.Braille
0.300"
0.100"
SINGLE BRAILLE CELL
0.
1
0
0
"
0.
3
9
5
"
M
I
N
.
0.
4
0
0
"
M
A
X
.0.059" MIN. TO 0.063" MAX.
BLANK CELL SPACE
BETWEEN WORDS
RAISED DOT
NO RAISED DOT
FIG. 703.3.1
DOT HEIGHT 0.025" MIN. TO 0.037" MAX. MEASURED CENTER TO CENTER.
GEOMETRIC SYMBOLS
N.T.S.Geometric_symbols
DOOR ELEVATION
EQ.
MO
U
N
T
6
0
"
A
F
F
TO
C
E
N
T
E
R
L
I
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E
OF
S
I
G
N
EQ.
all gender
MEN'SWOMEN'S
(DOOR MOUNTED)
WOMEN'S & MEN'S SIGNAGE
1/4" THICK SOLID SURFACE
DOOR-MOUNTED SIGNAGE TO
BE LOCATED IN CENTER OF
DOOR.
TRIANGLE SYMBOL AND
CIRCLE SYMBOL SHALL
CONTRAST WITH DOOR.
UNISEX SIGNAGE
1/4" THICK SOLID TRIANGLE
SUPERIMPOSED ON THE 1/4"
THICK SOLID CIRCLE
SURFACE. TRIANGLE
SYMBOL SHALL CONTRAST
WITH CIRCLE SYMBOL.
CIRCLE SYMBOL SHALL
CONTRAST WITH DOOR.
DOOR SIGNAGE
EDGES OF SIGNS SHALL BE ROUNDED, CHAMFERED OR EASED.
CORNERS OF SIGNS SHALL HAVE A MINIMUM RADIUS OF 1/8"
12"
AL
L
S
I
D
E
S
10"
12"Ø
SEC. 11B-703.7.2.6
SEE DETAIL 7
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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DS/MH
23-16
SIGNS
N.T.S.Signs
REFUGE
AREA OF
AREA OF
REFUGE
48
"
M
I
N
.
60
"
M
A
X
.
AREA OF
REFUGE
3/
8
"
-
1
/
2
"
3/
8
"
MI
N
.
1'
-
6
"
MI
N
.
45
°
5/
8
"
-
2
"
LIBRARY
HEIGHT OF RAISED
CHARACTERS
FIG. 11B-703.2.5
POSITION OF BRAILLE
FIG. 11B-703.3.2
HEIGHT OF TACTILE CHARACTERS ABOVE FINISH FLOOR OR GROUND
FIG. 11B-703.4.1
1'-6"
MIN.
CENTERED ON TACTILE
CHARACTERS
LOCATION OF TACTILE SIGNS AT DOORS
FIG. 11B-703.4.2
2
37
6
5
SEE DETAIL 2 FOR LOCATION
MI
N
.
4
8
"
A
.
F
.
F
.
TO
B
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A
.
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T
SCALE:
WALL MOUNTED SIGNAGE
N.T.S.
8
EXIT
RAISED CHARACTERS SHALL
BE A MINIMUM OF 5/8" AND
MAXIMUM OF 2" HIGH.
FLOOR
LEVEL
1/8" THICK PHOTOPOLYMER
WORDING TO READ AS:
1: EXIT
2: TO EXIT
3: EXIT ROUTE
4: EXIT STAIR DOWN
5: EXIT RAMP DOWN
6: EXIT STAIR UP
7: EXIT RAMP UP
CALIFORNIA GRADE 2
BRAILLE: DOTS SHALL BE
SPACED 1/10" ON CENTERS IN
EACH CELL W/ 2/10" SPACE
BETWEEN CELLS. DOTS
SHALL BE RAISED A MIN. OF
1/40" ABOVE BACKGROUND
3/
8
"
M
I
N
.
1
/
2
"
M
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.
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.
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.
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6"
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800 N Tustin Ave Unit
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S-0
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XXX1:XXXXXXXXXXAAABBB
Project Name
Rev.Desciption Date
Drawing Title
Project ID
D A T E
Drawing No.
35-24
80
0
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R-0 07-01-2024
800 N Tustin Ave Unit
#H1/23/2025
S-0.1
GE
N
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A
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N
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E
S
XXX1:XXXXXXXXXXAAABBB
Project Name
Rev.Desciption Date
Drawing Title
Project ID
D A T E
Drawing No.
35-24
80
0
N
T
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S
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,
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R-0 07-01-2024
800 N Tustin Ave Unit
#H1/23/2025
3
B
A
2 5142.2
S-1.0
FO
U
N
D
A
T
I
O
N
P
L
A
N
XXX1:XXXXXXXXXXAAABBB
Project Name
Rev.Desciption Date
Drawing Title
Project ID
D A T E
Drawing No.
35-24
80
0
N
T
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SA
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R-0 07-01-2024
R-1 10-28-2024
9980 Indiana Avenue ● Suite 14 ● Riverside ● California ● 92503 ● Phone (951) 688-5400 ● Fax (951) 688-5200
5714 West 96th Street ● Los Angeles ● California ● 90045 ● Phone (310) 590-6699
November 5, 2024
Project No.: 24264-01
United Medical Imaging Healthcare
800 North Tustin Street
Unit H
Santa Ana, California 92705
SUBJECT: Foundation Plan Review
800 North Tustin Street
Unit H
Santa Ana, California 92705
REFERENCE: FA Structural Engineering, UMIH Satna Ana, 800 North Tustin Street, Unit H, Santa Ana,
Foundation Plan, Sheet S-1.0 Dated October 28, 2024 and Foundation Details Sheet S-2.0
Dated July 1, 2024, Project No. 35-24.
As requested by you, this letter presents the results of our review of the above-referenced foundation plan
and details.
The subject site is an existing one story commercial building built sometime in 1977 and based on the provided
plan, the building is supported on shallow foundation and slab on grade. The proposed improvement is
located on the south side, inside Unit H of the building. The proposed improvement is a lightly loaded
continuous footing and concrete slab to fill the cutout gap. The details show the slab is doweled into the
footing.
The proposed footing as shown on the plan is 24 inches deep. This depth of footing is applicable for the
anticipated light loads.
Should you have any questions, please do not hesitate to call this office.
Submitted for GeoMat Testing Laboratories, Inc.
Haytham Nabilsi, GE 2375
Project Engineer
haytham@geomatlabs.com
GeoMat Testing Laboratories, Inc
Geotechnical Engineering/ Material Testing
www.geomatlabs.com
info@geomatlabs.com
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800 N Tustin Ave Unit
#H1/23/2025
3
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2 5142.2
S-1.1
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Rev.Desciption Date
Drawing Title
Project ID
D A T E
Drawing No.
35-24
80
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R-0 07-01-2024
R-1 10-28-2024
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800 N Tustin Ave Unit
#H1/23/2025
S-2.0
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XXX1:XXXXXXXXXXAAABBB
Project Name
Rev.Desciption Date
Drawing Title
Project ID
D A T E
Drawing No.
35-24
80
0
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R-0 07-01-2024
R-1 10-28-2024
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800 N Tustin Ave Unit
#H1/23/2025
1 2
DO NOT
cut or notch flange.
DO NOT
cut holes in cantilever reinforcement.
13"11"87 8"61 2"3" 4"2"13"11"87 8"61 2"3"4"
ROUND HOLE SIZE
2"
TJIDEPTH
360
360
117 8"
117 8"
Table A - End Support
Minimum distance from edge of hole to inside face of nearest end support
Table B - Intermediate or Cantilever Support
SQUARE OR RECTANGULAR HOLE SIZE
Minimum distance from edge of hole to inside face of nearest intermediate or cantilever support
Rectangular holes based on measurement of longest side.
S-3.0
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XXX1:XXXXXXXXXXAAABBB
Project Name
Rev.Desciption Date
Drawing Title
Project ID
D A T E
Drawing No.
35-24
80
0
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#H1/23/2025
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800 N Tustin Ave Unit
#H1/23/2025
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800 N Tustin Ave Unit
#H1/23/2025
9980 Indiana Avenue ● Suite 14 ● Riverside ● California ● 92503 ● Phone (951) 688-5400 ● Fax (951) 688-5200
5714 West 96th Street ● Los Angeles ● California ● 90045 ● Phone (310) 590-6699
November 5, 2024
Project No.: 24264-01
United Medical Imaging Healthcare
800 North Tustin Street
Unit H
Santa Ana, California 92705
SUBJECT: Foundation Plan Review
800 North Tustin Street
Unit H
Santa Ana, California 92705
REFERENCE: FA Structural Engineering, UMIH Satna Ana, 800 North Tustin Street, Unit H, Santa Ana,
Foundation Plan, Sheet S-1.0 Dated October 28, 2024 and Foundation Details Sheet S-2.0
Dated July 1, 2024, Project No. 35-24.
As requested by you, this letter presents the results of our review of the above-referenced foundation plan
and details.
The subject site is an existing one story commercial building built sometime in 1977 and based on the provided
plan, the building is supported on shallow foundation and slab on grade. The proposed improvement is
located on the south side, inside Unit H of the building. The proposed improvement is a lightly loaded
continuous footing and concrete slab to fill the cutout gap. The details show the slab is doweled into the
footing.
The proposed footing as shown on the plan is 24 inches deep. This depth of footing is applicable for the
anticipated light loads.
Should you have any questions, please do not hesitate to call this office.
Submitted for GeoMat Testing Laboratories, Inc.
Haytham Nabilsi, GE 2375
Project Engineer
haytham@geomatlabs.com
GeoMat Testing Laboratories, Inc
Geotechnical Engineering/ Material Testing
www.geomatlabs.com
info@geomatlabs.com
800 N Tustin Ave Unit
#H1/23/2025
www.fastructural.com
Email : atefg@fastructural.com
T: +1 714.519.5027
STRUCTURAL ENGINEERING
AND CONSULTING
800 N Tustin St.,
Santa Ana, CA 92705
Projecct # 35-24
STRUCTURAL CALCULATIONS
Date
Rev. : R1
# Pages : 27
10/28/2024
800 N Tustin Ave Unit
#H1/23/2025
CALCULATION INDEX
PART / TITLE Page
1. Gravity Criteria 1
2. Building Weight 2
3. Wind Analysis 3
4. Seismic Analysis
Site Latitude & Longitude 4
Spectral Response Coefficients 5
Seismic Analysis 2012 IBC 6
5. Lateral Force Distribution 7
6. Wood Shearwall Design
Shearwall Design Tables 9
Shearwall Description 10
Shearwall Design 11
7. Beam Design
Beam Design Tables 13
Simply Supported Beam Design 14
8. Column Design
Column Loads
Wood Column Design 27
35-24 UMIH Suite H_SANTA ANA_R0.xls, Calculation Index
800 N Tustin Ave Unit
#H1/23/2025
GRAVITY LOADS
2.00 psf
2.25 psf
4.20 psf
1.50 psf
9.95 psf
10.00 psf
3.00 psf
2.25 psf
3.15 psf
3.00 psf
1.60 psf
13.00 psf
100.00 psf
2.10 psf
3.00 psf
3.00 psf
8.00 psf
20.00 psf
10.00 psf
2.81 psf
1.58 psf
0.50 psf
3.00 psf
18.00 psf
3.00 psf
1.05 psf
2.81 psf
3.00 psf
10.00 psf
Insulation Fiber Glass Rigid
Wall Wood Studs 2x6 @ 16" O.C. DF-Larch
EXTERIOR WALL
INTERIOR WALL
Drywall Finish
INTERIOR WALL LOAD
Drywall Finish
Sheathing 15/32" Plywood
Wall Wood Studs 2x4 @ 16" O.C. DF-Larch
Insulation Fiber Glass Loose
EXTERIOR WALL LOAD
Framing 2x12 @ 12" O.C. DF-Larch
Sheathing 3/4" T&G
ROOF LIVE LOAD TOTAL
ROOF DEAD LOAD TOTAL
OPEN DECK
DEAD LOAD
DEAD LOAD
ROOF LOADS
Roofing Shingles Asphalt (1/4 in)
DECK DEAD LOAD TOTAL
Sheathing 3/4" T&G
Flooring Hardwood (1 in)
CEILING DEAD LOAD TOTAL
Miscellaneous
Framing 2x 8 @ 16" O.C. DF-Larch
CEILING LIVE LOAD TOTAL
Drywall Finish
CEILING LOADS
Wall Plaster (1 in) on Metal Lath
DEAD LOAD
Sheathing 15/32" Plywood
Drywall Finish
Framing 2x12 @ 16" O.C. DF-Larch
Drywall Finish
DECK LIVE LOAD TOTAL
Miscellaneous
35-24 UMIH Suite H_SANTA ANA_R0.xls, Gravity Loads
Page 1
800 N Tustin Ave Unit
#H1/23/2025
BUILDING WEIGHT
DESIGN CRITERIA
Code Used : 2022 CBC Concrete F'c : 2,500 psi
Building Code : 2021 IBC Steel Fy : 60,000 psi
LACity Requirement : Yes v
SOILS REPORT
NO SOILS REPORT Bearing Capacity : 1,500 psf
SEISMIC DESIGN PARAMETERS
Short Period, Fa :1.2 0.2 sec Fig 1613.5(1) Latitude : 33.752258
Long Period, Fv :1.5 1.0 sec Fig 1613.5(2) Longitude :-117.834959
Response Spectral : 129.40% 0.2 sec Fig 1613.5(3) Site Class : D
Response Spectral : 46.10% 1.0 sec Fig 1613.5(4)
BUILDING SUMMARY
Level Height Elevation Unit Weight psf Wall Weight
ft Dead Live Type psf
ROOF 15.00 15.00 9.95 10.00 Exterior 18.00
Interior 10.00
BUILDING WEIGHT
ROOF
Area
Type
L
(ft)
W
(ft)
H
(ft)
Area
(ft^2)
Dead Load
(psf)
Weight
(kips)
Roof 6,510.8 9.95 64.78
Ext. Wall 62.00 24.00 7.50 18.00 11.61
Int. Wall 124.00 48.00 7.50 10.00 12.90
TOTAL ROOF AREA / LOAD 6,510.8 89.29
35-24 UMIH Suite H_SANTA ANA_R0.xls, Building Weight
Page 2
800 N Tustin Ave Unit
#H1/23/2025
27.5 Directional Procedure, Part 2: Enclosed Simple Diaphragm Buildings With H ≤ 160 Ft
T-27.6-2 (psf) X oof Exp adjust factor T-27.6-2 = 1
0.00
Ph =21.80 Ph = 25.20
P0 =21.80 P0 =25.20
62 24
Example will work for V =110, 115 and 120 MPH only.
Wind Normal to Ridge Wind Parallel to Ridge
Roof Height h =15 feet
Exposure C
Roof Pitch =0.00 :12
Topography factor Kzt =1.00 26.8.2, Figure 26.8-1
Building & Structure Risk Category = IBC T-1604.5
Wind Speed V = 110 mph Fig. 26.5-1A, MRI = 700 yrs
Wind Normal to Ridge, L/B = 2.583 use 2.0 Wind Parallel to Ridge, L/B = 0.39 use 0.5
Since .2 ≤ L/B ≤ 5.0 = Yes Since .2 ≤ L/B ≤ 5.0 = Yes
and h ≤ 60 = Yes and h ≤ 60 = Yes
Building meet Class I condition ? Yes Building meet Class I condition ? Yes
Since .5 ≤ L/B ≤ 2.0 = No Since .5 ≤ L/B ≤ 2.0 = No
and 60 ≤h ≤1 60 = No and 60 ≤h ≤1 60 = No
Fundamental period =0.500 sec Fundamental period =0.500 sec
More than h/75 sec. NG More than h/75 sec. NG
Building meet Class II condition ? No Building meet Class II condition ? No
From T-27.6-1, V = 110 MPH Exp C, L/B =2.0 and 15 FT. HT From T-27.6-1, V = 110 MPH Exp C, L/B =0.5 and 15 FT. HT
Ph =21.80 Kzt Ph =25.20 Kzt
Po =21.80 Kzt Po =25.20 Kzt
T-27.6-2 V =110 Exp C, h =15 Roof slope =0:12
Zone 1 =-23.5
Adjust factor T-27.6-2, = 1.00
Design roof pressure for zone 1 = -23.50 PSF
Wind Base Shear = 7.85 kips Wind Base Shear = 23.44 kips
II, standard
==
35-24 UMIH Suite H_SANTA ANA_R0.xls, Wind Analysis MWFR<160ft
Page 3
800 N Tustin Ave Unit
#H1/23/2025
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800 N Tustin Ave Unit
#H1/23/2025
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Page 5
800 N Tustin Ave Unit
#H1/23/2025
IBC2021 (1613), ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA
Response Spectral Acc. (0.2 sec) Ss =1.294 g Figure 22-1,22-3,22-5,22-6
Response Spectral Acc.( 1.0 sec) S1 =0.461 g Figure 22-2,22-4,22-5,22-6
Soil Site Class Table 20-3-1, Default = D
Site Coefficient Fa = 1.200 Table 11.4-1
Site Coefficient Fv =1.540 Table 11.4-2
Max Considered Earthquake Acc. SMS =Fa.Ss = 1.553g (11.4-1)
Max Considered Earthquake Acc. SM1 =Fv.S1 = 0.710g (11.4-2)
@ 5% Damped Design SDS =2/3(SMS)= 1.035g (11.4-3)
SD1 =2/3(SM1)= 0.473g (11.4-4)
Building Risk Categories Table 1604.5
Design Category Consideration:with dist. between seismic resisting system >40ft
Seismic Design Category for 0.1sec D Table 11.6-1
Seismic Design Category for 1.0sec D Table 11.6-2
S1 < .75g NA Section 11.6
Since Ta < .8Ts (see below), SDC = D Control (exception of Section 11.6 does not apply)
IBC, Seismic Design Category D IRC, Seismic Design Category = D2
12.8 Equivalent lateral force procedure
Seismic Force Resisting Systems
Ct = 0.02 x =0.75 T-12.8-2
Building ht. Hn =35 ft ited Building Height (ft) =65
Cu = 1.400 for SD1 of 0.473g Table 12.8-1
Approx Fundamental period, Ta = Ct(hn)x = 0.288 12.8-7 TL =6.000 Sec
Calculated T shall not exceed ≤Cu.Ta = 0.403 Use T =0.403 sec.
0.8Ts = 0.8(SD1/SDS)= 0.366
Is structure Regular & ≤ 5 stories ? 12.8.1.3
Response Spectral Acc.( 0.2 sec) Ss =1.294g
Fa = 1.20
@ 5% Damped Design SDS =⅔(Fa.Ss)= 1.035g (11.4-3)
Response Modification Coef. R =6.5 Table-12.2-1
Over Strength Factor 2.5 foot note g
Importance factor I =1 T 1.5-2
Seismic Base Shear V =C s W
SDS (12.8-2)
R/I
SD1 (12.8-3)
(R/I).T
SD1TL (12.8-4)
T2(R/I)
Cs shall not be less than =0.044SDS.I≥.01 = 0.046 (12.8-5)
Min Cs =0.5S1I/R N/A For S1 ≥ 0.6g (12.8-6)
Use Cs =0.159
Design base shear V =0.159 W Control
12.14 Simplified Seismic base shear
@ 5% Damped Design SDS =1.035 SDC = D Limitations:P
F =1.2 R = 6.5
V =FSDS(W)= 0.191 W (12.14-11)
R
A. BEARING WALL SYSTEMS
< Ta
Cs ==0.159
or need not to exceed, Cs == 0.181 For T≤ TL
or Cs =N/A For T > TL
For three story building
T-12.1
T-12.2
T-R301.2.2.1.1
35-24 UMIH Suite H_SANTA ANA_R0.xls, Seismic Analysis-2021 IBC
Page 6
800 N Tustin Ave Unit
#H1/23/2025
LATERAL FORCE DISTRIBUTION
SEISMIC BASE SHEAR
Importance Factor, I ASCE7-16 Table 11.5-1 I = 1.00
EQ Acc. @ 5% Damped Design ASCE7-16 EQ 11.4-3 SDS = 1.04
Vult = 2021 IBC SHEET = 0.159 W
Vwork = Vult / 1.4 = 0.114 W Working Stress Level
Vwork = 0.114 * 89.3 kips = 10.2 kips Seismic Base Shear
p = 1.30 ==> Vwork = 13.2 kips Seismic Base Shear
WIND BASE SHEAR
Vult = MWFR < 160 ft = 23.4 kips
Vwork = Vult * 0.6 = 14.1 kips
WIND BASE SHEAR GOVERNS
DESIGN BASE SHEAR =14.1 kips
BASE SHEAR VERTICAL DISTRIBUTION
Floor Height Floor Weight wx*hx Fx % Fx Story V Fx
Type hx Area wx wx*hx (V-Ft)Fx%Ft+Fi Fl Area
ft ft^2 kips kips-ft (wx*hx)kips kips psf
ROOF 15.00 6,511 89.29 1,339 100.0% 14.06 14.06 2.16
Total 89.29 1,339 100.0% 14.06
DIAPHRAGM FORCE DISTRIBUTION
Floor Story V Fpx Min Max Fpx
Type wpx wi Ft+Fi V*wpx/w Fpx1 Fpx2 Design
kips kips kips kips kips kips kips
ROOF 83.49 83.49 14.06 14.06 17.29 34.57 17.29
1 Fpx min = 0.2*SDs*I*wpx (for Flexible Diaphragm)ASCE7-16 12.10.1.1
2 Fpx max = 0.4*SDs*I*wpx (for Flexible Diaphragm)ASCE7-16 12.10.1.1
SHEARWALL DESIGN FORCES
Level Fl. Area Wall Ht. Stry Shear Base2 Shear
ft2 ft kips Shear % psf
ROOF 6,511 15.00 14.06 100.0% 2.16
1 Redundancy Factor Used Per ASCE7-16 12.3.4.2
Weight
35-24 UMIH Suite H_SANTA ANA_R0.xls, Lateral Force Distribution
Page 7
800 N Tustin Ave Unit
#H1/23/2025
TABLES REFERENCED IN SHEARWALL DESIGN SPREADSHEET
Table 2306.4.1 Allowable Shear (plf) for Wood Shearwall Panels For Wind or Seismic Loadin
(plf)(plf)
1 1 15/32" 10d @6'' @16'' 3/8'' dia Lag Screw @32''OC 5/8'' dia A.B. @48''OC 340 255
2 1 15/32" 10d @4'' @8'' 3/8'' dia Lag Screw @16''OC 5/8'' dia A.B. @32''OC 510 380
3 1 15/32" 10d @3'' @12'' 3/8'' dia Lag Screw @12''OC 5/8'' dia A.B. @24''OC 665 500
4 1 15/32" 10d @2'' @8'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @16''OC 870 650
5 2 15/32" 10d @4'' @8'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @16''OC 1,020 765
6 2 15/32" 10d @3'' @4'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @12''OC 1,370 1,030
7 2 15/32" 10 @2'' @4''3/8'' dia Lag Screw @4''O 5/8'' dia A.B. @16''OC 1,740 1,305
NOTES:
1.
2.
5. NAILS SHALL BE PLACED NOT LESS THAN 1/2" INCH FROM PANEL EDGES.
8.
9.
10.
V_allow
(100%)
A35/LTP
4
Simpson
Sill Plate
@ Framed Floor
Anchor
@ Foundation
V_allow
(75%)Mark # sides Sheathing Edge
Nailing
4. WHERE PLYWOOD APPLIES ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" INCHES ON CENTER ON
EITHER SIDE. PANEL JOINTS SHALL HAVE MIN 3x (VERTICAL STUDS & BLOCKING) AND NAILS SHALL BE STAGGERED.
OFFSET PANEL JOINTS TO FALL ON DIFFERENT FRAMING MEMBER WHERE PLYWOOD IS PLACED AT BOTH FACES.
6. FOR HOLD-DOWNS AT THE END OF THE SHEAR WALL, SEE PLANS AND SCHEDULE. PROVIDE 3"x3"x1/4" WASHER PLATE AT
ALL SILL PLATE ANCHOR BOLTS AND AT ALL HOLD-DOWN BOLTS CONNECTED TO VERTICAL POSTS.
ALL SHEATHING TO BE DOUGLAS FIR-LARCH STRUCT. I.
ALL FIELD NAILING TO INTERMEDIATE FRAMING TO BE AT 12" O.C.
3. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" (INCH) NOMINAL OR THICKER (i.e. MIN 3x VERTICAL STUDS AND
BLOCKING) NAILS SHALL BE STAGGERED IN TWO LINES ALONG PANEL EDGES WHERE NAILS ARE SPACED 2" INCHES ON
CENTER OR WHEN 10d COMMON NAILS SPACED 3" O.C. PENETRATE FRAMING MORE THAN 1 5/8".
SIMPSON SDS 3/8"x7" WOOD SCREWS. TYP. USE |2"x4|4" SDS INTO NAILER AT STEEL BEAMS.
11. WHERE 2-2x SILL PLATES ARE USED, SCREW LOWER PLATE TO FRAMING BELOW. DRILL HOLE IN UPPER SILL PLATE FOR
SCREW HEAD SO THAT UPPER PLATE SITS FLAT ON LOW SILL PLATE.
7. USE WELDED STUD BOLTS OF SAME SIZE & SPACING AS OF SILL PLATE ANCHOR BOLTS, WHERE STEEL BEAM OCCURS
UNDER SHEAR WALL.
PROVIDE DOUBLE PARALLAM BLOCKING TO ACCOMODATE 2 ROWS OF SIMPSON SDS SCREWS.
FOUNDATION SILL PLATE SHALL BE 3x. U.N.O.
35-24 UMIH Suite H_SANTA ANA_R0.xls, Tables Refrenced in SW Design
Page 8
800 N Tustin Ave Unit
#H1/23/2025
TABLES REFERENCED IN SHEARWALL DESIGN SPREADSHEET (HOLDOWN)
HD Post
Type 75% Full Used Size
HDU2 2,306 3,075 2,306 4x4
HDU4 3,424 4,565 3,424 4x4
HDU5 4,253 5,670 4,253 4x4
HDU8 5,903 7,870 5,903 4x6
HDU11 7,151 9,535 7,151 4x6
HDU14 10,793 14,390 10,793 4x8
NOTES:
1. USE THREADED ROD @ EXISTING FOOTING ONLY. SEE DETAIL 16/S4 LARR# 25279.
2. USE SSTB @ NEW FOOTING ONLY PER LARR# 25248.
3. PROVIDE MIN. POST SIZE AS INDICATED, INCREASE SIZE TO MATCH WALL THICKNESS.
4. ALL HOLDOWN TO BE DOUGLAS FIR-LARCH No. 1.
Max Uplift Force (lbs)
Holdown Capcit
35-24 UMIH Suite H_SANTA ANA_R0.xls, Tables Refrenced in SW Design
Page 9
800 N Tustin Ave Unit
#H1/23/2025
SHEARWALL DESCRIPTION
T3 C3 T4 C4
AT ROOF LEVEL
Total Shearwall Length ft = Sum (b1 + b2 + ..)
Total Shear (V_Roof) lbs = Shear Trib Width * Line Trib Length (L) * Roof Unit Shear (psf)
Unit Shear (v_Roof) plf = V_Roof / Sum(b1 + b2 + ..)
SW-1 Dead Load lbs = Roof_Dead_Laod + Ceiling_Dead_Load
SW-1 Uplift Force T1 lbs = ( Upward Force ) - ( Downward Force )
= (v_Roof * H_2nd Fl) - (0.6 * SW-1 Dead Load /2)
Drag Force at Open lbs = V_Roof / Line Trib Length (L) * L_Opening
v_Roof
L_Opening b2b1
L
SW-1
V_Roof
H_
1
s
t
F
l
o
o
r
SW-2
35-24 UMIH Suite H_SANTA ANA_R0.xls, SW Description 1-Story Page 10
800 N Tustin Ave Unit
#H1/23/2025
SHEARWALL DESIGN #REF! #REF!
Fl. Type Story Shear Wall Type
ROOF 2.16 psf Ext. 15.00 ft
A
FALSE TRUE TRUE TRUE TRUE TRUE
ROOF SW-01
Shearwall Length ft 19.67
Total Shearwall Length ft 19.67
Shear Trib. Width ft 24.0
Line Trib. Length ft 61.5
Line Total Length ft 61.5
Line Total Shear lbs 3,188
Line Unit Shear plf 162
1 v = 340 plf (1-Side 15/32'' Str. I w/ 10d Common Nails @ 6''-6''-12'' O.C.)
Drag Length ft 6.0
Drag Force lbs 648
Strap Type MST27
Roof DL Trib. Width ft - - -
Ceiling DL Trib. Width ft - - -
Wall Height ft -
Wall Dead Load plf -
Wall Shear Force lbs 3,188
Uplift Force (Demand) lbs (269)
Holdown Type HDU4
Uplift Force (Capacity) lbs 3,424
Wall Height
LINE
100% Wood Shearwall 10d
35-24 UMIH Suite H_SANTA ANA_R0.xls, Shearwall Line A
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800 N Tustin Ave Unit
#H1/23/2025
SHEARWALL DESIGN #REF! #REF!
Fl. Type Story Shear Wall Type
ROOF 2.16 psf Ext. 15.00 ft
2
FALSE TRUE TRUE TRUE TRUE TRUE
ROOF SW-02
Shearwall Length ft 7.42
Total Shearwall Length ft 7.42
Shear Trib. Width ft 24.0
Line Trib. Length ft 31.0
Line Total Length ft 31.0
Line Total Shear lbs 1,607
Line Unit Shear plf 217 x 8 ft / 7.42 ft = 218.9 plf
2 v = 510 plf (1-Side 15/32'' Str. I w/ 10d Common Nails @ 4''-6''-12'' O.C.)
Drag Length ft 6.0
Drag Force lbs 648
Strap Type MST27
Roof DL Trib. Width ft 12.0 12.0 -
Ceiling DL Trib. Width ft 12.0 12.0 -
Wall Height ft -
Wall Dead Load plf -
Wall Shear Force lbs 1,607
Uplift Force (Demand) lbs 3,283
Holdown Type HDU5
Uplift Force (Capacity) lbs 4,253
Wall Height
LINE
100% Wood Shearwall 10d
35-24 UMIH Suite H_SANTA ANA_R0.xls, Shearwall Line 2.
Page 12
800 N Tustin Ave Unit
#H1/23/2025
TABLES REFERENCED IN BEAM DESIGN SPREADSHEET
2018 NDS Table 4A
fb fv E
Select Str 1,500 180 1,900,000
No.1&Better 1,200 180 1,800,000
No.1 1,000 180 1,700,000
No.2 900 180 1,600,000
No.3 525 180 1,400,000
Stud 700 180 1,400,000
2018 NDS Table 4D
fb fv E
Dense Str 1,900 170 1,700,000
Select Str 1,600 170 1,600,000
Dense No. 1 1,550 170 1,700,000
No.1 1,350 170 1,600,000
Dense No. 2 1,000 170 1,400,000
No.2 875 170 1,300,000
Other Material
Prllm2.0E 2,900 290 2,000,000
Mcrlm1.8E 2,600 285 1,800,000
Mcrlm1.9E 2,600 285 1,900,000
Steel Fy=36 ksi 23,760 14400 29,000,000
Steel Fy=46 ksi 30,360 18400 29,000,000
Steel Fy=50 ksi 33,000 20000 29,000,000
1. FOR DOUGLAS FIR-LARCH USE 19% MAX. MOISTURE CONTENT
LOAD SYMBOLS AND NOTATION
D = Dead Load E = Earthquake Load
Lr = Roof Live Load W = Wind Load
L = Floor Live Load
ASCE7-16 2.4 LOAD COMBINATION - ALLOWABLE STRESS DESIGN
1. D
2. D + Lr Load Duration = 1.25
3. D + L Max. (Dead + Live)
4. D + 0.75 (Lr + L) Load Duration = 1.25
5.(1.0 + 0.14SDS)D + 0.7E
6.(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)
7.(0.6 − 0.14SDS)D + 0.7E
ASCE7-16 12.4.3.2
TABLE 1604.3 (2022 CBC) DEFLECTION LIMITS
Roof Members L D + L
Supporting Plaster Ceiling l / 360 l / 240
Supporting Nonplaster Ceiling l / 240 l / 180
Not Supporting Ceiling l / 180 l / 120
Floor Members l / 360 l / 240
Max. (Dead + Live + Lateral)
Allowable Stress Increase = 1.2
= 2.5 For Flexible Diaphragm
WWPA
Design Values for Visually Graded (2"-4")
Design Values for Visually Graded (5" & Larger)
Douglas Fir-Larch 1
WWPA
Douglas Fir-Larch 1
35-24 UMIH Suite H_SANTA ANA_R0.xls, Tables Refrenced in Beam Design
Page 13
800 N Tustin Ave Unit
#H1/23/2025
SIMPLY SUPPORTED BEAM DESIGN
FALSE TRUE FALSE FALSE TRUE TRUE
TJI CB2 HDR1 HDR2 HDR3 HDR4
SPAN ft 31.00 8.00 6.50
MATERIAL (WOOD, STEEL)WOOD DF-L WOOD Prllm WOOD DF-L WOOD Prllm WOOD Prllm WOOD DF-L
BEAM SECTION in 6x16 3.5x14 4x10 3.5x14 3.5x14 4x 8
GRADE No.1 Prllm2.0E No.2 Prllm2.0E Prllm2.0E No.2
ALLOWABLE STRESSES
REPETITIVE MEMBER NO NO NO NO NO NO
REPETITIVE FACTOR, Cr 1.00 1.00 1.00 1.00 1.00 1.00
SIZE FACTOR, Cf 0.97 1.00 1.20 1.00 1.00 1.30
BENDING STRESSES, F'b psi 1,308 2,900 1,080 2,900 2,900 1,170
SHEAR STRESSES, F'v psi 170 290 180 290 290 180
MODULUS OF ELASTICITY ksi 1,700 2,000 1,600 2,000 2,000 1,600
UNIFORM DISTRIBUTED LOAD OVER FULL SPAN
ROOF TRIB. WIDTH ft 4.00 2.00 16.00 21.00 13.00
CEILING TRIB. WIDTH ft 1.33 - - 7.00 7.00
FLOOR TRIB. WIDTH ft
DECK TRIB. WIDTH ft
WALL HEIGHT ft 6.00 6.00 3.00
WALL TYPE (EXT, INT)EXT EXT EXT
AUTO CALC BEAM WEIGHT
TOTAL DEAD LOAD (D plf 39.80 127.90 267.20
TOTAL ROOF LIVE LOAD (L plf 40.00 20.00 160.00
TOTAL FLOOR LIVE LOAD (L plf - - -
PARTIALLY DISTRIBUTED LOAD
ROOF TRIB. WIDTH ft
CEILING TRIB. WIDTH ft
FLOOR TRIB. WIDTH ft
DECK TRIB. WIDTH ft
WALL HEIGHT ft
WALL TYPE (EXT, INT)
TOTAL DEAD LOAD (D plf - - -
TOTAL ROOF LIVE LOAD (L plf - - -
TOTAL FLOOR LIVE LOAD (L plf - - -
FROM (LEFT SUPPORT) ft
LENGTH OF LOAD ft
TRIANGULAR DISTRIBUTED LOAD
ROOF TRIB. WIDTH ft
TOTAL DEAD LOAD (D plf - - -
TOTAL ROOF LIVE LOAD (L plf - - -
CONCENTRATED LOADS
P1 CHILLER CB1
DEAD LOAD (P D ) lbs 0.8 618.2
ROOF LIVE LOAD (P Lr) lbs 620.0
FLOOR LIVE LOAD (P L ) lbs - -
LATERAL, P (W or 0.7E) lbs - -
DIST. (LEFT SUPPORT) ft 1.00 15.50
P2 CHILLER
DEAD LOAD (P D ) lbs 0.8
ROOF LIVE LOAD (P Lr) lbs
FLOOR LIVE LOAD (P L ) lbs
LATERAL, P (W or 0.7E) lbs
DIST. (LEFT SUPPORT) ft 6.50
35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 14
800 N Tustin Ave Unit
#H1/23/2025
SIMPLY SUPPORTED BEAM DESIGN
FALSE TRUE FALSE FALSE TRUE TRUE
TJI CB2 HDR1 HDR2 HDR3 HDR4
SPAN ft 31.00 8.00 6.50
MATERIAL (WOOD, STEEL)WOOD DF-L WOOD Prllm WOOD DF-L WOOD Prllm WOOD Prllm WOOD DF-L
BEAM SECTION in 6x16 3.5x14 4x10 3.5x14 3.5x14 4x 8
GRADE No.1 Prllm2.0E No.2 Prllm2.0E Prllm2.0E No.2
P3
DEAD LOAD (P D ) lbs
ROOF LIVE LOAD (P Lr) lbs
FLOOR LIVE LOAD (P L ) lbs
LATERAL, P (W or 0.7E) lbs
DIST. (LEFT SUPPORT) ft
P4
DEAD LOAD (P D ) lbs
ROOF LIVE LOAD (P Lr) lbs
FLOOR LIVE LOAD (P L ) lbs
LATERAL, P (W or 0.7E) lbs
DIST. (LEFT SUPPORT) ft
LOAD CASE 1: D
MAX. BENDING MOMENT lb-ft 4,784 1,023 1,411
MAX. DEFLECTION in 0.285 0.032 0.007
LEFT REACTION lbs 618 512 868
RIGHT REACTION lbs 617 512 868
LOAD CASE: Lr
MAX. BENDING MOMENT lb-ft 4,805 160 845
MAX. DEFLECTION in 0.286 0.005 0.004
LEFT REACTION lbs 620 80 520
RIGHT REACTION lbs 620 80 520
LOAD CASE: L
MAX. BENDING MOMENT lb-ft - - -
MAX. DEFLECTION in - - -
LEFT REACTION lbs - - -
RIGHT REACTION lbs - - -
LOAD CASE 2: D + Lr Wood Load Duration Factor = 1.25
MAX. BENDING MOMENT lb-ft 7,671 947 1,805
MAX. DEFLECTION in 0.572 0.037 0.011
LEFT REACTION lbs 991 473 1,111
RIGHT REACTION lbs 990 473 1,111
LOAD CASE 3: D + L Wood Load Duration Factor = 1.0
MAX. BENDING MOMENT lb-ft 4,784 1,023 1,411
MAX. DEFLECTION in 0.285 0.032 0.007
LEFT REACTION lbs 618 512 868
RIGHT REACTION lbs 617 512 868
LOAD CASE 4:D + 0.75 (Lr + L)Wood Load Duration Factor = 1.25
MAX. BENDING MOMENT lb-ft 6,710 915 1,636
MAX. DEFLECTION in 0.500 0.036 0.010
LEFT REACTION lbs 1,083 572 1,258
RIGHT REACTION lbs 1,082 572 1,258
LOAD CASE 5:(1.0 + 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6
MAX. BENDING MOMENT lb-ft 3,423 732 1,010
MAX. DEFLECTION in 0.272 0.030 0.006
LEFT REACTION lbs 590 488 829
RIGHT REACTION lbs 589 488 829
35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 15
800 N Tustin Ave Unit
#H1/23/2025
SIMPLY SUPPORTED BEAM DESIGN
FALSE TRUE FALSE FALSE TRUE TRUE
TJI CB2 HDR1 HDR2 HDR3 HDR4
SPAN ft 31.00 8.00 6.50
MATERIAL (WOOD, STEEL)WOOD DF-L WOOD Prllm WOOD DF-L WOOD Prllm WOOD Prllm WOOD DF-L
BEAM SECTION in 6x16 3.5x14 4x10 3.5x14 3.5x14 4x 8
GRADE No.1 Prllm2.0E No.2 Prllm2.0E Prllm2.0E No.2
LOAD CASE 6:(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)Wood Load Duration Factor = 1.6
MAX. BENDING MOMENT lb-ft 5,567 784 1,374
MAX. DEFLECTION in 0.443 0.033 0.009
LEFT REACTION lbs 959 523 1,127
RIGHT REACTION lbs 958 523 1,127
LOAD CASE 7:(0.6 − 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6
MAX. BENDING MOMENT lb-ft 1,361 291 401
MAX. DEFLECTION in 0.108 0.012 0.003
LEFT REACTION lbs 234 194 329
RIGHT REACTION lbs 234 194 329
CHECK BENDING STRESSES
MAX. BENDING MOMENT lb-ft 7,671.0 - 1,023.2 1,804.9 - -
SECTION MODULUS, S in3 220.2 114.3 49.9 114.3 114.3 30.7
BENDING STRESS psi 418.0 - 246.0 189.4 - -
CHECK BENDING STRESS RATIO 32% OK 0% OK 23% OK 7% OK 0% OK 0% OK
CHECK SHEAR STRESSES #VALUE!#VALUE! #VALUE!
MAX. SHEAR FORCE lbs 1,083.2 #VALUE!571.60 1,258.40 #VALUE! #VALUE!
SECTION AREA, A in2 85.25 49.00 32.38 49.00 49.00 25.38
SHEAR STRESS, fv psi 19.06 #VALUE!26.48 38.52 #VALUE! #VALUE!
CHECK SHEAR STRESS RATIO 11% OK #VALUE!15% OK 13% OK #VALUE! #VALUE!
CHECK DEFLECTION #VALUE!#VALUE! #VALUE!
MOMENT OF INERTIA, I in4 1,706.78 800.33 230.84 800.33 800.33 111.15
MAX. DEFLECTION, DL in 0.285 0.032 0.007
MAX. DEFLECTION, LL in 0.286 #VALUE!0.005 0.004 #VALUE! #VALUE!
DEFLECTION LIMITS, LL L / 360 L / 360 L / 360 L / 360 L / 360 L / 360
CHECK DEFLECTION LL < 1.03 OK #VALUE!< 0.27 OK < 0.22 OK #VALUE! #VALUE!
MAX. DEFLECTION, DL+LL in 0.572 #VALUE!0.037 0.011 #VALUE! #VALUE!
DEFLECTION LIMITS, DL+LL L / 240 L / 240 L / 240 L / 240 L / 240 L / 240
CHECK DEFLECTION (DL+LL)< 1.55 OK #VALUE!< 0.4 OK < 0.33 OK #VALUE! #VALUE!
