HomeMy WebLinkAbout408 E Civic Center Dr - PlanFR
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SEPTEMBER 5, 2024
FR
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GENERAL NOTES:
1.The contractor shall verify all dimensions, elevations and site conditions before starting work
and the engineer shall be notified in writing immediately of any discrepancies or
inconsistencies. In no case shall dimensions be scaled from plans, sections or details on
these drawings. these notes shall be considered as part of the written specifications.
2.Any dimensions and/or conflicts between the various elements of the working drawings
and/or specifications shall be brought to the attention of the engineer before proceeding with
any work so involved.
3.Notes and details on drawings shall take precedence over "General Notes" and typical
details.
4.Contractor agrees that he shall assume sole and complete responsibility for job site
conditions during the course of construction of this project, including the safety and
protection of all persons and property. This requirement shall apply continuously and not be
limited to normal working hours. The contractor shall defend, indemnify and hold the owner
and the engineer harmless from any or all of the liability in connection with the performance
of work on this project, except for liability arising from the sole negligence of the owner, the
tenant or the engineer.
5.Existing utilities, whether shown hereon or not are to be protected from damage. The
contractor shall be responsible for relocating, as necessary, any and all utilities that may
interfere with the installations of the details as shown and the cost of any and all such
relocations shall be included in the fixed price cost to perform this work.
6.The contractors shall notify the engineer if conditions encountered are different than
indicated.
7.The contractor shall supply and erect all temporary scaffolding, ladders, man-lifts, etc., as
required to access all work areas shown on the plans. All scaffolding requirements are to be
determined by the contractor during the pre-bid walk-through.
8.Constructions materials shall be spread out if placed on framed floor. Load shall not exceed
the design live load per square foot, provide adequate shoring and/or bracing where
structure has not attained the design strength or where overload is anticipated.
9.Khatri International shall not have control or charge of and shall not be responsible in any
way for construction means, methods, techniques, sequences, or procedures, or for safety
or safety precautions and programs in connection with any construction responsibility under
the contract for construction.
10.Khatri International shall not be responsible for the contractors schedule or failures to carry
out any construction activities in accordance with the contract documents. Khatri
International shall not have control over or change of omissions of the contractor,
subcontractors or any agents, or employers or any other persons performing portions of any
construction activities.
11.The contractor shall allow sufficient time for delivery of special order items in order to
complete the installations in a timely manner.
12.Contractor shall coordinate with the building owners requirements for construction schedule,
access to the site, contractors field office and utility hookups, use of utility services during
construction, location of temporary storage of construction materials and removed items,
hours of allowable construction, restrictions on construction activities, etc. prior to beginning
construction.
13.Contractor shall protect existing finishes, equipment, and adjacent work which is to remain in
place, as well as items which are to be removed and reinstalled, from damage. the
contractor shall bear all expenses of repair or replacement of existing structural and
nonstructural items damaged in connection with this work.
14.Number and sizes of existing items, (e.g. conduits, pipes, light fixtures, etc.), which may be
shown on the drawings are for identification purposes only. Existing items noted may not
represent all items interfering with new work nor all items which may need to be removed to
access work areas. Contractor shall field verify interfering items and sizes.
15.The contractor shall provide temporary support for items such as electrical panels,
suspended ceilings, pipes, etc., which are detached from existing structure but remain in
place during installation of retrofits. The contractor shall bear all expense for repair or
replacement of these items if they are damaged during retrofit installation.
16.Contractor shall perform periodic and final cleaning of work areas. Occupied areas shall be
kept in a condition suitable for use by the owner, unoccupied areas shall be cleaned during
the construction to keep work areas free from accumulations of waste material and rubbish.
Contractor shall clean spillage, over-spray, heavy collection of dust in occupied areas and
those items which may present a hazard, immediately. Final cleaning shall be performed at
the completion of the work to return areas to a condition suitable for use by the building
owner. Contractor shall comply with all federal state and local codes, ordinances,
regulations and antipollution laws.
17.Contractor shall maintain record documents (e.g. drawings, addendum, change orders,
reviewed shop drawings, field test records, etc.) at the site as directed by the owners. The
contractor shall maintain an accurate record of changes in the documents, and shall transfer
the recorded changes to a set of reproducible documents upon completion of the work.
18.Construction shall be carried out in a well organized fashion that does not adversely affect
normal operations in the building without prior written authorization from the building owner.
19.The contractor shall develop a construction schedule indicating the order and
interdependence of all activities necessary to complete the work and the sequence in which
each activity is to be accomplished.
20.The contractor shall not disconnect any fire alarm, fire alarm pull box emergency light,
electrical panel, electrical conduit, pipe HVAC duct, etc. Without first notifying the owner in
writing and obtaining approval. Contractor shall transfer services to new electrical panels,
transformers, etc., prior to disconnection from existing panels, transformers, etc., if required
by new owner to maintain continuous operation. Notify Fire Department of any
disconnection to fire alarm.
21.Dust control shall be performed on a continuing basis as the work proceeds and whenever
a dust nuisance or hazard occurs. Contractor shall provide dust barriers constructed of
materials acceptable to the building owner and dust control measures (e.g. sprinkling).
22.Contractor shall maintain noise levels within the limits and times directed by the building
owner. Contractor shall take all precautions necessary to prevent fires caused by welding.
These precautions shall include but not be limited to containing spark in the immediate area
surrounding the welding, etc. And other requirements imposed by the owner, contractor
shall construct barriers as required to protect existing adjacent items from damage (and to
screen welding operations from view, if directed by owner). Contractor shall adequately
ventilate areas where welding is taking place as required.
23.Contractor shall see that all his vehicle and stationery piston engine powered equipment are
equipped with well maintained emission control systems in conformance with federal, state,
and local regulations. Transfer and storage systems shall be constructed and operated to
minimize escape of vapor and particular and shall comply in this regard with the regulations
of the state of California. The contractor shall operate engine powered equipment inside the
building only with written approval of the building owner and shall ventilate the building as
required by the owner.
24.Contractor shall store construction materials, removed items, etc., in areas designated by
the owner, materials shall be stored in such a manner as to prevent damage, soiling,
weathering, etc.
STRUCTURAL & MISC STEEL:
1.Structural steel shall be detailed, fabricated and erected in accordance with the
AISC Specification For The Design, Fabrication and Erection of Structural Steel for
Buildings (Latest Edition and Supplements)
2.All structural steel shall conform to the ASTM designation A36 unless otherwise noted.
3.Wide flange "W" sections shall be Grade 50 [Fy = 50 Ksi] and conform to ASTM A992.
HSS Sections shall be either :
a.HSS 10x10x3/4 [A500]
b.HSS 10x10x5/8 [A1085]
4.Pipe columns shall conform to ASTM A53, Grade B.
5.Steel fabricator shall be approved by the building department of the city jurisdiction.
Offsite welding shall be performed within a licensed welding shop.
6.Bolt holes shall be 1/16" in diameter larger than the nominal size of bolt used, unless
noted otherwise.
7.Gauge metal shall conform to ASTM A245.
8.All substitutions are subject to approval of Authority Having Jurisdiction (AHJ).
9.All structural steel surfaces that are encased in concrete or masonry or are encased
by building finish shall be primed only.
10.All field welding and all multi-pass and groove welds shall have continuous
inspection. Welding shall conform to latest edition of AWS D1.1. Welding electrodes
shall have a minimum Charpy Vee notch toughness of 20 ft.-lbs. Welding shall be
performed with arc-welding electrodes 8E70XX in compliance with AWS 5.1.
11.Weld lengths called for on plans are the net effective length required.
12.Fillet welds noted are for design loads. For welds to heavier sections use or increase
weld size per AISC specifications.
13.Special inspections are required for all field welding per 2020 Los Angeles Building
Code, Section 1705.2.2.1.
ANCHORS
1.The sill plate of all exterior, bearing and shear walls shall be secured to the
foundation with anchor bolts.