35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 16
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:(N) RB4
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Point Load : D = 0.750 k @ 1.0 ft, (CHILLER#1)
Point Load : D = 0.750 k @ 7.0 ft, (CHILLER#2)
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 4.0 ft, (Roof)
Point Load : D = 0.20 k @ 13.0 ft, (TRANSFORMER)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.367: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 13.803 ft
63.89 psi=
=
3,425.18 psi
3.5x20Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 3.5x20
Maximum Shear Stress Ratio 0.176 : 1
0.000 ft=
=
1,258.03 psi
Maximum Deflection
0 <360
406
Ratio =0 <240
Max Downward Transient Deflection 0.358 in 1038Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.914 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.314 0.153 0.90 0.945 1.001.00 1.00 15.04 773.7 2,466.1 1.87 261.040.0
0.00.0
1 0.367 0.176 1.25 0.945 1.001.00 1.00 24.46 1,258.0 3,425.2 2.98 362.563.9
0.00.0
1 0.332 0.160 1.25 0.945 1.001.00 1.00 22.09 1,136.1 3,425.2 2.70 362.557.9
0.00.0
1 0.106 0.052 1.60 0.945 1.001.00 1.00 9.03 464.2 4,384.2 1.12 464.024.0
.
Page 17
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:(N) RB4
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.9144 15.274 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.994 2.849
Max Upward from Load Combinations 3.994 2.849
Max Upward from Load Cases 2.754 1.609
D Only 2.754 1.609
+D+Lr 3.994 2.849
+D+0.750Lr 3.684 2.539
+0.60D 1.653 0.965
Lr Only 1.240 1.240
Page 18
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Tributary Width = 31.0 ft, (ROOF)
Point Load : D = 1.320 k @ 10.0 ft, (TJI #1)
Point Load : D = 1.320 k @ 14.0 ft, (TJI #2)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.757: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.985 ft
97.95 psi=
=
1,566.07 psi
6x24Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
212.50 psi==
Section used for this span 6x24
Maximum Shear Stress Ratio 0.461 : 1
17.058 ft=
=
1,186.16 psi
Maximum Deflection
0 <360
677
Ratio =0 <240
Max Downward Transient Deflection 0.115 in 1977Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.337 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.700 0.427 0.90 0.928 1.001.00 1.00 33.30 789.3 1,127.6 5.63 153.065.3
0.00.0
1 0.757 0.461 1.25 0.928 1.001.00 1.00 50.04 1,186.2 1,566.1 8.44 212.597.9
0.00.0
1 0.694 0.423 1.25 0.928 1.001.00 1.00 45.85 1,086.9 1,566.1 7.74 212.589.8
0.00.0
1 0.236 0.144 1.60 0.928 1.001.00 1.00 19.98 473.6 2,004.6 3.38 272.039.2
.
Page 19
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.3367 9.639 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 9.485 10.179
Max Upward from Load Combinations 9.485 10.179
Max Upward from Load Cases 5.951 6.645
D Only 5.951 6.645
+D+Lr 9.485 10.179
+D+0.750Lr 8.601 9.296
+0.60D 3.570 3.987
Lr Only 3.534 3.534
Page 20
800 N Tustin Ave Unit
#H1/23/2025
Page 21
800 N Tustin Ave Unit
#H1/23/2025
Page 22
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB3- 5.5X18 GLLM
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
DF/HF
24F-V5
2,400.0
1,600.0
1,450.0
650.0
1,700.0
900.0
215.0
1,100.0 26.840
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
1,500.0 ksi
790.0 ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Point Load : D = 6.650, Lr = 3.530 k @ 0.0 ft, (RB2)
Uniform Load : D = 0.010, Lr = 0.0120 ksf, Tributary Width = 31.0 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.010, Lr = 0.0120 ksf, Tributary Width = 31.0 ft, (ROOF)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.995: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 2
Location of maximum on span 0.000 ft
180.80 psi=
=
1,881.72 psi
5.5x18Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
268.75 psi==
Section used for this span 5.5x18
Maximum Shear Stress Ratio 0.673 : 1
2.503 ft=
=
1,871.66 psi
Maximum Deflection
1134 >=360
541
Ratio =18512 >=240
Max Downward Transient Deflection 0.382 in 753Ratio =>=360
Max Upward Transient Deflection -0.085 in Ratio =
Max Downward Total Deflection 0.532 in Ratio =>=240
Max Upward Total Deflection -0.016 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
Span: 1 : Lr Only
Span: 2 : +D+Lr
Span: 2 : D Only
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCV rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.820 0.585 0.90 1.000 1.001.00 1.00 29.23 1,180.9 1,440.0 7.47 193.5113.2
2 0.872 0.585 0.90 0.941 1.001.00 1.00 29.23 1,180.9 1,354.8 4.67 193.5113.2
0.00.0
1 0.936 0.673 1.25 1.000 1.001.00 1.00 46.32 1,871.7 2,000.0 11.93 268.8180.8
2 0.995 0.673 1.25 0.941 1.001.00 1.00 46.32 1,871.7 1,881.7 9.30 268.8180.8
0.00.0
Page 23
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB3- 5.5X18 GLLM
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCV rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 4.0 ft 1 0.849 0.610 1.25 1.000 1.001.00 1.00 42.05 1,699.0 2,000.0 10.82 268.8163.9
2 0.903 0.610 1.25 0.941 1.001.00 1.00 42.05 1,699.0 1,881.7 8.15 268.8163.9
0.00.0
1 0.277 0.197 1.60 1.000 1.001.00 1.00 17.54 708.5 2,560.0 4.48 344.067.9
2 0.294 0.197 1.60 0.941 1.001.00 1.00 17.54 708.5 2,408.6 2.80 344.067.9
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
Lr OnlyD Only 1 0.1261 0.000 -0.0407 2.369
2 0.5319 13.676 0.0000 2.369
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 23.317 6.475
Max Upward from Load Combinations 23.317 6.475
Max Upward from Load Cases 13.123 3.752
D Only 13.123 2.724
+D+Lr 23.317 6.475
+D+0.750Lr 20.769 5.537
+0.60D 7.874 1.634
Lr Only 10.194 3.752
Page 24
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RTU-Curb
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.1250 ksf, Tributary Width = 3.0 ft, (Chiller)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.655: 1
Load Combination D Only
Span # where maximum occurs Span # 1
Location of maximum on span 3.000 ft
54.18 psi=
=
1,023.75 psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Only
=
=
=
153.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.354 : 1
0.000 ft=
=
670.12 psi
Maximum Deflection
0 <360
932
Ratio =0 <240
Max Downward Transient Deflection 0 in 0Ratio =<360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.077 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 1 : D Only
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.655 0.354 0.90 1.300 1.001.00 1.00 1.71 670.1 1,023.8 0.92 153.054.2
0.00.0
1 0.221 0.120 1.60 1.300 1.001.00 1.00 1.03 402.1 1,820.0 0.55 272.032.5
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
D Only 1 0.0772 3.022 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.141 1.141
Page 25
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RTU-Curb
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Combinations 0.685 0.685
Max Upward from Load Cases 1.141 1.141
D Only 1.141 1.141
+0.60D 0.685 0.685
Page 26
800 N Tustin Ave Unit
#H1/23/2025
COLUMN AXIAL CAPACITY
WOOD PROPERTIES:
Use Douglas Fir-Larch CF =1.1 Kce = 0.30 Buckling about x-axis?YES
Species:Cm =1.0 c = 0.80 Check le/d reqmt.OK!
E =CT =1.0 Kf = 1.00
F'c =Ct = 1.0 (for bolted or nailed members)
E' = Ci =1.0
Fc* = CD =1.0
No. of 1+ Fce/Fc*Column
Plies 2c Capacity
C01 1 - 2x 4 1.5 3.50 8 64.0 27.4 27.4 558.27 0.597 1.00 0.498 465.79 2.45 kips
C02 2 - 2x 4 3.0 3.50 8 32.0 27.4 27.4 558.27 0.597 1.00 0.498 465.79 4.89 kips
C03 1 - 2x 6 1.5 5.50 8 64.0 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 6.22 kips
C04 2 - 2x 6 3.0 5.50 8 32.0 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 12.43 kips
C05 1 - 2x 8 1.5 7.50 8 64.0 12.8 12.8 2,563.48 2.742 2.34 0.910 850.54 9.57 kips
C06 2 - 2x 8 3.0 7.25 8 32.0 13.2 13.2 2,395.43 2.562 2.23 0.902 843.35 18.34 kips
WOOD PROPERTIES:
Use Douglas Fir-Larch CF =1.1 Kce = 0.30 Buckling about x-axis?YES
Species:Cm =1.0 c = 0.80 Check le/d reqmt.OK!
E =CT =1.0 Kf = 1.00
F'c =Ct = 1.0 (for bolted or nailed members)
E' = Ci =1.0
Fc* = CD =1.0
No. of 1+ Fce/Fc*Column
Plies 2c Capacity
C07 1 - 4x 4 3.5 3.50 8 27.4 27.4 27.4 558.27 0.597 1.00 0.498 465.79 5.71 kips
C08 1 - 4x 6 3.5 5.50 8 27.4 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 14.50 kips
C09 1 - 4x 8 3.5 7.50 8 27.4 12.8 12.8 2,563.48 2.742 2.34 0.910 850.54 22.33 kips
C10 1 - 6x 6 5.5 5.50 8 17.5 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 22.79 kips
C11 1 - 6x 8 5.5 7.25 8 17.5 13.2 13.2 2,395.43 2.562 2.23 0.902 843.35 33.63 kips
Note:
KcE = 0.510 - 0.839(COV)where COV = 0.25 - sawn lumber
0.3 - for visually graded lumber 0.15 - MEL
0.384 - for machine evaluated lumber (MEL)0.11 - MSR (machine stress rated)
0.418 - for roducts w/ COV<=0.11 0.10 - glu-lam
le/dx
le/dx
F'cCOL(le/d) Fce Fce/Fc*CPdxlex,y
1,500 psi
1,700,000 psi
1,650 psi
le/dy
935 psi
Size dy
Stud
1,400,000 psi
850 psi
1,400,000 psi
No.1
1,700,000 psi
Size le/dyCOL dy dx lex,y F'c(le/d) Fce Fce/Fc* CP
35-24 UMIH Suite H_SANTA ANA_R0.xls, Column Design
Page 27
800 N Tustin Ave Unit
#H1/23/2025
www.fastructural.com
Email : atefg@fastructural.com
T: +1 714.519.5027
STRUCTURAL ENGINEERING
AND CONSULTING
800 N Tustin St.,
Santa Ana, CA 92705
Projecct # 35-24
STRUCTURAL CALCULATIONS
Date
Rev. R0
# Pages 25
7/1/2024
800 N Tustin Ave Unit
#H1/23/2025
CALCULATION INDEX
PART / TITLE Page
1. Gravity Criteria 1
2. Building Weight 2
3. Wind Analysis 3
4. Seismic Analysis
Site Latitude & Longitude 4
Spectral Response Coefficients 5
Seismic Analysis 2012 IBC 6
5. Lateral Force Distribution 7
6. Wood Shearwall Design
Shearwall Design Tables 9
Shearwall Description 10
Shearwall Design 11
7. Beam Design
Beam Design Tables 13
Simply Supported Beam Design 14
8. Column Design
Column Loads
Wood Column Design 25
35-24 UMIH Suite H_SANTA ANA_R0.xls, Calculation Index
800 N Tustin Ave Unit
#H1/23/2025
GRAVITY LOADS
2.00 psf
2.25 psf
4.20 psf
1.50 psf
9.95 psf
10.00 psf
3.00 psf
2.25 psf
3.15 psf
3.00 psf
1.60 psf
13.00 psf
100.00 psf
2.10 psf
3.00 psf
3.00 psf
8.00 psf
20.00 psf
10.00 psf
2.81 psf
1.58 psf
0.50 psf
3.00 psf
18.00 psf
3.00 psf
1.05 psf
2.81 psf
3.00 psf
10.00 psf
Insulation Fiber Glass Rigid
Wall Wood Studs 2x6 @ 16" O.C. DF-Larch
EXTERIOR WALL
INTERIOR WALL
Drywall Finish
INTERIOR WALL LOAD
Drywall Finish
Sheathing 15/32" Plywood
Wall Wood Studs 2x4 @ 16" O.C. DF-Larch
Insulation Fiber Glass Loose
EXTERIOR WALL LOAD
Framing 2x12 @ 12" O.C. DF-Larch
Sheathing 3/4" T&G
ROOF LIVE LOAD TOTAL
ROOF DEAD LOAD TOTAL
OPEN DECK
DEAD LOAD
DEAD LOAD
ROOF LOADS
Roofing Shingles Asphalt (1/4 in)
DECK DEAD LOAD TOTAL
Sheathing 3/4" T&G
Flooring Hardwood (1 in)
CEILING DEAD LOAD TOTAL
Miscellaneous
Framing 2x 8 @ 16" O.C. DF-Larch
CEILING LIVE LOAD TOTAL
Drywall Finish
CEILING LOADS
Wall Plaster (1 in) on Metal Lath
DEAD LOAD
Sheathing 15/32" Plywood
Drywall Finish
Framing 2x12 @ 16" O.C. DF-Larch
Drywall Finish
DECK LIVE LOAD TOTAL
Miscellaneous
35-24 UMIH Suite H_SANTA ANA_R0.xls, Gravity Loads
Page 1
800 N Tustin Ave Unit
#H1/23/2025
BUILDING WEIGHT
DESIGN CRITERIA
Code Used : 2022 CBC Concrete F'c : 2,500 psi
Building Code : 2021 IBC Steel Fy : 60,000 psi
LACity Requirement : Yes v
SOILS REPORT
NO SOILS REPORT Bearing Capacity : 1,500 psf
SEISMIC DESIGN PARAMETERS
Short Period, Fa :1.2 0.2 sec Fig 1613.5(1) Latitude : 33.752258
Long Period, Fv :1.5 1.0 sec Fig 1613.5(2) Longitude :-117.834959
Response Spectral : 129.40% 0.2 sec Fig 1613.5(3) Site Class : D
Response Spectral : 46.10% 1.0 sec Fig 1613.5(4)
BUILDING SUMMARY
Level Height Elevation Unit Weight psf Wall Weight
ft Dead Live Type psf
ROOF 15.00 15.00 9.95 10.00 Exterior 18.00
Interior 10.00
BUILDING WEIGHT
ROOF
Area
Type
L
(ft)
W
(ft)
H
(ft)
Area
(ft^2)
Dead Load
(psf)
Weight
(kips)
Roof 6,510.8 9.95 64.78
Ext. Wall 62.00 24.00 7.50 18.00 11.61
Int. Wall 124.00 48.00 7.50 10.00 12.90
TOTAL ROOF AREA / LOAD 6,510.8 89.29
35-24 UMIH Suite H_SANTA ANA_R0.xls, Building Weight
Page 2
800 N Tustin Ave Unit
#H1/23/2025
27.5 Directional Procedure, Part 2: Enclosed Simple Diaphragm Buildings With H ≤ 160 Ft
T-27.6-2 (psf) X oof Exp adjust factor T-27.6-2 = 1
0.00
Ph =21.80 Ph = 25.20
P0 =21.80 P0 =25.20
62 24
Example will work for V =110, 115 and 120 MPH only.
Wind Normal to Ridge Wind Parallel to Ridge
Roof Height h =15 feet
Exposure C
Roof Pitch =0.00 :12
Topography factor Kzt =1.00 26.8.2, Figure 26.8-1
Building & Structure Risk Category = IBC T-1604.5
Wind Speed V = 110 mph Fig. 26.5-1A, MRI = 700 yrs
Wind Normal to Ridge, L/B = 2.583 use 2.0 Wind Parallel to Ridge, L/B = 0.39 use 0.5
Since .2 ≤ L/B ≤ 5.0 = Yes Since .2 ≤ L/B ≤ 5.0 = Yes
and h ≤ 60 = Yes and h ≤ 60 = Yes
Building meet Class I condition ? Yes Building meet Class I condition ? Yes
Since .5 ≤ L/B ≤ 2.0 = No Since .5 ≤ L/B ≤ 2.0 = No
and 60 ≤h ≤1 60 = No and 60 ≤h ≤1 60 = No
Fundamental period =0.500 sec Fundamental period =0.500 sec
More than h/75 sec. NG More than h/75 sec. NG
Building meet Class II condition ? No Building meet Class II condition ? No
From T-27.6-1, V = 110 MPH Exp C, L/B =2.0 and 15 FT. HT From T-27.6-1, V = 110 MPH Exp C, L/B =0.5 and 15 FT. HT
Ph =21.80 Kzt Ph =25.20 Kzt
Po =21.80 Kzt Po =25.20 Kzt
T-27.6-2 V =110 Exp C, h =15 Roof slope =0:12
Zone 1 =-23.5
Adjust factor T-27.6-2, = 1.00
Design roof pressure for zone 1 = -23.50 PSF
Wind Base Shear = 7.85 kips Wind Base Shear = 23.44 kips
II, standard
==
35-24 UMIH Suite H_SANTA ANA_R0.xls, Wind Analysis MWFR<160ft
Page 3
800 N Tustin Ave Unit
#H1/23/2025
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Page 4
800 N Tustin Ave Unit
#H1/23/2025
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Page 5
800 N Tustin Ave Unit
#H1/23/2025
IBC2021 (1613), ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA
Response Spectral Acc. (0.2 sec) Ss =1.294 g Figure 22-1,22-3,22-5,22-6
Response Spectral Acc.( 1.0 sec) S1 =0.461 g Figure 22-2,22-4,22-5,22-6
Soil Site Class Table 20-3-1, Default = D
Site Coefficient Fa = 1.200 Table 11.4-1
Site Coefficient Fv =1.540 Table 11.4-2
Max Considered Earthquake Acc. SMS =Fa.Ss = 1.553g (11.4-1)
Max Considered Earthquake Acc. SM1 =Fv.S1 = 0.710g (11.4-2)
@ 5% Damped Design SDS =2/3(SMS)= 1.035g (11.4-3)
SD1 =2/3(SM1)= 0.473g (11.4-4)
Building Risk Categories Table 1604.5
Design Category Consideration:with dist. between seismic resisting system >40ft
Seismic Design Category for 0.1sec D Table 11.6-1
Seismic Design Category for 1.0sec D Table 11.6-2
S1 < .75g NA Section 11.6
Since Ta < .8Ts (see below), SDC = D Control (exception of Section 11.6 does not apply)
IBC, Seismic Design Category D IRC, Seismic Design Category = D2
12.8 Equivalent lateral force procedure
Seismic Force Resisting Systems
Ct = 0.02 x =0.75 T-12.8-2
Building ht. Hn =35 ft ited Building Height (ft) =65
Cu = 1.400 for SD1 of 0.473g Table 12.8-1
Approx Fundamental period, Ta = Ct(hn)x = 0.288 12.8-7 TL =6.000 Sec
Calculated T shall not exceed ≤Cu.Ta = 0.403 Use T =0.403 sec.
0.8Ts = 0.8(SD1/SDS)= 0.366
Is structure Regular & ≤ 5 stories ? 12.8.1.3
Response Spectral Acc.( 0.2 sec) Ss =1.294g
Fa = 1.20
@ 5% Damped Design SDS =⅔(Fa.Ss)= 1.035g (11.4-3)
Response Modification Coef. R =6.5 Table-12.2-1
Over Strength Factor 2.5 foot note g
Importance factor I =1 T 1.5-2
Seismic Base Shear V =C s W
SDS (12.8-2)
R/I
SD1 (12.8-3)
(R/I).T
SD1TL (12.8-4)
T2(R/I)
Cs shall not be less than =0.044SDS.I≥.01 = 0.046 (12.8-5)
Min Cs =0.5S1I/R N/A For S1 ≥ 0.6g (12.8-6)
Use Cs =0.159
Design base shear V =0.159 W Control
12.14 Simplified Seismic base shear
@ 5% Damped Design SDS =1.035 SDC = D Limitations:P
F =1.2 R = 6.5
V =FSDS(W)= 0.191 W (12.14-11)
R
A. BEARING WALL SYSTEMS
< Ta
Cs ==0.159
or need not to exceed, Cs == 0.181 For T≤ TL
or Cs =N/A For T > TL
For three story building
T-12.1
T-12.2
T-R301.2.2.1.1
35-24 UMIH Suite H_SANTA ANA_R0.xls, Seismic Analysis-2021 IBC
Page 6
800 N Tustin Ave Unit
#H1/23/2025
LATERAL FORCE DISTRIBUTION
SEISMIC BASE SHEAR
Importance Factor, I ASCE7-16 Table 11.5-1 I = 1.00
EQ Acc. @ 5% Damped Design ASCE7-16 EQ 11.4-3 SDS = 1.04
Vult = 2021 IBC SHEET = 0.159 W
Vwork = Vult / 1.4 = 0.114 W Working Stress Level
Vwork = 0.114 * 89.3 kips = 10.2 kips Seismic Base Shear
p = 1.30 ==> Vwork = 13.2 kips Seismic Base Shear
WIND BASE SHEAR
Vult = MWFR < 160 ft = 23.4 kips
Vwork = Vult * 0.6 = 14.1 kips
WIND BASE SHEAR GOVERNS
DESIGN BASE SHEAR =14.1 kips
BASE SHEAR VERTICAL DISTRIBUTION
Floor Height Floor Weight wx*hx Fx % Fx Story V Fx
Type hx Area wx wx*hx (V-Ft)Fx%Ft+Fi Fl Area
ft ft^2 kips kips-ft (wx*hx)kips kips psf
ROOF 15.00 6,511 89.29 1,339 100.0% 14.06 14.06 2.16
Total 89.29 1,339 100.0% 14.06
DIAPHRAGM FORCE DISTRIBUTION
Floor Story V Fpx Min Max Fpx
Type wpx wi Ft+Fi V*wpx/w Fpx1 Fpx2 Design
kips kips kips kips kips kips kips
ROOF 83.49 83.49 14.06 14.06 17.29 34.57 17.29
1 Fpx min = 0.2*SDs*I*wpx (for Flexible Diaphragm)ASCE7-16 12.10.1.1
2 Fpx max = 0.4*SDs*I*wpx (for Flexible Diaphragm)ASCE7-16 12.10.1.1
SHEARWALL DESIGN FORCES
Level Fl. Area Wall Ht. Stry Shear Base2 Shear
ft2 ft kips Shear % psf
ROOF 6,511 15.00 14.06 100.0% 2.16
1 Redundancy Factor Used Per ASCE7-16 12.3.4.2
Weight
35-24 UMIH Suite H_SANTA ANA_R0.xls, Lateral Force Distribution
Page 7
800 N Tustin Ave Unit
#H1/23/2025
TABLES REFERENCED IN SHEARWALL DESIGN SPREADSHEET
Table 2306.4.1 Allowable Shear (plf) for Wood Shearwall Panels For Wind or Seismic Loadin
(plf)(plf)
1 1 15/32" 10d @6'' @16'' 3/8'' dia Lag Screw @32''OC 5/8'' dia A.B. @48''OC 340 255
2 1 15/32" 10d @4'' @8'' 3/8'' dia Lag Screw @16''OC 5/8'' dia A.B. @32''OC 510 380
3 1 15/32" 10d @3'' @12'' 3/8'' dia Lag Screw @12''OC 5/8'' dia A.B. @24''OC 665 500
4 1 15/32" 10d @2'' @8'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @16''OC 870 650
5 2 15/32" 10d @4'' @8'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @16''OC 1,020 765
6 2 15/32" 10d @3'' @4'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @12''OC 1,370 1,030
7 2 15/32" 10 @2'' @4''3/8'' dia Lag Screw @4''O 5/8'' dia A.B. @16''OC 1,740 1,305
NOTES:
1.
2.
5. NAILS SHALL BE PLACED NOT LESS THAN 1/2" INCH FROM PANEL EDGES.
8.
9.
10.
V_allow
(100%)
A35/LTP
4
Simpson
Sill Plate
@ Framed Floor
Anchor
@ Foundation
V_allow
(75%)Mark # sides Sheathing Edge
Nailing
4. WHERE PLYWOOD APPLIES ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" INCHES ON CENTER ON
EITHER SIDE. PANEL JOINTS SHALL HAVE MIN 3x (VERTICAL STUDS & BLOCKING) AND NAILS SHALL BE STAGGERED.
OFFSET PANEL JOINTS TO FALL ON DIFFERENT FRAMING MEMBER WHERE PLYWOOD IS PLACED AT BOTH FACES.
6. FOR HOLD-DOWNS AT THE END OF THE SHEAR WALL, SEE PLANS AND SCHEDULE. PROVIDE 3"x3"x1/4" WASHER PLATE AT
ALL SILL PLATE ANCHOR BOLTS AND AT ALL HOLD-DOWN BOLTS CONNECTED TO VERTICAL POSTS.
ALL SHEATHING TO BE DOUGLAS FIR-LARCH STRUCT. I.
ALL FIELD NAILING TO INTERMEDIATE FRAMING TO BE AT 12" O.C.
3. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" (INCH) NOMINAL OR THICKER (i.e. MIN 3x VERTICAL STUDS AND
BLOCKING) NAILS SHALL BE STAGGERED IN TWO LINES ALONG PANEL EDGES WHERE NAILS ARE SPACED 2" INCHES ON
CENTER OR WHEN 10d COMMON NAILS SPACED 3" O.C. PENETRATE FRAMING MORE THAN 1 5/8".
SIMPSON SDS 3/8"x7" WOOD SCREWS. TYP. USE |2"x4|4" SDS INTO NAILER AT STEEL BEAMS.
11. WHERE 2-2x SILL PLATES ARE USED, SCREW LOWER PLATE TO FRAMING BELOW. DRILL HOLE IN UPPER SILL PLATE FOR
SCREW HEAD SO THAT UPPER PLATE SITS FLAT ON LOW SILL PLATE.
7. USE WELDED STUD BOLTS OF SAME SIZE & SPACING AS OF SILL PLATE ANCHOR BOLTS, WHERE STEEL BEAM OCCURS
UNDER SHEAR WALL.
PROVIDE DOUBLE PARALLAM BLOCKING TO ACCOMODATE 2 ROWS OF SIMPSON SDS SCREWS.
FOUNDATION SILL PLATE SHALL BE 3x. U.N.O.
35-24 UMIH Suite H_SANTA ANA_R0.xls, Tables Refrenced in SW Design
Page 8
800 N Tustin Ave Unit
#H1/23/2025
TABLES REFERENCED IN SHEARWALL DESIGN SPREADSHEET (HOLDOWN)
HD Post
Type 75% Full Used Size
HDU2 2,306 3,075 2,306 4x4
HDU4 3,424 4,565 3,424 4x4
HDU5 4,253 5,670 4,253 4x4
HDU8 5,903 7,870 5,903 4x6
HDU11 7,151 9,535 7,151 4x6
HDU14 10,793 14,390 10,793 4x8
NOTES:
1. USE THREADED ROD @ EXISTING FOOTING ONLY. SEE DETAIL 16/S4 LARR# 25279.
2. USE SSTB @ NEW FOOTING ONLY PER LARR# 25248.
3. PROVIDE MIN. POST SIZE AS INDICATED, INCREASE SIZE TO MATCH WALL THICKNESS.
4. ALL HOLDOWN TO BE DOUGLAS FIR-LARCH No. 1.
Max Uplift Force (lbs)
Holdown Capcit
35-24 UMIH Suite H_SANTA ANA_R0.xls, Tables Refrenced in SW Design
Page 9
800 N Tustin Ave Unit
#H1/23/2025
SHEARWALL DESCRIPTION
T3 C3 T4 C4
AT ROOF LEVEL
Total Shearwall Length ft = Sum (b1 + b2 + ..)
Total Shear (V_Roof) lbs = Shear Trib Width * Line Trib Length (L) * Roof Unit Shear (psf)
Unit Shear (v_Roof) plf = V_Roof / Sum(b1 + b2 + ..)
SW-1 Dead Load lbs = Roof_Dead_Laod + Ceiling_Dead_Load
SW-1 Uplift Force T1 lbs = ( Upward Force ) - ( Downward Force )
= (v_Roof * H_2nd Fl) - (0.6 * SW-1 Dead Load /2)
Drag Force at Open lbs = V_Roof / Line Trib Length (L) * L_Opening
v_Roof
L_Opening b2b1
L
SW-1
V_Roof
H_
1
s
t
F
l
o
o
r
SW-2
35-24 UMIH Suite H_SANTA ANA_R0.xls, SW Description 1-Story Page 10
800 N Tustin Ave Unit
#H1/23/2025
SHEARWALL DESIGN #REF! #REF!
Fl. Type Story Shear Wall Type
ROOF 2.16 psf Ext. 15.00 ft
A
FALSE TRUE TRUE TRUE TRUE TRUE
ROOF SW-01
Shearwall Length ft 19.67
Total Shearwall Length ft 19.67
Shear Trib. Width ft 24.0
Line Trib. Length ft 61.5
Line Total Length ft 61.5
Line Total Shear lbs 3,188
Line Unit Shear plf 162
1 v = 340 plf (1-Side 15/32'' Str. I w/ 10d Common Nails @ 6''-6''-12'' O.C.)
Drag Length ft 6.0
Drag Force lbs 648
Strap Type MST27
Roof DL Trib. Width ft - - -
Ceiling DL Trib. Width ft - - -
Wall Height ft -
Wall Dead Load plf -
Wall Shear Force lbs 3,188
Uplift Force (Demand) lbs (269)
Holdown Type HDU4
Uplift Force (Capacity) lbs 3,424
Wall Height
LINE
100% Wood Shearwall 10d
35-24 UMIH Suite H_SANTA ANA_R0.xls, Shearwall Line A
Page 11
800 N Tustin Ave Unit
#H1/23/2025
SHEARWALL DESIGN #REF! #REF!
Fl. Type Story Shear Wall Type
ROOF 2.16 psf Ext. 15.00 ft
2
FALSE TRUE TRUE TRUE TRUE TRUE
ROOF SW-02
Shearwall Length ft 7.42
Total Shearwall Length ft 7.42
Shear Trib. Width ft 24.0
Line Trib. Length ft 31.0
Line Total Length ft 31.0
Line Total Shear lbs 1,607
Line Unit Shear plf 217 x 8 ft / 7.42 ft = 218.9 plf
2 v = 510 plf (1-Side 15/32'' Str. I w/ 10d Common Nails @ 4''-6''-12'' O.C.)
Drag Length ft 6.0
Drag Force lbs 648
Strap Type MST27
Roof DL Trib. Width ft 12.0 12.0 -
Ceiling DL Trib. Width ft 12.0 12.0 -
Wall Height ft -
Wall Dead Load plf -
Wall Shear Force lbs 1,607
Uplift Force (Demand) lbs 3,283
Holdown Type HDU5
Uplift Force (Capacity) lbs 4,253
Wall Height
LINE
100% Wood Shearwall 10d
35-24 UMIH Suite H_SANTA ANA_R0.xls, Shearwall Line 2.
Page 12
800 N Tustin Ave Unit
#H1/23/2025
TABLES REFERENCED IN BEAM DESIGN SPREADSHEET
2018 NDS Table 4A
fb fv E
Select Str 1,500 180 1,900,000
No.1&Better 1,200 180 1,800,000
No.1 1,000 180 1,700,000
No.2 900 180 1,600,000
No.3 525 180 1,400,000
Stud 700 180 1,400,000
2018 NDS Table 4D
fb fv E
Dense Str 1,900 170 1,700,000
Select Str 1,600 170 1,600,000
Dense No. 1 1,550 170 1,700,000
No.1 1,350 170 1,600,000
Dense No. 2 1,000 170 1,400,000
No.2 875 170 1,300,000
Other Material
Prllm2.0E 2,900 290 2,000,000
Mcrlm1.8E 2,600 285 1,800,000
Mcrlm1.9E 2,600 285 1,900,000
Steel Fy=36 ksi 23,760 14400 29,000,000
Steel Fy=46 ksi 30,360 18400 29,000,000
Steel Fy=50 ksi 33,000 20000 29,000,000
1. FOR DOUGLAS FIR-LARCH USE 19% MAX. MOISTURE CONTENT
LOAD SYMBOLS AND NOTATION
D = Dead Load E = Earthquake Load
Lr = Roof Live Load W = Wind Load
L = Floor Live Load
ASCE7-16 2.4 LOAD COMBINATION - ALLOWABLE STRESS DESIGN
1. D
2. D + Lr Load Duration = 1.25
3. D + L Max. (Dead + Live)
4. D + 0.75 (Lr + L) Load Duration = 1.25
5.(1.0 + 0.14SDS)D + 0.7E
6.(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)
7.(0.6 − 0.14SDS)D + 0.7E
ASCE7-16 12.4.3.2
TABLE 1604.3 (2022 CBC) DEFLECTION LIMITS
Roof Members L D + L
Supporting Plaster Ceiling l / 360 l / 240
Supporting Nonplaster Ceiling l / 240 l / 180
Not Supporting Ceiling l / 180 l / 120
Floor Members l / 360 l / 240
Max. (Dead + Live + Lateral)
Allowable Stress Increase = 1.2
= 2.5 For Flexible Diaphragm
WWPA
Design Values for Visually Graded (2"-4")
Design Values for Visually Graded (5" & Larger)
Douglas Fir-Larch 1
WWPA
Douglas Fir-Larch 1
35-24 UMIH Suite H_SANTA ANA_R0.xls, Tables Refrenced in Beam Design
Page 13
800 N Tustin Ave Unit
#H1/23/2025
SIMPLY SUPPORTED BEAM DESIGN
FALSE TRUE FALSE FALSE TRUE TRUE
TJI CB2 HDR1 HDR2 HDR3 HDR4
SPAN ft 31.00 8.00 6.50
MATERIAL (WOOD, STEEL)WOOD DF-L WOOD Prllm WOOD DF-L WOOD Prllm WOOD Prllm WOOD DF-L
BEAM SECTION in 6x16 3.5x14 4x10 3.5x14 3.5x14 4x 8
GRADE No.1 Prllm2.0E No.2 Prllm2.0E Prllm2.0E No.2
ALLOWABLE STRESSES
REPETITIVE MEMBER NO NO NO NO NO NO
REPETITIVE FACTOR, Cr 1.00 1.00 1.00 1.00 1.00 1.00
SIZE FACTOR, Cf 0.97 1.00 1.20 1.00 1.00 1.30
BENDING STRESSES, F'b psi 1,308 2,900 1,080 2,900 2,900 1,170
SHEAR STRESSES, F'v psi 170 290 180 290 290 180
MODULUS OF ELASTICITY ksi 1,700 2,000 1,600 2,000 2,000 1,600
UNIFORM DISTRIBUTED LOAD OVER FULL SPAN
ROOF TRIB. WIDTH ft 4.00 2.00 16.00 21.00 13.00
CEILING TRIB. WIDTH ft 1.33 - - 7.00 7.00
FLOOR TRIB. WIDTH ft
DECK TRIB. WIDTH ft
WALL HEIGHT ft 6.00 6.00 3.00
WALL TYPE (EXT, INT)EXT EXT EXT
AUTO CALC BEAM WEIGHT
TOTAL DEAD LOAD (D plf 39.80 127.90 267.20
TOTAL ROOF LIVE LOAD (L plf 40.00 20.00 160.00
TOTAL FLOOR LIVE LOAD (L plf - - -
PARTIALLY DISTRIBUTED LOAD
ROOF TRIB. WIDTH ft
CEILING TRIB. WIDTH ft
FLOOR TRIB. WIDTH ft
DECK TRIB. WIDTH ft
WALL HEIGHT ft
WALL TYPE (EXT, INT)
TOTAL DEAD LOAD (D plf - - -
TOTAL ROOF LIVE LOAD (L plf - - -
TOTAL FLOOR LIVE LOAD (L plf - - -
FROM (LEFT SUPPORT) ft
LENGTH OF LOAD ft
TRIANGULAR DISTRIBUTED LOAD
ROOF TRIB. WIDTH ft
TOTAL DEAD LOAD (D plf - - -
TOTAL ROOF LIVE LOAD (L plf - - -
CONCENTRATED LOADS
P1 CHILLER CB1
DEAD LOAD (P D ) lbs 0.8 618.2
ROOF LIVE LOAD (P Lr) lbs 620.0
FLOOR LIVE LOAD (P L ) lbs - -
LATERAL, P (W or 0.7E) lbs - -
DIST. (LEFT SUPPORT) ft 1.00 15.50
P2 CHILLER
DEAD LOAD (P D ) lbs 0.8
ROOF LIVE LOAD (P Lr) lbs
FLOOR LIVE LOAD (P L ) lbs
LATERAL, P (W or 0.7E) lbs
DIST. (LEFT SUPPORT) ft 6.50
35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 14
800 N Tustin Ave Unit
#H1/23/2025
SIMPLY SUPPORTED BEAM DESIGN
FALSE TRUE FALSE FALSE TRUE TRUE
TJI CB2 HDR1 HDR2 HDR3 HDR4
SPAN ft 31.00 8.00 6.50
MATERIAL (WOOD, STEEL)WOOD DF-L WOOD Prllm WOOD DF-L WOOD Prllm WOOD Prllm WOOD DF-L
BEAM SECTION in 6x16 3.5x14 4x10 3.5x14 3.5x14 4x 8
GRADE No.1 Prllm2.0E No.2 Prllm2.0E Prllm2.0E No.2
P3
DEAD LOAD (P D ) lbs
ROOF LIVE LOAD (P Lr) lbs
FLOOR LIVE LOAD (P L ) lbs
LATERAL, P (W or 0.7E) lbs
DIST. (LEFT SUPPORT) ft
P4
DEAD LOAD (P D ) lbs
ROOF LIVE LOAD (P Lr) lbs
FLOOR LIVE LOAD (P L ) lbs
LATERAL, P (W or 0.7E) lbs
DIST. (LEFT SUPPORT) ft
LOAD CASE 1: D
MAX. BENDING MOMENT lb-ft 4,784 1,023 1,411
MAX. DEFLECTION in 0.285 0.032 0.007
LEFT REACTION lbs 618 512 868
RIGHT REACTION lbs 617 512 868
LOAD CASE: Lr
MAX. BENDING MOMENT lb-ft 4,805 160 845
MAX. DEFLECTION in 0.286 0.005 0.004
LEFT REACTION lbs 620 80 520
RIGHT REACTION lbs 620 80 520
LOAD CASE: L
MAX. BENDING MOMENT lb-ft - - -
MAX. DEFLECTION in - - -
LEFT REACTION lbs - - -
RIGHT REACTION lbs - - -
LOAD CASE 2: D + Lr Wood Load Duration Factor = 1.25
MAX. BENDING MOMENT lb-ft 7,671 947 1,805
MAX. DEFLECTION in 0.572 0.037 0.011
LEFT REACTION lbs 991 473 1,111
RIGHT REACTION lbs 990 473 1,111
LOAD CASE 3:D + L Wood Load Duration Factor = 1.0
MAX. BENDING MOMENT lb-ft 4,784 1,023 1,411
MAX. DEFLECTION in 0.285 0.032 0.007
LEFT REACTION lbs 618 512 868
RIGHT REACTION lbs 617 512 868
LOAD CASE 4: D + 0.75 (Lr + L)Wood Load Duration Factor = 1.25
MAX. BENDING MOMENT lb-ft 6,710 915 1,636
MAX. DEFLECTION in 0.500 0.036 0.010
LEFT REACTION lbs 1,083 572 1,258
RIGHT REACTION lbs 1,082 572 1,258
LOAD CASE 5:(1.0 + 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6
MAX. BENDING MOMENT lb-ft 3,423 732 1,010
MAX. DEFLECTION in 0.272 0.030 0.006
LEFT REACTION lbs 590 488 829
RIGHT REACTION lbs 589 488 829
35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 15
800 N Tustin Ave Unit
#H1/23/2025
SIMPLY SUPPORTED BEAM DESIGN
FALSE TRUE FALSE FALSE TRUE TRUE
TJI CB2 HDR1 HDR2 HDR3 HDR4
SPAN ft 31.00 8.00 6.50
MATERIAL (WOOD, STEEL)WOOD DF-L WOOD Prllm WOOD DF-L WOOD Prllm WOOD Prllm WOOD DF-L
BEAM SECTION in 6x16 3.5x14 4x10 3.5x14 3.5x14 4x 8
GRADE No.1 Prllm2.0E No.2 Prllm2.0E Prllm2.0E No.2
LOAD CASE 6:(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)Wood Load Duration Factor = 1.6
MAX. BENDING MOMENT lb-ft 5,567 784 1,374
MAX. DEFLECTION in 0.443 0.033 0.009
LEFT REACTION lbs 959 523 1,127
RIGHT REACTION lbs 958 523 1,127
LOAD CASE 7:(0.6 − 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6
MAX. BENDING MOMENT lb-ft 1,361 291 401
MAX. DEFLECTION in 0.108 0.012 0.003
LEFT REACTION lbs 234 194 329
RIGHT REACTION lbs 234 194 329
CHECK BENDING STRESSES
MAX. BENDING MOMENT lb-ft 7,671.0 - 1,023.2 1,804.9 - -
SECTION MODULUS, S in3 220.2 114.3 49.9 114.3 114.3 30.7
BENDING STRESS psi 418.0 - 246.0 189.4 - -
CHECK BENDING STRESS RATIO 32% OK 0% OK 23% OK 7% OK 0% OK 0% OK
CHECK SHEAR STRESSES #VALUE!#VALUE! #VALUE!
MAX. SHEAR FORCE lbs 1,083.2 #VALUE!571.60 1,258.40 #VALUE! #VALUE!
SECTION AREA, A in2 85.25 49.00 32.38 49.00 49.00 25.38
SHEAR STRESS, fv psi 19.06 #VALUE!26.48 38.52 #VALUE! #VALUE!
CHECK SHEAR STRESS RATIO 11% OK #VALUE!15% OK 13% OK #VALUE! #VALUE!
CHECK DEFLECTION #VALUE!#VALUE! #VALUE!
MOMENT OF INERTIA, I in4 1,706.78 800.33 230.84 800.33 800.33 111.15
MAX. DEFLECTION, DL in 0.285 0.032 0.007
MAX. DEFLECTION, LL in 0.286 #VALUE!0.005 0.004 #VALUE! #VALUE!
DEFLECTION LIMITS, LL L / 360 L / 360 L / 360 L / 360 L / 360 L / 360
CHECK DEFLECTION LL < 1.03 OK #VALUE!< 0.27 OK < 0.22 OK #VALUE! #VALUE!
MAX. DEFLECTION, DL+LL in 0.572 #VALUE!0.037 0.011 #VALUE! #VALUE!