2.Bolts to be embedded into single pour foundations shall be 5/8“ø x 12” long unless
noted otherwise. Bolts to be embedded into two pour foundations shall be 5/8“ø
unless noted otherwise and sufficient length for bolts to be embedded a minimum of
7” into first pour.
3.Anchor bolts shall not be “stabbed” into place after the concrete has been poured.
4.Space bolts at 4’-0” oc maximum unless noted otherwise. Provide one bolt no more
than 12” and no less than 7 bolt diameters of each plate end and corners of walls.
Provide two bolts minimum per plate.
5.The maximum slope of cuts and fills is 2:1 for buildings, structures, foundations and
retaining walls.
6.Plate washers shall used with all anchor bolts.
5/8“ø ab 3” sq. x 0.229” plate washer
3/4“ø ab 3” sq. x 0.313” plate washer
7/8“ø ab 3” sq. x 0.375” plate washer.
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
FR
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HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
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HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
FR
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City of Santa Ana Citation:
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
FR
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FLAMEOFF COATINGS, INC ICC REPORT:
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
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HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
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T-1
408 E. CIVIC CENTER DR.
SANTA ANA, CA 92701
CODE COMPLIANCE GENERAL NOTES PROJECT INFORMATION VICINITY:
SITE LOCATION:N.T.S. (REFERENCE ONLY)
N.T.S. (REFERENCE ONLY)
SCOPE OF WORK
1. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE FOOT CLEAR AND
UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES
(POWER POLES, TRANSFORMERS, METERS, PULL BOXES, PUMPS, VALVES AND
APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOKUP. THE
CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES
WHETHER THE POWER LINES ARE LOCATED ON THE PROPERTY OR NOT.
FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL
EXPENSE.
2. NO CHANGES TO THE STRUCTURE OR ANY FIRE RESISTANCE PROPERTIES.
ANY STUCCO PENETRATION SHALL BE REPLACED AND RESTORED TO ITS
ORIGINAL STATE.
3. CONTRACTOR IS REQUIRED TO EXERCISE EXTREME CAUTION AND SAFETY
PROCEDURES IN REMOVING STRUCTURE IN THIS AREA. CONTRACTOR IS
RESPONSIBLE FOR SAFE MEANS METHODS TO REMOVE EQUIPMENT AND THE
STRUCTURAL ELEMENTS IN THIS ZONE. CONTRACTOR SHALL IMPLEMENT
APPROPRIATE SAFETY PROCEDURES AND TEMPORARY SHORING AS
NECESSARY TO INSURE THE SAFETY OF WORKERS, OCCUPANTS AND
EQUIPMENT DURING THE OPERATION.
4. ALL CONCRETE AND REINFORCEMENT STEEL SHALL BE PROCURED FROM AN
APPROVED FABRICATOR WITH CURRENT CERTIFICATIONS.
PLOT PLAN N.T.S. (REFERENCE ONLY)
CONCRETE COLUMN REPAIR PLAN
1. THIS PROJECT IS A REPAIR OF CONCRETE COLUMNS IN THE PARKING
STRUCTURE.
2. THESE PLANS ARE PREPARED UNDER STANDARD PROFESSIONAL
INDUSTRY PRACTICES. NO WARRANTIES ARE PROVIDED, EITHER
EXPRESSED OR IMPLIED.
3. CONTRACTOR SHALL EMPLOY THEIR OWN MEANS AND METHODS TO
IMPLEMENT THESE SEISMIC RETROFIT PLANS. THIS SHALL INCLUDE,
BUT NOT LIMITED TO SAFETY PRECAUTION, PROTECTION OF THE
STRUCTURE AND WORKERS.
4. NO CHANGE TO PARKING LOCATIONS, SIZE, NOR QUANTITY IS BEING
MADE
5. NUMBER OF COLUMNS NEEDING REPAIR: 3
THIS PLAN ADDRESSES THE CITY OF SANTA ANA CITATION NOTICE
GIVEN ON 02/29/2021 ON SHEET GN-4. THERE ARE ADDITIONAL REPAIRS
TO BE PERFORMED BY OTHER.
NO PUBLIC FUNDS WILL BE USED. NO REMOVAL OF OAK, SYCAMORE,
OR BAY LAUREL TREES ARE PART OF THIS PLAN.
FRENCH PARK PLAZA HOA
OWNER:
OWNER:
NAME:
REGISTERED DESIGN PROF. /ENGR OF RECORD:
KHATRI INTERNATIONAL INC.
R.C.E # 40833, SE # 4391
6440 Sky Pointe Dr., Suite 140-299
Las Vegas, NV 89131
(626) 351-4830
DILIP KHATRI
dkhatri@aol.com
JURISDICTION: ............................................
BUILDING AREA:..........................................
LOT AREA:...................................................
CURRENT ZONING:.......................................
CONSTRUCTION TYPE:................................
OCCUPANCY GROUP:....................................
SPRINKLERS:..............................................
NO. OF STORIES:........................................
HEIGHT:.......................................................
APN:............................................................
NO. OF DWELLING UNITS:............................
YEAR BUILT:................................................
LEGAL DESCRIPTION:
TRACT:............................................
BLOCK:............................................
LOT:.................................................
PROPERTY INFORMATION:
ADDRESS:
CITY, STATE, ZIP
EMAIL
ADDRESS:
CITY, STATE, ZIP
PHONE:
FRENCH PARK PLAZA HOA
C/O: MONICA SANDOVAL
TRITZ PROFESSIONAL MANAGEMENT SERVICES
1525 E. 17TH STREET, SUITE A
SANTA ANA, CA 92705
monica@tpms.net
CITY OF SANTA ANA
32,328 SQ FT
NO
3
14 FT
398-238-12
1976
TRACT NO. 10427
1
1
POINT OF CONTACT:
NAME:
ADDRESS:
CITY, STATE, ZIP
PHONE:
EMAIL:
JESSICA ACEVEDO, PROJECT ENGINEER
6440 SKY POINTE DR., SUITE #140-299
LAS VEGAS NV 89131
(626) 379-4417
JESSICAACEVEDO.KH@GMAIL.COM
ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN ACCORDANCE WITH THE
CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL GOVERNING
AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT
CONFORMING TO THE LATEST EDITIONS OF THE FOLLOWING CODES.
1. 2022 CALIFORNIA BUILDING CODE
2. 2022 CALIFORNIA RESIDENTIAL CODE
3. 2022 CALIFORNIA ELECTRICAL CODE
4. 2022 CALIFORNIA ENERGY CODE
5. 2022 CALIFORNIA MECHANICAL CODE
6. 2022 CALIFORNIA PLUMBING CODE
7. 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
8. 2022 CALIFORNIA FIRE CODE
DESCRIPTIONSHEET
SHEET INDEX
W
SN
E
W
SN
E
W
SN
E
AREA OF WORK
T-1
GN-1
GN-2
GN-3
GN-4
GN-5
GN-6
C-1
C-2
C-3
C-4
C-5
C-6
D-1
TITLE PAGE
GENERAL NOTES
STRUCTURAL OBSERVATION REPORT
STRUCTURAL OBSERVATION REPORT
CITY OF SANTA ANA CITATION NOTICE
FLAMEOFF COATINGS, INC ICC REPORT
FRENCH PARK PLAZA HOA RELEASE LETTER
SITE PLAN
ELEVATIONS
ELEVATIONS
AS-BUILT GARAGE FLOOR PLAN
AS-BUILT GARAGE BEAM PLAN
PHOTOS
DETAILS
Bldg# 102119284
APPROVALS:
PLNG - ASevilla
BLDG - TLe
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