DEFLECTION LIMITS, DL+LL L / 240 L / 240 L / 240 L / 240 L / 240 L / 240
CHECK DEFLECTION (DL+LL)< 1.55 OK #VALUE!< 0.4 OK < 0.33 OK #VALUE! #VALUE!
35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 16
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:TJI REACRION
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Point Load : D = 0.750 k @ 1.0 ft, (CHILLER#1)
Point Load : D = 0.750 k @ 6.50 ft, (CHILLER#2)
.DESIGN SUMMARY Design N.G.
Maximum Bending Stress Ratio 1.160: 1
Load Combination D Only
Span # where maximum occurs Span # 1
Location of maximum on span 6.562 ft
30.45 psi=
=
708.75 psi
3x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Only
=
=
=
153.00 psi==
Section used for this span 3x14
Maximum Shear Stress Ratio 0.199 : 1
0.000 ft=
=
821.85 psi
Maximum Deflection
0 <360
326
Ratio =0 <240
Max Downward Transient Deflection 0 in 0Ratio =<360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.138 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 1 : D Only
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 1.160 0.199 0.90 0.900 1.001.00 1.00 5.01 821.9 708.8 0.67 153.030.5
0.00.0
1 0.391 0.067 1.60 0.900 1.001.00 1.00 3.01 493.1 1,260.0 0.40 272.018.3
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
D Only 1 1.1381 13.916 0.0000 0.000
.
Page 17
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:TJI REACRION
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.430 0.293
Max Upward from Load Combinations 0.858 0.176
Max Upward from Load Cases 1.430 0.293
D Only 1.430 0.293
+0.60D 0.858 0.176
Page 18
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Tributary Width = 31.0 ft, (ROOF)
Point Load : D = 1.320 k @ 10.0 ft, (TJI #1)
Point Load : D = 1.320 k @ 14.0 ft, (TJI #2)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.757: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.985 ft
97.95 psi=
=
1,566.07 psi
6x24Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
212.50 psi==
Section used for this span 6x24
Maximum Shear Stress Ratio 0.461 : 1
17.058 ft=
=
1,186.16 psi
Maximum Deflection
0 <360
677
Ratio =0 <240
Max Downward Transient Deflection 0.115 in 1977Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.337 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.700 0.427 0.90 0.928 1.001.00 1.00 33.30 789.3 1,127.6 5.63 153.065.3
0.00.0
1 0.757 0.461 1.25 0.928 1.001.00 1.00 50.04 1,186.2 1,566.1 8.44 212.597.9
0.00.0
1 0.694 0.423 1.25 0.928 1.001.00 1.00 45.85 1,086.9 1,566.1 7.74 212.589.8
0.00.0
1 0.236 0.144 1.60 0.928 1.001.00 1.00 19.98 473.6 2,004.6 3.38 272.039.2
.
Page 19
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.3367 9.639 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 9.485 10.179
Max Upward from Load Combinations 9.485 10.179
Max Upward from Load Cases 5.951 6.645
D Only 5.951 6.645
+D+Lr 9.485 10.179
+D+0.750Lr 8.601 9.296
+0.60D 3.570 3.987
Lr Only 3.534 3.534
Page 20
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB3- 5.5X18 GLLM
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
DF/HF
24F-V5
2,400.0
1,600.0
1,450.0
650.0
1,700.0
900.0
215.0
1,100.0 26.840
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
1,500.0 ksi
790.0 ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Point Load : D = 6.650, Lr = 3.530 k @ 0.0 ft, (RB2)
Uniform Load : D = 0.010, Lr = 0.0120 ksf, Tributary Width = 31.0 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.010, Lr = 0.0120 ksf, Tributary Width = 31.0 ft, (ROOF)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.995: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 2
Location of maximum on span 0.000 ft
180.80 psi=
=
1,881.72 psi
5.5x18Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
268.75 psi==
Section used for this span 5.5x18
Maximum Shear Stress Ratio 0.673 : 1
2.503 ft=
=
1,871.66 psi
Maximum Deflection
1134 >=360
541
Ratio =18512 >=240
Max Downward Transient Deflection 0.382 in 753Ratio =>=360
Max Upward Transient Deflection -0.085 in Ratio =
Max Downward Total Deflection 0.532 in Ratio =>=240
Max Upward Total Deflection -0.016 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
Span: 1 : Lr Only
Span: 2 : +D+Lr
Span: 2 : D Only
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCV rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.820 0.585 0.90 1.000 1.001.00 1.00 29.23 1,180.9 1,440.0 7.47 193.5113.2
2 0.872 0.585 0.90 0.941 1.001.00 1.00 29.23 1,180.9 1,354.8 4.67 193.5113.2
0.00.0
1 0.936 0.673 1.25 1.000 1.001.00 1.00 46.32 1,871.7 2,000.0 11.93 268.8180.8
2 0.995 0.673 1.25 0.941 1.001.00 1.00 46.32 1,871.7 1,881.7 9.30 268.8180.8
0.00.0
Page 21
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB3- 5.5X18 GLLM
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCV rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 4.0 ft 1 0.849 0.610 1.25 1.000 1.001.00 1.00 42.05 1,699.0 2,000.0 10.82 268.8163.9
2 0.903 0.610 1.25 0.941 1.001.00 1.00 42.05 1,699.0 1,881.7 8.15 268.8163.9
0.00.0
1 0.277 0.197 1.60 1.000 1.001.00 1.00 17.54 708.5 2,560.0 4.48 344.067.9
2 0.294 0.197 1.60 0.941 1.001.00 1.00 17.54 708.5 2,408.6 2.80 344.067.9
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
Lr OnlyD Only 1 0.1261 0.000 -0.0407 2.369
2 0.5319 13.676 0.0000 2.369
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 23.317 6.475
Max Upward from Load Combinations 23.317 6.475
Max Upward from Load Cases 13.123 3.752
D Only 13.123 2.724
+D+Lr 23.317 6.475
+D+0.750Lr 20.769 5.537
+0.60D 7.874 1.634
Lr Only 10.194 3.752
Page 22
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RTU-Curb
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.1250 ksf, Tributary Width = 3.0 ft, (Chiller)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.655: 1
Load Combination D Only
Span # where maximum occurs Span # 1
Location of maximum on span 3.000 ft
54.18 psi=
=
1,023.75 psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Only
=
=
=
153.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.354 : 1
0.000 ft=
=
670.12 psi
Maximum Deflection
0 <360
932
Ratio =0 <240
Max Downward Transient Deflection 0 in 0Ratio =<360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.077 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 1 : D Only
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.655 0.354 0.90 1.300 1.001.00 1.00 1.71 670.1 1,023.8 0.92 153.054.2
0.00.0
1 0.221 0.120 1.60 1.300 1.001.00 1.00 1.03 402.1 1,820.0 0.55 272.032.5
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
D Only 1 0.0772 3.022 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.141 1.141
Page 23
800 N Tustin Ave Unit
#H1/23/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RTU-Curb
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Combinations 0.685 0.685
Max Upward from Load Cases 1.141 1.141
D Only 1.141 1.141
+0.60D 0.685 0.685
Page 24
800 N Tustin Ave Unit
#H1/23/2025
COLUMN AXIAL CAPACITY
WOOD PROPERTIES:
Use Douglas Fir-Larch CF =1.1 Kce = 0.30 Buckling about x-axis?YES
Species:Cm =1.0 c = 0.80 Check le/d reqmt.OK!
E =CT =1.0 Kf = 1.00
F'c =Ct = 1.0 (for bolted or nailed members)
E' = Ci =1.0
Fc* = CD =1.0
No. of 1+ Fce/Fc*Column
Plies 2c Capacity
C01 1 - 2x 4 1.5 3.50 8 64.0 27.4 27.4 558.27 0.597 1.00 0.498 465.79 2.45 kips
C02 2 - 2x 4 3.0 3.50 8 32.0 27.4 27.4 558.27 0.597 1.00 0.498 465.79 4.89 kips
C03 1 - 2x 6 1.5 5.50 8 64.0 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 6.22 kips
C04 2 - 2x 6 3.0 5.50 8 32.0 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 12.43 kips
C05 1 - 2x 8 1.5 7.50 8 64.0 12.8 12.8 2,563.48 2.742 2.34 0.910 850.54 9.57 kips
C06 2 - 2x 8 3.0 7.25 8 32.0 13.2 13.2 2,395.43 2.562 2.23 0.902 843.35 18.34 kips
WOOD PROPERTIES:
Use Douglas Fir-Larch CF =1.1 Kce = 0.30 Buckling about x-axis?YES
Species:Cm =1.0 c = 0.80 Check le/d reqmt.OK!
E =CT =1.0 Kf = 1.00
F'c =Ct = 1.0 (for bolted or nailed members)
E' = Ci =1.0
Fc* = CD =1.0
No. of 1+ Fce/Fc*Column
Plies 2c Capacity
C07 1 - 4x 4 3.5 3.50 8 27.4 27.4 27.4 558.27 0.597 1.00 0.498 465.79 5.71 kips
C08 1 - 4x 6 3.5 5.50 8 27.4 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 14.50 kips
C09 1 - 4x 8 3.5 7.50 8 27.4 12.8 12.8 2,563.48 2.742 2.34 0.910 850.54 22.33 kips
C10 1 - 6x 6 5.5 5.50 8 17.5 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 22.79 kips
C11 1 - 6x 8 5.5 7.25 8 17.5 13.2 13.2 2,395.43 2.562 2.23 0.902 843.35 33.63 kips
Note:
KcE = 0.510 - 0.839(COV)where COV = 0.25 - sawn lumber
0.3 - for visually graded lumber 0.15 - MEL
0.384 - for machine evaluated lumber (MEL)0.11 - MSR (machine stress rated)
0.418 - for roducts w/ COV<=0.11 0.10 - glu-lam
le/dx
le/dx
F'cCOL(le/d) Fce Fce/Fc*CPdxlex,y
1,500 psi
1,700,000 psi
1,650 psi
le/dy
935 psi
Size dy
Stud
1,400,000 psi
850 psi
1,400,000 psi
No.1
1,700,000 psi
Size le/dyCOL dy dx lex,y F'c(le/d) Fce Fce/Fc* CP
35-24 UMIH Suite H_SANTA ANA_R0.xls, Column Design
Page 25
800 N Tustin Ave Unit
#H1/23/2025
SYMBOLS LEGENDABBREVIATIONS
-#-
1P SINGLE POLE
1PH SINGLE-PHASE
2/C TWO-CONDUCTOR
3/C THREE-CONDUCTOR
3PH THREE-PHASE
4/C FOUR-CONDUCTOR
-A-
A/E ARCHITECT/ENGINEER
AC ALTERNATING CURRENT
ACC ACCESSIBLE
ADA AMERICANS DISABILITIES ACT
ADDL ADDITIONAL
ADDM ADDENDUM
AH AMPERE HOUR
AHJ AUTHORITY HAVING JURISDICTION
AMP AMPERE
ANN ANNUNCIATOR
ANT ANTENNA
APPD APPROVED
APPX APPENDIX
ARCH ARCHITECT
ATS AUTOMATIC TRANSFER SWITCH
AUTO AUTOMATIC
AUX AUXILIARY
AV AUDIO VISUAL
AVG AVERAGE
AWG AMERICAN WIRE GAUGE
-B-
BAS BUILDING AUTOMATION SYSTEM
BAT BATTERY
BC BUILDING CODE
BFF BELOW FINISH FLOOR
BKGD BACKGROUND
BLDG BUILDING
BLW BELOW
BRKR BREAKER
BRZ BRONZE
BSMT BASEMENT
BSTR BOOSTER
BTWN BETWEEN
BX INTERLOCKED ARMORED CABLE
-C-
CAB CABINET
CAP CAPACITOR
CATW CATWALK
CB CIRCUIT BREAKER
CCTV CLOSED CIRCUIT TELEVISION
CD CONSTRUCTION DOCUMENT
CERT CERTIFY
CF CONTRACTOR FURNISHED
CG COMMON GROUND
CHK CHECK
CKT CIRCUIT
CKT
BRKR CIRCUIT BREAKER
CL CENTER LINE / CLOSE
CLG CEILING
CLO CLOSET
CLR CLEAR
C CONDUIT
CO CONDUIT ONLY
COAX COAXIAL CABLE
COL COLUMN
COM COMMON
COMPR COMPRESSOR
COMM COMMUNICATION
CONC CONCRETE
CONST CONSTRUCTION
CORR CORRIDOR
CP CONTROL PANEL
CSI CONSTRUCTION SPECIFICATION INSTITUTE
CT CURRENT TRANSFORMER
CTRL CONTROL
CATV CABLE TELEVISION
-D-
DC DIRECT CURRENT
DEF DEFINITION
DEG DEGREE
DEMO DEMOLITION
DET DETAIL
DGTL DIGITAL
DIA DIAMETER
DIAG DIAGRAM
DIM DIMENSION
DIR DIRECTION
DISC DISCONNECT
DISCH DISCHARGE
DISTR
PNL DISTRIBUTION PANEL
DIV DIVISION
DMR DIMMER
DS DISCONNECT SWITCH
DWG DRAWING
DX DUPLEX
-E-
EA EACH
EL ELEVATION
ELEC ELECTRIC
EMER EMERGENCY
EMR ELEVATOR MACHINE ROOM
EMS ENERGY MANAGEMENT SYSTEM
EMT ELECTRICAL METALLIC TUBING
ENGR ENGINEER
EQ EQUAL
EQUIP EQUIPMENT
EQUIV EQUIVALENT
ESR ELECTRICAL SERVICE REQUIREMENT
ETR EXISTING TO BE RELOCATED
EX EXAMPLE
EXH FN EXHAUST FAN
EXIST EXISTING
EXT EXTERNAL
EXT LT EXIT LIGHT
-F-
F FAHRENHEIT
FA FIRE ALARM
FC FOOTCANDLE
FDR FEEDER
FLA FULL LOAD AMPS
FLEX FLEXIBLE
FLMT FLUSH MOUNT
FLR FLOOR
FLUOR FLUORESCENT
FR FIRE RATING
FREQ FREQUENCY
FT FOOT
FU FUSE
FU SW FUSED SWITCH
FUT FUTURE
-G-
G GROUND
GC GENERAL CONTRACTOR
GEN GENERATOR
GFCI GROUND FAULT CIRCUIT INTERRUPTER
GFR GROUND FAULT RELAY
GRD OUT GROUNDED OUTLET
-H-
HP HORSEPOWER
HZ HERTZ
-J-
JB JUNCTION BOX
-L-
LED LIGHT EMITTING DIODE
LM LUMEN
LT LIGHT
LTG LIGHTING
LTG PNL LIGHTING PANEL
LV LOW VOLTAGE
-M-
MAX MAXIMUM
MCB MAIN CIRCUIT BREAKER
MCC MOTOR CONTROL CENTER
MECH MECHANICAL
MIN MINIMUM
-N-
NEUT NEUTRAL
NTS NOT TO SCALE
-P-
P POLE
PB PULL BOX
PH PHASE
PNL PANEL
PWR POWER
-R-
R REMOVE
RE RELOCATED EXISTING
REC RECESSED
RECPT RECEPTACLE
REQD REQUIRED
RM ROOM
-S-
SD SMOKE DETECTOR
SPEC SPECIFICATION
SPKR SPEAKER
SWBD SWITCHBOARD
SWGR SWITCHGEAR
-T-
TC TIME CLOCK
TEL TELEPHONE
TELCOM TELECOMMUNICATIONS
THRU THROUGH
TV TELEVISION
TVSS TRANSIENT VOLTAGE SURGE SUPRESSOR
TYP TYPICAL
-U-
UC UNDERCOUNTER
UG UNDERGROUND
UL UNDERWRITERS LABORATORIES
UON UNLESS OTHERWISE NOTED
UPS UNINTERRUPTIBLE POWER SUPPLY
UGPS UNDERGROUND PULL SECTION
-V-
V VOLTAGE
VA VOLT AMPERE
VD VOLTAGE DROP
VFD VARIABLE FREQUENCY DRIVE
VIF VERIFY IN FIELD
-W-
W WATT OR WIRE
W/WITH
W/O WITHOUT
WP WEATHERPROOF
WR WEATHER RESISTANT
-X-
XFER TRANSFER
XFMR TRANSFORMER
GENERAL NOTES SHEET INDEX
SCOPE OF WORK
TENANT IMPROVEMENT FOR THE UNITED MEDICAL IMAGING CENTER. ELECTRICAL SUBMITTAL FOR ENERGY AND
POWER REQUIREMENTS.
NEW 400A, 277/480V, 3PH, 4W ELECTRICAL SERVICE FROM SOUTHERN CALIFORNIA EDISON (SCE).
1.GREEN INSULATED COPPER GROUNDING CONDUCTOR SHALL BE INSTALLED IN ALL
BRANCH CIRCUITS AND FEEDERS.
2.ALL LIGHTING CONTROL DEVICES SHALL BE CALIFORNIA ELECTRICAL CODE
CERTIFIED.
3.PROJECT SPECIFICATIONS ARE AN INTEGRAL PART OF THESE DRAWINGS.
4.UNLESS LISTED OTHERWISE, THE AMPACITY OF 600V OR LESS CONDUCTOR SHALL
BASED ON THE TERMINALS NOT TO EXCEED 60°C(140°F) FOR CONDUCTOR SIZE 14
THROUGH 1AWG OR 75°C(167°F) FOR CONDUCTOR SIZES OVER 1AWG.
5.A SINGLE RECEPTACLES INSTALLED ON AN INDIVIDUAL BRANCH CIRCUIT SHALL HAVE
AN AMPERE RATING OF NOT LESS THAN THAT OF THE BRANCH CIRCUIT. INDICATE
THE RECEPTACLES RATING.
6.MINIMUM SIZE OF CONDUIT SHALL BE 3/4". MINIMUM SIZE OF NEUTRAL CONDUCTOR
SHALL BE #10 AWG, U.O.N. MINIMUM SIZE OF CONDUCTOR SHALL BE #12 AWG, U.O.N.
MINIMUM CONDUCTOR SIZE AT 120 VOLTS AND OVER 100FT CIRCUIT LENGTH SHALL
BE #10 AWG, U.O.N. MINIMUM CONDUCTOR SIZE AT 277 VOLTS AND OVER 200FT.
CIRCUIT LENGTH SHALL BE #10AWG U.O.N.
7.PROVIDE DEDICATED NEUTRALS FOR ALL BRANCH CIRCUITRY.
8.THE ELECTRICAL CONTRACTOR SHALL VISIT THE SITE OF THE WORK AND
THOROUGHLY FAMILIARIZE HIMSELF WITH THE WORKING CONDITION AND THE EXACT
NATURE AND EXTENT OF THE WORK TO BE PERFORMED. ELECTRICAL CONTRACTOR
IS TO TAKE INTO CONSIDERATION SPECIAL OR UNUSUAL FEATURES PECULIAR TO
THIS JOB.
9.MAINTAIN CLEARANCES PER AHJ REQUIREMENTS FOR ALL ELECTRICAL EQUIPMENT
INSTALLED.
10.OBTAIN AND PAY FOR ALL ELECTRICAL PERMITS, INSPECTION FEES, ETC.
11.CONDUIT STUBS SHALL BE TERMINATED IN ACCESSIBLE LOCATIONS, SECURELY
CAPPED AND IDENTIFIED BY VISIBLE MARKER.
12.INSTALL APPROVED GROUNDING BUSHING AT EACH TERMINATION OF RIGID
CONDUIT, AND AS OTHERWISE REQUIRED BY CODE.
13.PROVIDE A MINIMUM OF 12" SEPARATION BETWEEN POWER AND TELEPHONE
CONDUITS WHERE THEY ARE INSTALLED IN THE SAME TRENCH OR CROSS, U.O.N.
14.CONDUITS SHALL BE CLEAN OF WATER DEBRIS AND OTHER FOREIGN MATERIAL
PRIOR TO PULLING CABLES.
15.ALL CONDUITS FOR FUTURE USE SHALL HAVE PULL ROPE LEFT IN PLACE.
16.THE ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING AND
MARKING THE CORRECT PHASING OF THE BRANCH CIRCUIT OF THE ELECTRICAL
PANELS AND BRANCH CIRCUITS.
17.ALL ELECTRICAL OUTLETS READILY ACCESSIBLE LOCATED IN THE BATHROOMS AND
KITCHEN SHALL BE EQUIPPED WITH GROUND FAULT CIRCUIT INTERRUPTIVE DEVICE
U.O.N.
18.ALL COLORS AND FINISHES OF ELECTRICAL EQUIPMENT AND LIGHTING FIXTURES TO
BE VERIFIED WITH OWNER AND/OR ARCHITECT PRIOR TO ORDERING.
19.ELECTRICAL CONTRACTOR TO SIZE ALL J-BOXES AS PER TABLE 370-16A. ALL
J-BOXES TO BE SQUARE 4"X 2-1/8" MINIMUM. ALL J-BOXES TO BE READILY
ACCESSIBLE.
20.ALL PANELBOARDS, SWITCHBOARDS, ETC. SHALL BE RATED AT 75 DEGREES
CELSIUS.
21.REFER TO ARCHITECTURAL OR SPACE PLANNING DRAWINGS FOR EXACT LOCATION
OF LIGHTING FIXTURES, FURNITURE AND OTHER EQUIPMENT. IN CASE OF ANY
DISCREPANCY BETWEEN THE ARCHITECTURAL OR ELECTRICAL DRAWINGS, THE
FORMER TAKES PRECEDENCE. ELECTRICAL CONTRACTOR TO INFORM THE
ENGINEER IMMEDIATELY.
22.FUSES SPECIFIED FOR MOTORS AND AIR CONDITIONING EQUIPMENT 600A AND
UNDER SHALL BE TIME DELAY DUAL ELEMENT TYPE FRN-R (250V) AND FRS-R (600V)
CLASS "L" U.O.N.
23.FUSES SPECIFIED IN SWITCHBOARDS 600A AND UNDER SHALL BE FAST ACTING TYPE
KTN-R (250V) AND KTS-R (600V) CLASS RKI. FOR 601A AND ABOVE USE TYPE KTU
(600V) CLASS "L" U.O.N.
24.WHERE VERIFICATION OF EXISTING CONDITIONS REQUIRE SIGNIFICANT
CONSUMPTION OF TIME AND LABOR, AN ASSUMPTION WAS MADE BASED ON THE
EXISTING DRAWINGS SUBMITTED BY THE CLIENT. ELECTRICAL CONTRACTOR IS TO
VERIFY THIS INFORMATION IN FIELD AND PERFORM ACCORDING TO EXISTING
CONDITIONS.
25.ALL ELECTRICAL MATERIALS SHALL BEAR THE UNDERWRITERS (OR EQUIVALENT
TESTING AGENCY) LABEL. ELECTRICAL EQUIPMENT SHALL BE LISTED BY A CITY OF
TUSTIN RECOGNIZED ELECTRICAL TESTING LABORATORY OR APPROVED BY THE
DEPARTMENT.
26.UNLESS INFORMED OTHERWISE IN WRITING, THIS PROJECT HAS BEEN DETERMINED
TO REQUIRE THE LOCAL CITY AUTHORITIES PLAN CHECK APPROVAL AND VALID
PERMIT IN ACCORDANCE WITH THE LAW. ALL DESIGN WORK INDICATED ON PLANS
AND SPECIFICATIONS IS SUBJECT TO REVIEW AND CHANGES BY SAID PLAN CHECK
AUTHORITIES.
27.DO NOT ORDER ANY EQUIPMENT OR PERFORM ANY WORK OVER $500 IN TOTAL
VALUE ON THE JOB UNTIL THE COMPLETION OF THE PLAN CHECK APPROVAL
PROCESS AND OBTAINING OF ALL REQUIRED PERMITS. INSTALLATION OF ANY
EQUIPMENT WITHOUT VALID PERMITS, WHEN REQUIRED, IS A VIOLATION OF THE
CODE.
28.UNDER THE STATE OF CALIFORNIA CONTRACTORS STATE LICENSE BOARD
REGULATIONS, ALL CONTRACTORS ARE REQUIRED TO ADHERE TO THE LOCAL
CODES AND LAWS WITHOUT EXCEPTION.
29.ELECTRICAL CONTRACTOR TO OBTAIN ARCHITECTURAL APPROVAL OF ALL LIGHTING
FIXTURES SPECIFIED FOR THE PROJECT PRIOR TO ORDERING.
30.ELECTRICAL CONTRACTOR SHALL PROVIDE CLEARANCES FOR ALL ELECTRICAL
EQUIPMENT PER TABLE 110.26 (A) (1) CEC 2019.
31.PROVIDE GROUND FAULT CIRCUIT INTERRUPTER (GFCI) PROTECTION ON
RECEPTACLE(S) LOCATED IN THE FOLLOWING AREAS:
A.KITCHEN, BATHROOM, GARAGES, OUTDOORS, CRAWL SPACES, AND
UNFINISHED BASEMENTS OF DWELLING UNITS.
B.WITHIN 6 FEET OF LAUNDRY, UTILITY AND WET BAR SINK IN DWELLING UNITS.
C.OUTDOOR SPACES.
36.THESE ELECTRICAL PLAN ARE SAID TO BE FINAL WHEN STAMPED AND APPROVED BY
CITY OF TUSTIN BUILDING & SAFETY DEPARTMENT. PLAN CHECK REVISIONS (IF ANY)
WILL BE ISSUED AT A LATER DATE AS AN ADDENDUM.
37.BONDING OF PIPING SYSTEMS IN ACCORDANCE WITH NEC ART. 250.90 SHALL
INCLUDE BONDING OF ALL WATER, GAS, FIRE SPRINKLER, COMPRESSED AIR AND/OR
ANY OTHER METALLIC PIPING.
38.THE WORK SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH THE
FOLLOWING LEGALLY CONSTITUTED AUTHORITIES AND CODES HAVING
JURISDICTION.
A.2022 CALIFORNIA ELECTRICAL CODE (CEC).
B.2022 CALIFORNIA BUILDING CODE (CBC).
C.2020 NATIONAL ELECTRICAL CODE (NEC).
D.2022 CALIFORNIA MECHANICAL CODE (CMC).
E.2022 CALIFORNIA PLUMBING CODE (CPC).
F.2022 CALIFORNIA ENERGY CODE (CENC).
40.(A) ALL EXPOSED CONDUITS (NOT SUBJECT TO THE MOISTURE) SHALL BE ELECTRIC
METALLIC TUBING (EMT). (B) EXPOSED RACEWAYS SHALL BE RIGID STEEL CONDUIT
(RSC). (C). ALL VIBRATING MOTORIZED EQUIPMENT FINAL CONNECTION SHALL BE
PROVIDED WITH LIQUID TIGHT FLEXIBLE CONDUIT. LENGTH SHALL NOT EXCEED 6-FT.
41.CONDUCTOR SIZING SHALL BE IN ACCORDANCE WITH ARTICLE 110.14(C) AND
ARTICLE 310.15.
42.NO PIPING, DUCTS OR EQUIPMENT FOREIGN TO ELECTRICAL EQUIPMENT SHALL BE
PERMITTED TO BE LOCATED WITHIN THE DEDICATED SPACE ABOVE THE ELECTRICAL
EQUIPMENT.
43.120 VOLT SMOKE DETECTORS AND COMBINATION SMOKE & CO DETECTORS SHALL
BE FURNISHED & INSTALLED BY ELECTRICAL CONTRACTOR WITH ALL REQUIRED
LABOR, MATERIALS, CONDUITS, WIRING, BOXES AND 120 VOLT POWER FROM
DEDICATED LOCK-ON CIRCUIT BREAKER.
44.ALL 125V, 15 AND 20 AMPERE RECEPTACLE AS REQUIRED IN CEC SECTION 210.52 IN
DWELLING UNITS SHALL BE TAMPER-RESISTANCE.
45.FUSES SHALL BE PROVIDED WITH REJECTION TYPE FUSE HOLDERS.
46.OBTAIN APPROVAL AND PERMIT VIA SEPARATE SUBMITTAL FOR ANY ELECTRICAL
SUBSYSTEM WITH LOW VOLTAGE POWER SUPPLY OF MORE THAT 50VA AND/ OR 25V.
(SECURITY SYSTEM, TELE/DATA, AUDIO/VISUAL AND HVAC DDS CONTROL, ETC.)
47.LOW VOLTAGE COMMUNICATION SYSTEMS SUCH AS TELEPHONE, CABLE TV, FIRE
ALARM, SECURITY SYSTEMS ARE NOT PART OF THIS SCOPE OF WORK. CONTRACTOR
SHALL COORDINATE WITH EACH SYSTEM INSTALLER AND PROVIDE REQUIRED
CONDUITS WITH PULL WIRE AND 120 VOLT POWER.
48.ELECTRICAL CONTRACTOR IS TO COMPLY WITH THE LATEST ADA REQUIREMENTS
RELATED TO THE HEIGHT OF THE OUTLETS, SWITCHES AND OTHER EQUIPMENT (NOT
TO EXCEED 48" TO CENTER AND NOT BELOW 15" TO BOTTOM OF OUTLET BOX U.O.N.).
49.ALL EXTERIOR ELECTRICAL EQUIPMENT SHALL BE WEATHERPROOF. ALL OUTDOOR
RECEPTACLES SHALL BE GFCI PROTECTED AND PROVIDED WITH EXTRA-DUTY RATED
"WEATHERPROOF-WHILE-IN-USE"COVER. RECEPTACLES WITHIN 6' OF SINK SHALL BE
GFCI TYPE RECEPTACLE.
50.PROVIDE ALL EQUIPMENT, MATERIAL, LABOR, SUPERVISION, COSTS, AND SERVICES
REQUIRED TO INSTALL COMPLETE AND WORKING SYSTEMS INCLUDING ITEMS
REQUIRED BUT NOT NORMALLY SHOWN, SUCH AS LAMPS, HANGERS, BRACKETS,
CLAMPS, COUPLINGS, BOXES, CONNECTORS AND HARDWARE EVEN THOUGH EACH
AND EVERY ITEM IS NOT SPECIFICALLY SPECIFIED OR SHOWN.
51.THE CONTRACTOR SHALL EXAMINE THE COMPLETE SET OF CONTRACT DOCUMENTS
FOR ALL TRADES, AS ISSUED BY THE ARCHITECT AND REVIEW DIMENSIONS, SPACE
REQUIREMENTS AND POINT OF CONNECTIONS TO ALL EQUIPMENT. MAKE ANY MINOR
ADJUSTMENTS NECESSARY TO AVOID CONFLICTS WITH THE BUILDING STRUCTURE
AND THE WORK OF OTHER TRADES.
52.REFER TO THE ARCHITECTURAL DRAWINGS FOR THE LOCATIONS OF ALL FIRE RATED
PARTITIONS, BUILDING EXPANSION JOINTS AND MOUNTING HEIGHTS OF EQUIPMENT.
53.ALL CONDUIT PENETRATIONS THROUGH WALL MUST BE SEALED, SLEEVED, AND
PROPERLY SUPPORTED ON EACH SIDE OF THE WALL.
54.COORDINATE CONDUIT ROUTE IN FIELD WITH OTHER TRADES, EQUIPMENT, AND
OWNER. VERIFY EXACT LOCATION AND MOUNTING HEIGHTS WITH ARCHITECT PRIOR
TO INSTALLATION.
55.THE DRAWINGS INDICATE, IN A DIAGRAMMATIC MANNER, THE DESIRED LOCATIONS
AND ARRANGEMENT OF THE COMPONENTS OF THE ELECTRICAL WORK. DETERMINE
EXACT CONDUIT ROUTING, CONDUIT BENDS, AUXILIARY JUNCTION BOXES,
SUPPORTS, AND UNDEFINED CONSTRUCTION DETAILS, AS A JOB CONDITION TO BE
INSTALLED IN ACCORDANCE WITH APPLICABLE CODE REQUIREMENTS. DO NOT
SCALE THE ELECTRICAL DRAWINGS FOR LOCATIONS OF ANY ELECTRICAL,
ARCHITECTURAL, STRUCTURAL, CIVIL, OR MECHANICAL ITEMS OR FEATURES, REFER
TO ARCHITECTURAL AND STRUCTURAL DIMENSIONAL DRAWINGS.
56.ALL CONDUCTORS SHALL BE COPPER TYPE THWN INSULATION.
57.FOR EQUIPMENT REQUIRING SPECIAL RECEPTACLE, PROVIDE RECEPTACLE WITH
NEMA CONFIGURATION TO MATCH EQUIPMENT PLUG. VERIFY WITH EQUIPMENT
MANUFACTURER.
58.WHERE MULTI-HOMERUNS ARE INDICATED ON DRAWINGS INDICATING THE SAME
PANEL BOARD CIRCUIT NUMBER, PROVIDE JUNCTION BOX ABOVE ACCESSIBLE
CEILING AND ROUTE ONE SET OF WIRES TO CIRCUIT BREAKERS.
59.ALL GROUNDING ELECTRODES THAT ARE PRESENT AT EACH BUILDING OR
STRUCTURE SHALL BE BONDED TOGETHER.
60.FOR SMALL AC MOTORS NOT HAVING BUILT-IN THERMAL OVERLOAD PROTECTION,
PROVIDE MANUAL MOTOR STARTERS WITH OVERLOAD HEATER ELEMENTS SIZED TO
THE NAMEPLATE CURRENT RATING OF THE MOTOR. SMALL AC MOTORS WITH
BUILT-IN THERMAL OVERLOAD PROTECTION, PROVIDE ELEMENTS SIZED TO THE
NAMEPLATE CURRENT RATING OF THE MOTOR. SMALL AC MOTORS WITH BUILT-IN
THERMAL OVERLOAD PROTECTION, PROVIDE A HORSEPOWER RATED TOGGLE TYPE
DISCONNECT SWITCH.
61.ALL PANELBOARDS SHALL BE MARKED WITH IDENTIFYING NAMEPLATES TO INDICATE
THE DESIGNATIONS USED ON THESE DRAWINGS. PROVIDE NEW TYPEWRITTEN
PANELBOARD SCHEDULE, CORRECTLY FILLED OUT BASED ON FINAL AS-BUILT
RECORD DRAWING CONDITION, FOR EVERY PANELBOARD.
62.OUTLETS SHALL BE INSTALLED AT 15" TO BOTTOM ABOVE FINISHED FLOOR, UNLESS
OTHERWISE NOTED ON THE ARCHITECTURAL DRAWINGS OR LOCATED AT MILLWORK.
VERIFY EXACT MOUNTING HEIGHT OF ALL OUTLETS WITH ARCHITECT PRIOR TO
INSTALLATION.
63.VERIFY THE EXACT LOCATION OF MECHANICAL AND PLUMBING EQUIPMENT AND
OTHER EQUIPMENT REQUIRING ELECTRICAL CONNECTION, PRIOR TO ROUGH IN.
REFER TO MECHANICAL AND PLUMBING DRAWINGS. WHERE INDICTED ON
MECHANICAL AND PLUMBING DRAWINGS AS PART OF THE DRAWING PACKAGE AND
NOT COVERED IN THIS PLAN, PROVIDE NECESSARY POWER, CONDUIT AND CONTROL
WIRING (IF LOW VOLTAGE, PROVIDE TRANSFORMERS AS REQUIRED) INCLUDING
CONDUIT AND CONTROL WIRING BETWEEN INDOOR AND OUTDOOR UNITS.
COORDINATE EXACT POWER REQUIREMENTS INCLUDING BREAKER, DISCONNECT
AND FEEDER SIZES WITH EQUIPMENT SUBMITTALS PRIOR TO INSTALLATION.
64.VERIFY ACTUAL MOTOR AND APPLIANCE RATINGS AND LOADS WITH EQUIPMENT
SUBMITTALS AND EQUIPMENT MANUFACTURER IN ORDER TO PROVIDE CORRECTLY
SIZED BREAKERS, FEEDERS, DISCONNECTS AND OUTLETS. SUBMIT TO ARCHITECT
ANY NECESSARY REVISIONS NECESSARY PRIOR TO INSTALLATION. ALL CHANGES
SHALL BE SHOWN ON RECORD DRAWINGS.
65.ELECTRICAL OUTLETS AND LIGHTING CIRCUITS SHALL BE PROPERLY IDENTIFIED.
OUTLETS SHALL BE LABELED ON BACKSIDE OF COVER-PLATES WITH THE
ELECTRICAL, PANEL/CIRCUIT SUPPLYING THE OUTLETS. CIRCUITS IN CONDUITS
SHALL BE IDENTIFIED BY CIRCUIT NUMBER, VOLTAGE AND PANEL.
66.PROVIDE FIRE RATED BOX FOR ALL RECESSED JUNCTION BOXES AND PANELS
LOCATED IN FIRE RATED WALLS AND CEILINGS. REFER TO ARCHITECTURAL
DRAWINGS FOR EXACT LOCATION OF FIRE RATED WALLS AND CEILINGS.
NO.TITLE SCALE
E0.01 GENERAL NOTES SHEET INDEX AND SYMBOLS LIST NO SCALE
E0.02 ELECTRICAL SPECIFICATIONS NO SCALE
E0.03 TITLE 24 INDOOR NO SCALE
E0.04 TITLE 24 OUTDOOR NO SCALE
E2.01 SINGLE LINE DIAGRAM NO SCALE
E4.01 ELECTRICAL SITE PLAN NO SCALE
E5.01 POWER PLAN 1/16" = 1'-0"
E5.02 MECHANICAL POWER PLAN 1/4" = 1'-0"
E5.03 ROOF POWER PLAN 1/4" = 1'-0"
E6.01 LIGHTING PLAN 1/4" = 1'-0"
E7.01 EGRESS PHOTOMETRIC CALCULATIONS 1/4" = 1'-0"
E7.01 EGRESS PHOTOMETRIC CALCULATIONS 1/4" = 1'-0"
POWER OUTLETS
FLOOR WALL CEILING
DUPLEX
QUADRUPLEX
DUPLEX - VOICE - DATA
GFCI DUPLEX
SIMPLEX
EMERGENCY DUPLEX
EMERGENCY QUADRUPLEX
EMERGENCY SIMPLEX
DUPLEX-VOICE
DUPLEX-DATA
QUAD-VOICE
QUAD-VOICE-DATA
QUAD-DATA
JUNCTION BOX
POKE THRU
SPLIT WIRE
SPECIAL OUTLET
MULTI OUTLET SURFACE
RACEWAY
WIRING
3/4" CONDUIT WITH 2#12 WIRES, UON.
GROUND WIRE NOT SHOWN.
3/4" CONDUIT WITH 3#12 WIRES, UON.
GROUND WIRE NOT SHOWN.
3/4" CONDUIT WITH 4#12 WIRES, UON.
GROUND WIRE NOT SHOWN.
CONDUIT HOMERUN TO PANEL BOARD 1LA
WITH CIRCUIT 1,3,5
CAPPED CONDUIT
CONDUIT RUN UNDERGROUND OR UNDER
THE FLOOR SLAB
CONDUIT TURNING DOWN
CONDUIT TURNING UP
CONDUIT BREAK
LIGHTING
FLOOR WALL CEILING
RECESSED DOWNLIGHT
1X4 SURFACE MOUNTED LIGHT
2X4 SURFACE MOUNTED LIGHT
4FT WALL MOUNTED LIGHT
1X4 EMERGENCY LIGHT
2X4 EMERGENCY LIGHT
2X4 RECESSED LIGHT
EXIT SIGN 1 FACE
EXIT SIGN 1 FACE LEFT
ARROW
ANNOTATION
TITLE MARK DETAIL OR PLAN
NUMBER - 1
DETAIL OR PLAN REFE
LOCATION FOUND IN E-201
DETAIL REFERENCE
DETAIL NUMBER - 1
DETAIL FOUND IN E-501
SECTION MARK A2T
SECTION NUMBER - 1 SECTION
FOUND IN E-501
SHEET KEYNOTE
REVISION CLOUD (DELTA 1)
DETAIL
BOUNDARY B
DETAIL NUMBER - 2
LP4:12 PANEL:CIRCUIT
A1
LP4:12
LIGHTING FIXTURE TYPE
PANEL:CIRCUIT
SWITCHES/CONTROLS
FLOOR WALL CEILING
LIGHT SWITCH - TIME
OPERATED
LIGHT SWITCH - SINGLE POLE
SUBSCRIPT INDICATES
CONTROLLING SWITCH LEG.
LIGHT SWITCH - THREE WAY
LIGHT SWITCH - KEY
OPERATED
LIGHT SWITCH - WITH PILOT
LIGHT
SWITCH - WITH THERMAL
OVERLOAD
DIMMER SWITCH
SUBSCRIPT INDICATES
CONTROLLING SWITCH LEG.
VACANCY SENSOR SWITCH
SUBSCRIPT INDICATES
CONTROLLING SWITCH LEG.
OCCUPANCY SENSOR
PHOTOCELL
OCCUPANCY SENSOR POWER
PACK
OVERRIDE SWITCH
POWER
DISTRIBUTION BOARD
480/277V OR 208/120V
RECESSED PANEL
480/277V OR 208/120V
SURFACE MOUNTED PANEL
TRANSFORMER
DISCONNECT SWITCH
SWITCH - MOTOR RATED
FUSED DISCONNECT SWITCH
MAGNETIC MOTOR STARTER -
NEMA SIZE 1 INDICATED
STARTER - DISCONNECT
SWITCH
MOTOR
VARIABLE FREQUENCY DRIVE
PULL BOX
MANHOLE
FIRE ALARM DEVICES
CARBON MONOXIDE SENSOR
SMOKE DETECTOR
COMBINATION SMOKE
DETECTOR AND CARBON
MONOXIDE SENSOR
SINGLE LINE DIAGRAM
CIRCUIT BREAKER SWITCH
SWITCHGEAR BUSWAY
GROUND FAULT RELAY
DIGITAL METER U.O.N.
TRANSFORMER - DELTA
WYE-GROUNDED
GENERATOR
PANEL
2000 = AMPACITY
3-NO, 4-SINGLE, 5-DOUBLE =
NEUTRAL
(+) = ADDITIONAL INFO AS
REQUIRED
J J J
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OS OS
PC
PP
OR
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PB
MH
GFR
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XXXXX
XXXXX
XXXXX
2000-5+
CO
SD
SC
FIRE ALARM NOTES
1.THE CONTRACTOR (LIFE SAFETY VENDOR) SHALL BE RESPONSIBLE FOR SUBMITTING COMPLETE FIRE ALARM
PLANS, REQUIRED CONNECTION DIAGRAMS, WIRING DIAGRAMS, BATTERY CALCULATIONS AND WORST CASE
VOLTAGE DROP CALCULATIONS TO THE CITY FIRE DEPARTMENT FOR REVIEW AND OBTAIN APPROVAL FROM THE
CITY PRIOR TO INSTALLING THE SYSTEM.