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SITE PLAN
SCALE: 1/32" = 1'-0"
AREA OF WORK
(GARAGE LEVEL ONLY)
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
THIRD FLOOR 22'-4"
SECOND FLOOR: 13'-5"
FIRST FLOOR: 4'-4"
GROUND LEVEL: 0'-0"
ROOF LEVEL: 31'-6"
B D FCE G H I 2 2 2 2
THIRD FLOOR 22'-4"
SECOND FLOOR: 13'-5"
FIRST FLOOR: 4'-4"
GROUND LEVEL: 0'-0"
ROOF LEVEL: 31'-6"
1.1 2 3 4 5 6 7 8 9 10 11 11.9
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EAST ELEVATION
SCALE: 1/8" = 1'-0"
NORTH ELEVATION
SCALE: 1/4" = 1'-0"
NOTE:
NO WORK ON EXTERIOR
ELEVATIONS
NOTE:
NO WORK ON EXTERIOR
ELEVATIONS
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
THIRD FLOOR 22'-4"
SECOND FLOOR: 13'-5"
FIRST FLOOR: 4'-4"
GROUND LEVEL: 0'-0"
ROOF LEVEL: 31'-6"
1.1 2 3 4 5 6 7 8 9 10 11 11.9
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WEST ELEVATION
SCALE: 1/8" = 1'-0"
NOTE:
NO WORK ON EXTERIOR
ELEVATIONS
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
W
SN
E
A
1 2 3 4 5 6 7 8 9
B
C
E
D
F
G
H
I
J
K
L
N
M
10 11 1220'-5"
5'
-
1
1
"
23'-5"19'-11"28'27'-11"28'27'-7"20'-5"23'-4"14'-8"5'-7"
3'
15
'
-
8
"
7'
1'
-
1
1
"
9'
-
1
0
"
9'
-
2
"
3'
-
2
"
15
'
-
8
"
4'
22
'
-
1
1
"
1'
-
2
"
17
'
-
9
"
32
6
36
4248
33
7
35
49
34
931
47 41 37
10
30
50
46 43 40
6
11
29 51
52 45 44 39
38
12
4
5
27
25
23 21 19 17 16 13 2
28 26 24 22
20 18 15 14 1
3
EXISTING CMU
PERIMETER
WALL, TYP
EXISTING CMU
PERIMETER
WALL, TYP
EXISTING CMU
PERIMETER
WALL, TYP
8
3
D-1
4
D-1
2
D-1
2
D-1
1
D-1
1
D-1
20
'
C
L
R
EXISTING CONCRETE
COLUMN REQUIRING
REPAIR
EXISTING CMU
WALL, TYP
EXISTING CMU
COLUMN REQUIRING
REPAIR
EXISTING CMU
WALL, TYP
EXISTING CONCRETE
COLUMN REQUIRING
REPAIR
(N) 12X12X3/4"
HSS COLUMN, TYP
(N) 12X12X3/4"
HSS COLUMN, TYP
(N) 12X12X3/4"
HSS COLUMN, TYP
(E) 2'-0"X2'-0" GRADE
BEAM, GC TO VERIFY (E) 2'-0"X2'-0" GRADE
BEAM, GC TO VERIFY
(N) 12X12X3/4"
HSS COLUMN,
TYP
16
'
-
8
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C
L
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16
'
-
7
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C
L
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20
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-
7
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A
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0
5
C-4
PARKING GARAGE AS-BUILT FLOOR PLAN
SCALE: 3/32" = 1'-0"
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
A
1 2 3 4 5 6 7 8 9
B
C
E
D
F
G
H
I
J
K
L
N
M
10 11 1220'-5"
5'
-
1
1
"
23'-5"19'-11"28'27'-11"28'27'-7"20'-5"23'-4"14'-8"5'-7"
3'
15
'
-
8
"
7'
1'
-
1
1
"
9'
-
1
0
"
9'
-
2
"
3'
-
2
"
15
'
-
8
"
4'
22
'
-
1
1
"
1'
-
2
"
17
'
-
9
"
EXISTING CMU
PERIMETER
WALL, TYP
EXISTING CMU
PERIMETER
WALL, TYP
EXISTING CMU
PERIMETER
WALL, TYP
EXISTING CMU
PERIMETER
WALL, TYP
EXISTING CMU
WALL, TYP
EXISTING CMU
WALL, TYP
W
SN
E
1
D-1 TYP.