2.AN APPROVED MANUAL AND AUTOMATIC FIRE ALARM SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH CFC,
SECTION 907 AND CALIFORNIA BUILDING CODE.
3.VARIANCE FOR THE FIRE ALARM SYSTEM SHALL BE SEPARATE. ELECTRICAL CONTRACTOR TO PAY SEPARATE
FEE FOR VARIANCE/MODIFICATION UPON PLAN CHECK RESUBMITTAL.
ELECTRICAL PRE-DEMOLITION NOTES
1.PRIOR TO COMMENCEMENT OF DEMOLITION WORK, CONTRACTOR SHALL UNDERTAKE ELECTRICAL SURVEY TO
TRACE ALL EXISTING BRANCH CIRCUITS/FEEDERS. CONTRACTOR SHALL CLEARLY IDENTIFY ALL
CIRCUITS/FEEDERS THAT SERVE EXISTING TO REMAIN DEVICES/EQUIPMENT/FIXTURES/ETC. WITHIN OR OUTSIDE
THE DEMISED AREA TO BE DEMOLISHED. THIS SHALL INCLUDE CIRCUITS THAT PASS THROUGH AND/OR FEED THE
SPACE AND EXTEND OUTSIDE THE DEMISED AREA ON AND OFF THE FLOOR (E.G. ABOVE AND BELOW).
2.EXISTING TO REMAIN CIRCUITS WILL BE CLEARLY IDENTIFIED AT THE RESPECTIVE ELECTRICAL PANEL AS "TO
REMAIN" WITH THE LOAD SERVED INDICATED. A SCHEDULE FOR EACH PANEL THE ACTIVE LOADS FEEDING
OUTSIDE THE DEMISED PREMISES SHALL BE FURNISHED TO CLIENT/ENGINEER PRIOR TO COMMENCEMENT OF
DEMOLITION (SEE NOTE 5).
3.THE ASSOCIATED CONDUIT FOR EXISTING TO REMAIN ACTIVE CIRCUITS SHALL BE CLEARLY IDENTIFIED IN THE
ELECTRICAL CLOSET AND FOR A MINIMUM OF 24" OUTSIDE THE ELECTRICAL CLOSET PRIOR TO ANY DEMOLITION
WORK. AFTER CEILING DEMO, THE ENTIRE LENGTH OF THE CIRCUIT CONDUIT SHALL BE CLEARLY MARKED.
4.THE METHOD OF INDICATING EXISTING TO REMAIN DEVICES/CIRCUITS/WIREWAYS, ETC. SHALL BE AGREED
BETWEEN LL/CLIENT REPRESENTATIVE/EC AND DEMOLITION CONTRACTOR, PRIOR TO COMMENCEMENT OF
DEMO.
5.THE EC SHALL BE RESPONSIBLE TO INDICATE ALL CIRCUITS TO REMAIN ON AN EXISTING FLOOR PLAN, (PROVIDED
BY ARCHITECT/CLIENT REP). THE MARK-UP SHALL INDICATE POINT OF ORIGIN (EG. PANEL), CONDUIT ROUTE AND
LOAD SERVED.
DEMOLITION NOTES
1.PRIOR TO SUBMISSION OF THE BID, THIS CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIAR WITH ALL
EXISTING CONDITIONS TO DETERMINE THEIR IMPACT ON THE EXECUTION OF WORK IN THIS CONTRACT.
2.THE DEMOLITION WORK SHALL INCLUDE, BUT NOT BE LIMITED TO, ANY AND ALL MATERIALS, CONNECTIONS,
EXTENSIONS, CUTTING, REPAIRING AND OTHER ELECTRICAL WORK, TEMPORARY OR PERMANENT, THAT MAY BE
REQUIRED TO MAINTAIN SERVICE THROUGH THE COMPLETION OF THIS PROJECT. COORDINATE THE EXTENT OF
THE DEMOLITION WORK WITH THE ARCHITECT.
3.EXISTING FEEDERS AND BRANCH CIRCUITING PASSING THROUGH THE AREA OF DEMOLITION AND SERVING
OCCUPIED ADJACENT AREAS AND/OR INTERFERING WITH THE NEW WORK SHALL BE TRACED AND RELOCATED BY
THIS CONTRACTOR. ALL NECESSARY SHUTDOWNS REQUIRED TO PERFORM THIS WORK SHALL BE COORDINATED
WITH THE BUILDING MANAGEMENT.
4.WIRING, CONDUITS, AND SUPPORTS FOR FEEDERS AND BRANCH CIRCUITING SHALL BE REMOVED TO THEIR
PANEL OF ORIGIN.
5.MAINTAIN THE CONTINUITY OF EXISTING BRANCH CIRCUITING SERVING REMAINING ELECTRICAL DEVICES
OUTSIDE THE SCOPE OF WORK WHERE PORTIONS OF EXISTING BRANCH CIRCUITING ARE BEING REMOVED.
6.IDENTIFY AS SPARE ANY PROTECTIVE DEVICE IN EXISTING PANELS THAT ARE MADE SPARE DUE TO DEMOLITION.
PANEL DIRECTORIES SHALL BE UPDATED ACCORDINGLY.
7.UNLESS OTHERWISE NOTED, REMOVE ALL POWER AND COMMUNICATIONS OUTLETS AND DEVICES COMPLETE
WITH WIRING, RACEWAYS AND BACK BOXES IN AREA OF DEMOLITION.
8.ALL LIGHTING FIXTURES, SWITCHES AND ASSOCIATED WIRING AND CONDUIT IN AREA OF DEMOLITION SHALL BE
REMOVED UNLESS OTHERWISE NOTED.
9.EXISTING BASE BUILDING FIRE ALARM SYSTEM DEVICES ARE TO REMAIN AND KEPT OPERATIONAL DURING ALL
STAGES OF THE PROJECT. ALL DEVICES SHALL BE PROPERLY PROTECTED.
POWER NOTES
1.REFER TO ARCHITECTURAL DRAWINGS FOR THE EXACT LOCATIONS AND MOUNTING HEIGHTS OF ALL DEVICES
(I.E. RECEPTACLES, DATA/TELEPHONE OUTLETS, SECURITY DEVICES, PANELS, SPEAKER/STROBE, ETC.
2.ELECTRICAL CONTRACTOR SHALL MAINTAIN THE CONTINUITY OF CIRCUITING IN AREAS WHICH ARE CONNECTED
TO EXISTING ELECTRICAL DEVICES AND ELECTRICAL SERVICES STILL IN USE.
3.PROVIDE TIE BARS ON ALL SINGLE POLE CIRCUIT BREAKERS SERVING MULTI-WIRE BRANCH CIRCUITS IN
COMPLIANCE WITH CEC ARTICLE 210.4(B). EXISTING CIRCUIT BREAKERS REQUIRING TIE HANDLES SHALL BE
REPLACED WITH NEW TRIP FREE HANDLE BREAKERS. NEW BREAKERS SHALL MATCH BASE BUILDING
STANDARDS, SHALL BE FROM SAME MANUFACTURER OF EXISTING BREAKERS THAT ARE TO REMAIN IN PANEL,
AND SHALL BE COMPATIBLE WITH PANELBOARD. CONTRACTOR SHALL COORDINATE REQUIREMENTS IN FIELD
WITH EXISTING EQUIPMENT.
4.ALL TELEPHONE/DATA CONDUIT STUB-UPS, WHERE GYPBOARD CEILINGS OCCUR, SHALL RUN INTO ACCESSIBLE
CEILING AREAS.
5.ALL MECHANICAL EQUIPMENT SHALL BE FURNISHED AND INSTALLED BY THE HVAC CONTRACTOR, WIRED BY THE
ELECTRICAL CONTRACTOR. ELECTRICAL CONTRACTOR SHALL WIRE MECHANICAL EQUIPMENT AS PER AN
APPROVED MANUFACTURER'S WIRING DIAGRAM. ALL CONTROL WIRING BY THE HVAC CONTRACTOR.
6.CONTRACTOR SHALL PROVIDE DISCONNECT SWITCHES FOR ALL MECHANICAL EQUIPMENT THAT IS NOT
FACTORY SUPPLIED UNLESS OTHERWISE NOTED ON MECHANICAL DRAWINGS. CONTRACTOR SHALL
COORDINATE SIZE WITH MECHANICAL EQUIPMENT SPECIFICATIONS AND MECHANICAL CONTRACTOR.
LIGHTING NOTES
1.REFER TO ARCHITECTURAL DRAWINGS FOR THE EXACT LOCATION, QUANTITIES, TYPES, AND MOUNTING HEIGHTS
OF LIGHT FIXTURES, EXIT SIGNS, SWITCHES, DIMMERS, ETC.
2.PRIOR TO ORDERING LIGHTING FIXTURES, COORDINATE WITH ARCHITECTURAL AND ENGINEERING INFORMATION,
OBTAIN CLARIFICATION OF ANY QUESTIONS PRIOR TO PROCEEDING.
3.ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL ALL NEW LIGHT FIXTURES AS INDICATED AND INSTALL
NEW SWITCHES, DIMMERS, ETC. FOR CONTROL OF LIGHT FIXTURES AS SHOWN ON ARCHITECTURAL DRAWINGS.
VERIFY AND COORDINATE SWITCHING CONTROL WITH ARCHITECT/CLIENT REPRESENTATIVES.
4.ALL JUNCTION OR OUTLET BOXES SHALL BE ACCESSIBLE. WHERE UNOBSTRUCTED ACCESS TO A BOX OR
OUTLET IS NOT POSSIBLE, PROVIDE ACCESS PANEL. COORDINATE WITH THE ARCHITECT AND OBTAIN APPROVAL
FROM ARCHITECT PRIOR TO INSTALLATION OF JUNCTION OR OUTLET BOXES.
5.WHERE MULTIPLE SWITCHES ARE GROUPED TOGETHER AT ONE LOCATION, THEY SHALL BE MOUNTED IN A
SINGLE OUTLET BOX WITH A COMMON FACEPLATE. BUTTED OUTLET BOXES AND SWITCHPLATES ARE NOT
PERMITTED. PROVIDE DIVIDER FOR SEPARATION OF SERVICE.
6.SUPPORT CEILING MOUNTED FIXTURES DIRECTLY FROM THE BUILDING STRUCTURE. DO NOT SUPPORT
FIXTURES FROM PIPING, EQUIPMENT, OR SOLELY FROM THE SUSPENDED CEILING.
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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225 E Broadway, Suite 101A
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# 213.820.3683
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ELECTRICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
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#H1/23/2025
1.01 GENERAL REQUIREMENTS
PART 1 GENERAL
A.ALL WORK SHALL COMPLY WITH REQUIREMENTS OF THE CALIFORNIA ELECTRICAL CODE, THE CALIFORNIA BUILDING CODE, CITY AMENDMENTS, BUILDING
MANAGEMENT AND ALL AUTHORITIES HAVING JURISDICTION (AHJ). APPLICABLE NATIONAL, STATE AND LOCAL CODES, LAWS AND REGULATIONS GOVERNING OR
RELATING TO ANY PORTION OF THIS WORK SHALL BE INCORPORATED INTO AND MADE A PART OF THESE SPECIFICATIONS.
B.IF A CONFLICT OCCURS IN THE SPECIFICATIONS AND/OR ON THE DRAWINGS, THE MORE STRINGENT SITUATION SHALL APPLY.
C.ALL MATERIALS AND WORKMANSHIP SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR FROM DATE OF FINAL ACCEPTANCE OF THIS WORK. FINAL ACCEPTANCE
SHALL BE DEFINED AS THE TIME AT WHICH THE ELECTRICAL WORK IS TAKEN OVER AND ACCEPTED BY THE OWNER. ENGAGE THE SERVICES OF VARIOUS
MANUFACTURERS SUPPLYING THE EQUIPMENT FOR THE PROPER STARTUP, TRAINING AND OPERATION OF ALL SYSTEMS INSTALLED. INSTRUCT THE OWNERS
PERSONNEL IN THE PROPER OPERATION AND SERVICING OF THE EQUIPMENT.
D.ELECTRICAL CONTRACTOR SHALL VISIT AND EXAMINE CAREFULLY THE EXISTING AREAS AFFECTED BY THIS WORK TO BECOME FAMILIAR WITH EXISTING
CONDITIONS AND WITH DIFFICULTIES THAT WILL AFFECT THE EXECUTION OF THE WORK. SUBMISSION OF A PROPOSAL WILL BE CONSTRUED AS EVIDENCE THAT
SUCH AN EXAMINATION HAS BEEN MADE AND LATER CLAIMS WILL NOT BE RECOGNIZED FOR EXTRA LABOR, EQUIPMENT OR MATERIALS REQUIRED BECAUSE OF
DIFFICULTIES ENCOUNTERED WHICH COULD HAVE BEEN FORESEEN HAD SUCH AN EXAMINATION BEEN UNDERTAKEN.
E.DRAWINGS ARE DIAGRAMMATIC AND INDICATE GENERAL ARRANGEMENT OF WORK. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS OF ALL DEVICES
INCLUDING DIMENSIONS AND ELEVATIONS. WORK SHALL BE COORDINATED WITH OTHER TRADES TO AVOID CONFLICTS.
F.ALTHOUGH NOT SPECIFICALLY MENTIONED HEREIN OR SHOWN ON THE DRAWINGS, ANY EQUIPMENT, MATERIALS, ACCESSORIES, OR LABOR REQUIRED FOR
PROPER AND COMPLETE INSTALLATION OF THE ELECTRICAL WORK SHALL BE FURNISHED AND INSTALLED AS PART OF THE ORIGINAL BID.
G.THIS CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE LATEST COPY OF THE BUILDING RULES AND REGULATIONS. BASE BUILDING SYSTEM
INTERRUPTIONS ARE TO BE PERFORMED OUTSIDE OF NORMAL BUSINESS HOURS. COORDINATE WITH BUILDING OWNER FOR ANY SERVICE INTERRUPTION OF
EXISTING SYSTEMS AND GIVE NOTICE AS REQUIRED BY BUILDING RULES AND REGULATIONS.
H.ANY DAMAGE TO EXISTING PARTITIONS, FLOORS, CEILINGS OR ANY PART OF THE BUILDING OR EQUIPMENT HOUSED THEREIN CAUSED BY THE WORK OF THE
CONTRACTOR SHALL BE REPAIRED AT NO ADDITIONAL EXPENSE TO THE OWNER.
I.ALL NEW MATERIALS REQUIRED SHALL CONFORM WITH THE STANDARDS OF THE UNDERWRITERS LABORATORIES, INC. (UL) IN EVERY CASE WHERE SUCH A
STANDARD EXISTS.
J.DURING THE PROJECT DURATION, THE BUILDING MANAGEMENT OFFICE AND ITS DESIGNATED REPRESENTATIVE SHALL BE ABLE TO INSPECT THE WORK IN
PROGRESS. ANY WORK WHICH THE BUILDING MANAGEMENT DEEMS UNACCEPTABLE SHALL BE REMOVED AND REPLACED AT THE EXPENSE OF
CONTRACTOR/TENANT.
K.ALL EQUIPMENT INSTALLED OR CONNECTED INTO THE BUILDING RISERS, SYSTEMS AND INFRASTRUCTURE SHALL BE APPROVED IN ADVANCE BY THE BUILDING
PRIOR TO INSTALLATION.
1.02 SCOPE OF WORK
A.PROVIDE ALL LABOR, MATERIALS AND EQUIPMENT NECESSARY FOR COMPLETE, SAFE INSTALLATION OF ALL ELECTRICAL WORK. THE SCOPE OF WORK SHALL
INCLUDE, BUT NOT BE LIMITED TO, THE FOLLOWING:
1.INSTALLATION OF LIGHTING FIXTURES AND LAMPS INCLUDING EXIT AND EMERGENCY LIGHTING.
2.INSTALLATION OF RECEPTACLES, VOICE/DATA, OUTLETS, ETC.
3.INSTALLATION OF NEW RACEWAY AND CONDUCTORS FOR LIGHTING AND POWER.
4.INSTALLATION OF LIGHTING CONTROL SYSTEM COMPLETE WITH DEVICES, CONTROLLERS, SENSORS, WIRING AND CODE MANDATED ACCEPTANCE TESTING.
5.ADDITION OR MODIFICATION OF EXISTING ELECTRICAL DISTRIBUTION EQUIPMENT.
6.INSTALLATION OF MECHANICAL EQUIPMENT FEEDERS AND FINAL CONNECTIONS TO MECHANICAL EQUIPMENT.
7.GROUNDING OF ALL EQUIPMENT AS REQUIRED BY CODE AND AS SPECIFIED.
8.MODIFICATION OF EXISTING FIRE ALARM SYSTEM.
9.TEMPORARY LIGHTING AND POWER DURING CONSTRUCTION.
10.CUTTING, CHANNELING, CORING, AND CHASING REQUIRED TO ACCOMMODATE ELECTRIC INSTALLATION AND ROUGH PATCHING.
11.DEMOLITION AND REMOVAL OF ELECTRICAL EQUIPMENT AS REQUIRED INCLUDING ALL CONDUCTORS AND CONDUIT BACK TO THEIR SOURCE.
12.MAINTENANCE AND PROPER OPERATION OF EXISTING BASE BUILDING SYSTEMS WITHIN THE CONTRACT AREA IN ACCORDANCE WITH THE REQUIREMENTS
OF BUILDING MANAGEMENT.
13.PROVISION OF SECURITY SYSTEM INFRASTRUCTURE AS DETAILED.
14.PROVISION OF AUDIO VISUAL SYSTEM INFRASTRUCTURE AS DETAILED.
15.RECEIPT AND INSTALLATION OF DEVICES, EQUIPMENT, SYSTEMS, SUPPLIED BY OTHERS AS DETAILED.
16.COORDINATION WITH OTHER TRADES.
1.03 SUBSTITUTIONS
1.04 SHOP DRAWINGS
A.SHOP DRAWINGS SUBMISSION SHALL INCLUDE, BUT NOT BE LIMITED TO, THE FOLLOWING:
1.DISTRIBUTION EQUIPMENT (PANELS, SWITCHES, ETC.)
2.OVERCURRENT PROTECTIVE DEVICES (FUSES AND BREAKERS)
3.LIGHTING FIXTURES
4.WIRING DEVICES
5.FIRE ALARM EQUIPMENT, WIRING SCHEMATIC AND SEQUENCE OF OPERATION
6.FLOOR BOXES/ POKE THRU DEVICES
7.GROUNDING EQUIPMENT/DEVICES
8.CONDUIT, RACEWAYS, WIREWAYS
9.WIRING
10.LIGHTING CONTROL SYSTEMS AND DEVICES
11.TESTING AND COMMISSIONING SCHEDULE
12.TRANSFORMERS
13.UNINTERRUPTIBLE POWER SUPPLIES (UPS)
14.EMERGENCY LIGHTING INVERTERS
1.05 QUALITY ASSURANCE
A.NO SUBSTITUTE MATERIAL OR MANUFACTURER OF EQUIPMENT SHALL BE PERMITTED WITHOUT A FORMAL WRITTEN SUBMITTAL TO THE ENGINEER WHICH
INCLUDES ALL DIMENSIONAL, PERFORMANCE AND MATERIAL SPECIFICATIONS.
B.ANY CHANGES IN LAYOUT, MECHANICAL CHARACTERISTICS, STRUCTURAL REQUIREMENTS, OR DESIGN DUE TO THE USE OF A SUBSTITUTION SHALL BE SUBMITTED
TO THE ENGINEER AS PART OF THIS PROPOSAL. THE CONTRACTOR TAKES FULL RESPONSIBILITY FOR THE SUBSTITUTION AND ALL CHANGES RESULTING FROM
SUBSTITUTION.
C.ALL ITEMS SHALL BE SUBMITTED FOR REVIEW IN CONJUNCTION WITH THE SUBMITTAL OF THE ALTERNATE. ANY SUBSTITUTION MUST BE SUBMITTED WITH AN
EXPLANATION WHY SUBSTITUTION IS BEING UTILIZED. IF THE SUBSTITUTED ITEM DEVIATES FROM THE SPECIFIED ITEM, THOSE DEVIATIONS ARE TO BE IDENTIFIED
ON A LINE BY LINE BASIS. IF THE SUBSTITUTION IS BEING UTILIZED FOR FINANCIAL REASONS, THE ASSOCIATED CREDIT MUST BE SIMULTANEOUSLY SUBMITTED.
D.ALL SUBSTITUTED EQUIPMENT SHALL CONFORM TO SPACE REQUIREMENTS AND PERFORMANCE REQUIREMENTS SHOWN ON CONTRACT DOCUMENTS.
E.CONTRACTOR SHALL SUBMIT BID BASED ON SPECIFIED ITEMS AND SHALL SUPPLY, AS AN ALTERNATE PRICE, ANY SUBSTITUTIONS.
A.ELECTRICAL COMPONENTS, DEVICES, AND ACCESSORIES SHALL BE LISTED AND LABELED AS DEFINED IN NFPA 70, ARTICLE 100, BY A TESTING AGENCY
ACCEPTABLE TO AUTHORITIES HAVING JURISDICTION, AND MARKED FOR INTENDED USE.
B.COMPLY WITH NFPA 70.
A.COORDINATE CHASES, SLOTS, INSERTS, SLEEVES, AND OPENINGS WITH GENERAL CONSTRUCTION WORK AND ARRANGE IN BUILDING STRUCTURE DURING
PROGRESS OF CONSTRUCTION TO FACILITATE THE ELECTRICAL INSTALLATIONS THAT FOLLOW.
B.SET INSERTS AND SLEEVES IN POURED-IN-PLACE CONCRETE, MASONRY WORK, AND OTHER STRUCTURAL COMPONENTS AS THEY ARE CONSTRUCTED.
C.SEQUENCE, COORDINATE, AND INTEGRATE INSTALLING ELECTRICAL MATERIALS AND EQUIPMENT FOR EFFICIENT FLOW OF THE WORK. COORDINATE INSTALLING
LARGE EQUIPMENT REQUIRING POSITIONING BEFORE CLOSING IN THE BUILDING.
D.COORDINATE LOCATION OF ACCESS PANELS AND DOORS FOR ELECTRICAL ITEMS THAT ARE CONCEALED BY FINISHED SURFACES. ACCESS DOORS AND PANELS
ARE SPECIFIED BY THE ARCHITECT.
E.WHERE ELECTRICAL IDENTIFICATION DEVICES ARE APPLIED TO FIELD-FINISHED SURFACES, COORDINATE INSTALLATION OF IDENTIFICATION DEVICES WITH
COMPLETION OF FINISHED SURFACE.
F.WHERE ELECTRICAL IDENTIFICATION MARKINGS AND DEVICES WILL BE CONCEALED BY ACOUSTICAL CEILINGS AND SIMILAR FINISHES, COORDINATE INSTALLATION
OF THESE ITEMS BEFORE CEILING INSTALLATION.
1.07 AS-BUILT DRAWINGS
A.CONTRACTOR SHALL MAINTAIN RECORD DRAWING PRINTS ON JOB SITE AND RECORD, AT TIME OF OCCURRENCE, DEVIATIONS FROM CONTRACT DOCUMENTS.
B.AT THE COMPLETION OF WORK AND BEFORE FINAL ACCEPTANCE, PROVIDE AS-BUILT DRAWINGS OF THE INSTALLATION, IN AUTO-CAD. AN ELECTRONIC COPY
(AUTOCAD FORMAT) OF ALL DRAWINGS WILL BE PROVIDED TO THE ELECTRICAL CONTRACTOR BY THE CONSULTANT AT NO COST. THE DRAWINGS WILL REFLECT
THE BID AND/OR CONSTRUCTION SET OF DRAWINGS.
C.INCORPORATE ALL CHANGES AND DEVIATIONS FROM BID DRAWINGS, UTILIZING NORMAL RECOGNIZED DRAFTING PROCEDURES THAT MATCH THE ORIGINAL
DRAFTING METHODOLOGY.
D.ALL MAIN BRANCH CONDUIT RUNS, JUNCTION BOX LOCATIONS, CONDUIT RUNS FOR ALL FLOOR OUTLETS, ETC., MUST BE REFLECTED ON THE DRAWINGS.
E.REMOVE ALL ELECTRICAL ENGINEER'S DRAWING DIRECTIVE NOTES TO CONTRACTOR.
F.CLEARLY INDICATE THE WORDS “AS-BUILT” IN THE TITLE BLOCK COLUMN OF THE DRAWINGS AS WELL AS THE ELECTRICAL CONTRACTOR'S NAME AND ADDRESS.
G.WHEN FOUND ACCEPTABLE BY THE CONSULTANT, SUBMIT THREE (3) SETS OF PRINTS TOGETHER WITH THE CAD DISK FOR PRESENTATION TO THE LANDLORD AND
TENANT.
1.06 COORDINATION
1.12 LOCATIONS OF OUTLETS
A.REFER TO DESIGN CONSULTANT'S/ARCHITECT'S DRAWINGS FOR EXACT LOCATIONS OF ALL LIGHTING FIXTURES AND WIRING DEVICES.
B.CHANGE LOCATION OF OUTLETS AT NO COST OR CREDIT, PROVIDING DISTANCE DOES NOT EXCEED (10'-0") AND INFORMATION IS GIVEN PRIOR TO INSTALLATION.
C.ALL OUTLETS TO BE MARKED ON JOB SITE FOR APPROVAL BY DESIGN CONSULTANT/ARCHITECT PRIOR TO INSTALLATION.
1.13 PLYWOOD
A.PLYWOOD BACKBOARDS SHALL BE 3/4” THICK, OF HIGHEST QUALITY FIRE RETARDANT FIR.
B.PRIME AND PAINT BACKBOARDS WITH FIRE RETARDANT PAINT COLOR AS SELECTED BY THE DESIGN CONSULTANT/ARCHITECT.
1.15 NOISE AND VIBRATION
A.ELECTRICAL EQUIPMENT IS TO OPERATE WITHOUT OBJECTIONABLE NOISE OR VIBRATION. IF, IN THE OPINION OF THE LANDLORD, ARCHITECT OR CONSULTANT,
THE EQUIPMENT OPERATES WITH EXCESSIVE NOISE OR VIBRATION, THEN THE EQUIPMENT MUST BE REPLACED OR NOISE OR VIBRATION ELIMINATED.
B.CONNECTIONS TO NOISE-PRODUCING AND VIBRATING EQUIPMENT MUST BE MADE WITH LIQUID-TIGHT FLEXIBLE CONDUIT AND ASSOCIATED CONNECTORS. THIS
INCLUDES TRANSFORMERS, DIMMING EQUIPMENT RACKS, AND MOTORS. USE A MINIMUM OF 3 FT OF FLEXIBLE CABLE WITH SLACK AT EACH DEVICE.
C.VIBRATION ISOLATORS ARE TO BE PROVIDED WHERE INDICATED OR REQUIRED. TRANSFORMERS TO BE ISOLATED FROM THE STRUCTURE, WITH SPRING AND
RUBBER ISOLATORS WHEN WALL MOUNTED OR SUSPENDED AND 1/2" HIGH DENSITY NEOPRENE SANDWICH PADS (TYPE MWP) WHEN FLOOR MOUNTED.
1.16 TENANT'S EQUIPMENT
A.WHERE SPECIFIED, INSTALL ALL EQUIPMENT PROVIDED BY THE TENANT. RECEIVE, STORE AND INSTALL EQUIPMENT AND ACCEPT FULL RESPONSIBILITY FOR ITS
CORRECT OPERATION. PROVIDE CONDUIT, WIRE, BOXES, SWITCHES, OUTLETS, DEVICES, FLEX CONNECTIONS, ETC., AS REQUIRED.
1.17 INTERRUPTION OF SERVICES
A.INTERRUPTION OF ELECTRICAL SERVICE TO ANY PART OF THE BUILDING SHALL OCCUR ONLY BY PRE-ARRANGEMENT WITH AND AT TIMES SUITABLE TO THE
LANDLORD.
B.INTERRUPTIONS SHALL ONLY OCCUR DURING PREMIUM TIME PERIODS; ALL ALLOWANCES FOR THIS SHALL BE INCLUDED IN THE PRICE SUBMITTED.
1.18 ENGINEERS FINAL INSPECTION
A.FINAL INSPECTION IS IMPERATIVE. PRIOR TO CLOSING OF CEILINGS, THIS CONTRACTOR SHALL CONTACT AMA CONSULTING ENGINEERS. (310-846-4666) AND THE
LANDLORD'S REPRESENTATIVE TO PERFORM A FINAL INSPECTION. WHEN CEILING TILES HAVE BEEN INSTALLED IT WILL BE NECESSARY FOR THE CONTRACTOR TO
REMOVE PORTIONS FOR INSPECTION.
1.19 COMPLETION OF CONTRACT
A.ALL EQUIPMENT MUST BE CLEANED AND TESTED BEFORE FINAL ACCEPTANCE BY THE CONSULTANT.
B.DEFECTS AND DEFICIENCIES WHICH ORIGINATE OR BECOME EVIDENT DURING THE WARRANTY PERIOD MUST BE REPAIRED OR REPLACED, AT NO COST.
C.IF, DURING THE WARRANTY PERIOD, TRANSFORMERS, BALLASTS, DRIVERS OR OTHER NOISE AND VIBRATION PRODUCING EQUIPMENT ARE CONSIDERED BY THE
CONSULTANT TO EXCEED ACCEPTABLE STANDARDS, THEN THEY MUST BE REPLACED WITHOUT DELAY OR ADDITIONAL COST TO THE TENANT. ALL WORK RELATING
TO THE REPLACEMENT OF DEFECTIVE ITEMS, MUST BE CARRIED OUT AFTER NORMAL WORKING HOURS AND AT A TIME WHICH IS ACCEPTABLE TO THE TENANT.
1.09 MATERIALS AND EQUIPMENT
A.ALL MATERIALS AND EQUIPMENT SHALL BE NEW, CERTIFIED BY A NATIONALLY RECOGNIZED TESTING LABORATORY AND MANUFACTURED TO THE STANDARDS
SPECIFIED.
PART 2 PRODUCT/APPLICATION
2.02 WIRE AND CABLE
A.CONDUCTORS, NO. 10 AWG AND SMALLER: SOLID COPPER.
B.CONDUCTORS, LARGER THAN NO. 10 AWG: STRANDED COPPER.
C.INSULATION: THERMOPLASTIC, RATED AT 75 DEG C MINIMUM.
D.MULTICONDUCTOR CABLE: COMPLY WITH NEMA WC 70 FOR METAL-CLAD CABLE, TYPE MC WITH GROUND WIRE.
E.FACTORY-FABRICATED CONNECTORS AND SPLICES OF SIZE, AMPACITY RATING, MATERIAL, TYPE, AND CLASS FOR APPLICATION AND SERVICE INDICATED.
F.FEEDERS: COPPER. SOLID FOR NO. 10 AWG AND SMALLER; STRANDED FOR NO. 8 AWG AND LARGER.
G.BRANCH CIRCUITS: COPPER. SOLID FOR NO. 10 AWG AND SMALLER; STRANDED FOR NO. 8 AWG AND LARGER.
H.METAL-CLAD CABLE (TYPE MC) MAY BE USED FOR COMPLETELY CONCEALED BRANCH CIRCUITRY FROM J-BOX TO OUTLETS OR LIGHTS AND WHERE PERMITTED BY
CODE AND ONLY IN TENANT SPACE. HOMERUNS FROM J-BOX TO PANELBOARD SHALL BE EMT.
I.METAL-CLAD CABLE MAY NOT BE USED FOR UPS-SUPPORTED WIRING OR FOR EMERGENCY WIRING.
2.03 SUPPORTING DEVICES
A.MATERIAL: COLD-FORMED STEEL, WITH CORROSION-RESISTANT COATING ACCEPTABLE TO AUTHORITIES HAVING JURISDICTION.
B.METAL ITEMS FOR USE OUTDOORS OR IN DAMP LOCATIONS: HOT-DIP GALVANIZED STEEL.
C.SLOTTED-STEEL CHANNEL SUPPORTS: FLANGE EDGES TURNED TOWARD WEB, AND 9/16-INCH DIAMETER SLOTTED HOLES AT A MAXIMUM OF 2 INCHES O.C., IN
WEBS. CHANNEL THICKNESS: SELECTED TO SUIT STRUCTURAL LOADING.
D.FITTINGS AND ACCESSORIES: PRODUCTS OF THE SAME MANUFACTURER AS CHANNEL SUPPORTS.
E.RACEWAY AND CABLE SUPPORTS: MANUFACTURED CLEVIS HANGERS, RISER CLAMPS, STRAPS, THREADED C-CLAMPS WITH RETAINERS, CEILING TRAPEZE
HANGERS, WALL BRACKETS, AND SPRING-STEEL CLAMPS OR CLICK-TYPE HANGERS.
F.PIPE SLEEVES: ASTM A 53, TYPE E, GRADE A, SCHEDULE 40, GALVANIZED STEEL, PLAIN ENDS.
G.CABLE SUPPORTS FOR VERTICAL CONDUIT: FACTORY-FABRICATED ASSEMBLY CONSISTING OF THREADED BODY AND INSULATING WEDGING PLUG FOR
NON-ARMORED ELECTRICAL CABLES IN RISER CONDUITS. PLUGS HAVE NUMBER AND SIZE OF CONDUCTOR GRIPPING HOLES AS REQUIRED TO SUIT INDIVIDUAL
RISERS. BODY CONSTRUCTED OF MALLEABLE-IRON CASTING WITH HOT-DIP GALVANIZED FINISH.
H.EXPANSION ANCHORS: CARBON-STEEL WEDGE OR SLEEVE TYPE.
I.TOGGLE BOLTS: ALL-STEEL SPRINGHEAD TYPE.
J.POWDER-DRIVEN THREADED STUDS: HEAT-TREATED STEEL.
K.EXCEPT FOR BRANCH CIRCUITRY INSTALL ALL CONDUIT IN HUNG CEILING SPACE ON ACCEPTABLE HANGERS AND INSERTS. CONDUIT OR MC CABLE FOR BRANCH
CIRCUITRY SHALL BE SUPPORTED BY CLAMPS OR PIPE STRAPS SECURED TO THE CEILING SUPPORT SYSTEM, FROM STRUCTURAL MEMBERS OR FROM THE DECK.
SUPPORT FROM CEILING TEES, CROSS TEES OR SUPPORT WIRES IS PROHIBITED.
L.SPACING OF SUPPORTS SHALL BE PER THE NEC/CEC.
M.INSERTS ARE TO BE OF A LEAD SHIELD TYPE.
N.HANGERS MUST NOT BE WELDED TO STRUCTURAL STEEL MEMBERS AND BURNING OF HOLES IN STRUCTURAL STEEL IS PROHIBITED.
O.SLEEVES ARE TO BE OF A TYPE SUITABLE FOR THE APPLICATION AND BE SEALED AND MADE WATERTIGHT. SLEEVES THROUGH CONCRETE SHALL BE SCHEDULE 40
STEEL PIPE, SIZED FOR FREE PASSAGE OF CONDUIT AND INSTALLED FLUSH WITH UNDERSIZE OF CONCRETE SLAB AND EXTEND 4" ABOVE FINISHED FLOOR UNLESS
OTHERWISE NOTED.
2.04 PULLBOXES, JUNCTION BOXES AND OUTLET BOXES
A.PULLBOXES, JUNCTION BOXES AND OUTLET BOXES SHALL BE MANUFACTURED FROM GALVANIZED INDUSTRY STANDARD GAUGE SHEET STEEL.
B.PROVIDE PULL BOXES AND JUNCTION BOXES IN LONG STRAIGHT RUNS OF RACEWAY TO ASSURE THAT CABLES ARE NOT DAMAGED WHEN THEY ARE PULLED, TO
FULFILL REQUIREMENTS AS TO THE NUMBER OF BENDS PERMITTED IN RACEWAY BETWEEN CABLE ACCESS POINTS, THE ACCESSIBILITY OF CABLE JOINTS AND
SPLICES, AND THE APPLICATION OF CABLE SUPPORTS.
C.PULLBOXES AND JUNCTION BOXES SHALL BE SIZED SO THAT THE MINIMUM BENDING RADIUS CRITERIA SPECIFIED FOR THE WIRES AND CABLE ARE MAINTAINED.
D.SWITCH RECEPTACLE AND WALL OUTLET BOXES SHALL BE A NOMINAL 4" SQUARE, 1-1/2" OR 2-1/8" DEEP AS REQUIRED BY CODE WITH A RAISED COVER, UNLESS
OTHERWISE INDICATED ON THE DRAWING.
E.PROVIDE BLANK COVERPLATES FOR BOXES WITHOUT WIRING DEVICES.
F.DO NOT INSTALL OUTLET BOXES BACK TO BACK IN PARTITIONS. STAGGER TO PREVENT SOUND TRANSFER.
G.TWO OR MORE OUTLET BOXES THAT OCCUR AT THE SAME LOCATION SHALL BE GANGED TOGETHER IN THE SAME COVERPLATE UNLESS OTHERWISE NOTED.
H.LIGHTING FIXTURE BOXES SHALL BE 4" OCTAGON TYPE, DEPTH AS REQUIRED WITH 3/8" FIXTURE STUD. FOR SUSPENDED CEILING WORK, PROVIDE A 4" OCTAGON
BOX WITH REMOVABLE BACKPLATE WHERE REQUIRED.
I.PULL/JUNCTION BOX BARRIERS SHALL BE PROVIDED WHERE REQUIRED BY CODE.
J.INSTALL JUNCTION AND PULLBOXES IN INCONSPICUOUS LOCATIONS.
K.A MINIMUM OF ONE PULLBOX SHALL BE INSTALLED FOR EVERY 100 FT OF CONDUITS. (NOTE: EACH 90 DEGREE BEND SHALL EQUATE TO 30' LENGTH OF CONDUIT).
L.NO MORE THAN TWO (2) 90 DEGREE BENDS SHALL BE INSTALLED BETWEEN AND TWO ADJACENT PULLBOXES.
M.ALL EQUIPMENT, DEVICE BOXES, JUNCTION BOXES, PULLBOXES AND OUTLET BOXES SHALL BE INSTALLED TO ALLOW ACCESS TO THE BOX.
N.OUTLET BOXES SHALL BE PROVIDED FOR ALL LOW VOLTAGE DEVICES (I.E. TELEPHONE/DATA, SECURITY, FIRE ALARM, ETC.). COORDINATE BOX SIZE AND DEPTH
WITH RESPECTIVE VENDOR.
2.05 WIRING DEVICES
A.WIRING DEVICES SHALL BE SPECIFICATION GRADE, DECORATIVE STYLE, UNLESS OTHERWISE NOTED.
B.DEVICES GANGED TOGETHER IN MULTI-GANG BOX SHALL BE MOUNTED UNDER A SINGLE COVERPLATE.
C.DEVICE COLORS SHALL BE AS APPROVED BY ARCHITECT. DEVICE AND FACEPLATE SHALL MATCH.
D.LINE VOLTAGE SWITCHES SHALL BE 120/277 VOLTS, RATED AT 20 AMPERES, QUIET OPERATION ROCKER TYPE, DECORA STYLE.
E.RECEPTACLES
1.PROVIDE SPECIFICATION GRADE 20A. 120 VOLT, "U" GROUND RECEPTACLES, WITH MATCHING COVERPLATES. RECEPTACLES SHALL BE OF THE “DECORATOR
STYLE”.
2.REFER TO NOTES AND DETAILS FOR SPECIALITY RECEPTACLE COLORS AND MARKINGS.
3.RECEPTACLES TO HAVE CIRCUIT NUMBER IDENTIFIED ON THE WALL PLATE AND FURTHER IDENTIFIED WITH THE EXACT LOCATION LISTED IN THE PANEL
DIRECTORY.
4.RECEPTACLES CONTROLLED FOR COMPLIANCE WITH TITLE 24 SHALL BE LABELED WITH NEMA APPROVED MARKINGS.
2.06 DISCONNECT SWITCHES
A.INDOOR DISCONNECT SWITCHES SHALL BE "QUICK-MAKE, QUICK-BREAK," HEAVY DUTY TYPE IN NEMA 1 ENCLOSURES. PROVIDE ALL FUSES WHERE NOTED.
B.OUTDOOR DISCONNECT SWITCHES SHALL BE SIMILAR TO INDOOR, EXCEPT LISTED FOR OUTDOOR APPLICATIONS (NEMA 3R OR 4, AS REQUIRED).
C.FUSED DISCONNECT SWITCHES SHALL BE PROVIDED WITH FUSE CLIPS TO ACCEPT SPECIFIED FUSES.
2.07 FUSES
A.FUSES SHALL BE CURRENT LIMITING TYPE WITH A UL LISTED INTERRUPTING CAPACITY OF 200,000 RMS.
B.FUSES RATED 601 AMPS AND LARGER SHALL BE CURRENT-LIMITING, TIME-DELAY, UL CLASS L FUSES.
C.FUSES RATED 600 AMPS AND BELOW SHALL BE CUREENT-LIMITING, DUAL-ELEMENT, TTIME-DELAY UL CLASS RK-1 FOR NON-MOTOR CIRCUITS AND UL CLASS RK-5
FOR MOTOR CIRCUITS.
D.ALL FUSES SHALL BE OF THE SAME MANUFACTURER.
2.09 PANELBOARDS
A.PANELBOARD BOXES SHALL BE MADE OF SHEET STEEL "BENT-UP" OR RIVETED OR BOLTED TOGETHER WITH EXTERIOR ANGLE IRON FRAME. BOX SHALL BE OF
SUFFICIENT SIZE TO ALLOW A GUTTER AT LEAST 6" IN WIDTH ENTIRELY SURROUNDING EACH SECTION OF BOARD. PANELBOARDS SHALL BE SURFACE OR FLUSH
TYPE AS NOTED ON THE DRAWINGS. PANEL BOX AND COVER SHALL BE GIVEN TWO COATS OF GRAY ENAMEL PAINT.
B.PROVIDE CODE GAUGE STEEL DOORS FOR ALL PANELBOARD BOXES. FRONT COVER SHALL BE A "DOOR WITHIN A DOOR" TYPE. THE OUTER DOOR (TRIM) SHALL
ALLOW ACCESS TO ENTIRE PANELBOARD BOX INCLUDING GUTTER SPACES. OUTER DOOR (TRIM) SHALL BE ATTACHED DIRECTLY TO BOX BY A FULL-LENGTH
PIANO-HINGE. THE INNER DOOR SHALL ALLOW ACCESS TO CIRCUIT BREAKERS ONLY. PROVIDE LOCK AND SET OF KEYS FOR INNER DOOR PER PANELBOARD.
C.PROVIDE A COPPER EQUIPMENT GROUND BAR IN EACH PANEL, AND A COPPER ISOLATED GROUND BAR AS NOTED.
D.PANELS SHALL BE PROVIDED WITH NEUTRAL BARS SIZED AT 200% OF THE PHASE BUS BARS.
E.ALL MAIN BREAKERS SHALL BE SEPARATELY MOUNTED ON TOP OR BOTTOM OF PANEL TO SUIT CABLE ENTRY.
F.ALL FLOOR MOUNTED DISTRIBUTION EQUIPMENT, INCLUDING PANELBOARDS AND/OR DISTRIBUTION PANELBOARDS SHALL BE INSTALLED ON A 4” HIGH CONCRETE
BASE TO EXTEND 2” ON ALL SIDES WITH CHAMFERED CORNERS. ALL CONCRETE WORK TO BE INCLUDED, IN THIS DIVISION.
G.A TYPEWRITTEN LIST OF CIRCUITS SHOWING CLEARLY THE LOADS SUPPLIED BY EACH CIRCUIT SHALL BE INSTALLED ON THE INSIDE OF EACH PANEL BOARD DOOR.
THIS LIST SHALL BE MOUNTED IN A STEEL FRAME UNDER A PLASTIC WINDOW. EACH PANEL SHALL BE EXTERNALLY TAGGED WITH PERMANENT LAMACOID PLATE
INDICATING PANEL DESIGNATION AND VOLTAGE. PANEL DIRECTORY SHALL BE SUBMITTED TO ENGINEER FOR REVIEW AND APPROVAL PRIOR TO INSTALLING IN
PANELBOARD. LOAD DESCRIPTION SHALL INCLUDE COLUMN GRID LINES, ROOM NUMBERS, OR OTHER INFORMATION TO CLEARLY DISTINGUISH LOAD LOCATION.
H.PHASE LEGS OF ALL PANELS SHALL BE BALANCED AT SUPPLY POINT TO WITHIN 10% AFTER ALL CIRCUITS ARE WIRED AND LOADS CONNECTED.
2.12 LIGHT FIXTURES
A.LIGHT FIXTURE MOUNTING HARDWARE SHALL MATCH AND BE COORDINATED WITH THE NEW CEILING SYSTEM TYPE. ALL FIXTURES SHALL BE EQUIPPED WITH
"EARTHQUAKE" CLIPS.
B.LIGHT FIXTURES SHALL BE INSTALLED WITH SEISMIC BRACING WHERE REQUIRED.
C.FIXTURES SHALL BE FREE OF LIGHT LEAKS BELOW CEILING.
D.REFER TO ARCHITECTURAL DRAWINGS FOR ALL LIGHTING FIXTURE SPECIFICATIONS.
E.FIXTURES SHALL BE COMPLETE WITH NEW LAMPS, BALLASTS, DRIVERS, ACCESSORIES AND MOUNTING APPURTENANCES.
F.ALL LIGHT FIXTURES SHALL BE U.L. APPROVED.
G.CONTRACTOR SHALL AIM AND ADJUST ALL LIGHT FIXTURES IN PRESENCE OF LIGHTING CONSULTANT.
2.13 GROUNDING
A.PROVIDE SUPPLEMENTARY GROUND BONDING WHERE METALLIC CONDUITS TERMINATE AT METAL CLAD EQUIPMENT (OR AT THE METAL PULL BOX OF EQUIPMENT)
FOR WHICH A GROUND BUS IS SPECIFIED WITH A BUSHING OF THE GROUNDING TYPE CONNECTED INDIVIDUALLY TO GROUND BUS.
B.GROUND ALL EQUIPMENT IN ACCORDANCE WITH LATEST EDITION OF THE NATIONAL ELECTRICAL CODE. PROVIDE SEPARATE GREEN INSULATED GROUND
CONDUCTOR IN EVERY CONDUIT TO ALL DEVICES, LIGHTING FIXTURES AND FEEDERS (PANELBOARDS, DISCONNECT SWITCHES, ETC.).
C.ALL GROUND WIRES SHALL BE SUITABLY PROTECTED FROM MECHANICAL INJURY.
D.SPECIALTY GROUNDING AS DETAILED ON THE DESIGN DRAWINGS OR REQUESTED AS ELECTRICAL CONTRACTOR SCOPE BY OTHER CONSULTANTS DOCUMENTS.
2.14 MOTORS AND APPARATUS FURNISHED BY OTHERS
A.INSTALL ALL WIRING IN CONDUITS. CONNECT CONDUIT TO MOTOR CONDUIT TERMINAL BOXES WITH 18" TO 24" OF FLEXIBLE CONDUIT FROM END OF CONDUIT TO
MOTOR TERMINAL BOX.
B.PROVIDE CONNECTIONS TO ALL "EXISTING TO BE RELOCATED" AS WELL AS NEW MOTORS, CONTROLLERS, DISCONNECTS, ACTUATING AND CONTROL DEVICES.
CONDUCTORS TO MOTORS TO BE THE SAME AS TO CONTROLLERS EXCEPT AS NOTED.
C.ASCERTAIN EXACT LOCATIONS OF CONTROLLERS AND CONTROL SERVICES PRIOR TO INSTALLATION AND PULLING WIRING.
D.COORDINATE WITH ALL OTHER TRADES AND PROVIDE ALL WIRING, CONDUIT, JUNCTION BOXES, DISCONNECTS, CONNECTIONS AND TERMINATIONS. CONTRACTOR
SHALL BE RESPONSIBLE FOR PROPER WIRING AND NECESSARY ELECTRICAL ADJUSTMENTS AS REQUIRED BY THE EQUIPMENT SPECIFICATION.
E.CONFIRM ELECTRICAL REQUIREMENTS AND EXACT LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO INSTALLATION.
2.15 LIGHTING CONTROL SYSTEMS
A.MANUFACTURER OF CONTROL SYSTEM MUST VERIFY TYPE, QUANTITIES, PLACEMENT OF DEVICES TO MEET DESIGN INTENT AND TITLE 24 CODE COMPLIANCE, AND
PROVIDE SHOP DRAWINGS FOR APPROVAL. THIRD PARTY TAKE-OFFS OR LAYOUTS WILL NOT BE ACCEPTED.
B.OCCUPANCY AND DAYLIGHT SENSORS QUANTITY AND LOCATIONS SHOWN ON DRAWINGS ARE FOR INTENT ONLY. PROVIDE APPROPRIATE QUANTITY AND LOCATION
OF DEVICES FOR ADEQUATE COVERAGE.
C.CONTRACTOR SHALL COORDINATE APPROPRIATE INTERFACE DEVICES REQUIRED TO MATCH THE LIGHT FIXTURE LAMP AND CONTROL TECHNOLOGY PER LIGHT
MANUFACTURER'S RECOMMENDATIONS.
D.LIGHTING CONTROL SWITCHES SHALL CONTAIN THE EXACT QUANTITY OF PUSH BUTTONS TO CONTROL THE QUANTITY OF ZONES IN THE ROOM OR AREA BEING
CONTROLLED. CONTROL SWITCHES WITH BUTTONS THAT DO NOT PERFORM ANY ACTION WILL NOT BE ACCEPTED.
E.LOCATE COMBINATION OCCUPANCY SENSOR AND SWITCH DEVICES SO OCCUPANCY SENSOR CAN OPERATE CORRECTLY. IF THE ROUGHED-IN SWITCH LOCATION
DOES NOT PROVIDE FOR PROPER OPERATION, THEN A STANDALONE OCCUPANCY SENSORS SHALL BE PROVIDED INSTEAD.
F.ALL OCCUPANCY SENSORS ON THIS PROJECT SHALL BE SET WITH THE SIMILAR DELAY SET TIME.
G.ALL WIRING FOR LIGHTING CONTROL DEVICES SHALL BE INSTALLED IN CONDUIT.
H.LIGHTING CONTROL DEVICES SHALL BE PROGRAMMED TO MATCH SEQUENCE OF OPERATIONS DESCRIBED ON THE DRAWINGS PRIOR TO ELECTRICAL ENGINEER'S
VISIT TO PERFORM FINAL PUNCH.
I.COLOR OF ALL LIGHTING CONTROL DEVICES SHALL BE APPROVED BY ARCHITECT.
2.16 EMERGENCY LIGHTING INVERTERS - NOT USED.
2.17 ELECTRICAL IDENTIFICATION
A.USE A SINGLE TYPE OF IDENTIFICATION PRODUCT FOR EACH APPLICATION. USE COLORS PRESCRIBED BY ANSI A13.1, NFPA 70, AND THESE SPECIFICATIONS.
B.RACEWAY AND CABLE LABELS: COMPLY WITH ANSI A13.1, TABLE 3, FOR MINIMUM SIZE OF LETTERS FOR LEGEND AND MINIMUM LENGTH OF COLOR FIELD FOR EACH
RACEWAY AND CABLE SIZE.
C.COLORED ADHESIVE MARKING TAPE FOR RACEWAYS, WIRES, AND CABLES: SELF-ADHESIVE VINYL TAPE, NOT LESS THAN 1 INCH WIDE BY 3 MILS THICK.
D.TAPE MARKERS FOR WIRE: VINYL OR VINYL-CLOTH, SELF-ADHESIVE, WRAPAROUND TYPE WITH PREPRINTED NUMBERS AND LETTERS.
E.COLOR-CODING CABLE TIES: TYPE 6/6 NYLON, SELF-LOCKING TYPE. COLORS TO SUIT CODING SCHEME.
F.ENGRAVED-PLASTIC LABELS, SIGNS, AND INSTRUCTION PLATES: ENGRAVING STOCK, MELAMINE PLASTIC LAMINATE PUNCHED OR DRILLED FOR MECHANICAL
FASTENERS 1/16-INCH MINIMUM THICKNESS FOR SIGNS UP TO 20 SQ. IN. AND 1/8-INCH MINIMUM THICKNESS FOR LARGER SIZES. ENGRAVED LEGEND IN BLACK
LETTERS ON WHITE BACKGROUND.
G.INTERIOR WARNING AND CAUTION SIGNS: COMPLY WITH 29 CFR, CHAPTER XVII, PART 1910.145. PREPRINTED, ALUMINUM, BAKED-ENAMEL-FINISH SIGNS, PUNCHED
OR DRILLED FOR MECHANICAL FASTENERS, WITH COLORS, LEGEND, AND SIZE APPROPRIATE TO THE APPLICATION.
H.EXTERIOR WARNING AND CAUTION SIGNS: COMPLY WITH 29 CFR, CHAPTER XVII, PART 1910.145. WEATHER-RESISTANT, NON-FADING, PREPRINTED,
CELLULOSE-ACETATE BUTYRATE SIGNS WITH 0.0396-INCH (1-MM), GALVANIZED-STEEL BACKING, WITH COLORS, LEGEND, AND SIZE APPROPRIATE TO THE
APPLICATION. 1/4-INCH GROMMETS IN CORNERS FOR MOUNTING.
I.FASTENERS FOR NAMEPLATES AND SIGNS: SELF-TAPPING, STAINLESS-STEEL SCREWS OR NO. 10/32 STAINLESS-STEEL MACHINE SCREWS WITH NUTS AND FLAT
AND LOCK WASHERS.
2.18 ACCEPTABLE MANUFACTURERS:
A.RECEPTACLES: HUBBELL, LEVITON, PASS & SEYMOUR.
B.LIGHT SWITCHES: HUBBELL, LEVITON, PASS & SEYMOUR.
C.LINE VOLTAGE DIMMER SWITCHES: LUTRON, LEVITON.
D.RACEWAYS: NATIONAL WIRE PRODUCTS, TRIANGLE OR REPUBLIC.
E.WIRE/CABLE: SOUTHWIRE, GENERAL CABLE, CERRO.
F.METAL CLAD CABLE: AFC, SOUTHWIRE.
G.FITTINGS, COUPLINGS, BUSHINGS, CONNECTORS: OZ GEDNEY, BURNDY, NEPCO, THOMAS AND BETTS.
H.DISCONNECT SWITCHES: EATON, GE, SQUARE "D" OR SIEMENS.
I.FUSES: BUSSMAN, MERSEN.
J.CIRCUIT BREAKERS: EATON, GE, SQUARE "D" OR SIEMENS.
K.PANELBOARDS: EATON, GE, SQUARE "D" OR SIEMENS. MATCH BUILDING STANDARD.
L.TRANSFORMERS: EATON, GE, SQUARE D, OR SIEMENS. MATCH BUILDING STANDARD.
M.EXIT SIGNS: LITHONIA LIGHTING OR MATCH BUILDING STANDARD.
N.LIGHTING CONTROL: nLIGHT OR MATCH BUILDING STANDARD.
O.FLOOR BOXES POKE-THRU'S: HUBBELL, WIREMOLD.
P.WIREWAYS: HUBBELL, WIREMOLD.
Q.INVERTERS: LITHONIA LIGHTING, MYERS POWER PRODUCTS.
R.TENANT SUBMETERING: EMON DMON CORPORATION OR MATCH BUILDING STANDARDS.
PART 3 EXECUTION
3.01 GENERAL
A.PERFORM THE WORK AT SUCH TIME AND IN SUCH MANNER AS TO MINIMIZE INTERFERENCE WITH BUILDING'S NORMAL OPERATION. NOTIFY BUILDING MANAGEMENT
REPRESENTATIVES IN ADVANCE EACH TIME A SERVICE OUTAGE OR INTERRUPTION WILL BE REQUIRED FOR THE PERFORMANCE OF SOME PHASE OF THE WORK.
SCHEDULE SUCH SERVICE OUTAGE OR INTERRUPTION, ONLY AFTER HAVING RECEIVED APPROVAL OF DATE, HOUR, AND TIME INTERVAL REQUIRED THEREOF.
SCHEDULE OF WORK AS DIRECTED SHALL BE FOLLOWED AS CLOSELY AS POSSIBLE.
B.OPENINGS AROUND ELECTRICAL PENETRATIONS THROUGH FIRE RESISTANCE RATED WALLS, PARTITIONS, FLOORS, OR CEILINGS SHALL BE FIRE STOPPED USING
APPROVED METHODS. SEALANT SHALL BE RATED FOR 3 HOURS. TELECOMMUNICATION CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING FIRE STOPPING IN
'IT' CONDUITS/SLEEVES/PENETRATIONS AFTER 'IT' WIRES ARE PULLED.
C.PROVIDE 277/480 VOLT DANGER LABELING AT ALL EQUIPMENT AND JUNCTION/PULL BOXES PER CODE.
D.MAINTAIN GROUND CONTINUITY THROUGHOUT ALL SYSTEMS.
E.MAINTAIN CONTINUITY AND PROTECT ALL EXISTING CIRCUITS TO REMAIN SERVING EQUIPMENT WITHIN BASE BUILDING CORE AREAS OR OTHER TENANT AREAS
AFFECTED BY THE ALTERATION WORK. CONTRACTOR SHALL BE RESPONSIBLE TO TRACE ALL EXISTING CIRCUITS TO REMAIN ORIGINATING FROM PANELBOARDS,
AND SUBMIT FINDINGS TO ENGINEER FOR CLARIFICATION PRIOR TO THE START OF ANY PANELBOARD WORK. WHENEVER IT IS REQUIRED THAT AN EXISTING
CIRCUIT BE MODIFIED, REVISED, DISCONNECTED OR REMOVED IT SHALL BE UNDERSTOOD THAT THE CIRCUIT SHALL BE RECONNECTED AND SERVICE
RE-ESTABLISHED IN THE REMAINING PORTION OF THE CIRCUIT AFFECTED BY THE ALTERNATION.
F.PRIOR TO ANY CHASING, CHOPPING, OR CORE DRILLING BEING PERFORMED, THE CONTRACTOR SHALL FIELD INVESTIGATE CONDITIONS AND COORDINATE WITH
ALL APPROPRIATE TRADES TO ENSURE THAT WORK WILL BE IN HARMONY WITH OTHER WORK AND NOT AFFECTED ANY EXISTING BUILDING SYSTEMS. X-RAY SLABS
IF REQUIRED. THIS WORK MUST BE APPROVED BY BUILDING MANAGEMENT PRIOR TO PROCEEDING. ALL CORING/CHASING WILL BE DONE ON OVERTIME.
3.02 ELECTRICAL EQUIPMENT INSTALLATION
A.HEADROOM MAINTENANCE: IF MOUNTING HEIGHTS OR OTHER LOCATION CRITERIA ARE NOT INDICATED, ARRANGE AND INSTALL COMPONENTS AND EQUIPMENT TO
PROVIDE THE MAXIMUM POSSIBLE HEADROOM.
B.MATERIALS AND COMPONENTS: INSTALL LEVEL, PLUMB, AND PARALLEL AND PERPENDICULAR TO OTHER BUILDING SYSTEMS AND COMPONENTS, UNLESS
OTHERWISE INDICATED.
C.EQUIPMENT: INSTALL TO FACILITATE SERVICE, MAINTENANCE, AND REPAIR OR REPLACEMENT OF COMPONENTS. CONNECT FOR EASE OF DISCONNECTING, WITH
MINIMUM INTERFERENCE WITH OTHER INSTALLATIONS.
D.RIGHT OF WAY: GIVE TO RACEWAYS AND PIPING SYSTEMS INSTALLED AT A REQUIRED SLOPE.
3.03 RACEWAY APPLICATION
A.USE THE FOLLOWING RACEWAYS FOR OUTDOOR INSTALLATIONS:
1.EXPOSED: RMC.
2.CONCEALED: RMC.
3.CONNECTION TO VIBRATING EQUIPMENT: LFMC.
4.BOXES AND ENCLOSURES: NEMA 250, TYPE 3R OR TYPE 4.
B.USE THE FOLLOWING RACEWAYS FOR INDOOR INSTALLATIONS:
1.EXPOSED: EMT.
2.CONCEALED: EMT OR MC CABLE IF INSTALLED PER SPECIFICATIONS.
3.CONNECTION TO VIBRATING EQUIPMENT: FMC; EXCEPT IN WET OR DAMP LOCATIONS, USE LFMC.
4.DAMP OR WET LOCATIONS: RMC.
5.OUTSIDE TENANT SPACE: EMT
C.BOXES AND ENCLOSURES: NEMA 250, TYPE 1, UNLESS OTHERWISE INDICATED.
3.04 RACEWAY AND CABLE INSTALLATION
A.CONCEAL RACEWAYS AND CABLES, UNLESS OTHERWISE INDICATED, WITHIN FINISHED WALLS, CEILINGS, AND FLOORS.
B.INSTALL RACEWAYS AND CABLES AT LEAST 6 INCHES AWAY FROM PARALLEL RUNS OF FLUES AND STEAM OR HOT-WATER PIPES. LOCATE HORIZONTAL RACEWAY
RUNS ABOVE WATER AND STEAM PIPING.
C.USE TEMPORARY RACEWAY CAPS TO PREVENT FOREIGN MATTER FROM ENTERING.
D.MAKE CONDUIT BENDS AND OFFSETS SO ID IS NOT REDUCED. KEEP LEGS OF BENDS IN THE SAME PLANE AND STRAIGHT LEGS OF OFFSETS PARALLEL, UNLESS
OTHERWISE INDICATED.
E.USE RACEWAY AND CABLE FITTINGS COMPATIBLE WITH RACEWAYS AND CABLES AND SUITABLE FOR USE AND LOCATION.
F.INSTALL RACEWAYS EMBEDDED IN SLABS IN MIDDLE THIRD OF SLAB THICKNESS WHERE PRACTICAL, AND LEAVE AT LEAST 1-INCH CONCRETE COVER. OBTAIN
STRUCTURAL ENGINEER'S APPROVAL PRIOR TO INSTALLATION.
G.SECURE RACEWAYS TO REINFORCING RODS TO PREVENT SAGGING OR SHIFTING DURING CONCRETE PLACEMENT.
H.SPACE RACEWAYS LATERALLY TO PREVENT VOIDS IN CONCRETE.
I.INSTALL CONDUIT LARGER THAN 1-INCH TRADE SIZE PARALLEL TO OR AT RIGHT ANGLES TO MAIN REINFORCEMENT. WHERE CONDUIT IS AT RIGHT ANGLES TO
REINFORCEMENT, PLACE CONDUIT CLOSE TO SLAB SUPPORT.
J.TRANSITION FROM NONMETALLIC TUBING TO SCHEDULE 80 NONMETALLIC CONDUIT, RIGID STEEL CONDUIT, OR IMC BEFORE RISING ABOVE FLOOR.
K.MAKE BENDS IN EXPOSED PARALLEL OR BANKED RUNS FROM SAME CENTERLINE TO MAKE BENDS PARALLEL. USE FACTORY ELBOWS ONLY WHERE ELBOWS CAN
BE INSTALLED PARALLEL; OTHERWISE, PROVIDE FIELD BENDS FOR EXPOSED PARALLEL RACEWAYS.
L.INSTALL PULL WIRES IN EMPTY RACEWAYS. USE NO. 14 AWG ZINC-COATED STEEL OR MONOFILAMENT PLASTIC LINE WITH NOT LESS THAN 200-LB TENSILE
STRENGTH. LEAVE AT LEAST 12 INCHES OF SLACK AT EACH END OF THE PULL WIRE.
M.INSTALL TELEPHONE AND SIGNAL SYSTEM RACEWAYS, 2-INCH TRADE SIZE AND SMALLER, IN MAXIMUM LENGTHS OF 100 FEET AND WITH A MAXIMUM OF TWO
90-DEGREE BENDS OR EQUIVALENT. SEPARATE LENGTHS WITH PULL OR JUNCTION BOXES WHERE NECESSARY TO COMPLY WITH THESE REQUIREMENTS, IN
ADDITION TO REQUIREMENTS ABOVE.
N.CONNECT MOTORS AND EQUIPMENT SUBJECT TO VIBRATION, NOISE TRANSMISSION, OR MOVEMENT WITH A MAXIMUM OF 72-INCH FLEXIBLE CONDUIT. INSTALL
LFMC IN WET OR DAMP LOCATIONS. INSTALL SEPARATE GROUND CONDUCTOR ACROSS FLEXIBLE CONNECTIONS.
O.SET FLOOR BOXES LEVEL AND TRIM AFTER INSTALLATION TO FIT FLUSH TO FINISHED FLOOR SURFACE.
3.05 WIRING
A.FEEDERS: TYPE THHN/THWN INSULATED CONDUCTORS IN RACEWAY.
B.UNDERGROUND FEEDERS AND BRANCH CIRCUITS: TYPE THWN OR SINGLE-WIRE, TYPE UF INSULATED CONDUCTORS IN RACEWAY.
C.BRANCH CIRCUITS: TYPE THWN OR THHN/THWN INSULATED CONDUCTORS IN RACEWAY WHERE EXPOSED. METAL-CLAD CABLE SHALL BE PERMITTED WHERE
PERMITTED BY AUTHORITIES HAVING JURISDICTION AND WHEN APPROVED BY LANDLORD RULES AND REGULATIONS. METAL-CLAD CABLE SHALL NOT BE
INSTALLED WITHIN ELECTRIC CLOSETS OR DIRECTLY INTO PANELBOARDS.
D.REMOTE-CONTROL SIGNALING AND POWER-LIMITED CIRCUITS: TYPE THHN/THWN INSULATED CONDUCTORS IN RACEWAY FOR CLASSES 1, 2, AND 3, UNLESS
OTHERWISE INDICATED.
E.MULTI-WIRE BRANCH CIRCUITS SHALL BE PROVIDED WITH A MEANS TO DISCONNECT SIMULTANEOUSLY ALL UNGROUNDED CONDUCTORS AT THE PANELBOARD
WHERE THE BRANCH CIRCUIT ORIGINATES.
F.WIRE CONNECTORS AND SPLICES: UNITS OF SIZE, AMPACITY RATING, MATERIAL, TYPE, AND CLASS SUITABLE FOR SERVICE INDICATED.
G.METAL CLAD (TYPE MC) FOR CONCEALED BRANCH CIRCUITRY IN TENANT SPACE ONLY MAYBE USED WHEN APPROVED BY BUILDING MANAGEMENT AND WHERE
PERMITTED BY CODE.
H.EMT SHALL BE USED OUTSIDE TENANT SPACE AND IN BUILDING CLOSETS.
I.METAL CLAD (TYPE MC) SHALL NOT BE INSTALLED INTO PANELBOARDS.
J.ALL CONDUCTORS SHALL BE SOFT 98% MINIMUM CONDUCTIVITY PROPERLY REFINED COPPER, TYPE THHN/THWN INSULATED RATED AT 600V, UNLESS OTHERWISE
NOTED.
K.THE MINIMUM WIRE SIZE FOR BRANCH CIRCUITS SHALL BE NO. 12 AWG EXCEPT 120 VOLT CIRCUITS OVER 100' IN LENGTH SHALL BE NO. 10 AWG.
L.ALL FEEDER CONDUCTORS SHALL BE SIZED FOR MAXIMUM 2% VOLTAGE DROP. BRANCH CIRCUITS SHALL ALSO BE SIZED FOR 2.5% VOLTAGE DROP.
M.TAG ALL FEEDERS IN ALL PULL BOXES, GUTTER SPACES, AND WIREWAYS THROUGH WHICH THEY PASS.
N.TERMINATE STRANDED CONDUCTORS NO. 8 AWG AND LARGER, AT SWITCHBOARDS, TRANSFORMERS, UPS SYSTEMS WITH COMPRESSION TYPE CONNECTORS.
TERMINATE WITH MECHANICAL LUGS AT PANELBOARDS.
O.JOIN OR TAP STRANDED CONDUCTORS (NO. 6 AWG AND LARGER) WITH PRESSURE INDENT TYPE CONNECTORS BURNDY, NEPCO, OR O.Z./GEDNEY WITH
COMPOSITION INSULATING COVERS.
P.SPLICES IN BRANCH WIRING (NO. 8 AWG AND SMALLER) SHALL BE TWISTED AND MADE MECHANICALLY TIGHT; THEN SECURED WITH PIGTAIL CONNECTORS, CRIMP
TYPE CONNECTORS SHALL NOT BE USED. UTILIZE UL LISTED, "SILICON FILLED" PIGTAIL CONNECTORS WHERE LOCATED IN WET ENVIRONMENTS OR OUTDOORS.
Q.SUPPORT CONDUCTORS IN VERTICAL RACEWAYS IN ACCORDANCE WITH THE NEC/NYCEC BASED ON CONDUCTOR SIZE AND VERTICAL DISTANCE.
R.WALL MOUNTED DEVICES SHALL BE FED VERTICALLY. HORIZONTAL RUNS THROUGH PARTITIONS SHALL NOT BE PERMITTED, EXCEPT IN LOW HEIGHT PARTITIONS
OR WHERE NOTED ON DRAWINGS.
S.INSTALL WIRING AT OUTLETS WITH AT LEAST 12 INCHES OF SLACK CONDUCTOR AT EACH OUTLET.
T.CONNECT OUTLET AND COMPONENT CONNECTIONS TO WIRING SYSTEMS AND TO GROUND. TIGHTEN ELECTRICAL CONNECTORS AND TERMINALS, ACCORDING TO
MANUFACTURER'S PUBLISHED TORQUE-TIGHTENING VALUES. IF MANUFACTURER'S TORQUE VALUES ARE NOT INDICATED, USE THOSE SPECIFIED IN UL 486A.
3.06 SUPPORTS
A.DAMP LOCATIONS AND OUTDOORS: HOT-DIP GALVANIZED MATERIALS OR NONMETALLIC, U-CHANNEL SYSTEM COMPONENTS.
B.DRY LOCATIONS: STEEL MATERIALS.
C.SUPPORT CLAMPS FOR PVC RACEWAYS: CLICK-TYPE CLAMP SYSTEM.
D.SELECTION OF SUPPORTS: COMPLY WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.
E.STRENGTH OF SUPPORTS: ADEQUATE TO CARRY PRESENT AND FUTURE LOADS, TIMES A SAFETY FACTOR OF AT LEAST FOUR; MINIMUM OF 200-LB DESIGN LOAD.
F.INSTALL SUPPORT DEVICES TO SECURELY AND PERMANENTLY FASTEN AND SUPPORT ELECTRICAL COMPONENTS.
G.INSTALL INDIVIDUAL AND MULTIPLE RACEWAY HANGERS AND RISER CLAMPS TO SUPPORT RACEWAYS. PROVIDE U-BOLTS, CLAMPS, ATTACHMENTS, AND OTHER
HARDWARE NECESSARY FOR HANGER ASSEMBLIES AND FOR SECURING HANGER RODS AND CONDUITS.
H.SUPPORT PARALLEL RUNS OF HORIZONTAL RACEWAYS TOGETHER ON TRAPEZE- OR BRACKET-TYPE HANGERS.
I.SIZE SUPPORTS FOR MULTIPLE RACEWAY INSTALLATIONS SO CAPACITY CAN BE INCREASED BY A 25 PERCENT MINIMUM IN THE FUTURE.
J.SUPPORT INDIVIDUAL HORIZONTAL RACEWAYS WITH SEPARATE, MALLEABLE-IRON PIPE HANGERS OR CLAMPS.
K.INSTALL 1/4-INCH DIAMETER OR LARGER THREADED STEEL HANGER RODS, UNLESS OTHERWISE INDICATED.
L.SPRING-STEEL FASTENERS SPECIFICALLY DESIGNED FOR SUPPORTING SINGLE CONDUITS OR TUBING MAY BE USED INSTEAD OF MALLEABLE-IRON HANGERS FOR
1-1/2-INCH (AND SMALLER RACEWAYS SERVING LIGHTING AND RECEPTACLE BRANCH CIRCUITS ABOVE SUSPENDED CEILINGS AND FOR FASTENING RACEWAYS TO
SLOTTED CHANNEL AND ANGLE SUPPORTS.
M.ARRANGE SUPPORTS IN VERTICAL RUNS SO THE WEIGHT OF RACEWAYS AND ENCLOSED CONDUCTORS IS CARRIED ENTIRELY BY RACEWAY SUPPORTS, WITH NO
WEIGHT LOAD ON RACEWAY TERMINALS.
N.SEPARATELY SUPPORT CAST BOXES THAT ARE THREADED TO RACEWAYS AND USED FOR FIXTURE SUPPORT. SUPPORT SHEET-METAL BOXES DIRECTLY FROM
THE BUILDING STRUCTURE OR BY BAR HANGERS. IF BAR HANGERS ARE USED, ATTACH BAR TO RACEWAYS ON OPPOSITE SIDES OF THE BOX AND SUPPORT THE
RACEWAY WITH AN APPROVED FASTENER NOT MORE THAN 24 INCHES FROM THE BOX.
O.INSTALL METAL CHANNEL RACKS FOR MOUNTING CABINETS, PANELBOARDS, DISCONNECT SWITCHES, CONTROL ENCLOSURES, PULL AND JUNCTION BOXES,
TRANSFORMERS, AND OTHER DEVICES UNLESS COMPONENTS ARE MOUNTED DIRECTLY TO STRUCTURAL ELEMENTS OF ADEQUATE STRENGTH.
P.INSTALL SLEEVES FOR CABLE AND RACEWAY PENETRATIONS OF CONCRETE SLABS AND WALLS UNLESS CORE-DRILLED HOLES ARE USED. INSTALL SLEEVES FOR
CABLE AND RACEWAY PENETRATIONS OF MASONRY AND FIRE-RATED GYPSUM WALLS AND OF ALL OTHER FIRE-RATED FLOOR AND WALL ASSEMBLIES. INSTALL
SLEEVES DURING ERECTION OF CONCRETE AND MASONRY WALLS.
Q.SECURELY FASTEN ELECTRICAL ITEMS AND THEIR SUPPORTS TO THE BUILDING STRUCTURE, UNLESS OTHERWISE INDICATED. PERFORM FASTENING ACCORDING
TO THE FOLLOWING UNLESS OTHER FASTENING METHODS ARE INDICATED:
1.WOOD: FASTEN WITH WOOD SCREWS OR SCREW-TYPE NAILS.
2.MASONRY: TOGGLE BOLTS ON HOLLOW MASONRY UNITS AND EXPANSION BOLTS ON SOLID MASONRY UNITS.
3.NEW CONCRETE: CONCRETE INSERTS WITH MACHINE SCREWS AND BOLTS.
4.EXISTING CONCRETE: EXPANSION BOLTS.
5.INSTEAD OF EXPANSION BOLTS, THREADED STUDS DRIVEN BY A POWDER CHARGE AND PROVIDED WITH LOCK WASHERS MAY BE USED IN EXISTING
CONCRETE.
6.STEEL: WELDED THREADED STUDS OR SPRING-TENSION CLAMPS ON STEEL.
7.FIELD WELDING: COMPLY WITH AWS D1.1.
8.WELDING TO STEEL STRUCTURE MAY BE USED ONLY FOR THREADED STUDS, NOT FOR CONDUITS, PIPE STRAPS, OR OTHER ITEMS.
9.LIGHT STEEL: SHEET-METAL SCREWS.
10.FASTENERS: SELECT SO THE LOAD APPLIED TO EACH FASTENER DOES NOT EXCEED 25 PERCENT OF ITS PROOF-TEST LOAD.
3.07 CUTTING, PATCHING AND FIRESTOPPING
A.ALL CUTTING AND PATCHING REQUIRED TO THE EXISTING BUILDING STRUCTURE FOR THE WORK SHALL BE INCLUDED UNDER THIS CONTRACT AND BE
ACCEPTABLE TO THE LANDLORD. OBTAIN WRITTEN APPROVAL FROM LANDLORD BEFORE ANY CUTTING IS CARRIED OUT.
B.WHERE CONDUITS PASS THROUGH FIRE RATED WALLS OR FLOORS, PROVIDE FIRE STOPPING MATERIAL LISTED WITH, AND BEAR LABEL OF CSA AND ULC, AND
MAINTAIN SAME FIRE RATING OF BUILDING COMPONENT PENETRATION.
C.APPLY FIRESTOPPING TO CABLE AND RACEWAY PENETRATIONS OF FIRE-RATED FLOOR AND WALL ASSEMBLIES TO ACHIEVE FIRE-RESISTANCE RATING OF THE
ASSEMBLY.
D.CUT, CHANNEL, CHASE, AND DRILL FLOORS, WALLS, PARTITIONS, CEILINGS, AND OTHER SURFACES REQUIRED TO PERMIT ELECTRICAL INSTALLATIONS. PERFORM
CUTTING BY SKILLED MECHANICS OF TRADES INVOLVED.
E.REPAIR AND REFINISH DISTURBED FINISH MATERIALS AND OTHER SURFACES TO MATCH ADJACENT UNDISTURBED SURFACES. INSTALL NEW FIREPROOFING
WHERE EXISTING FIRESTOPPING HAS BEEN DISTURBED. REPAIR AND REFINISH MATERIALS AND OTHER SURFACES BY SKILLED MECHANICS OF TRADES INVOLVED.
3.08 ELECTRICAL FURNITURE SYSTEMS
A.THE ELECTRIFIED FURNITURE VENDOR WILL SUPPLY ALL RECEPTACLES, FURNITURE TASK LIGHTING FIXTURES, WIRING HARNESSES, CONNECTORS AND FITTINGS
TO THE ELECTRICAL CONTRACTOR FOR THE COMPLETE WIRING INSTALLATION. ALL WIRING AND COMPONENTS SHALL BE INSTALLED AS DIRECTED BY VENDOR.
B.ELECTRICAL CONTRACTOR SHALL FURNISH AN 18" MAXIMUM LIQUID TIGHT FLEXIBLE CONDUIT CONNECTIONS WITH REQUIRED PHASE CONDUCTORS, NEUTRAL
CONDUCTORS AND GROUND CONDUCTORS AS INDICATED FROM WALL OR FLOOR OUTLET.
C.THE FURNITURE VENDOR SHALL CHALK THE FURNITURE SYSTEM OUTLINE ON THE FLOOR FOR COORDINATION OF POWER AND COMMUNICATION IN-FEED
LOCATIONS. IN-FEED LOCATIONS INDICATED ON PLAN DOCUMENTS ARE FOR CLARITY PURPOSES. IN-FEED LOCATIONS AND QUANTITY SHALL BE APPROVED IN
FIELD BY ARCHITECT AND FURNITURE SYSTEM VENDOR PRIOR TO INSTALLATION.
1.08 OPERATION AND MAINTENANCE MANUALS
A.PROVIDE 2 (TWO) SETS OF OPERATION AND MAINTENANCE MANUALS SUBMITTED IN HARD COVER 3-RING BINDERS. INCLUDE THE FOLLOWING INFORMATION IN THE
OPERATIONS AND MAINTENANCE MANUALS:
1.NAMES AND ADDRESS OF LOCAL SUPPLIERS FOR THE ITEMS INCLUDED.
2.TECHNICAL DATA, PRODUCT DATA, SUPPLEMENTED BY BULLETINS, COMPONENT ILLUSTRATIONS, EXPLODED VIEWS, TECHNICAL DESCRIPTIONS OF ITEMS,
AND PARTS LISTS. ADVERTISING OR SALES LITERATURE IS NOT ACCEPTABLE.
3.THE CONSULTANTS REVIEWED SHOP DRAWINGS.
4.CERTIFICATE(S) OF ACCEPTANCE FROM THE AUTHORITIES INSPECTION DEPARTMENT.
5.VERIFICATION REPORTS AND CERTIFICATE(S) FOR ANY NEW FIRE ALARM COMPONENTS OR TIE-INS AND ANY BASE BUILDING TIE-INS FOR MISCELLANEOUS
SYSTEMS (I.E. SECURITY, LIGHTING CONTROL, DIGITAL METERING).
6.LOAD BALANCE REPORT.
7.WRITTEN GUARANTEE.
8.LIST OF EACH FIXTURE TYPE IDENTIFYING TYPE OF LAMP, WATTAGE AND MANUFACTURER'S CONTACT INFO.
B.REVIEW INFORMATION PROVIDED IN THE MAINTENANCE INSTRUCTIONS AND MANUALS WITH THE TENANT'S OPERATING PERSONNEL AND LANDLORD'S OPERATING
PERSONNEL WHERE BASE BUILDING SYSTEMS ARE REVISED, TO ENSURE A COMPLETE UNDERSTANDING OF THE ELECTRICAL EQUIPMENT AND SYSTEMS AND
THEIR OPERATION.
1.10 CONTRACT DOCUMENTS
A.THE DRAWINGS FOR THE ELECTRICAL WORK ARE DIAGRAMMATIC PERFORMANCE DRAWINGS ONLY, INTENDED TO CONVEY THE SCOPE OF WORK AND INDICATE
THE GENERAL ARRANGEMENT AND APPROXIMATE SIZE AND LOCATION OF ELECTRICAL EQUIPMENT. THE DRAWINGS DO NOT INTEND TO SHOW ARCHITECTURAL,
INTERIOR DESIGN, MECHANICAL, STRUCTURAL OR BASE BUILDING DETAILS. CONTRACTOR SHALL BE RESPONSIBLE FOR A THOROUGH KNOWLEDGE OF SAME
BEFORE PROCEEDING WITH THE WORK.
B.DO NOT SCALE OR MEASURE DRAWINGS, BUT OBTAIN INFORMATION REGARDING ACCURATE DIMENSIONS FROM THE DIMENSIONS SHOWN ON THE DESIGN
CONSULTANT/ARCHITECT'S DRAWINGS, OR BY SITE MEASUREMENTS.
C.ANY DISCREPANCIES BETWEEN DRAWINGS AND/OR SPECIFICATIONS AND EXISTING CONDITIONS, MUST BE REFERRED TO THE DESIGN CONSULTANT/ARCHITECT
BEFORE ANY WORK AFFECTED IS BEGUN.
D.COOPERATE AND COORDINATE WITH OTHER CONTRACTORS IN LAYING OUT OF WORK SO AS NOT TO CONFLICT WITH THE WORK OF OTHER CONTRACTORS.
CARRY OUT WORK PROMPTLY AS PER CONSTRUCTION SCHEDULE AND COORDINATE WITH WORK OF OTHER CONTRACTORS.
E.MAKE, AT NO ADDITIONAL COST, ANY CHANGES OR ADDITIONS TO MATERIALS AND EQUIPMENT NECESSARY TO ACCOMMODATE STRUCTURAL CONDITIONS
(OFFSETS AROUND BEAMS, COLUMN, ETC.)
2.08 CIRCUIT BREAKERS
A.FOR PANELBOARD APPLICATIONS, CIRCUIT BREAKERS SHALL BE BOLTED TO THE PANELBOARD BUS BARS. WHERE CIRCUIT BREAKERS ARE INSTALLED IN EXISTING
PANELBOARD BREAKERS SHALL BE OF THE SAME MANUFACTURER AND INTERRUPTING RATING. BREAKERS SHALL BE COMPATIBLE WITH EXISTING PANELBOARD.
B.CIRCUIT BREAKERS SHALL BE "THERMAL MAGNETIC" TYPE, QUICK-MAKE, QUICK- BREAK, TRIP-FREE WITH NON-WELDING CONTACTS COMPENSATED FOR AMBIENT
TEMPERATURES AND SHALL HAVE A MINIMUM SHORT CIRCUIT RATING OF 10,000 AMPERES SYMMETRICAL FOR 120/280V PANELS AND 14,000 AMPERES
SYMMETRICAL FOR 277/480V PANELS OR HIGHER WHERE NOTED.
C.MULTI-WIRE BRANCH CIRCUITS SUPPLYING POWER TO MORE THAN ONE DEVICE OR EQUIPMENT SHALL BE PROVIDED WITH A MEANS TO DISCONNECT
SIMULTANEOUSLY ALL UNGROUNDED CONDUCTORS AT THE PANELBOARD WHERE THE BRANCH CIRCUIT ORIGINATES. CONTRACTOR SHALL COORDINATE WITH
LOCAL AHJ THE MEANS REQUIRED TO MEET NYCEC/NEC SECTIONS 210.4(B). CONTRACTOR SHALL REMOVE AND REPLACE ALL EXISTING CIRCUIT BREAKERS THAT
CAN NOT BE RETROFITTED WITH TIE BARS AS REQUIRED TO COMPLY WITH REQUIREMENT.