1
D-1 TYP.
EXISTING CMU
WALL, TYP
EXISTING
20"X20" CONC
BEAM
EXISTING
20"X20" CONC
BEAM
EXISTING
20"X20" CONC
BEAM
EXISTING
20"X20" CONC
BEAM
EXISTING
20"X20" CONC
BEAM
EXISTING
20"X20" CONC
BEAM
EXISTING
20"X20" CONC
BEAM
4
D-1
2
D-1
(N) HSS COLUMN
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2
D-1 (N) HSS COLUMN
BELOW PER PLAN
(N) HSS COLUMN
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PARKING GARAGE AS-BUILT BEAM PLAN
SCALE:3/32" = 1'-0"
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
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SEPTEMBER 5, 2024
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C-6
COLUMN: 11 COLUMN: 21 COLUMN: 52
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
1'-0"(E)12"x12" CONC.
COLUMN
3"
M
I
N
.
E
D
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DI
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T
A
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1'
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"
A
(6) 3/4" Ø THREADED RODS W/
HILTI HIT-HY 270 ADHESIVE W/
3" EFFECT. EMBED @ EA
PLATE TOP & BOTTOM
1"
(N) 1" STL. PLATE
AROUND COLUMN
A
(E) CMU COLUMN
5"
M
I
N
A
(6) 3/4" Ø THREADED RODS W/
HILTI HIT-HY 270 ADHESIVE W/
4.5" EFFECT. EMBED @ EA PLATE
TOP & BOTTOM
(N) 1" STL. PLATE
AROUND COLUMN
A
1'
-
4
"
1"
3"
M
I
N
(E) CMU WALL
(E) CONCRETE BEAM
(N) 12x12x3/4"
HSS TUBE
AA
2'
-
0
"
2'
-
0
"
REPAIRED
CONCRETE
COLUMN
PER PLAN
SECTION A-A
7'
-
0
"
4"
8"
8"
4"
(E) CONCRETE COLUMN
REPAIR PER MAIN DETAIL
1'
-
8
"
2" MIN, TYP
AA
1'-8"
(N) 3/4" STL. BASE PL.
W/(4) 3/4" Ø HILTI KB-TZ2 ANCHORS
W/ 3.75" EFFECT. & 4.5" NOM. EMBED
TOP & BOTTOM (ESR-4266)
31 2"
2'
-
0
"
M
I
N
G
R
A
D
E
BE
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M
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C
T
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NOTE:
NEW STEEL HSS COLUMNS TO BE
FIRE PROOFED USING FLAMEOFF
COATINGS ESR-3874
(N) 12x12x3/4"
HSS TUBE
AA
2'
-
0
"
2'
-
0
"
312"
1'-8"
2" MIN, TYP
(N) 3/4" STL. BASE PL.
W/(4) 3/4" Ø HILTI KB-TZ2 ANCHORS
W/ 3.75" EFFECT. & 4.5" NOM. EMBED
TOP & BOTTOM (ESR-4266)
REPAIRED
CMU COLUMN
PER PLAN
SECTION A-A
7'
-
0
"
4"
8"
8"
4"
(E) CMU COLUMN REPAIR
PER MAIN DETAIL
(E) CONCRETE BEAM AA
2'
-
0
"
M
I
N
G
R
A
D
E
BE
A
M
G
C
T
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NOTE:
NEW STEEL HSS COLUMNS TO BE
FIRE PROOFED USING FLAMEOFF
COATINGS ESR-3874
FILL EXISTING CRACK
W/ SIMPSON CI-LPL
STRUCTURAL EPOXY,
TYP AT ALL CRACKS 1'
-
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"
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SEPTEMBER 5, 2024
FR
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D-1
1 CONCRETE COLUMN REPAIR DETAIL
SCALE: 1"=1'-0"
NOTE: GC. TO SCAN COLUMN
AND BEAM FOR REBAR
BEFORE ANCHORAGE
INSTALLATION.