D.TANDEM BREAKERS MAY NOT BE UTILIZED.
E.PROVIDE BREAKER LOCKS FOR ALL NEW AND EXISTING BREAKERS SERVING EXIT LIGHTS, EMERGENCY LIGHTING AND EMERGENCY BATTERY PACKS.
F.WHERE INDICATED TO BE LSI TYPE, CIRCUIT BREAKERS SHALL BE SOLID-STATE ELECTRONIC TRIP WITH FIELD-ADJUSTABLE LONG-TIME AND SHORT-TIME PICKUP
LEVELS, LONG-TIME AND SHORT-TIME TIME ADJUSTMENTS, INSTANTANEOUS TRIP. PROVIDE ADJUSTABLE GROUND FAULT PICKUP AND TIME DELAY WHERE
INDICATED.
2.01 RACEWAYS
A.EMT: ANSI C80.3, ZINC-COATED STEEL, WITH SET-SCREW OR COMPRESSION FITTINGS. ELECTRIC METALLIC TUBING SHALL BE INDUSTRY STANDARD THIN WALL
CONDUIT, HOT DIPPED GALVANIZED STEEL (1/2" MIN, 4" MAX).
B.FMC: ZINC-COATED STEEL. THE FLEXIBLE METALLIC CONDUIT SHALL BE OF THE GROUNDING TYPE. IT SHALL CONSIST OF GALVANIZED STEEL TAPE FORMED INTO
AN INDUSTRY STANDARD INTERLOCKING COIL (1/2" MIN).
C.RMC: ANSI C80.1, HOT-DIPPED GALVANIZED STEEL WITH THREADED FITTINGS. RIGID METAL CONDUIT SHALL BE INDUSTRY STANDARD STEEL CONDUIT (1/2" MIN, 4"
MAX).
D.RACEWAY FITTINGS: SPECIFICALLY DESIGNED FOR THE RACEWAY TYPE WITH WHICH USED.
E.FOR ALL SIZES OF CONDUIT LARGER THAN 1-1/2", USE STANDARD ELBOW.
F.CONDUIT SHALL BE SECURELY FASTENED IN PLACE AND HANGERS, SUPPORTS OR FASTENINGS SHALL BE PROVIDED AT EACH ELBOW AND AT EACH END OF EACH
STRAIGHT RUN TERMINATED AT A BOX OR CABINET.
G.PROVIDE EXPANSION FITTINGS IN EACH CONDUIT RUN WHEREVER IT CROSSES AN EXPANSION JOINT AND WHEREVER THE CONDUIT LENGTH EXCEEDS 200 FEET.
H.UNLESS OTHERWISE INDICATED OR SPECIFIED, ALL WIRING SHALL BE INSTALLED CONCEALED.
I.FEEDERS AND BRANCH CIRCUITRY ABOVE HUNG CEILING AND IN PARTITIONS SHALL BE RUN IN ELECTRICAL METALLIC TUBING (EMT) UNLESS OTHERWISE NOTED.
REFER TO WIRING SECTION BELOW FOR SITUATIONS WHERE MAC CABLE MAY BE ACCEPTABLE.
J.FINAL CONNECTIONS TO MOTORS, LIGHT FIXTURES, TRANSFORMERS, AND EQUIPMENT SUBJECT TO VIBRATION WILL BE DONE WITH FLEXIBLE METALLIC CONDUIT.
LENGTH SHALL NOT EXCEED 6 FEET.
K.ALL CONDUIT IN MECHANICAL ROOMS, ELECTRICAL CLOSETS AND WHERE CONCEALED IN CONCRETE OR INSTALLED OUTDOORS SHALL BE EMT.
L.ALL CONDUITS INSTALLED IN CONCRETE OR OUTDOORS SHALL BE PROVIDED WITH WEATHERPROOF CONNECTORS.
M.ALL METAL CONDUIT TERMINATING IN A METAL ENCLOSURE SHALL HAVE AN INSULATED BUSHING. PROVIDE "GROUNDING" TYPE BUSHING WHERE REQUIRED.
N.WHERE CONDUITS ARE RUN IN THE CEILING SPACE OF THE FLOOR BELOW, THEY SHALL BE CONTINUOUS AND HAVE NO JUNCTION OR PULL BOXES UNLESS PRIOR
APPROVAL IS GIVEN BY BUILDING MANAGEMENT/CLIENT.
O.INSTALL CONDUITS TO CONSERVE HEADROOM, PARALLEL AND PERPENDICULAR TO BUILDING LINES. DO NOT CLIP CONDUITS TO CEILING HANGER.
P.WALL COMMUNICATIONS CONDUIT SHALL BE REAMED AND INSTALLED COMPLETE WITH INSULATED BUSHINGS AT EACH END.
2.10 TRANSFORMERS - NOT USED.
1.11 INTENT
A.IT IS THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS THAT THE CONTRACTOR PROVIDE COMPLETE AND OPERATIONAL SYSTEMS AS REQUIRED. WHERE
DIFFERENCES OCCUR, THE MAXIMUM CONDITION SHALL GOVERN.
B.ANY MISCELLANEOUS ITEMS, HARDWARE, DEVICES, WIRING, ETC., NOT SPECIFICALLY DESCRIBED, BUT REQUIRED FOR THE OPERATION OF THE SYSTEM, MUST BE
PROVIDED AND INCLUDED AS PART OF THE BID.
2.11 TENANT SUB-METERING - NOT USED.
1.14 ACCESS DOORS
A.WHEREVER ANY BASE BUILDING EQUIPMENT REQUIRES ACCESSIBILITY, MAINTENANCE OR ADJUSTMENT, PROVIDE ACCESS DOORS APPROVED BY DESIGN
CONSULTANT/ARCHITECT AND LANDLORD.
B.ACCESS DOORS SHALL BE FINISHED TO MATCH ADJACENT SURFACES.
C.IN ALL DRYWALL CEILING AREAS, CONTRACTOR SHALL REMOVE AND RELOCATE ALL EXISTING JUNCTION BOXES TO ACCESSIBLE CEILING SPACE.
D.PROVIDE ACCESS PANELS FOR ALL NEW AND EXISTING DEVICES AS REQUIRED.
G. FOR TEMPORARY POWER, FURNISH AND INSTALL WIRING FOR ADEQUATE LIGHT AND SMALL TOOLS POWER FOR THE PROJECT. THIS SHALL INCLUDE STRINGERS,
LAMPS, OUTLETS, BREAKERS, AND FUSING, AS IT IS NECESSARY. ALL TEMPORARY WIRING SHALL BE REMOVED FROM SPACE AT COMPLETION OF PROJECT.
H. FURNISH AND INSTALL A MINIMUM 1" EMPTY CONDUIT FOR ALL WALL MOUNTED LOW VOLTAGE EQUIPMENT JUNCTION BOXES. CONDUIT SHALL BE STUBBED 6"
ABOVE HUNG CEILING AND TURNED TOWARDS TERMINATION CLOSET ABOVE ACCESSIBLE CEILING AREA.
I. COORDINATE WITH THE BUILDING OWNER FOR ANY SERVICE INTERRUPTION OF EXISTING SYSTEMS AND GIVE NOTICE AS REQUIRED BY BUILDING RULES AND
REGULATIONS OR A MINIMUM OF FIVE (5) DAYS PRIOR TO ANY WORK, WHICHEVER IS MORE STRINGENT. CONTRACTOR IS TO PERFORM WORK ON PREMIUM TIME SO
AS TO NOT DISTURB EXISTING TENANTS ON OTHER FLOORS.
J. WHEN USING TEMPORARY LIGHTING, THE CONTRACTOR SHALL CLEARLY LABEL PANELS AND BREAKERS USED FOR LIGHTING. LOCATION OF PANELS TO BE SHOWN
ON FLOOR PLAN POSTED AT ENTRANCE TO WORK AREA. PROPER TEMPORARY LIGHTING AND POWER MUST BE INSTALLED AND MAINTAINED IN ALL WORK AREAS.
CONNECTIONS TO EXISTING STAIRWELL AND EXIT LIGHT SYSTEMS ARE NOT PERMITTED.
K. THE CONTRACTOR SHALL CUT BACK TO THE FLOOR, WALL OR CEILING, REMOVE WIRING AND PLUG BOTH ENDS OF CONCEALED CONDUITS MADE OBSOLETE BY
THIS ALTERNATION. EXPOSED CONDUITS, WIREWAYS, OUTLET BOXES, PULL BOXES, HANGERS, ETC. MADE OBSOLETE BY THE ALTERNATION WORK SHALL BE
REMOVED, UNLESS OTHERWISE NOTED.
L. IT IS POSSIBLE THAT THERE WILL BE CERTAIN REMOVALS AND RELOCATIONS OF THE EXISTING ELECTRICAL INSTALLATION NECESSARY FOR THE SATISFACTORY
PERFORMANCE OF THE WORK. THESE CHANGES CANNOT BE COMPLETELY DETAILED ON THE DRAWINGS, BUT MUST BE CONSIDERED BY THE CONTRACTOR WHILE
REVIEWING THE EXISTING CONDITIONS AT THE SITE AND PREPARING THE PROPOSAL.
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
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SA
URABH JAGD ISH PANDY
AREG
I
STERED PROF E SS IONAL ENGI
NE
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ELECTR ICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
800 N Tustin Ave Unit
#H1/23/2025
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
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SA
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AREG
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STERED PROF E SS IONAL ENGI
NE
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ELECTR ICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
PA
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800 N Tustin Ave Unit
#H1/23/2025
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
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SA
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AREG
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STERED PROF E SS IONAL ENGI
NE
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ELECTR ICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
PA
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N
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S
800 N Tustin Ave Unit
#H1/23/2025
1.MAXIMUM AVAILABE FAULT CURRENT FROM SCE UTILITY COMPANY IS: 30,000 AIC.
AFC = 30,000 + MOTOR CONTRIBUTION = 30,000 + (6 X 70) = 30,420 A
2.ALL EQUIPMENT BUSSING AND GROUNDING ELECTRODE SHALL BE COPPER AND ALL WIRES
SHALL BE COPPER, THWN/THHN UNLESS NOTED OTHERWISE.
3.THE MAIN SWITCHBOARD AND PANEL BOARDS SHALL BE BY ONE MANUFACTURER ONLY.
4.ALL FUSES SHALL BE PROVIDED WITH REJECTION TYPE FUSE HOLDER.
5.MAIN SWITCHGEAR CIRCUIT BREAKERS TO BE FULLY RATED FOR THE FAULT CURRENT
AVAILABLE.
6.ALL CIRCUIT BREAKER SHALL BE LABELLED TO CLEARLY INDICATE AREA BEING SERVED.
7.UNDERGROUND CONDUIT SHALL BE MINIMUM OF PVC SCHEDULE 40. REFER TO 2022 CEC TABLE
300.5 FOR THE MINIMUM COVER REQUIREMENTS OF DIRECT BURIAL CABLE.
8.ALL METAL PIPING & STRUCTURES INCLUDING GAS PIPING THAT IS LIKELY TO BE ENERGIZED
SHALL BE BONDED TO THE SERVICE GROUNDING POINT AS DESCRIBED IN CEC SECTION 250.104.
FIELD VERIFY & PROVIDE BONDING JUMPERS AS REQUIRED.
9.ALL TERMINATIONS AND CIRCUIT BREAKERS SHALL BE RATED FOR 75 DEGREES CENTIGRADE.
10.ALL ELECTRICAL EQUIPMENT, PANELS, FEEDERS, ETC. ARE NEW UNLESS NOTED OTHERWISE.
11.ALL THE ELECTRICAL SERVICES AND REQUIREMENTS ARE SUBJECT TO THE APPROVAL BY THE
UTILITY COMPANY AND THE DEPARTMENT OF BUILDING AND SAFETY. VERIFY EXACT
REQUIREMENTS PRIOR TO ROUGH-INS.
12.ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE WITH SCE SERVICE
PLANNER FOR THE PRIMARY ELECTRICAL SERVICE PRIOR TO ANY WORK.
13.FEEDER LENGTH IS FOR CALCULATION ONLY NOT FOR BIDDING PURPOSES.
14.THE MAIN SERVICE SHALL BE TESTED BY A THIRD PARTY NRTL TESTING LABORATORY AND
SHALL BE CERTIFIED FOR SERVICE GROUND FAULT PROTECTION. THE MAIN SERVICE SHALL
NOT BE ENERGIZED PRIOR TO BUILDING INSPECTORS' RECEIPT OF THE THIRD PARTY TESTING
REPORT.
REFERENCE NOTES:
GENERAL NOTES
1.3/4"C - 1#6 CU G..
2.TRANSFORMER PRIMARY DISCONNECTING MEANS SHALL BE LOCKABLE IN ACCORDANCE WITH
CEC 110.25 AND IT'S LOCATION SHALL BE FIELD MARKED ON THE TRANSFORMER PER CEC
450.14.
3.PROVIDE SURGE PROTECTION DEVICE FOR THE MAIN SWITCHBOARD.
4.PROVIDE EMON-DMON TYPE ELECTRICAL METER IN THE ELECTRICAL CLOSET NEXT TO MAIN
SWITCHBOARD TO MEASURE THE ELECTRICAL USAGE OF PANEL 'LA'.
-
MAIN SWITCHBOARD 'MSB'
400A, 277/480V, 3PH, 4W, 42KAIC
INCOMING UNDERGROUND SERVICE
CONDUCTOR FROM SCE TRASFORMER
M
400A
3P 125A
3P
70A
3P
1-
1
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V
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4
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SCE METER
G
N
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1"C., 1#3/0 CU UFER GROUND
1"C., 1#3/0 TO COLD WATER
PIPING WITHIN 5FT OF
ENTRANCE TO BUILDING
400A BUS
(N) XFMR 'TLA'
45KVA
480-120/208V
3PH, 4W
%Z = 3.9%
PANEL
'LA'
150A
MCB
1
Isc = 3.1kA
AFC = 30,420A
SEE GENERAL NOTE 1
1 4
MRI
CHILLER
@ ROOF
60AS
60AF
3P
60A
3P
3
MRI MAIN
DISC.
PANEL
(MDP)
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3P
Isc=18.9kA
1-
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2
CT
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Isc=14.8kA Isc=9.3kA Isc=11.2kA
SPD
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3
5
10KAIC
M 4
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
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ELECTRICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
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800 N Tustin Ave Unit
#H1/23/2025
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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H
Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
PA
N
E
L
S
C
H
E
D
U
L
E
S
E3.01
SA
URABH JAGD ISH PANDY
AREG
I
STERED PROF E SS IONAL ENGI
NE
ER
ELECTR ICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
PA
R
T
N
E
R
S
800 N Tustin Ave Unit
#H1/23/2025
T
U
S
T
I
N
A
V
E
N
U
E
CL
FRUIT STREETCL
20
7
9
1
14
8
2
H
FG E D C B A
I
J
K
L
M
8
14
8
1
2
(N) 6'X8'-6" SCE
TRANSFORMER PAD
(N) MAIN SWITCHBOARD 'MSB'
400A, 277/480V, 3PH, 4W, 42KAIC
(2) 4" CONDUITS FROM TRANSFORMER PAD
TO MAIN SWITCHBOARD 'MSB'
(E)METER FOR SUITE "H" TO BE REMOVED
COORDINATE WITH SCE
SCOPE OF WORK
SUITE H
REFERENCE NOTES:-
1.-
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
RE
M
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-
H
Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
10
-
2
8
-
2
0
2
4
PL
A
N
C
H
E
C
K
R
E
S
U
B
M
I
T
T
A
L
1
EL
E
C
T
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A
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P
L
A
N
E4.01
GENERAL NOTES
1.ELECTRICAL CONTRACTOR TO CHECK ALL FEASIBLE ROUTING OF CONDUITS AND WIRES AT THE JOB SITE INCLUDING
LOCATIONS OF ALL ADDITIONAL EQUIPMENT FOR A COMPLETE FUNCTIONAL CODE COMPLIANT ELECTRICAL SYSTEM.
2.CONTRACTOR SHALL VISIT SITE AND DETERMINE ALL CONDITIONS AFFECTING ELECTRICAL WORK AND INCLUDE COSTS
THEREFORE IN THIS CONTRACT PRICE.
3.CONTACT UTILITY COMPANIES AND PROVIDE ALL SERVICES, WORK, INSTALLATION AND COORDINATION REQUIRED FOR
THEIR USE.
4.CONDUITS STUBS SHALL BE TERMINATED IN ACCESSIBLE LOCATIONS, SECURELY CAPPED, AND LOCATED BY AN APPROVED
VISIBLE MARKER.
5.INSTALL APPROVED GROUNDING BUSHING AT EACH TERMINATION OF RIGID CONDUIT.
6.ALL WORK REQUIRED FOR THE UTILITY SERVICES SHALL CONFORM TO THE REQUIREMENTS AND STANDARDS OF THE
SERVING UTILITY COMPANIES.
7.LOCATION AND ROUTING OF ALL EXPOSED EQUIPMENT, PIPING, DUCTWORK, AND CONDUIT SHALL BE APPROVED BY THE
ARCHITECT PRIOR TO START OF ANY WORK.
8.ALL UNDERGROUND ELECTRICAL CONDUITS SHALL BE PVC SCH. 40 MINIMUM.
9.ALL EXTERIOR CONDUITS SHALL BE INSTALLED AT LEAST 24" BELOW GRADE OR SHALL MEET THE REQUIREMENTS BASED ON
2022 CEC TABLE 300.5
10.CONDUIT RUNS ARE DIAGRAMMATIC ONLY.
11.REFER TO 2022 CEC TABLE 300.5 FOR THE MINIMUM COVER REQUIREMENTS OF DIRECT BURIAL CABLE. PROVIDE 24" BURIAL
DEPTH OF UNDERGROUND CABLES FOR CONDUITS AND CONDUCTORS AND PROVIDE ALL REQUIRED COVER MATERIALS FOR
THE DIRECT BURIED CONDUCTOR AND THE TOP SURFACE OF FINISH GRADE, CONCRETE OR SIMILAR COVER.
12.OBSERVE CLEAN ELECTRICAL INSTALLATION ALL THROUGHOUT THE SPACE.
Scale: 1/16"=1'-0"
ELECTRICAL SITE PLAN
1
PA
R
T
N
E
R
S
SA
URABH JAGD ISH PANDY
AREG
I
STERED PROF E SS IONAL ENGI
N
EER
ELECTRICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
1
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1
1
-
1
3
-
2
0
2
4
800 N Tustin Ave Unit
#H1/23/2025
ENTRY
PROPOSED
NEW CANOPY
AT THE
ENTRY
+18"
+18"
+18"+18"
+18"
+60
+18"
+18"
+18"
+18"
+18"
+18"
+18"
+18"
+18"
+18"
+18"
RF SHIELD
MAGNET ROOM SIDE
MIN CLOSET DEPTH
30
0
m
m
C
A
B
L
E
S
T
O
R
A
G
E
,
E
I
T
H
E
R
S
I
D
E
Keep out of 50G
NE
C
MAGNET ROOM SIDE
RF SHIELD
MIN CLOSET DEPTH
30
0
m
m
C
A
B
L
E
S
T
O
R
A
G
E
,
E
I
T
H
E
R
S
I
D
E
Keep out of 50G
FEC
41 52
A
B
3
101
LOBBY/RECEPTION
102
CT SCAN
106
RESTROOM
107
CHANGINGROOM
103
OPERATORS
104
MRI
105
EQUIPMENT
108
STORAGE
+18"
+18"
MSB:2
PANEL 'LA'
(N) MAIN SWITCHBOARD 'MSB'
400A, 277/480V, 3PH, 4W, 42KAIC
2
5
+42"5
J
6
LA:32
LA:11
1
LA:15,17
3
LA:7,9
LA:13
LA:1
LA:3
J
5
LA:30
4
1
11
11
3
3
5
5
LA:5
7
7
7
9
9
15
13
13
11
11
17
17
15
MSB:1
8
8
J
LA:25
XFMR 'TLA'
11
REFERENCE NOTES:-
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
RE
M
A
R
K
S
DA
T
E
de
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1
4
)
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H
Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
10
-
2
8
-
2
0
2
4
PL
A
N
C
H
E
C
K
R
E
S
U
B
M
I
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T
A
L
1
PO
W
E
R
P
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A
N
E5.01
GENERAL NOTES
1.ALL WORK SHALL COMPLY WITH 2022 CALIFORNIA ELECTRIC CODE.
2.REFER TO DRAWING E0.01 FOR GENERAL NOTES.
3.ALL BREAKERS FEEDING MULTIPLE CIRCUIT HOMERUNS SHALL BE PROVIDED WITH UL
LISTED HANDLE TIES ON SINGLE POLE BREAKERS SERVING MULTI WIRE BRANCH
CIRCUITS IN COMPLIANCE WITH CEC 210.4B. HANDLE TIE SHALL BE SQUARE D
CATALOG NUMBER QO1HT.
4.RECEPTACLES GANGED TOGETHER SHALL BE MOUNTED UNDER SINGLE COVER
PLATE.
5.COORDINATE EXACT LOCATION OF RECEPTACLES WITH ARCHITECT. SCALING OF
ENGINEERING DOCUMENTS FOR LOCATIONS OF DEVICES SHALL NOT BE PERMITTED.
6.PROVIDE TELE/DATA BOXES AND AN EMPTY CONDUIT SYSTEM. TELE/DATA CABLING
BY OTHERS. INSTALL PULL STRING IN EACH EMPTY CONDUIT.
7.REFER TO THE MECHANICAL AND PLUMBING DRAWINGS FOR EXACT LOCATION OF
ALL EQUIPMENT.
8.REFER TO ARCHITECTURAL DRAWINGS FOR THE EXACT LOCATIONS AND MOUNTING
HEIGHTS OF ALL DEVICES (I.E. RECEPTACLES, DATA/TELEPHONE OUTLETS, SECURITY
DEVICES, PANELS, SPEAKER/STROBE, ETC.) MAXIMUM 48" AFF TO TOP OF DEVICE AND
MINIMUM 15" AFF TO BOTTOM OF DEVICE.
9.NO PIPING, DUCTS, OR EQUIPMENT FOREIGN TO ELECTRICAL EQUIPMENT SHALL BE
PERMITTED TO BE LOCATED WITHIN THE DEDICATED SPACE ABOVE THE ELECTRICAL
EQUIPMENT.
10.ALL TELEPHONE/DATA CONDUIT STUB-UPS, WHERE GYPBOARD CEILINGS OCCUR,
SHALL RUN INTO ACCESSIBLE CEILING AREAS.
11.ANY DISCREPANCIES SHALL BE DIRECTED TO ARCHITECT PRIOR TO BIDDING. WHERE
DISCREPANCIES CANNOT BE RESOLVED PRIOR TO SUBMITTING BIDS, CONTRACTOR
SHALL PROCEED BASED ON MORE COSTLY OR RESTRICTIVE INTERPRETATIONS.
12.DO NOT INSTALL OUTLETS BACK TO BACK ON THE SAME PARTITION. WHERE OUTLETS
MUST BE LOCATED IN THE SAME STUD CAVITY ON OPPOSITE SIDES OF THE
PARTITION, INSTALL A VERTICAL AND HORIZONTAL STUD, AS REQUIRED, SEPARATING
SUCH OUTLETS.
13.ALL SLAB CORING LOCATIONS SHALL BE FIELD VERIFIED FOR ANY OBSTRUCTIONS
BELOW THE SLAB. LOCATIONS SHALL BE X-RAYED WITH ALL REBAR AND ELECTRICAL
LINES INDICATED.
14.NO EQUIPMENT, J-BOXES, ETC. REQUIRING ACCESS SHALL BE LOCATED IN HARD
CEILING AREAS UNLESS ACCESS PANEL IS PROVIDED, COORDINATE WITH
ARCHITECT.
15.ALL WIRING IN OPEN AREAS TO BE RUN NEATLY IN CONDUIT.
16.ALL THE NEW AND EXISTING DATA OUTLETS SHALL BE PROVIDED WITH A NEW
CONDUIT STUBBED UP TO THE ACCESSIBLE LOCATION AND PROVIDE WIRING TO THE
NEW DATA ROOM LOCATION.
17.ALL DEDICATED 120V RECEPTACLE OUTLET SHALL HAVE SEPARATE CIRCUIT AND
RECEPTACLE SHALL BE NEMA 5-20R.
18.ALL FEEDER WIRES SHALL BE COPPER (CU), UNLESS NOTED OTHERWISE.
19.FOR 15A, 20A, 25 AND 30 AMPERE BRANCH CIRCUIT, THE EQUIPMENT GROUNDING
CONDUCTORS SHALL BE THE SAME AWG AS THE UNGROUNDED CONDUCTOR. (CEC
250.122 (A)(B)).
20.ALL ELECTRICAL OUTLETS LOCATED ABOVE COUNTERTOP INCLUDING BATHROOM
COUNTERTOP SHALL BE GFCI DUPLEX OUTLET. GFCI OUTLET SHALL BE SELF-TEST,
SELF-DIAGNOSTIC TYPE HUBBELL AUTOGUARD SERIES OR EQUAL.
21.ALL THE BRANCH CIRCUITS SHALL BE (1)3/4"C. - 2#12 CU+1#12CU G. UNLESS
OTHERWISE NOTED.
22.PROVIDE 3/4" C.O. FOR HVAC CONTROLS. E.C. AND HVAC CONTRACTOR SHALL
COORDINATE WITH VENDOR FOR EXACT LOW VOLTAGE REQUIREMENTS SERVING
HVAC EQUIPMENT.
23.ALL CIRCUITS SHOWN ENTERING MRI ROOM SHALL BE PROTECTED WITH RF FILTER.
SCALE:
POWER PLAN - SUITE H 11/4" = 1'-0"
1.MAIN DISCONNECT PANEL (MDP) FOR MRI EQUIPMENT PROVIDED BY GE INSTALLED
BY ELECTRICAL CONTRACTOR. VERIFY EXACT LOCATION IN FIELD.
2.RF FILTER PANEL FOR POWER AND LIGHTING IN THE MRI ROOM. VERIFY EXACT
LOCATION IN FIELD.
3.FOR CONNECTION TO FAUCET AND SOAP DISPENSER. VERIFY EXACT LOCATION IN
FIELD.
4.FOR CONNECTION TO TV. VERIFY EXACT LOCATION IN FIELD.
5.FOR CONNECTION TO VIRTUAL WINDOW. VERIFY EXACT POWER SUPPLY LOCATION IN
FIELD. INSTALL PER MANUFACTURER'S RECOMMENDATION AND GUIDELINES. ROUTE
ELECTRICAL CONNECTION THROUGH RF FILTER.
6.FOR CONNECTION TO HAND DRYER. VERIFY EXACT LOCATION IN FIELD.
7.TRANSFORMER PRIMARY DISCONNECTING MEANS SHALL BE LOCKABLE IN
ACCORDANCE WITH CEC 110.25 AND IT'S LOCATION SHALL BE FIELD MARKED ON THE
TRANSFORMER PER CEC 450.14.
8.REFER TO SINGLE LINE DIAGRAM ON SHEET E2.01 FOR FEEDER AND DISCONNECT
SIZE.
9.FOR CONNECTION TO LED SIGN. VERIFY EXACT LOCATION IN FIELD. SIGN LIGHTING
SHALL BE CONTROLLED VIA PHOTOCELL AND ASTRONOMICAL TIME-CLOCK.
10.TRANSFORMER IS LOCATED IN THE ACCESSIBLE CEILING AND SHALL BE SUPPORTED
FROM THE CEILING. REFER TO DETAIL 2/E5.01.
11.PROVIDE EMON-DMON TYPE ELECTRICAL METER IN THE ELECTRICAL CLOSET NEXT
TO MAIN SWITCHBOARD TO MEASURE THE ELECTRICAL USAGE OF PANEL 'LA'.
9
10
Scale: NONE
CEILING MOUNT TRANSFORMER SUPPORT DETAIL
1
1
1
1
1
1
ANGLE IRON SUPPORT
(SIZE AS REQUIRED)
TRANSFORMER BASE
CHANNEL
THREADED STEEL ROD (SIZE AS REQUIRED TO
SUPPORT LOAD) SUPPORT FROM STRUCTURE
ABOVE. PROVIDE MISCELLANEOUS STEEL AS
REQUIRED TO CONNECT TO STRUCTURE.
COORDINATE DETAIL WITH STRUCTURAL
ENGINEER. SUBMIT LOADS IMPOSED.
PRIMARY FLEXIBLE
METAL CONDUIT WITH
GROUND (24" MIN,
36" MAX)
RIGID PRIMARY
CONDUIT
VIBRATION ISOLATION
7'-6" AFF (MIN)
SECONDARY FLEXIBLE
METAL CONDUIT WITH
GROUND (24" MIN,
36" MAX)
NUT, LOCK NUT, BOLT
AND LOCK WASHERS
AS REQUIRED
TRAPEZE MOUNTED
TRANSFORMER. PROVIDE
METAL CHANNEL SUPPORT
AS REQUIRED.
RIGID SECONDARY
CONDUIT
GROUND BUSHING WITH
GROUND CONNECTOR
(SIZE PER CODE)
1
PA
R
T
N
E
R
S
SA
URABH JAGD ISH PANDY
AREG
I
STERED PROF E SS IONAL ENGI
N
EER
ELECTRICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
1
di
g
i
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a
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s
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,
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1
1
-
1
3
-
2
0
2
4
800 N Tustin Ave Unit
#H1/23/2025
EXISTING
ELECTRICAL
ROOM
NEW
ELECTRICAL
CLOSET
ENTRY
(E) COLUMN
TO REMAIN
(E) OPENING TO BE INFILLED
WITH SOLID WALL
CABINET
NEW PAIR 4'-0" X 8'-0" DOORS
(MAGNET ACCESS)
proposed
new
electrical
transformer
PROPOSED
NEW CANOPY
AT THE
ENTRY
LOCKER
ACCESS DOOR
RF SHIELD
MAGNET ROOM SIDE
MIN CLOSET DEPTH
30
0
m
m
C
A
B
L
E
S
T
O
R
A
G
E
,
E
I
T
H
E
R
S
I
D
E
Keep out of 50G
NE
C
MAGNET ROOM SIDE
RF SHIELD
MIN CLOSET DEPTH
30
0
m
m
C
A
B
L
E
S
T
O
R
A
G
E
,
E
I
T
H
E
R
S
I
D
E
Keep out of 50G
41 52
A
B
3
101
LOBBY/RECEPTION
102
CT SCAN
106
RESTROOM
107
CHANGINGROOM
103
OPERATORS
104
MRI
105
EQUIPMENT
108
STORAGE
FC
1A
FC
1B
FC
2B
FC
2A
EF
1
EF
2
m
LA:28
m
2 1
LA:14,16
m
2 1
LA:22,24
m
2 1
LA:18,20
m
2 1
LA:10,12
m
2
IWH-1 LA:34,36
m
LA:26
1
2
3
REFERENCE NOTES:-
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
RE
M
A
R
K
S
DA
T
E
de
b
s
@
s
h
p
a
r
t
n
e
r
s
.
n
e
t
ma
r
c
o
h
@
s
h
p
a
r
t
n
e
r
s
.
n
e
t
(7
1
4
)
3
9
0
.
8
6
0
0
ar
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t
e
c
t
u
r
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n
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n
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S
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w
.
s
h
p
a
r
t
n
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s
.
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t
07
-
0
3
-
2
0
2
4
PL
A
N
C
H
E
C
K
S
U
B
M
I
T
T
A
L
UN
I
T
E
D
M
E
D
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C
A
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A
G
I
N
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A
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E
80
0
N
.
T
U
S
T
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N
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,
SA
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A
A
N
A
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SU
I
T
E
-
H
Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
ME
C
H
A
N
I
C
A
L
P
O
W
E
R
P
L
A
N
E5.02
GENERAL NOTES
1.ALL WORK SHALL COMPLY WITH 2022 CALIFORNIA ELECTRIC CODE.
2.REFER TO DRAWING E0.01 FOR GENERAL NOTES.
3.ALL BREAKERS FEEDING MULTIPLE CIRCUIT HOMERUNS SHALL BE PROVIDED WITH UL
LISTED HANDLE TIES ON SINGLE POLE BREAKERS SERVING MULTI WIRE BRANCH
CIRCUITS IN COMPLIANCE WITH CEC 210.4B. HANDLE TIE SHALL BE SQUARE D
CATALOG NUMBER QO1HT.
4.RECEPTACLES GANGED TOGETHER SHALL BE MOUNTED UNDER SINGLE COVER
PLATE.
5.COORDINATE EXACT LOCATION OF RECEPTACLES WITH ARCHITECT. SCALING OF
ENGINEERING DOCUMENTS FOR LOCATIONS OF DEVICES SHALL NOT BE PERMITTED.
6.PROVIDE TELE/DATA BOXES AND AN EMPTY CONDUIT SYSTEM. TELE/DATA CABLING
BY OTHERS. INSTALL PULL STRING IN EACH EMPTY CONDUIT.
7.REFER TO THE MECHANICAL AND PLUMBING DRAWINGS FOR EXACT LOCATION OF
ALL EQUIPMENT.
8.REFER TO ARCHITECTURAL DRAWINGS FOR THE EXACT LOCATIONS AND MOUNTING
HEIGHTS OF ALL DEVICES (I.E. RECEPTACLES, DATA/TELEPHONE OUTLETS, SECURITY
DEVICES, PANELS, SPEAKER/STROBE, ETC.) MAXIMUM 48" AFF TO TOP OF DEVICE AND
MINIMUM 15" AFF TO BOTTOM OF DEVICE.
9.NO PIPING, DUCTS, OR EQUIPMENT FOREIGN TO ELECTRICAL EQUIPMENT SHALL BE
PERMITTED TO BE LOCATED WITHIN THE DEDICATED SPACE ABOVE THE ELECTRICAL
EQUIPMENT.
10.ALL TELEPHONE/DATA CONDUIT STUB-UPS, WHERE GYPBOARD CEILINGS OCCUR,
SHALL RUN INTO ACCESSIBLE CEILING AREAS.
11.ANY DISCREPANCIES SHALL BE DIRECTED TO ARCHITECT PRIOR TO BIDDING. WHERE
DISCREPANCIES CANNOT BE RESOLVED PRIOR TO SUBMITTING BIDS, CONTRACTOR
SHALL PROCEED BASED ON MORE COSTLY OR RESTRICTIVE INTERPRETATIONS.
12.DO NOT INSTALL OUTLETS BACK TO BACK ON THE SAME PARTITION. WHERE OUTLETS
MUST BE LOCATED IN THE SAME STUD CAVITY ON OPPOSITE SIDES OF THE
PARTITION, INSTALL A VERTICAL AND HORIZONTAL STUD, AS REQUIRED, SEPARATING
SUCH OUTLETS.
13.ALL SLAB CORING LOCATIONS SHALL BE FIELD VERIFIED FOR ANY OBSTRUCTIONS
BELOW THE SLAB. LOCATIONS SHALL BE X-RAYED WITH ALL REBAR AND ELECTRICAL
LINES INDICATED.
14.NO EQUIPMENT, J-BOXES, ETC. REQUIRING ACCESS SHALL BE LOCATED IN HARD
CEILING AREAS UNLESS ACCESS PANEL IS PROVIDED, COORDINATE WITH
ARCHITECT.
15.ALL WIRING IN OPEN AREAS TO BE RUN NEATLY IN CONDUIT.
16.ALL THE NEW AND EXISTING DATA OUTLETS SHALL BE PROVIDED WITH A NEW
CONDUIT STUBBED UP TO THE ACCESSIBLE LOCATION AND PROVIDE WIRING TO THE
NEW DATA ROOM LOCATION.
17.ALL DEDICATED 120V RECEPTACLE OUTLET SHALL HAVE SEPARATE CIRCUIT AND
RECEPTACLE SHALL BE NEMA 5-20R.
18.ALL FEEDER WIRES SHALL BE COPPER (CU), UNLESS NOTED OTHERWISE.
19.FOR 15A, 20A, 25 AND 30 AMPERE BRANCH CIRCUIT, THE EQUIPMENT GROUNDING
CONDUCTORS SHALL BE THE SAME AWG AS THE UNGROUNDED CONDUCTOR. (CEC
250.122 (A)(B)).
20.ALL ELECTRICAL OUTLETS LOCATED ABOVE COUNTERTOP INCLUDING BATHROOM
COUNTERTOP SHALL BE GFCI DUPLEX OUTLET. GFCI OUTLET SHALL BE SELF-TEST,
SELF-DIAGNOSTIC TYPE HUBBELL AUTOGUARD SERIES OR EQUAL.
21.ALL THE BRANCH CIRCUITS SHALL BE (1)3/4"C. - 2#12 CU+1#12CU G. UNLESS
OTHERWISE NOTED.
22.PROVIDE 3/4" C.O. FOR HVAC CONTROLS. E.C. AND HVAC CONTRACTOR SHALL
COORDINATE WITH VENDOR FOR EXACT LOW VOLTAGE REQUIREMENTS SERVING
HVAC EQUIPMENT.
23.ALL CIRCUITS SHOWN ENTERING MRI ROOM SHALL BE PROTECTED WITH RF FILTER.
SCALE:
MECHANICAL POWER PLAN - SUITE H 11/4" = 1'-0"
1.PROVIDE 1/2" CONDUIT TO THE CONTROL UNIT. WIRING PER MANUFACTURER'S
RECOMMENDATION.
2.PROVIDE 3/4"C - 2#10 CU + 1#10 CU G.
3.EMERGENCY EXHAUST FAN SWITCH. COORDINATE CONNECTION REQUIREMENTS
WITH MRI MANUFACTURER AND EXACT LOCATION IN FIELD.
SA
URABH JAGD ISH PANDY
AREG
I
STERED PROF E SS IONAL ENGI
NE
ER
ELECTR ICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
PA
R
T
N
E
R
S
800 N Tustin Ave Unit
#H1/23/2025
E - HVAC
41 52
A
B
3
HASKRIS OPC15
CHILLER
1,200 LBS.
320 lb.
140 lb.
120 lb.
140 lb.
MSB:3
4
19WP
LA:19
CH
1
3
LA:31,33
1
5
LA:6,8
1
2
LA:27,29
1
5
LA:2,4
1
5
HP
4
HP
3
HP
2
HP
1
60AS
40AF
2P
30AS
25AF
2P
30AS
25AF
2P
30AS
20AF
2P
1
REFERENCE NOTES:-
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
10
-
2
8
-
2
0
2
4
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T
A
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1
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R
P
L
A
N
E5.03
GENERAL NOTES
1.VERIFY WITH THE MECHANICAL DRAWINGS FOR THE EXACT LOCATION OF HVAC
EQUIPMENT.
2.VERIFY WITH THE PLUMBING DRAWINGS FOR THE EXACT LOCATION OF PLUMBING
EQUIPMENT.
3.LOCATION AND ROUTING OF ALL EXPOSED EQUIPMENT, PIPING, DUCTWORK, AND
CONDUIT SHALL BE APPROVED BY THE ARCHITECT PRIOR TO START OF ANY WORK.
4.ALL FEEDER WIRES SHALL BE COPPER (CU), UNLESS NOTED OTHERWISE.
5.PROVIDE GFCI, WEATHERPROOF RECEPTACLE ON THE ROOF AS SHOWN.
6.PROVIDE UNISTRUT FOR THE DISCONNECT SWITCHES AS REQUIRED.
7.PROVIDE 3'-0" CLEARANCE IN FRONT OF ALL DISCONNECT SWITCHES.
8.ALL THE BRANCH CIRCUITS SHALL BE (1)3/4"C. - 2#12 CU+1#12CU G. UNLESS
OTHERWISE NOTED.
9.CONDUIT RUNS ARE DIAGRAMMATIC ONLY. ELECTRICAL CONTRACTOR SHALL VERIFY
FEASIBLE CONDUIT ROUTING.
10.OBSERVE CLEAN ELECTRICAL INSTALLATION ALL THROUGHOUT THE SPACE.
11.ALL ELECTRICAL EQUIPMENT ON ROOF SHALL BE WEATHERPROOF, NEMA-3R OR
BETTER.
12.ALL HVAC CONTROLS SHALL BE PROVIDED AND PROGRAMMED BY THE MECHANICAL
CONTRACTOR ELECTRICAL CONTRACTOR TO PROVIDE ALL REQUIRED CONDUIT AND
WIRES UP TO THE CONTROL BOX COORDINATE WITH MECHANICAL DRAWINGS FOR
THE CONTROLS AND INTERCONNECTION AS REQUIRED BY ALL TRADES.
13.THE MOTOR OVERLOAD PROTECTION SHALL BE PERMITTED AS A SEPARATE FIELD
INSTALLED DEVICE OR INTEGRAL WITH THE MOTOR ASSEMBLY. USE THE MOTOR
NAMEPLATE FULL LOAD CURRENT TO SELECT THE OVERLOAD PROTECTION.
14.THE SMOKE DETECTORS AS PART OF THE REQUIRED AUTOMATIC SHUT DOWN FOR
THE HVAC UNITS SHALL BE MONITORED BY THE REQUIRED FIRE ALARM SYSTEM.
15.REFER TO MECHANICAL DRAWINGS CONTROL DIAGRAM FOR ALL TIME SWITCHES,
RELAYS, STARTERS, THERMOSTATS, CONDUIT FOR LINE/LOW VOLTAGE AS REQUIRED.
16.DISCONNECT SWITCHES SHALL BE HORSEPOWER RATED AND FUSED WITH CURRENT
LIMITING/TIME DELAY FUSES, SIZED PER MANUFACTURERS RECOMMENDATION.
SWITCHES SHALL HAVE "RK-5" FUSE REJECTION CLIPS.
SCALE:
ROOF POWER PLAN - SUITE H 11/4" = 1'-0"
1.PROVIDE 1/2" CONDUIT TO THE CONTROL UNIT. WIRING PER MANUFACTURER'S
RECOMMENDATION.
2.PROVIDE 3/4"C - 2#8 CU + 1#10 CU G.
3.REFER TO SINGLE LINE DIAGRAM ON SHEET E2.01 FOR FEEDER AND DISCONNECT
SIZE.
4.VERIFY EXACT CHILLER ELECTRICAL SPECIFICATION WITH MANUFACTURER PRIOR TO
INSTALLATION INCLUDING THE DISCONNECT AND BREAKER SIZE.
5.PROVIDE 3/4"C - 2#10 CU + 1#10 CU G.