2 HSS COLUMN AT CONCRETE COLUMN DETAIL
SCALE: 1"=1'-0"
NOTE: ALL PLATES TO BE
MADE OF EITHER
STAINLESS STEEL OR ZINC
GALVANIZED.
3 CMU COLUMN REPAIR DETAIL
SCALE: 1"=1'-0"
HSS COLUMN AT CMU COLUMN DETAIL
SCALE: 1"=1'-0"4
STRUCTURAL OBSERVATION
+ INSPECTION NOTES
1. STRUCTURAL ENGINEER SHALL
PERFORM A SITE OBSERVATION
AT THE INSTALLATION OF THE
NEW MEMBERS TO VERIFY THAT THE
CONSTRUCTION WORK COMPLIES
WITH THE DESIGN PLANS.
2. SPECIAL INSPECTION REQUIRED FOR
ANCHORAGE OF STEEL PLATES AND
FIRE PROOFING OF NEW HSS POSTS.
3. ANY DEVIATIONS IN THE
CONSTRUCTION, THE CONTRACTOR
SHALL NOTIFY THE ENGINEER IN
WRITING BEFORE ANY CHANGES
ARE MADE.
HILTI HIT-HY 200-R V3
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
K KHATRI INTERNATIONAL, INC
STRUCTURAL & CIVIL ENGINEERS
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR # 555505
6440 Sky Pointe Dr., Las Vegas
http://www.khatrinternational.com - dkhatri@aol.com
Tel. (626) 351-4830 Fax (626) 351-4339
MEMO 2024-08-13: French Park Plaza HOA Column Repair Phase 1
CODES:
California Building Code 2022
ASCE 7-16
SCOPE OF WORK:
Structural calculations address the City of Santa Ana citation notice given
on 02/29/2021. There are additional repairs to be performed by others.
These calculations are provided with a design plan and specifications. No
Foundation is a part of the scope of work.
The scope of this project pertains to the parking garage as shown on the
design plans.
CLIENT:
French Park Plaza HOA
PROJECT ADDRESS:
409 E. Civic Drive,
Santa Ana, CA 92701
Page 1 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
A) LOCATION MAP:
Figure 1: Location of property in Santa Ana
Page 2 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 2: Location of property
Page 3 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 3: Parking Garage
Page 4 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 4: Parking Garage
Page 5 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 5: City of Santa Ana Citation
Page 6 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 6: City of Santa Ana Citation
Page 7 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 7: City of Santa Ana Citation
Page 8 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 8: City of Santa Ana Citation
Page 9 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 9: City of Santa Ana Citation
Page 10 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
1. Loading
Figure 1: Loading Diagram
Page 11 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
1.1 Existing Concrete Beam
Normal weight concrete = 150 pcf
Height = 21 inch
Width = 24 inch
1.2 Existing Concrete Slab
Normal weight concrete = 150 pcf
Thickness = 15 inch
1.3 Existing Loading per Floor Level
1.3.A – Level 1:
Dead Load = 10psf + WT of Slab = 10𝑝𝑠𝑓+(150𝑝𝑐𝑓 𝑥 15 𝑖𝑛𝑐ℎ
12𝑖𝑛𝑐ℎ
𝑓𝑜𝑜𝑡
) = 197.5psf
Live Load = 40psf
1.3.B – Level 2:
Dead Load = 25psf
Live Load = 40 psf
1.3.C – Level 3:
Dead Load = 25psf
Live Load = 40 psf
1.3.D – Roof Level:
Dead Load = 15psf
Live Load = 20 psf
Page 12 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
2. Column Repair Design
2.1 Existing Loading per Column
Total Dead Load = 262.5psf
Concrete Beam Dead Load = 525plf
Total Live Load = 20psf +40psf + 40psf+ 40psf = 140psf
Beam Tributary Width = 28𝑓𝑡 (𝑊𝑜𝑟𝑠𝑡 𝐶𝑎𝑠𝑒 𝑎𝑡 𝐺𝑟𝑖𝑑𝑙𝑖𝑛𝑒𝑠 4 −6)
Total Distrib Load = 1.2 [(262.5𝑝𝑠𝑓 𝑥 28𝑓𝑡)+525𝑝𝑙𝑓]+1.6(140𝑝𝑠𝑓 𝑥 28𝑓𝑡)
=15,722𝑝𝑙𝑓
Beam Length 1: 22’-11” (Worst Case at Gridlines K - L)
Beam Length 2: 19’-0” (Worst Case at Gridlines L – N)
Axial Load at Column =𝑤𝑙
2 =((15.72𝑘𝑙𝑓 𝑥 22.91𝑓𝑡)
2 + (15.72𝑘𝑙𝑓 𝑥 19𝑓𝑡)
2 )= 329.42 𝑘𝑖𝑝𝑠
2.2 Existing Loading per Column
# of Beams per Column =2
Axial Load per Column = 329.42 𝑘𝑖𝑝𝑠
2 =164.71 𝑘𝑖𝑝𝑠
Column Length:
Axial loading at 12x12X3/4” HSS Column: 164.71 Kips
The HSS post is designed for worst case scenario, axial load is calculated using
half the load as the beams are sliced.