1
1
1
PA
R
T
N
E
R
S
SA
URABH JAGD ISH PANDY
AREG
I
STERED PROF E SS IONAL ENGI
N
EER
ELECTRICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
1
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800 N Tustin Ave Unit
#H1/23/2025
EXISTING
ELECTRICAL
ROOM
NEW
ELECTRICAL
CLOSET
ENTRY
(E) COLUMN
TO REMAIN
(E) OPENING TO BE INFILLED
WITH SOLID WALL
CABINET
NEW PAIR 4'-0" X 8'-0" DOORS
(MAGNET ACCESS)
proposed
new
electrical
transformer
PROPOSED
NEW CANOPY
AT THE
ENTRY
LOCKER
ACCESS DOOR
RF SHIELD
MAGNET ROOM SIDE
MIN CLOSET DEPTH
30
0
m
m
C
A
B
L
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S
T
O
R
A
G
E
,
E
I
T
H
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R
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I
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Keep out of 50G
NE
C
MAGNET ROOM SIDE
RF SHIELD
MIN CLOSET DEPTH
30
0
m
m
C
A
B
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S
T
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A
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,
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Keep out of 50G
41 52
A
B
3
101
LOBBY/RECEPTION
102
CT SCAN
106
RESTROOM
107
CHANGINGROOM
103
OPERATORS
104
MRI
105
EQUIPMENT
108
STORAGE
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SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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-
H
Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
LI
G
H
T
I
N
G
P
L
A
N
E6.01
REFERENCE NOTES:-GENERAL NOTES
1.ALL WORK SHALL BE PERFORMED IN COMPLIANCE WITH 2022 CEC AND CENC CODE.
2.ALL HOMERUNS SHALL BE INSTALLED IN CONDUIT THROUGHOUT.
3.GENERAL CONTRACTOR TO VERIFY EXIT SIGN LOCATION AND COUNTS WITH FIRE
INSPECTOR.
4.ALL LIGHT FIXTURES SHALL BE CONNECTED TO THE LIGHTING CONTROL SYSTEM VIA
LOW VOLTAGE CONTROL WIRING UNLESS OTHERWISE NOTED.
5.EACH COMPONENT OF THE LIGHTING CONTROL SYSTEM SHALL BE ADDRESSABLE
AND CAPABLE OF BEING INDEPENDENTLY CONTROLLED AND CONFIGURED THROUGH
THE SYSTEM. PROVIDE THE REQUIRED RELAY PACKS AND DIMMING MODULES TO
CONTROL ALL LIGHTING LOAD TYPES.
6.PROVIDE THE REQUIRED RELAY PACKS AND DIMMING MODULES TO CONTROL ALL
LIGHTING LOAD TYPES.
7.ON NORMAL POWER FAILURE ALL LIGHTS CONNECTED TO EMERGENCY CIRCUITS
SHALL AUTOMATICALLY COME UP TO FULL BRIGHTNESS AND REMAIN ON.
8.PROVIDE OCCUPANCY SENSOR, WALL OR CEILING MOUNTED AS SHOWN ON THIS
PLAN WITH TYPE AND MODEL THAT CAN ACCOMMODATE THE SPACE REQUIREMENT
FOR THE ROOM OR AREA.
9.DAYLIGHT PHOTOSENSOR AND DIMMING LEVEL SETTINGS SHALL BE COMMISSIONED
AND ESTABLISHED IN THE FIELD AFTER FURNITURE AND FINAL FINISHES ARE
INSTALLED AND LIGHTING IS OPERATIONAL.
10.CONTRACTOR SHALL PROVIDE SHOP DRAWING PREPARED BY THE LIGHTING
CONTROLS MANUFACTURER. SHOP DRAWINGS PREPARED BY THIRD PARTY OTHER
THAN MANUFACTURER ARE NOT ACCEPTABLE.
11.REFER TO ARCHITECTURAL AND/OR INTERIOR DESIGNER DRAWING FOR LIGHTING
FIXTURE SCHEDULE.
12.LIGHTING SPECIFICATIONS SHALL BE COORDINATED WITH THE ARCHITECT PRIOR TO
PURCHASING.
13.ALL THE BRANCH CIRCUITS SHALL BE (1)3/4"C. - 2#12 CU+1#12CU GRD. UNLESS
OTHERWISE NOTED.
14.COORDINATE EXACT SWITCH LOCATION AND MOUNTING HEIGHTS WITH
ARCHITECT/OWNER.
15.COORDINATE EXACT LOCATIONS OF LIGHTS AND LIGHTING CONTROL DEVICES WITH
ARCHITECT
16.PRIMARY DAYLIGHT AREA/CONTROL ZONE DESIGNATED BY "PDZ" AND SECONDARY
DAYLIGHT AREA/CONTROL ZONE DESIGNATED BY "SDZ"
17.PROVIDE EMERGENCY LIGHTING INVERTER WITH MINIMUM OF 120-MINUTES RUN TIME
AS INDICATED ON THE PLAN. IN THE EVENT OF LOSS OF NORMAL POWER THE
EMERGENCY LIGHTING CONTROL UNIT SHALL BYPASS THE LOCAL SWITCH/DIMMER
FORCING THE FIXTURE TO "ON" POSITION.
18.MEANS OF EGRESS ILLUMINATION LEVEL SHALL NOT BE LESS THAN 1-FOOT CANDLE
AT THE WALKING SURFACE, 2022 CBC, SECTION 1006.
19.WHERE MULTIPLE SWITCHES ARE INDICATED, SWITCHES SHALL BE GANGED UNDER A
COMMON WALL PLATE.
20.LIGHTING CONTROLS DEVICES SHOWN FOR REFERENCE ONLY, COORDINATE WITH
LIGHTING CONTROLS MANUFACTURER FOR EXACT EQUIPMENT AND DEVICE LAYOUT
PRIOR TO ORDERING OF EQUIPMENT. PROVIDE ADDITIONAL EQUIPMENT AS
NECESSARY TO ACHIEVE AN OPERATIONAL SYSTEM THAT MEETS ALL OF THE DESIGN
REQUIREMENTS AND COMPLYING WITH LATEST CALIFORNIA ENERGY CODE (2022).
LIGHTING CONTROL MANUFACTURER SHALL SUBMIT COMPLETE SHOP DRAWING
SHOWING PREFERRED LOCATION AND QUANTITY OF SENSORS REQUIRED FOR
OPTIMUM SYSTEM PERFORMANCE. REFER TO SPECIFICATIONS FOR ADDITIONAL
INFORMATION.
21. LOWER CASE LETTER INDICATES THE SWITCHING DESIGNATION.
22.DAYLIGHT PHOTOSENSOR AND DIMMING LEVEL SETTINGS SHALL BE COMMISSIONING
AND ESTABLISHED IN THE FIELD AFTER FURNITURE AND FINAL FINISHES ARE
INSTALLED AND ALL LIGHTING IS OPERATIONAL.
23.PHOTOSENSORS SHALL BE SELECTED SPECIFIC TO EACH SPACE, COVERAGE AREA
AND BE CAPABLE OF DETECTING THE DESIGN MAINTAINED LIGHTING LEVEL IN EACH
SPACE.
SCALE:
LIGHTING PLAN - SUITE H 11/4" = 1'-0"
1.EXIT SIGN SHALL BE FED FROM UNSWITCHED CIRCUIT AND SHALL BE PROVIDED WITH
90 MINUTE BATTERY BACK-UP.
2.LIGHT FIXTURES TO BE CONTROLLED BY A TIME CLOCK SUCH THAT IT SHUTS THE
LIGHTS OFF WHEN THE SPACE IS TYPICALLY UNOCCUPIED.
3.RF FILTER PANEL FOR POWER AND LIGHTING IN THE MRI ROOM. VERIFY EXACT
LOCATION IN FIELD.
4.HATCH INDICATES EMERGENCY LIGHTING FIXTURE. PROVIDE EMERGENCY BATTERY
PACK MINIMUM OF 90-MINUTES AS INDICATED ON THE LIGHTING FIXTURE SCHEDULE.
5.LIGHT SWITCH FOR MRI ROOM. VERIFY EXACT LOCATION IN FIELD.
6.LIGHT SWITCH FOR CT SCAN ROOM. VERIFY EXACT LOCATION IN FIELD.
7.MANUAL ON/OFF SWITCH FOR EXTERIOR LIGHT FIXTURE.
8.LIGHT SWITCH LOCATION IS SHOWN FOR REFERENCE ONLY. VERIFY EXACT
LOCATIONS IN FIELD WITH ARCHITECT/OWNER.
9.EXTERIOR LIGHT FIXTURE SHALL BE CONTROLLED VIA PHOTOCELL AND
ASTRONOMICAL TIME-CLOCK.
LIGHTING FIXTURE SCHEDULE
LIGHTING CONTROL LEGENDSNOTES:
1.ALL FIXTURES SHALL BE COORDINATED WITH THE ARCHITECT AND WITH THE OWNER PRIOR TO PURCHASING.
2.ALL FIXTURE SHALL BE UL LISTED AND/OR ETL LISTED.
3.ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING FIXTURE LOCATIONS, MOUNTING REQUIREMENTS
INCLUDING MOUNTING CLIPS, HARDWARE, ETC AS REQUIRED FOR A COMPLETE INSTALLATION AND U.L. LABELING OF THE
FIXTURE PRIOR TO ORDERING.
4.VERIFY ALL LIGHTING FIXTURE CONNECTED CIRCUIT VOLTAGE PRIOR TO ORDERING.
5.ALL LIGHTS WITH "EXTERNAL" POWER SUPPLIES OR LED DRIVERS (SUCH AS TAPE LIGHTS OR LED STRIPS) SHALL ONLY BE
CONNECTED TO LISTED AND CLASS 2 POWER SUPPLIES. "RECOGNIZED" COMPONENTS OR "CLASS 1" POWER SUPPLIES / LED
DRIVERS ARE NOT ACCEPTABLE.
COMBINATION SWITCH/ WALL OCCUPANCY SENSOR WITH TWO POLE FOR TWO
ZONE CONTROL.
MANUAL ON/OFF WALL SWITCH.
COMBINATION DIMMER SWITCH/ WALL OCCUPANCY SENSOR.
1 ZONE CONTROL WALL DIMMER SWITCH.
2 ZONE CONTROL WALL DIMMER SWITCH CONTROLLING THE ZONES INDICATED.
4 ZONE CONTROL WALL DIMMER SWITCH CONTROLLING THE ZONES INDICATED.
CEILING MOUNTED OCCUPANCY SENSOR CONTROLLING THE ZONES INDICATED.
CEILING MOUNTED PHOTOCELL SENSOR WITH AUTOMATIC DAYLIGHT DIMMING
CONTROLLING THE ZONES INDICATED.
a* - PRIMARY SIDELIT DAYLIGHT CONTROL ZONE
a** - SECONDARY SIDELIT DAYLIGHT CONTROL ZONE
OS
ab
abcd
ab
a*a**
OS
PC
D
D
D
D
S
S
OS
TYPE MANUFACTURER MOUNTING LAMP TYPE WATTAGE VOLT MODEL DESCRIPTION
F1 COOPER LIGHTING RECESSED LED 20.9 120 METALUX 22CZ-LD5-29-L940-CD1-U 2X2 RECESSED LED TROFFER, 2900 LUMENS, 4000K, 0-10V.
PROVIDE 90 MINUTE BATTERY BACK UP (EL14W) FOR EM FIXTURES
F2 COOPER LIGHTING RECESSED LED 14.5 120
HALO COMMERCIAL
FRAME: HC6-15-D010
LED MODULE: HM6-0525-940
6" RECESSED LED DOWNLIGHT. 1500 LUMENTS, 4000K, 0-10V.
PROVIDE 90 MINUTE BATTERY BACK UP (IEM14) FOR EM FIXTURES
F3 KENALL SURFACE LED 14 24 MRIAUC-T-TBD-14L40K-24VDC SURFACE MOUNTED LED. 1100 LUMENTS, 4000K, 0-10V.
POWER SUPPLY: MRIPSF-120, DIMMING FILTER: MRIFD-1A SERIES
F4 KENALL RECESSED LED 13 24 MRIDL6-R-TBD-13L-40K9-W-RIMRI6-24V-DIM1 6" RECESSED LED DOWNLIGHT. 1300 LUMENTS, 4000K, 0-10V.
POWER SUPPLY: MRIPSF-240, DIMMING FILTER: MRIFD-1A SERIES
F5 COOPER LIGHTING WALL LED 20.1 120 IST-SA1-A-740-U-T4FT-GM-BPC WALL MOUNTED LED FIXTURE,
BUILT IN PHOTOCELL FOR EXTERIOR FIXTURE
EX LITHONIA LIGHTING CEILING LED 5 120 EDGR-W-1-R-EL OR PER BUILDING STANDARD EXIT SIGN, PROVIDE 90 MINUTE BATTERY BACK UP
SA
URABH JAGD ISH PANDY
AREG
I
STERED PROF E SS IONAL ENGI
NE
ER
ELECTR ICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
PA
R
T
N
E
R
S
800 N Tustin Ave Unit
#H1/23/2025
EXISTING
ELECTRICAL
ROOM
NEW
ELECTRICAL
CLOSET
ENTRY
(E) COLUMN
TO REMAIN
(E) OPENING TO BE INFILLED
WITH SOLID WALL
CABINET
NEW PAIR 4'-0" X 8'-0" DOORS
(MAGNET ACCESS)
proposed
new
electrical
transformer
PROPOSED
NEW CANOPY
AT THE
ENTRY
LOCKER
ACCESS DOOR
RF SHIELD
MAGNET ROOM SIDE
MIN CLOSET DEPTH
30
0
m
m
C
A
B
L
E
S
T
O
R
A
G
E
,
E
I
T
H
E
R
S
I
D
E
Keep out of 50G
NE
C
MAGNET ROOM SIDE
RF SHIELD
MIN CLOSET DEPTH
30
0
m
m
C
A
B
L
E
S
T
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LOBBY/RECEPTION
102
CT SCAN
106
RESTROOM
107
CHANGINGROOM
103
OPERATORS
104
MRI
105
EQUIPMENT
108
STORAGE
0.7
0.7
0.8
0.8
0.7
0.8
0.9
1.0
1.0
0.8
1.0
1.2
1.3
1.3
0.9
1.2
1.5
1.7
1.7
1.3
1.7 1.7
1.8
1.8 1.5
0.6
2.0
2.0
2.0
2.0
1.0
1.3
1.6
1.9
2.1
2.1
2.0
2.0
2.2
2.2
2.1
0.8
1.0
1.4
1.8
2.2
2.3
2.3
2.2
2.2
2.4
2.4
1.0
1.4
1.9
2.3
2.4
2.3
2.2
2.2
2.4
2.4
2.0
2.1
2.1
2.0
2.1
2.2
2.3
2.2
1.5
1.4
1.1
1.1
0.7 0.7
2.5 2.5
1.6
1.5
1.3
1.2
2.0
1.8
1.6
1.3
1.2
2.3
2.3
2.1
1.8
1.5
1.3
2.3
2.3
2.0
1.8
1.5
2.1
2.3
2.2
2.2
2.0
1.8
1.8
2.0
2.2
2.3
2.3
2.1
1.5
1.8
2.0
2.3
2.3
1.3
1.6
1.8
2.1
2.3
2.2
1.1
1.4
1.6
1.9
2.0
1.9
1.2
1.4
1.5
1.6
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F1 @ 9'F1 @ 9'
F1 @ 9'
F1 @ 9'
F1 @ 9'
SHEET
PA / PM:
JOB NO.:
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CAUTION: 24"x36"
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225 E Broadway, Suite 101A
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SCALE:
EGRESS PHOTOMETRIC PLAN - SUITE H 11/4" = 1'-0"
Statistics
Description Symbol Avg Max Min Max/Min Avg/Min
CT SCAN 1.8 fc 2.4 fc 1.0 fc 2.4:1 1.8:1
RECEPTION 1.3 fc 2.0 fc 0.6 fc 3.3:1 2.2:1
CORRIDOR / OPERATOR 1.9 fc 2.5 fc 0.7 fc 3.6:1 2.7:1
Schedule
Symbol Label QTY Manufacturer Catalog Description LLF Input Power
F1
5 COOPER LIGHTING SOLUTIONS -
METALUX (FORMERLY EATON)
22CZ2-34HE-RDP-UNV-L940-CD1-U 2'X2' TROFFER LED MODULE,SMOOTH LENS WITH
INSERT, 90CRI
0.7 25.8
F2
0 COOPER LIGHTING SOLUTIONS -
HALO COMMERCIAL (FORMERLY
EATON)
HC620D010-HM60525940-61MDW HALO COMMERCIAL 6" ROUND, NEW
CONSTRUCTION FRAME, WITH 6" MEDIUM
DISTRIBUTION, WHITE TRIM
0.7 20
SA
URABH JAGD ISH PANDY
AREG
I
STERED PROF E SS IONAL ENGI
NE
ER
ELECTR ICALSTATE OF CALIFORNIA
E-23194
EXP. 6-30- 46
PA
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#H1/23/2025
DUCTWORK SYMBOLS DUCT SUPPORT NOTES:
MECHANICAL SHEETS
LEGEND AND ABBREVIATIONS
CODE SECTIONS
DUCT MATERIAL SCHEDULE
²²
²
²³
½
DUCT INSULATION SCHEDULE
VERTICAL RECTANGULAR DUCT SUPPORT SCHEDULE
MISCELLANEOUS EQUIPMENT SCHEDULE
OUTDOOR UNITINDOOR UNIT
SPLIT SYSTEM HEATPUMP UNIT SCHEDULES
EXHAUST FAN SCHEDULES
PIPING MATERIALS
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
11
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800 N Tustin Ave Unit
#H1/23/2025
AIR CONDITIONING SPECIFICATIONS COORDINATION NOTES:
GENERAL NOTES AND REQUIREMENTS
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
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1550
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800 N Tustin Ave Unit
#H1/23/2025
(E) COLUMN
TO REMAIN
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ACCESS
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ELECTRICAL
ROOM
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E - HVAC
(E
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Xref .\XSP.dwg
MECHANICAL HVAC NOTES
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
11
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106
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107
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103
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104
MRI
105
EQUIPMENT
108
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#H1/23/2025
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
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1550
ME
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800 N Tustin Ave Unit
#H1/23/2025
SHEET
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JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
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CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
11
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800 N Tustin Ave Unit
#H1/23/2025
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
11
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800 N Tustin Ave Unit
#H1/23/2025
SHEET
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JOB NO.:
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CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
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800 N Tustin Ave Unit
#H1/23/2025
PLUMBING FIXTURE SCHEDULES PLUMBING SYMBOLS LEGEND GENERAL NOTES
PLUMBING SHEETS
””
””
CODE SECTIONS
2022 BUILDING ENERGY EFFICIENCY STANDARDS:
PLUMBING FIXTURE FLOW RATES
[2022 CGBC Table 5.303.2.3]
²
³
PIPING MATERIALS
REQUIREMENTS OF WATER-CONSERVING FIXTURES AND FITTINGS
PLUMBING SYSTEM MANDATORY MEASURES (CEC)
GENERAL NOTES:
ELECTRIC WATER HEATER SCHEDULE
SHEET
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CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
DS/MH
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800 N Tustin Ave Unit
#H1/23/2025
GENERAL NOTES:
INSTALLATION NOTES:
EXISTING
ELECTRICAL
ROOM
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ENTRY
(E) COLUMN
TO REMAIN
3
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2 514
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
11
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800 N Tustin Ave Unit
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JOB NO.:
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CAUTION: 24"x36"
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Mechanical . Electrical . Plumbing
225 E Broadway, Suite 101A
Glendale, CA 91205
# 213.820.3683
Hestrada@elogicsce.com
DS/MH
1550
PL
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P3.0
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800 N Tustin Ave Unit
#H1/23/2025
800 N Tustin Ave Unit
#H1/23/2025
YES NO
INSTRUCTIONS:
ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
· Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place.
· Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section.
· If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA.
· In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations.
· Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding
requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
Address Suite City
Project Scope/Business Description
1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways,
curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within
300 feet of an active or proposed oil well? Fire Master Plan (PR145)
2. Property is adjacent to a wildland area or non-irrigated native vegetation?
Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124)
3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from
an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170)
4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving
private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475)
5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless
classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration
or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses
where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories
with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285)
6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;
industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible
liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium
ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations?
Special Equipment Plan (PR315, PR340-PR382)
8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft
maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if
H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard
commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is
required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications.
12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located
in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
800 N Tustin Ave Unit
#H1/23/2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
Title: _____________________________________
** 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:
Name: _________________________________________
Contact #: ______________________________________ Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
800 N Tustin Ave Unit
#H1/23/2025
PLUMBING
M0.0
M0.1
M3.0
M3.1
ELECTRICAL
MECHANICAL
MECHANICAL EQUIPMENT SPECIFICATIONS
MECHANICAL DETAILS
LEGEND & EQUIPMENT SCHEDULES
A2.1 FLOOR PLAN
A6.1
A4.1
WALL DETAILS
ARCHITECTURAL
A1.1
G.1
GENERAL NOTES
ACCESSIBILITY DETAILS
TITLE SHEET
VICINITY MAP
ABBREVIATIONS PROJECT DATA
SHEET INDEX
TI
T
L
E
S
H
E
E
T
G.1
MH
G.3
G.4
G.2
DETAIL SECTION REFERENCE
FIRE EXTINGUISHER CABINET
EXTINGUISHER
W/ FIRE EXTINGUISHER
WALL-MOUNTED FIRE
KEYNOTE INDICATOR
DELTA NUMBER
REVISION CLOUD &
X
FE
FEC
ELEVATION REFERENCE
SHEET NUMBER
ELEVATION VIEW
ELEVATION REFERENCE
SHEET NUMBER
1
2
3
4 X
XXX
X
XXX
SYMBOLS LEGEND
ALIGN
ROOM NAME
ROOM NUMBER101
OFFICE
DETAIL REFERENCEXX
XXX
SECTION REFERENCE
SHEET NUMBER
SHEET NUMBER
SHEET NUMBER
XX
XXX
NEW DOOR
EXISTING DOOR
###DOOR NUMBER
(REFER TO DOOR SCHEDULE)
NO SCALE
N
TYPE NUMBER
WALL MATERIAL TYPE
TYPE NUMBER
FLOOR MATERIAL TYPE
XX
XXX
Quarry TileQ.T.
West
With
Water Closet
Wood
Without
Waterproof
Wainscot
Weight
Vertical
Vestibule
Unfinished
Unless Otherwise Noted
Urinal
Tread
Towel Bar
Top of Curb
Telephone
Terrazzo
Tongue and Groove
Thick
Top of Concrete
Top of Panel
Top of Reveal
Top of Deep Recess
Top of Mullion
Top of Wall
Top of Pavement
Toilet Paper Dispenser
Television
Top of Wall
Typical
W.
W/
W.C.
WD.
W/O
WP
WSCT.
WT.
VERT.
VEST.
UNF.
U.O.N.
UR.
TRD.
T.B.
T.C.
TEL.
TER.
T. & G.
THK.
T.O.C.
T.O.P.
T.O.R.
T.O.RC.
T.O.M.
T.O.W.
T.P.
T.P.D.
T.V.
T.W.
TYP.
South
Solid Core
Seat Cover Dispenser
Schedule
Soap Dispenser
Section
Shelf
Shower
Sheet
Similar
Sanitary Napkin Disp.
Sanitary Napkin Recept.
Specification
Square
Stainless Steel
Service Sink
Station
Standard
Steel
Storage
Structural
Suspended
Symmetrical
S.
S.C.
S.C.D.
SCHED.
S.D.
SECT.
SH.
SHR.
SHT.
SIM.
S.N.D.
S.N.R.
SPEC.
SQ.
S.ST.
S.SK.
STA.
STD.
STL.
STOR.
STRL.
SUSP.
SYS.
Riser
Radius
Roof Drain
Reference
Refrigerator
Register
Reinforced
Required
Resilient
Room
Rough Opening
Redwood
Rain Water Leader
R.
RAD.
R.D.
REF.
REFR.
RGTR.
REINF.
REQ.
RESIL.
RM.
R.O.
RWD.
R.W.L.
Pre-cast
Plate
Plastic Laminate
Plaster
Plywood
Pair
Point
Paper Towel Dispenser
Combination Paper Towel
Partition
Paper Towel Receptacle
Panel Joint
PRCST.
PL.
P.LAM.
PLAS.
PLYWD.
PR.
PT.
P.T.D
P.T.D/R
PTN.
P.T.R.
P.J.
Overall
Obscure
On Center
Outside Diameter (Dim.)
Office
Opening
Opposite
O.A.
OBS.
O.C.
O.D.
OFF.
OPNG.
OPP.
North
Not In Contract
Number
Nominal
Not To Scale
N.
N.I.C.
NO.
NOM.
N.T.S.
Maximum
Medicine
Mechanical
Membrane
Metal
Manufacturer
Manhole
Minimum
Mirror
Miscellaneous
Masonry Opening
Mounted
Mullion
MAX.
M.C.
MECH.
MEMB.
MET.
MFR.
MH.
MIN.
MIR.
MISC.
M.O.
MTD.
MUL.
Laboratory
Laminate
Lavatory
Locker
Light
LAB.
LAM.
LAV.
LKR.
LT.
Janitor
Joint
Kitchen
Knock Out
Jan.
JT.
KIT.
K.O.
Inside Diameter (Dim.)
Insulation
Interior
I.D.
INSUL.
INT.
Hose Bibb
Hollow Core
Hardwood
Hardware
Hollow Metal
Horizontal
Hour
Height
H.B.
H.C.
HDWD.
HDWE.
H.M.
HORIZ.
HR.
HGT.
Gauge
Galvanized
Grab Bar
Glass
Ground
Grade
Gypsum
GA.
GALV.
G.B.
GL.
GND.
GR.
GYP.
Fire Alarm
Flat Bar
Floor Drain
Foundation
Fire Extinguisher
Fire Extinguisher Cab
Fire Hose Cabinet
Finish
Floor
Flashing
Fluorescent
Face of Concrete
Face of Finish
Face of Mullion
Face of Stud
Fireproof
Full Size
Foot or Feet
Footing
Furring
Future
F.A.
F.B.
F.D.
FDN.
F.E.
F.E.C.
F.H.C.
FIN.
FL.
FLASH.
FLUOR.
F.O.C.
F.O.F.
F.O.M.
F.O.S.
FPRF.
F.S.
FT.
FTG.
FURR.
FUT.
East
Each
Expansion Joint
Elevation
Electrical
Elevator
Emergency
Enclosure
Electrical Panelboard
Equal
Equipment
Electric Water Cooler
Existing
Exposed
Expansion
Exterior
E.
EA.
E.J.
EL.
ELEC.
ELEV.
EMER.
ENCL.
E.P.
EQ.
EQPT.
E.W.C.
EXST.
EXPO.
EXP.
EXT.
Double
Department
Drinking Fountain
Detail
Diameter
Dimension
Dispenser
Down
Door Opening
Door
Drawer
Downspout
Dry Standpipe
Drawing
DBL.
DEPT.
D.F.
DET.
DIA.
DIM.
DISP.
DN.
D.O.
DR.
DWR.
DS.
D.S.P.
DWG
Cabinet
Catch Basin
Cement
Ceramic
Cast Iron
Corner Guard
Ceiling
Caulking
Closet
Clear
Cased Opening
Column
Center of Mullion
Concrete
Connection
Construction
Continuous
Center of Reveal
Corridor
Countersunk
Counter
Center
CAB.
C.B.
CEM.
CER.
C.I.
C.G.
CLG.
CLKG.
CLO.
CLR.
C.O.
COL.
C.O.M.
CONC.
CONN.
CONSTR.
CONT.
C.O.R.
CORR.
CTSK.
CNTR.
CTR.
Board
Bituminous
Building
Block
Blocking
Beam
Bottom of Concrete
Bottom of Mullion
Bottom of Panel
Bottom of Reveal
Bottom
BD.
BITUM.
BLDG.
BLK.
BLKG.
BM.
B.O.C.
B.O.M.
B.O.P.
B.O.R.
BOT.
Acoustical
Area Drain
Adjustable
Aggregate
Aluminum
Approximate
Architectural
Asbestos
Asphalt
ACOUS
A.D.
ADJ.
AGGR.
AL.
APPROX.
ARCH.
ASB.
ASPH.
And
At
Angle
~
#
LC
&
@
(E)
Pound or Number
Diameter or Round
Existing
Centerline
P
1
C
1
PL
1
X EQUIPMENT TAG
TYPE NUMBER
MISC. MATERIAL TYPE
PROJECT TEAM
PROJECT SCOPE:
TENANT OCCUPANCY:
EXISTING OCCUPANCY:
BUILDING CODES:
TENANT- LESSEE
UNITED MEDICAL IMAGING
OF SANTA ANA
800 N. TUSTIN AVE., SUITE M
SANTA ANA, CA 92705
CONTACT: NASSER HIEKALI
PHONE: (818) 632-7778
EMAIL: NHIEKALI@UMIH.COM
GENERAL CONTRACTOR
TBD
M
MEDICAL OFFICE
P1.0
P2.0
PLUMBING DETAILS
PLUMBING FLOOR PLANS
E0.01 GENERAL NOTES, SHEET INDEX AND SYMBOLS LIST
DS/MH
23-16
ACCESSIBILITY DETAILS
A6.2 RCP DETAILS
EXTERIOR ELEVATIONS
LANDLORD
A6.3 MILLWORK DETAILS
DOOR/WINDOW SCHEDULES
PROPOSED OCCUPANCY: B BUSINESS GROUP (MEDICAL OFFICE)
A7.1
SITE PLAN
18 SHEETS
9 SHEETS
3 SHEETS
11 SHEETS
OCCUPANT LOAD:
TABLE 1006.2.1 - MAXIMUM COMMON PATH OF EGRESS TRAVEL DISTANCE 100 FEET
NO POINT OF TRAVEL DISTANCE EXCEEDS 100 FEET REQUIREMENT
BUSINESS AREA - TABLE 1004.5
TOTAL OCCUPANT 9 OCCUPANTS < THAN 49
EXIT REQUIRED : 1
EXIT PROVIDED : 1
USE SF (NET) OCC. LOAD OCCS.
1,294 SF 150 9
SHEET
PA / PM:
JOB NO.:
DRAWN BY:
CAUTION: 24"x36"
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P3.0
A2.0 DEMOLITION PLAN
TYPE OF PROCEDURES: THERE ARE NO SURGICAL, SEDATED OR ANY OSHPD 3 REQUIREMENTS.
M2.0 MECHANICAL 1ST FLOOR PLAN
A2.2 REFLECTED CEILING PLAN
BUILDING DEPARTMENT: CITY OF SANTA ANA
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA GREEN BUILDING CODE
2022 CALIFORNIA ENERGY CODE
2022 CALIFORNIA FIRE CODE
MECHANICAL SPECIFICATIONS
PLUMBING LEGENDS & EQUIPMENT
A.P.N. NUMBER:400-202-03
TYPE OF CONSTRUCTION: V-B (EXISTING) NON-SPRINKLERED
NO. OF STORIES: ONE STORY SLAB ON GRADE
TOTAL SQUARE FOOTAGE: EXISTING FLOOR AREA 1,245 SF
PROPOSED ADDITION 49 SF
TOTAL FLOOR AREA 1,294 SF
UMIH
PLUMBING FIXTURE CALCULATIONS: TABLE 422.1
USE
OFFICE 1,294 SF 200 7
OCCUPANTSOCC. LOAD
TOTAL PLUMBING FIXTURES REQUIRED: PER UPC SECTIION 422.2 EXCEPTION 3
TOTAL OCCUPANT LOAD OF LESS THAN 50 - ONE UNISEX TOILET ROOM REQUIRED
TOTAL PLUMBING FIXTURES PROVIDED: ONE UNISEX TOILET ROOM
FLOOR AREA
1
UNITED MEDICAL IMAGING HEALTHCARE
800 N. TUSTIN AVENUE
SANTA ANA, CA 92705
TENANT IMPROVEMENT FOR:
United Medical Imaging Healthcare
S & A MANAGEMENT LLC
129 WEST WILSON SUITE 100
COSTA MESA, CALIFORNIA 92627
CONTACT: RYAN CHASE
PHONE: (949) 722-7400
EMAIL: RYANLYLECHASE@GMAIL.COM
ELECTRICAL ENGINEER
PLUMBING ENGINEER
ARCHITECT
CONSULTANTS
SH PARTNERS, INC
7052 EVENINGSONG DRIVE
HUNTINGTON BEACH, CA 92648
ARCHITECT: DEBRA L SANDS, AIA
PHONE: (714) 553-2849
EMAIL: DEBS@SHPARTNERS.NET
CONTACT: MARCO HANAWI
PHONE: (714) 390-8600
EMAIL: MARCOH@SHPARTNERS.NET
ENERGYLOGICS, INC.
225 E BROADWAY SUITE 101A,
GLENDALE CA 91205
ENERGYLOGICS, INC.
225 E BROADWAY SUITE 101A,
GLENDALE CA 91205
MECHANICAL ENGINEER
ENERGYLOGICS, INC.
225 E BROADWAY SUITE 101A,
GLENDALE CA 91205
CONTACT: HENRY ESTRADA
PH: (213) 820-3683
EMAIL: HESTRADA@ELOGICSCE.COM
CONTACT: HENRY ESTRADA
PH: (213) 820-3683
EMAIL: HESTRADA@ELOGICSCE.COM
CONTACT: SAURABH PANDYA
PH: (562) 541-4729
EMAIL:
ZONING:P - PROFESSIONAL
EXIT
REQ'D
EXIT
PROVIDED
1
SUITE - H
A2.3 FINISH FLOOR PLAN
STRUCTURAL 7 SHEETS
1
A6.4 MISCELLANEOUS DETAILS
S-1.0 FOUNDATION PLAN
S-1.1 ROOF FRAMING PLAN
S-2.0 FOUNDATION DETAILS
M3.2 MECHANICAL EQUIPMENT SPECIFICATIONS
E0.02
TITLE 24 INDOORE0.03
ELECTRICAL SPECIFICATIONS
E2.01 SINGLE LINE DIAGRAM
E3.01 PANEL SCHEDULES
E6.01 LIGHTING PLAN
E5.01 POWER PLAN
E7.01 EGRESS PHOTOMETRIC CALCULATIONS
M4.0 T-24 COMPLIANCE FORMS
M4.1 T-24 COMPLIANCE FORMS
S-3.0 ROOF FRAMING DETAILS
CONTACT: JEFF BEDDOW
PHONE: (949) 722-7400
EMAIL: JEFF.SAPROPERTIES@GMAIL.COM
SPANDYA@ELOGICSCE.COM
SA
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A
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N
A
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SA
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W
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17TH STREET
E. FRUIT STREET
4TH STREET
N.
T
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B
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E. 1ST STREET W. 1ST STREET
5
PROJECT
LOCATION
55
A1.2 LINE OF SIGHT
A3.1 ROOF PLAN
A5.1 INTERIOR ELEVATIONS
S-4.0 DETAILS
TITLE 24 OUTDOORE0.04
E5.02 MECHANICAL POWER PLAN
E5.03 ROOF POWER PLAN
S-0 GENERAL NOTES
S-0.1 GENERAL NOTES
INTERIOR TI TO CREATE NEW IMAGING AND LOBBY ROOMS FOR A NEW
PROPOSED MEDICAL OFFICE, NEW ROOF EQUIPMENT W/ SCREENING, NEW
EXTERIOR NON-BEARING WALLS, NEW CANVAS CANOPY OVER TWO SEPARATE
DOORS, AND A 49 SQ. FT. ADDITION
PLAN CHECK NO:
101120961 - BUILDING DEPARTMENT
20184073 - ELECTRICAL
30147809 - PLUMBING
40139552 - MECHANICAL
1
1
1
1
1
1
1
1
1
1
M4.2 T-24 COMPLIANCE FORMS 1
1
1
1
1
E4.01 ELECTRICAL SITE PLAN 1
1
1
1
1
- DELETED
1
1
1
1
1
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2
5
2
2
Revision to 101123214 (issued on 1/23/25)
APPROVALS:
BLDG- CSG
800 N Tustin Ave Unit
#H5/1/2025
3
B
A
2 5142.2
S-1.1
RO
O
F
F
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A
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I
N
G
P
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XXX1:XXXXXXXXXXAAABBB
Project Name
Rev.Desciption Date
Drawing Title
Project ID
D A T E
Drawing No.
35-24
80
0
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R-0 07-01-2024
R-1 10-28-2024
R-2 02-11-2025
800 N Tustin Ave Unit
#H5/1/2025
1 2
DO NOT
cut or notch flange.
DO NOT
cut holes in cantilever reinforcement.
13"11"87 8"61 2"3" 4"2"13"11"87 8"61 2"3"4"
ROUND HOLE SIZE
2"
TJIDEPTH
360
360
117 8"
117 8"
Table A - End Support
Minimum distance from edge of hole to inside face of nearest end support
Table B - Intermediate or Cantilever Support
SQUARE OR RECTANGULAR HOLE SIZE
Minimum distance from edge of hole to inside face of nearest intermediate or cantilever support
Rectangular holes based on measurement of longest side.
S-3.0
RO
O
F
F
R
A
M
I
N
G
DE
T
A
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L
S
XXX1:XXXXXXXXXXAAABBB
Project Name
Rev.Desciption Date
Drawing Title
Project ID
D A T E
Drawing No.
35-24
80
0
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R-0 07-01-2024
R-1 10-28-2024
R-2 02-11-2025
800 N Tustin Ave Unit
#H5/1/2025
www.fastructural.com
Email : atefg@fastructural.com
T: +1 714.519.5027
STRUCTURAL ENGINEERING
AND CONSULTING
800 N Tustin St.,
Santa Ana, CA 92705
Projecct # 35-24
STRUCTURAL CALCULATIONS
Date
Rev. R2
# Pages 31
2/11/2025
800 N Tustin Ave Unit
#H5/1/2025
CALCULATION INDEX
PART / TITLE Page
1. Gravity Criteria 1
2. Building Weight 2
3. Wind Analysis 3
4. Seismic Analysis
Site Latitude & Longitude 4
Spectral Response Coefficients 5
Seismic Analysis 2012 IBC 6
AN Lateral Force Distribution 7
6. Wood Shearwall Design
Shearwall Design Tables 9
Shearwall Description 10
Shearwall Design 11
7. Beam Design
Beam Design Tables 12
Simply Supported Beam Design 13
Cantilever Beam Design (EnerCalc) 17
8. Column Design
Column Loads
Wood Column Design 31
35-24 UMIH Suite H_SANTA ANA_R0.xls, Calculation Index
800 N Tustin Ave Unit
#H5/1/2025
GRAVITY LOADS
2.00 psf
2.25 psf
4.20 psf
1.50 psf
9.95 psf
10.00 psf
3.00 psf
2.25 psf
3.15 psf
3.00 psf
1.60 psf
13.00 psf
100.00 psf
2.10 psf
3.00 psf
3.00 psf
8.00 psf
20.00 psf
10.00 psf
2.81 psf
1.58 psf
0.50 psf
3.00 psf
18.00 psf
3.00 psf
1.05 psf
2.81 psf
3.00 psf
10.00 psf
Insulation Fiber Glass Rigid
Wall Wood Studs 2x6 @ 16" O.C. DF-Larch
EXTERIOR WALL
INTERIOR WALL
Drywall Finish
INTERIOR WALL LOAD
Drywall Finish
Sheathing 15/32" Plywood
Wall Wood Studs 2x4 @ 16" O.C. DF-Larch
Insulation Fiber Glass Loose
EXTERIOR WALL LOAD
Framing 2x12 @ 12" O.C. DF-Larch
Sheathing 3/4" T&G
ROOF LIVE LOAD TOTAL
ROOF DEAD LOAD TOTAL
OPEN DECK
DEAD LOAD
DEAD LOAD
ROOF LOADS
Roofing Shingles Asphalt (1/4 in)
DECK DEAD LOAD TOTAL
Sheathing 3/4" T&G
Flooring Hardwood (1 in)
CEILING DEAD LOAD TOTAL
Miscellaneous
Framing 2x 8 @ 16" O.C. DF-Larch
CEILING LIVE LOAD TOTAL
Drywall Finish
CEILING LOADS
Wall Plaster (1 in) on Metal Lath
DEAD LOAD
Sheathing 15/32" Plywood
Drywall Finish
Framing 2x12 @ 16" O.C. DF-Larch
Drywall Finish
DECK LIVE LOAD TOTAL
Miscellaneous
35-24 UMIH Suite H_SANTA ANA_R0.xls, Gravity Loads
Page 1
800 N Tustin Ave Unit
#H5/1/2025
BUILDING WEIGHT
DESIGN CRITERIA
Code Used : 2022 CBC Concrete F'c : 2,500 psi
Building Code : 2021 IBC Steel Fy : 60,000 psi
LACity Requirement : Yes v
SOILS REPORT
NO SOILS REPORT Bearing Capacity : 1,500 psf
SEISMIC DESIGN PARAMETERS
Short Period, Fa :1.2 0.2 sec Fig 1613.5(1) Latitude : 33.752258
Long Period, Fv :1.5 1.0 sec Fig 1613.5(2) Longitude :-117.834959
Response Spectral : 129.40% 0.2 sec Fig 1613.5(3) Site Class : D
Response Spectral : 46.10% 1.0 sec Fig 1613.5(4)
BUILDING SUMMARY
Level Height Elevation Unit Weight psf Wall Weight
ft Dead Live Type psf
ROOF 15.00 15.00 9.95 10.00 Exterior 18.00
Interior 10.00
BUILDING WEIGHT
ROOF
Area
Type
L
(ft)
W
(ft)
H
(ft)
Area
(ft^2)
Dead Load
(psf)
Weight
(kips)
Roof 6,510.8 9.95 64.78
Ext. Wall 62.00 24.00 7.50 18.00 11.61
Int. Wall 124.00 48.00 7.50 10.00 12.90
TOTAL ROOF AREA / LOAD 6,510.8 89.29
35-24 UMIH Suite H_SANTA ANA_R0.xls, Building Weight
Page 2
800 N Tustin Ave Unit
#H5/1/2025
27.5 Directional Procedure, Part 2: Enclosed Simple Diaphragm Buildings With H ≤ 160 Ft
T-27.6-2 (psf) X oof Exp adjust factor T-27.6-2 = 1
0.00
Ph =21.80 Ph = 25.20
P0 =21.80 P0 =25.20
62 24
Example will work for V =110, 115 and 120 MPH only.
Wind Normal to Ridge Wind Parallel to Ridge
Roof Height h =15 feet
Exposure C
Roof Pitch =0.00 :12
Topography factor Kzt =1.00 26.8.2, Figure 26.8-1
Building & Structure Risk Category = IBC T-1604.5
Wind Speed V = 110 mph Fig. 26.5-1A, MRI = 700 yrs
Wind Normal to Ridge, L/B = 2.583 use 2.0 Wind Parallel to Ridge, L/B = 0.39 use 0.5
Since .2 ≤ L/B ≤ 5.0 = Yes Since .2 ≤ L/B ≤ 5.0 = Yes
and h ≤ 60 = Yes and h ≤ 60 = Yes
Building meet Class I condition ? Yes Building meet Class I condition ? Yes
Since .5 ≤ L/B ≤ 2.0 = No Since .5 ≤ L/B ≤ 2.0 = No
and 60 ≤h ≤1 60 = No and 60 ≤h ≤1 60 = No
Fundamental period =0.500 sec Fundamental period =0.500 sec
More than h/75 sec. NG More than h/75 sec. NG
Building meet Class II condition ? No Building meet Class II condition ? No
From T-27.6-1, V = 110 MPH Exp C, L/B =2.0 and 15 FT. HT From T-27.6-1, V = 110 MPH Exp C, L/B =0.5 and 15 FT. HT
Ph =21.80 Kzt Ph =25.20 Kzt
Po =21.80 Kzt Po =25.20 Kzt
T-27.6-2 V =110 Exp C, h =15 Roof slope =0:12
Zone 1 =-23.5
Adjust factor T-27.6-2, = 1.00
Design roof pressure for zone 1 = -23.50 PSF
Wind Base Shear = 7.85 kips Wind Base Shear = 23.44 kips
II, standard
==
35-24 UMIH Suite H_SANTA ANA_R0.xls, Wind Analysis MWFR<160ft
Page 3
800 N Tustin Ave Unit
#H5/1/2025
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Page 4
800 N Tustin Ave Unit
#H5/1/2025
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Page 5
800 N Tustin Ave Unit
#H5/1/2025
IBC2021 (1613), ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA
Response Spectral Acc. (0.2 sec) Ss =1.294 g Figure 22-1,22-3,22-5,22-6
Response Spectral Acc.( 1.0 sec) S1 =0.461 g Figure 22-2,22-4,22-5,22-6
Soil Site Class Table 20-3-1, Default = D
Site Coefficient Fa = 1.200 Table 11.4-1
Site Coefficient Fv =1.540 Table 11.4-2
Max Considered Earthquake Acc. SMS =Fa.Ss = 1.553g (11.4-1)
Max Considered Earthquake Acc. SM1 =Fv.S1 = 0.710g (11.4-2)
@ 5% Damped Design SDS =2/3(SMS)= 1.035g (11.4-3)
SD1 =2/3(SM1)= 0.473g (11.4-4)
Building Risk Categories Table 1604.5
Design Category Consideration:with dist. between seismic resisting system >40ft
Seismic Design Category for 0.1sec D Table 11.6-1
Seismic Design Category for 1.0sec D Table 11.6-2
S1 < .75g NA Section 11.6
Since Ta < .8Ts (see below), SDC = D Control (exception of Section 11.6 does not apply)
IBC, Seismic Design Category D IRC, Seismic Design Category = D2
12.8 Equivalent lateral force procedure
Seismic Force Resisting Systems
Ct = 0.02 x =0.75 T-12.8-2
Building ht. Hn =35 ft ited Building Height (ft) =65
Cu = 1.400 for SD1 of 0.473g Table 12.8-1
Approx Fundamental period, Ta = Ct(hn)x = 0.288 12.8-7 TL =6.000 Sec
Calculated T shall not exceed ≤Cu.Ta = 0.403 Use T =0.403 sec.
0.8Ts = 0.8(SD1/SDS)= 0.366
Is structure Regular & ≤ 5 stories ? 12.8.1.3
Response Spectral Acc.( 0.2 sec) Ss =1.294g
Fa = 1.20
@ 5% Damped Design SDS =⅔(Fa.Ss)= 1.035g (11.4-3)
Response Modification Coef. R =6.5 Table-12.2-1
Over Strength Factor 2.5 foot note g
Importance factor I =1 T 1.5-2
Seismic Base Shear V =C s W
SDS (12.8-2)
R/I
SD1 (12.8-3)
(R/I).T
SD1TL (12.8-4)
T2(R/I)
Cs shall not be less than =0.044SDS.I≥.01 = 0.046 (12.8-5)
Min Cs =0.5S1I/R N/A For S1 ≥ 0.6g (12.8-6)
Use Cs =0.159
Design base shear V =0.159 W Control
12.14 Simplified Seismic base shear
@ 5% Damped Design SDS =1.035 SDC = D Limitations:P
F =1.2 R = 6.5
V =FSDS(W)= 0.191 W (12.14-11)
R
A. BEARING WALL SYSTEMS
< Ta
Cs ==0.159
or need not to exceed, Cs == 0.181 For T≤ TL
or Cs =N/A For T > TL
For three story building
T-12.1
T-12.2
T-R301.2.2.1.1
35-24 UMIH Suite H_SANTA ANA_R0.xls, Seismic Analysis-2021 IBC
Page 6
800 N Tustin Ave Unit
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LATERAL FORCE DISTRIBUTION
SEISMIC BASE SHEAR
Importance Factor, I ASCE7-16 Table 11.5-1 I = 1.00
EQ Acc. @ 5% Damped Design ASCE7-16 EQ 11.4-3 SDS = 1.04
Vult = 2021 IBC SHEET = 0.159 W
Vwork = Vult / 1.4 = 0.114 W Working Stress Level
Vwork = 0.114 * 89.3 kips = 10.2 kips Seismic Base Shear
p = 1.30 ==> Vwork = 13.2 kips Seismic Base Shear
WIND BASE SHEAR
Vult = MWFR < 160 ft = 23.4 kips
Vwork = Vult * 0.6 = 14.1 kips
WIND BASE SHEAR GOVERNS
DESIGN BASE SHEAR =14.1 kips
BASE SHEAR VERTICAL DISTRIBUTION
Floor Height Floor Weight wx*hx Fx % Fx Story V Fx
Type hx Area wx wx*hx (V-Ft)Fx%Ft+Fi Fl Area
ft ft^2 kips kips-ft (wx*hx)kips kips psf
ROOF 15.00 6,511 89.29 1,339 100.0% 14.06 14.06 2.16
Total 89.29 1,339 100.0% 14.06
DIAPHRAGM FORCE DISTRIBUTION
Floor Story V Fpx Min Max Fpx
Type wpx wi Ft+Fi V*wpx/w Fpx1 Fpx2 Design
kips kips kips kips kips kips kips
ROOF 83.49 83.49 14.06 14.06 17.29 34.57 17.29
1 Fpx min = 0.2*SDs*I*wpx (for Flexible Diaphragm)ASCE7-16 12.10.1.1
2 Fpx max = 0.4*SDs*I*wpx (for Flexible Diaphragm)ASCE7-16 12.10.1.1
SHEARWALL DESIGN FORCES
Level Fl. Area Wall Ht. Stry Shear Base2 Shear
ft2 ft kips Shear % psf
ROOF 6,511 15.00 14.06 100.0% 2.16
1 Redundancy Factor Used Per ASCE7-16 12.3.4.2
Weight
35-24 UMIH Suite H_SANTA ANA_R0.xls, Lateral Force Distribution
Page 7
800 N Tustin Ave Unit
#H5/1/2025
TABLES REFERENCED IN SHEARWALL DESIGN SPREADSHEET
Table 2306.4.1 Allowable Shear (plf) for Wood Shearwall Panels For Wind or Seismic Loadin
(plf)(plf)
1 1 15/32" 10d @6'' @16'' 3/8'' dia Lag Screw @32''OC 5/8'' dia A.B. @48''OC 340 255
2 1 15/32" 10d @4'' @8'' 3/8'' dia Lag Screw @16''OC 5/8'' dia A.B. @32''OC 510 380
3 1 15/32" 10d @3'' @12'' 3/8'' dia Lag Screw @12''OC 5/8'' dia A.B. @24''OC 665 500
4 1 15/32" 10d @2'' @8'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @16''OC 870 650
5 2 15/32" 10d @4'' @8'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @16''OC 1,020 765
6 2 15/32" 10d @3'' @4'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @12''OC 1,370 1,030
7 2 15/32" 10 @2'' @4''3/8'' dia Lag Screw @4''O 5/8'' dia A.B. @16''OC 1,740 1,305
NOTES:
1.
2.
5. NAILS SHALL BE PLACED NOT LESS THAN 1/2" INCH FROM PANEL EDGES.
8.
9.
10.
V_allow
(100%)
A35/LTP
4
Simpson
Sill Plate
@ Framed Floor
Anchor
@ Foundation
V_allow
(75%)Mark # sides Sheathing Edge
Nailing
4. WHERE PLYWOOD APPLIES ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" INCHES ON CENTER ON
EITHER SIDE. PANEL JOINTS SHALL HAVE MIN 3x (VERTICAL STUDS & BLOCKING) AND NAILS SHALL BE STAGGERED.
OFFSET PANEL JOINTS TO FALL ON DIFFERENT FRAMING MEMBER WHERE PLYWOOD IS PLACED AT BOTH FACES.
6. FOR HOLD-DOWNS AT THE END OF THE SHEAR WALL, SEE PLANS AND SCHEDULE. PROVIDE 3"x3"x1/4" WASHER PLATE AT
ALL SILL PLATE ANCHOR BOLTS AND AT ALL HOLD-DOWN BOLTS CONNECTED TO VERTICAL POSTS.
ALL SHEATHING TO BE DOUGLAS FIR-LARCH STRUCT. I.
ALL FIELD NAILING TO INTERMEDIATE FRAMING TO BE AT 12" O.C.
3. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" (INCH) NOMINAL OR THICKER (i.e. MIN 3x VERTICAL STUDS AND
BLOCKING) NAILS SHALL BE STAGGERED IN TWO LINES ALONG PANEL EDGES WHERE NAILS ARE SPACED 2" INCHES ON
CENTER OR WHEN 10d COMMON NAILS SPACED 3" O.C. PENETRATE FRAMING MORE THAN 1 5/8".
SIMPSON SDS 3/8"x7" WOOD SCREWS. TYP. USE |2"x4|4" SDS INTO NAILER AT STEEL BEAMS.
11. WHERE 2-2x SILL PLATES ARE USED, SCREW LOWER PLATE TO FRAMING BELOW. DRILL HOLE IN UPPER SILL PLATE FOR
SCREW HEAD SO THAT UPPER PLATE SITS FLAT ON LOW SILL PLATE.
7. USE WELDED STUD BOLTS OF SAME SIZE & SPACING AS OF SILL PLATE ANCHOR BOLTS, WHERE STEEL BEAM OCCURS
UNDER SHEAR WALL.
PROVIDE DOUBLE PARALLAM BLOCKING TO ACCOMODATE 2 ROWS OF SIMPSON SDS SCREWS.
FOUNDATION SILL PLATE SHALL BE 3x. U.N.O.
35-24 UMIH Suite H_SANTA ANA_R0.xls, Tables Refrenced in SW Design
Page 8
800 N Tustin Ave Unit
#H5/1/2025
TABLES REFERENCED IN SHEARWALL DESIGN SPREADSHEET (HOLDOWN)
HD Post
Type 75% Full Used Size
HDU2 2,306 3,075 2,306 4x4
HDU4 3,424 4,565 3,424 4x4
HDU5 4,253 5,670 4,253 4x4
HDU8 5,903 7,870 5,903 4x6
HDU11 7,151 9,535 7,151 4x6
HDU14 10,793 14,390 10,793 4x8
NOTES:
1. USE THREADED ROD @ EXISTING FOOTING ONLY. SEE DETAIL 16/S4 LARR# 25279.
2. USE SSTB @ NEW FOOTING ONLY PER LARR# 25248.
3. PROVIDE MIN. POST SIZE AS INDICATED, INCREASE SIZE TO MATCH WALL THICKNESS.
4. ALL HOLDOWN TO BE DOUGLAS FIR-LARCH No. 1.
Max Uplift Force (lbs)
Holdown Capcit
35-24 UMIH Suite H_SANTA ANA_R0.xls, Tables Refrenced in SW Design
Page 9
800 N Tustin Ave Unit
#H5/1/2025
SHEARWALL DESCRIPTION
T3 C3 T4 C4
AT ROOF LEVEL
Total Shearwall Length ft = Sum (b1 + b2 + ..)
Total Shear (V_Roof) lbs = Shear Trib Width * Line Trib Length (L) * Roof Unit Shear (psf)
Unit Shear (v_Roof) plf = V_Roof / Sum(b1 + b2 + ..)
SW-1 Dead Load lbs = Roof_Dead_Laod + Ceiling_Dead_Load
SW-1 Uplift Force T1 lbs = ( Upward Force ) - ( Downward Force )
= (v_Roof * H_2nd Fl) - (0.6 * SW-1 Dead Load /2)
Drag Force at Open lbs = V_Roof / Line Trib Length (L) * L_Opening
v_Roof
L_Opening b2b1
L
SW-1
V_Roof
H_
1
s
t
F
l
o
o
r
SW-2
35-24 UMIH Suite H_SANTA ANA_R0.xls, SW Description 1-Story Page 10
800 N Tustin Ave Unit
#H5/1/2025
SHEARWALL DESIGN #REF! #REF!
Fl. Type Story Shear Wall Type
ROOF 2.16 psf Ext. 15.00 ft
A
FALSE TRUE TRUE TRUE TRUE TRUE
ROOF SW-01
Shearwall Length ft 19.67
Total Shearwall Length ft 19.67
Shear Trib. Width ft 24.0
Line Trib. Length ft 61.5
Line Total Length ft 61.5
Line Total Shear lbs 3,188
Line Unit Shear plf 162
1 v = 340 plf (1-Side 15/32'' Str. I w/ 10d Common Nails @ 6''-6''-12'' O.C.)
Drag Length ft 6.0
Drag Force lbs 648
Strap Type MST27
Roof DL Trib. Width ft - - -
Ceiling DL Trib. Width ft - - -
Wall Height ft -
Wall Dead Load plf -
Wall Shear Force lbs 3,188
Uplift Force (Demand) lbs (269)
Holdown Type HDU4
Uplift Force (Capacity) lbs 3,424
Wall Height
LINE
100% Wood Shearwall 10d
35-24 UMIH Suite H_SANTA ANA_R0.xls, Shearwall Line A
Page 11
800 N Tustin Ave Unit
#H5/1/2025
SHEARWALL DESIGN #REF! #REF!
Fl. Type Story Shear Wall Type
ROOF 2.16 psf Ext. 15.00 ft
2
FALSE TRUE TRUE TRUE TRUE TRUE
ROOF SW-02
Shearwall Length ft 7.42
Total Shearwall Length ft 7.42
Shear Trib. Width ft 24.0
Line Trib. Length ft 31.0
Line Total Length ft 31.0
Line Total Shear lbs 1,607
Line Unit Shear plf 217 x 8 ft / 7.42 ft = 218.9 plf
2 v = 510 plf (1-Side 15/32'' Str. I w/ 10d Common Nails @ 4''-6''-12'' O.C.)
Drag Length ft 6.0
Drag Force lbs 648
Strap Type MST27
Roof DL Trib. Width ft 12.0 12.0 -
Ceiling DL Trib. Width ft 12.0 12.0 -
Wall Height ft -
Wall Dead Load plf -
Wall Shear Force lbs 1,607
Uplift Force (Demand) lbs 3,283
Holdown Type HDU5
Uplift Force (Capacity) lbs 4,253
Wall Height
LINE
100% Wood Shearwall 10d
35-24 UMIH Suite H_SANTA ANA_R0.xls, Shearwall Line 2.
Page 12
800 N Tustin Ave Unit
#H5/1/2025
TABLES REFERENCED IN BEAM DESIGN SPREADSHEET
2018 NDS Table 4A
fb fv E
Select Str 1,500 180 1,900,000
No.1&Better 1,200 180 1,800,000
No.1 1,000 180 1,700,000
No.2 900 180 1,600,000
No.3 525 180 1,400,000
Stud 700 180 1,400,000
2018 NDS Table 4D
fb fv E
Dense Str 1,900 170 1,700,000
Select Str 1,600 170 1,600,000
Dense No. 1 1,550 170 1,700,000
No.1 1,350 170 1,600,000
Dense No. 2 1,000 170 1,400,000
No.2 875 170 1,300,000
Other Material
Prllm2.0E 2,900 290 2,000,000
Mcrlm1.8E 2,600 285 1,800,000
Mcrlm1.9E 2,600 285 1,900,000
Steel Fy=36 ksi 23,760 14400 29,000,000
Steel Fy=46 ksi 30,360 18400 29,000,000
Steel Fy=50 ksi 33,000 20000 29,000,000
1. FOR DOUGLAS FIR-LARCH USE 19% MAX. MOISTURE CONTENT
LOAD SYMBOLS AND NOTATION
D = Dead Load E = Earthquake Load
Lr = Roof Live Load W = Wind Load
L = Floor Live Load
ASCE7-16 2.4 LOAD COMBINATION - ALLOWABLE STRESS DESIGN
1. D
2. D + Lr Load Duration = 1.25
3. D + L Max. (Dead + Live)
4. D + 0.75 (Lr + L) Load Duration = 1.25
5.(1.0 + 0.14SDS)D + 0.7E
6.(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)
7.(0.6 − 0.14SDS)D + 0.7E
ASCE7-16 12.4.3.2
TABLE 1604.3 (2022 CBC) DEFLECTION LIMITS
Roof Members L D + L
Supporting Plaster Ceiling l / 360 l / 240
Supporting Nonplaster Ceiling l / 240 l / 180
Not Supporting Ceiling l / 180 l / 120
Floor Members l / 360 l / 240
Max. (Dead + Live + Lateral)
Allowable Stress Increase = 1.2
= 2.5 For Flexible Diaphragm
WWPA
Design Values for Visually Graded (2"-4")
Design Values for Visually Graded (5" & Larger)
Douglas Fir-Larch 1
WWPA
Douglas Fir-Larch 1
35-24 UMIH Suite H_SANTA ANA_R0.xls, Tables Refrenced in Beam Design
Page 13
800 N Tustin Ave Unit
#H5/1/2025
SIMPLY SUPPORTED BEAM DESIGN
FALSE TRUE FALSE FALSE TRUE TRUE
TJI CB2 HDR1 HDR2 HDR3 HDR4
SPAN ft 31.00 8.00 6.50
MATERIAL (WOOD, STEEL)WOOD DF-L WOOD Prllm WOOD DF-L WOOD Prllm WOOD Prllm WOOD DF-L
BEAM SECTION in 6x16 3.5x14 4x10 3.5x14 3.5x14 4x 8
GRADE No.1 Prllm2.0E No.2 Prllm2.0E Prllm2.0E No.2
ALLOWABLE STRESSES
REPETITIVE MEMBER NO NO NO NO NO NO
REPETITIVE FACTOR, Cr 1.00 1.00 1.00 1.00 1.00 1.00
SIZE FACTOR, Cf 0.97 1.00 1.20 1.00 1.00 1.30
BENDING STRESSES, F'b psi 1,308 2,900 1,080 2,900 2,900 1,170
SHEAR STRESSES, F'v psi 170 290 180 290 290 180
MODULUS OF ELASTICITY ksi 1,700 2,000 1,600 2,000 2,000 1,600
UNIFORM DISTRIBUTED LOAD OVER FULL SPAN
ROOF TRIB. WIDTH ft 4.00 2.00 16.00 21.00 13.00
CEILING TRIB. WIDTH ft 1.33 - - 7.00 7.00
FLOOR TRIB. WIDTH ft
DECK TRIB. WIDTH ft
WALL HEIGHT ft 6.00 6.00 3.00
WALL TYPE (EXT, INT)EXT EXT EXT
AUTO CALC BEAM WEIGHT
TOTAL DEAD LOAD (D plf 39.80 127.90 267.20
TOTAL ROOF LIVE LOAD (L plf 40.00 20.00 160.00
TOTAL FLOOR LIVE LOAD (L plf - - -
PARTIALLY DISTRIBUTED LOAD
ROOF TRIB. WIDTH ft
CEILING TRIB. WIDTH ft
FLOOR TRIB. WIDTH ft
DECK TRIB. WIDTH ft
WALL HEIGHT ft
WALL TYPE (EXT, INT)
TOTAL DEAD LOAD (D plf - - -
TOTAL ROOF LIVE LOAD (L plf - - -
TOTAL FLOOR LIVE LOAD (L plf - - -
FROM (LEFT SUPPORT) ft
LENGTH OF LOAD ft
TRIANGULAR DISTRIBUTED LOAD
ROOF TRIB. WIDTH ft
TOTAL DEAD LOAD (D plf - - -
TOTAL ROOF LIVE LOAD (L plf - - -
CONCENTRATED LOADS
P1 CHILLER CB1
DEAD LOAD (P D ) lbs 0.8 618.2
ROOF LIVE LOAD (P Lr) lbs 620.0
FLOOR LIVE LOAD (P L ) lbs - -
LATERAL, P (W or 0.7E) lbs - -
DIST. (LEFT SUPPORT) ft 1.00 15.50
P2 CHILLER
DEAD LOAD (P D ) lbs 0.8
ROOF LIVE LOAD (P Lr) lbs
FLOOR LIVE LOAD (P L ) lbs
LATERAL, P (W or 0.7E) lbs
DIST. (LEFT SUPPORT) ft 6.50
35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 14
800 N Tustin Ave Unit
#H5/1/2025
SIMPLY SUPPORTED BEAM DESIGN
FALSE TRUE FALSE FALSE TRUE TRUE
TJI CB2 HDR1 HDR2 HDR3 HDR4
SPAN ft 31.00 8.00 6.50
MATERIAL (WOOD, STEEL)WOOD DF-L WOOD Prllm WOOD DF-L WOOD Prllm WOOD Prllm WOOD DF-L
BEAM SECTION in 6x16 3.5x14 4x10 3.5x14 3.5x14 4x 8
GRADE No.1 Prllm2.0E No.2 Prllm2.0E Prllm2.0E No.2
P3
DEAD LOAD (P D ) lbs
ROOF LIVE LOAD (P Lr) lbs
FLOOR LIVE LOAD (P L ) lbs
LATERAL, P (W or 0.7E) lbs
DIST. (LEFT SUPPORT) ft
P4
DEAD LOAD (P D ) lbs
ROOF LIVE LOAD (P Lr) lbs
FLOOR LIVE LOAD (P L ) lbs
LATERAL, P (W or 0.7E) lbs
DIST. (LEFT SUPPORT) ft
LOAD CASE 1: D
MAX. BENDING MOMENT lb-ft 4,784 1,023 1,411
MAX. DEFLECTION in 0.285 0.032 0.007
LEFT REACTION lbs 618 512 868
RIGHT REACTION lbs 617 512 868
LOAD CASE: Lr
MAX. BENDING MOMENT lb-ft 4,805 160 845
MAX. DEFLECTION in 0.286 0.005 0.004
LEFT REACTION lbs 620 80 520
RIGHT REACTION lbs 620 80 520
LOAD CASE: L
MAX. BENDING MOMENT lb-ft - - -
MAX. DEFLECTION in - - -
LEFT REACTION lbs - - -
RIGHT REACTION lbs - - -
LOAD CASE 2: D + Lr Wood Load Duration Factor = 1.25
MAX. BENDING MOMENT lb-ft 7,671 947 1,805
MAX. DEFLECTION in 0.572 0.037 0.011
LEFT REACTION lbs 991 473 1,111
RIGHT REACTION lbs 990 473 1,111
LOAD CASE 3: D + L Wood Load Duration Factor = 1.0
MAX. BENDING MOMENT lb-ft 4,784 1,023 1,411
MAX. DEFLECTION in 0.285 0.032 0.007
LEFT REACTION lbs 618 512 868
RIGHT REACTION lbs 617 512 868
LOAD CASE 4: D + 0.75 (Lr + L)Wood Load Duration Factor = 1.25
MAX. BENDING MOMENT lb-ft 6,710 915 1,636
MAX. DEFLECTION in 0.500 0.036 0.010
LEFT REACTION lbs 1,083 572 1,258
RIGHT REACTION lbs 1,082 572 1,258
LOAD CASE 5:(1.0 + 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6
MAX. BENDING MOMENT lb-ft 3,423 732 1,010
MAX. DEFLECTION in 0.272 0.030 0.006
LEFT REACTION lbs 590 488 829
RIGHT REACTION lbs 589 488 829
35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 15
800 N Tustin Ave Unit
#H5/1/2025
SIMPLY SUPPORTED BEAM DESIGN
FALSE TRUE FALSE FALSE TRUE TRUE
TJI CB2 HDR1 HDR2 HDR3 HDR4
SPAN ft 31.00 8.00 6.50
MATERIAL (WOOD, STEEL)WOOD DF-L WOOD Prllm WOOD DF-L WOOD Prllm WOOD Prllm WOOD DF-L
BEAM SECTION in 6x16 3.5x14 4x10 3.5x14 3.5x14 4x 8
GRADE No.1 Prllm2.0E No.2 Prllm2.0E Prllm2.0E No.2
LOAD CASE 6:(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)Wood Load Duration Factor = 1.6
MAX. BENDING MOMENT lb-ft 5,567 784 1,374
MAX. DEFLECTION in 0.443 0.033 0.009
LEFT REACTION lbs 959 523 1,127
RIGHT REACTION lbs 958 523 1,127
LOAD CASE 7:(0.6 − 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6
MAX. BENDING MOMENT lb-ft 1,361 291 401
MAX. DEFLECTION in 0.108 0.012 0.003
LEFT REACTION lbs 234 194 329
RIGHT REACTION lbs 234 194 329
CHECK BENDING STRESSES
MAX. BENDING MOMENT lb-ft 7,671.0 - 1,023.2 1,804.9 - -
SECTION MODULUS, S in3 220.2 114.3 49.9 114.3 114.3 30.7
BENDING STRESS psi 418.0 - 246.0 189.4 - -
CHECK BENDING STRESS RATIO 32% OK 0% OK 23% OK 7% OK 0% OK 0% OK
CHECK SHEAR STRESSES #VALUE!#VALUE! #VALUE!
MAX. SHEAR FORCE lbs 1,083.2 #VALUE!571.60 1,258.40 #VALUE! #VALUE!
SECTION AREA, A in2 85.25 49.00 32.38 49.00 49.00 25.38
SHEAR STRESS, fv psi 19.06 #VALUE!26.48 38.52 #VALUE! #VALUE!
CHECK SHEAR STRESS RATIO 11% OK #VALUE!15% OK 13% OK #VALUE! #VALUE!
CHECK DEFLECTION #VALUE!#VALUE! #VALUE!
MOMENT OF INERTIA, I in4 1,706.78 800.33 230.84 800.33 800.33 111.15
MAX. DEFLECTION, DL in 0.285 0.032 0.007
MAX. DEFLECTION, LL in 0.286 #VALUE!0.005 0.004 #VALUE! #VALUE!
DEFLECTION LIMITS, LL L / 360 L / 360 L / 360 L / 360 L / 360 L / 360
CHECK DEFLECTION LL < 1.03 OK #VALUE!< 0.27 OK < 0.22 OK #VALUE! #VALUE!
MAX. DEFLECTION, DL+LL in 0.572 #VALUE!0.037 0.011 #VALUE! #VALUE!
DEFLECTION LIMITS, DL+LL L / 240 L / 240 L / 240 L / 240 L / 240 L / 240
CHECK DEFLECTION (DL+LL)< 1.55 OK #VALUE!< 0.4 OK < 0.33 OK #VALUE! #VALUE!
35-24 UMIH Suite H_SANTA ANA_R0.xls, Roof Beam Design 1 Page 16
800 N Tustin Ave Unit
#H5/1/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:(N) RB4-R2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: R1.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Tributary Width = 4.0 ft, (Roof)
Point Load : D = 0.20 k @ 13.0 ft, (TRANSFORMER)
Uniform Load : D = 0.060 ksf, Extent = 1.0 -->> 7.0 ft, Tributary Width = 2.0 ft, (RTU (Chiller))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.247: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 13.002 ft
37.06 psi=
=
3,425.18 psi
3.5x20Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Only
=
=
=
261.00 psi==
Section used for this span 3.5x20
Maximum Shear Stress Ratio 0.142 : 1
0.000 ft=
=
847.11 psi
Maximum Deflection
0 <360
662
Ratio =0 <240
Max Downward Transient Deflection 0.154 in 2226Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.516 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.243 0.142 0.90 0.945 1.001.00 1.00 11.64 598.4 2,466.1 1.73 261.037.1
0.00.0
1 0.247 0.138 1.25 0.945 1.001.00 1.00 16.47 847.1 3,425.2 2.33 362.550.0
0.00.0
1 0.229 0.129 1.25 0.945 1.001.00 1.00 15.26 784.9 3,425.2 2.18 362.546.8
0.00.0
1 0.082 0.048 1.60 0.945 1.001.00 1.00 6.98 359.0 4,384.2 1.04 464.022.2
.
Page 17
800 N Tustin Ave Unit
#H5/1/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:(N) RB4-R2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: R1.ec6
Project Title:
Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5164 14.042 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.636 2.100
Max Upward from Load Combinations 2.636 2.100
Max Upward from Load Cases 1.952 1.416
D Only 1.952 1.416
+D+Lr 2.636 2.100
+D+0.750Lr 2.465 1.929
+0.60D 1.171 0.850
Lr Only 0.684 0.684
Page 18
800 N Tustin Ave Unit
#H5/1/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:(N) RB4A-R2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: R1.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.0E
2,900.0
2,900.0
2,900.0
750.0
2,000.0
1,016.54
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Point Load : D = 0.20 k @ 13.0 ft, (TRANSFORMER)
Uniform Load : D = 0.060 ksf, Extent = 1.0 -->> 7.0 ft, Tributary Width = 2.0 ft, (RTU (Chiller))
Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Tributary Width = 4.0 ft, (ROOF)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.183: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.825 ft
32.14 psi=
=
3,425.18 psi
3.5x20Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Only
=
=
=
261.00 psi==
Section used for this span 3.5x20
Maximum Shear Stress Ratio 0.123 : 1
0.000 ft=
=
626.62 psi
Maximum Deflection
0 <360
1054
Ratio =0 <240
Max Downward Transient Deflection 0.077 in 3729Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.273 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.182 0.123 0.90 0.945 1.001.00 1.00 8.73 449.0 2,466.1 1.50 261.032.1
0.00.0
1 0.183 0.118 1.25 0.945 1.001.00 1.00 12.18 626.6 3,425.2 2.00 362.542.8
0.00.0
1 0.170 0.111 1.25 0.945 1.001.00 1.00 11.32 582.2 3,425.2 1.87 362.540.1
0.00.0
1 0.061 0.042 1.60 0.945 1.001.00 1.00 5.24 269.4 4,384.2 0.90 464.019.3
.
Page 19
800 N Tustin Ave Unit
#H5/1/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:(N) RB4A-R2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: R1.ec6
Project Title:
Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2732 11.912 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.299 1.835
Max Upward from Load Combinations 2.299 1.835
Max Upward from Load Cases 1.723 1.259
D Only 1.723 1.259
+D+Lr 2.299 1.835
+D+0.750Lr 2.155 1.691
+0.60D 1.034 0.756
Lr Only 0.576 0.576
Page 20
800 N Tustin Ave Unit
#H5/1/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:Header3 (EXISTING) R2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: R1.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-22 / IBC 2024 (L<=100psf)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Point Load : D = 1.260, Lr = 0.580 k @ 3.0 ft, (PSL)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.631: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.007 ft
53.28 psi=
=
1,312.50 psi
4x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
212.50 psi==
Section used for this span 4x10
Maximum Shear Stress Ratio 0.251 : 1
0.000 ft=
=
828.26 psi
Maximum Deflection
0 <360
917
Ratio =0 <240
Max Downward Transient Deflection 0.033 in 2911Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.105 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.600 0.238 0.90 1.200 1.001.00 1.00 2.36 567.2 945.0 0.79 153.036.5
0.00.0
1 0.631 0.251 1.25 1.200 1.001.00 1.00 3.44 828.3 1,312.5 1.15 212.553.3
0.00.0
1 0.581 0.231 1.25 1.200 1.001.00 1.00 3.17 763.0 1,312.5 1.06 212.549.1
0.00.0
1 0.203 0.080 1.60 1.200 1.001.00 1.00 1.42 340.3 1,680.0 0.47 272.021.9
.
Page 21
800 N Tustin Ave Unit
#H5/1/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:Header3 (EXISTING) R2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: R1.ec6
Project Title:
Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.1046 3.737 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.150 0.690
Max Upward from Load Combinations 1.150 0.690
Max Upward from Load Cases 0.788 0.473
D Only 0.788 0.473
+D+Lr 1.150 0.690
+D+0.750Lr 1.059 0.636
+0.60D 0.473 0.284
Lr Only 0.363 0.218
Page 22
800 N Tustin Ave Unit
#H5/1/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:RB2_R2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: R1.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Tributary Width = 13.0 ft, (ROOF)
Point Load : D = 1.720, Lr = 0.580 k @ 5.0 ft, (RB4A)
Point Load : D = 1.950, Lr = 0.680 k @ 10.50 ft, (RB4)
Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Extent = 12.0 -->> 19.0 ft, Tributary Width = 15.0 ft, (ROOF)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.615: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.471 ft
76.65 psi=
=
1,566.07 psi
6x24Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
212.50 psi==
Section used for this span 6x24
Maximum Shear Stress Ratio 0.361 : 1
17.058 ft=
=
963.78 psi
Maximum Deflection
0 <360
842
Ratio =0 <240
Max Downward Transient Deflection 0.093 in 2446Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.271 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.563 0.321 0.90 0.928 1.001.00 1.00 26.77 634.7 1,127.6 4.23 153.049.1
0.00.0
1 0.615 0.361 1.25 0.928 1.001.00 1.00 40.66 963.8 1,566.1 6.60 212.576.6
0.00.0
1 0.563 0.328 1.25 0.928 1.001.00 1.00 37.19 881.5 1,566.1 6.01 212.569.7
0.00.0
1 0.190 0.108 1.60 0.928 1.001.00 1.00 16.06 380.8 2,004.6 2.54 272.029.5
.
Page 23
800 N Tustin Ave Unit
#H5/1/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:RB2_R2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: R1.ec6
Project Title:
Engineer:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2706 9.639 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 7.137 8.181
Max Upward from Load Combinations 7.137 8.181
Max Upward from Load Cases 4.691 5.143
D Only 4.691 5.143
+D+Lr 7.137 8.181
+D+0.750Lr 6.526 7.422
+0.60D 2.815 3.086
Lr Only 2.446 3.038
Page 24
800 N Tustin Ave Unit
#H5/1/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:RB3- 5.5X18 GLLM_R2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: R1.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
DF/HF
24F-V5
2,400.0
1,600.0
1,450.0
650.0
1,700.0
900.0
215.0
1,100.0 26.840
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
1,500.0 ksi
790.0 ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Point Load : D = 5.140, Lr = 3.040 k @ 0.0 ft, (RB2)
Uniform Load : D = 0.010, Lr = 0.0120 ksf, Tributary Width = 31.0 ft, (ROOF)
Load for Span Number 2
Uniform Load : D = 0.010, Lr = 0.0120 ksf, Tributary Width = 31.0 ft, (ROOF)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.823: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 2
Location of maximum on span 0.000 ft
150.50 psi=
=
1,881.72 psi
5.5x18Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
268.75 psi==
Section used for this span 5.5x18
Maximum Shear Stress Ratio 0.560 : 1
2.503 ft=
=
1,548.43 psi
Maximum Deflection
852 >=360
451
Ratio =1330 >=240
Max Downward Transient Deflection 0.409 in 704Ratio =>=360
Max Upward Transient Deflection -0.112 in Ratio =
Max Downward Total Deflection 0.637 in Ratio =>=240
Max Upward Total Deflection -0.072 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
Span: 1 : Lr Only
Span: 2 : +D+Lr
Span: 1 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCV rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.651 0.467 0.90 1.000 1.001.00 1.00 23.19 936.9 1,440.0 5.96 193.590.3
2 0.692 0.467 0.90 0.941 1.001.00 1.00 23.19 936.9 1,354.8 4.42 193.590.3
0.00.0
1 0.774 0.560 1.25 1.000 1.001.00 1.00 38.32 1,548.4 2,000.0 9.93 268.8150.5
2 0.823 0.560 1.25 0.941 1.001.00 1.00 38.32 1,548.4 1,881.7 8.97 268.8150.5
0.00.0
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Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023
DESCRIPTION:RB3- 5.5X18 GLLM_R2
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: R1.ec6
Project Title:
Engineer:
Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCV rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 4.0 ft 1 0.698 0.504 1.25 1.000 1.001.00 1.00 34.54 1,395.5 2,000.0 8.94 268.8135.5
2 0.742 0.504 1.25 0.941 1.001.00 1.00 34.54 1,395.5 1,881.7 7.83 268.8135.5
0.00.0
1 0.220 0.158 1.60 1.000 1.001.00 1.00 13.91 562.1 2,560.0 3.58 344.054.2
2 0.233 0.158 1.60 0.941 1.001.00 1.00 13.91 562.1 2,408.6 2.65 344.054.2
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
Lr Only10.0000 0.000 -0.1124 0.000
2 0.6373 13.274 0.0000 0.000
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 20.984 6.809
Max Upward from Load Combinations 20.984 6.809
Max Upward from Load Cases 11.361 3.833
D Only 11.361 2.975
+D+Lr 20.984 6.809
+D+0.750Lr 18.578 5.850
+0.60D 6.817 1.785
Lr Only 9.623 3.833
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Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RTU-Curb
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
CODE REFERENCES
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2021
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.1250 ksf, Tributary Width = 3.0 ft, (Chiller)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.655: 1
Load Combination D Only
Span # where maximum occurs Span # 1
Location of maximum on span 3.000 ft
54.18 psi=
=
1,023.75 psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination D Only
=
=
=
153.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.354 : 1
0.000 ft=
=
670.12 psi
Maximum Deflection
0 <360
932
Ratio =0 <240
Max Downward Transient Deflection 0 in 0Ratio =<360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.077 in Ratio =>=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 1 : D Only
n/a
.Maximum Forces & Stresses for Load Combinations
Span #C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1 0.655 0.354 0.90 1.300 1.001.00 1.00 1.71 670.1 1,023.8 0.92 153.054.2
0.00.0
1 0.221 0.120 1.60 1.300 1.001.00 1.00 1.03 402.1 1,820.0 0.55 272.032.5
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
D Only 1 0.0772 3.022 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.141 1.141
Page 27
800 N Tustin Ave Unit
#H5/1/2025
Wood Beam
LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RTU-Curb
Fa Structural Engineering
Email : atefg@fastructural.com
Address : 15041 Genoa Cir
Huntington Beach
CA 92647
Phone :+1 714.519.5027
Project File: 35-24.ec6
Project Title:
Engineer:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from Load Combinations 0.685 0.685
Max Upward from Load Cases 1.141 1.141
D Only 1.141 1.141
+0.60D 0.685 0.685
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COLUMN AXIAL CAPACITY
WOOD PROPERTIES:
Use Douglas Fir-Larch CF =1.1 Kce = 0.30 Buckling about x-axis?YES
Species:Cm =1.0 c = 0.80 Check le/d reqmt.OK!
E =CT =1.0 Kf = 1.00
F'c =Ct = 1.0 (for bolted or nailed members)
E' = Ci =1.0
Fc* = CD =1.0
No. of 1+ Fce/Fc*Column
Plies 2c Capacity
C01 1 - 2x 4 1.5 3.50 8 64.0 27.4 27.4 558.27 0.597 1.00 0.498 465.79 2.45 kips
C02 2 - 2x 4 3.0 3.50 8 32.0 27.4 27.4 558.27 0.597 1.00 0.498 465.79 4.89 kips
C03 1 - 2x 6 1.5 5.50 8 64.0 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 6.22 kips
C04 2 - 2x 6 3.0 5.50 8 32.0 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 12.43 kips
C05 1 - 2x 8 1.5 7.50 8 64.0 12.8 12.8 2,563.48 2.742 2.34 0.910 850.54 9.57 kips
C06 2 - 2x 8 3.0 7.25 8 32.0 13.2 13.2 2,395.43 2.562 2.23 0.902 843.35 18.34 kips
WOOD PROPERTIES:
Use Douglas Fir-Larch CF =1.1 Kce = 0.30 Buckling about x-axis?YES
Species:Cm =1.0 c = 0.80 Check le/d reqmt.OK!
E =CT =1.0 Kf = 1.00
F'c =Ct = 1.0 (for bolted or nailed members)
E' = Ci =1.0
Fc* = CD =1.0
No. of 1+ Fce/Fc*Column
Plies 2c Capacity
C07 1 - 4x 4 3.5 3.50 8 27.4 27.4 27.4 558.27 0.597 1.00 0.498 465.79 5.71 kips
C08 1 - 4x 6 3.5 5.50 8 27.4 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 14.50 kips
C09 1 - 4x 8 3.5 7.50 8 27.4 12.8 12.8 2,563.48 2.742 2.34 0.910 850.54 22.33 kips
C10 1 - 6x 6 5.5 5.50 8 17.5 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 22.79 kips
C11 1 - 6x 8 5.5 7.25 8 17.5 13.2 13.2 2,395.43 2.562 2.23 0.902 843.35 33.63 kips
Note:
KcE = 0.510 - 0.839(COV)where COV = 0.25 - sawn lumber
0.3 - for visually graded lumber 0.15 - MEL
0.384 - for machine evaluated lumber (MEL)0.11 - MSR (machine stress rated)
0.418 - for roducts w/ COV<=0.11 0.10 - glu-lam
le/dx
le/dx
F'cCOL(le/d) Fce Fce/Fc*CPdxlex,y
1,500 psi
1,700,000 psi
1,650 psi
le/dy
935 psi
Size dy
Stud
1,400,000 psi
850 psi
1,400,000 psi
No.1
1,700,000 psi
Size le/dyCOL dy dx lex,y F'c(le/d) Fce Fce/Fc* CP
35-24 UMIH Suite H_SANTA ANA_R0.xls, Column Design
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