See RISA check attached for check on axial loading.
Page 13 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
This output has been based on IBC 2021. The EOR has reviewed it and made any necessary revisions in order to conform to the CBC 2022 and its relevant
adoptions & amendments.
Steel Column
LIC# : KW-06011819, Build:20.24.07.24 Khatri International Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION:French Park Plaza HSS Post
Project Title:French Park Plaza
Engineer:Jessica Acevedo
Project ID:
Project Descr:
.Code References
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Top Free, Bottom FixedAnalysis Method :
7.0Overall Column Height
Top & Bottom FixityLoad Resistance Factor
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS12x12x3/4
36.0
ft
E : Elastic Bending Modulus
Unbraced Length for buckling ABOUT X-X Axis = 7.0 ft, K = 1.0
Fully braced against buckling ABOUT Y-Y Axis
Brace condition :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 769.37 lbs * Dead Load Factor
AXIAL LOADS . . .
Axial Load at 7.0 ft, D = 99.010, L = 65.690 k
BENDING LOADS . . .
Wind Load: Lat. Uniform Load creating Mx-x, W = 0.1860 k/ft
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.2332
Location of max.above base 0.0 ft
224.839 k
964.34 k
0.0 k-ft
Load Combination +1.20D+1.60L
Load Combination +1.20D+L+W
342.90 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
1.302 k
0.005813 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu
0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable
0.9 * Mn-x :
0.9 * Mn-y :
Mu-y
342.90 k-ft
0.0 k-ft
Maximum Load Reactions . .
Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 0.0 k
Bottom along Y-Y 1.302 k
Maximum Load Deflections . . .
Along Y-Y 0.005249 in at 7.0ft above base
for load combination :W Only
Along X-X 0.0 in at 0.0ft above base
for load combination :
224.026
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
+1.40D PASS PASS0.00 0.000 0.00 ftft0.145 2.33 1.00 18.42 0.00
+1.20D+1.60L PASS PASS0.00 0.000 0.00 ftft0.233 2.33 1.00 18.42 0.00
+1.20D+L PASS PASS0.00 0.000 0.00 ftft0.192 2.33 1.00 18.42 0.00
+1.20D+0.50W PASS PASS0.00 0.003 0.00 ftft0.069 2.33 1.00 18.42 0.00
+1.20D+L+W PASS PASS0.00 0.006 0.00 ftft0.109 2.33 1.00 18.42 0.00
+0.90D+W PASS PASS0.00 0.006 0.00 ftft0.060 2.33 1.00 18.42 0.00
+0.90D PASS PASS0.00 0.000 0.00 ftft0.093 2.33 1.00 18.42 0.00
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
D Only 99.779
+D+L 165.469
+D+0.750L 149.047
+D+0.60W 99.779 0.781 -2.735
+D+0.750L+0.450W 149.047 0.586 -2.051
+0.60D+0.60W 59.868 0.781 -2.735
+0.60D 59.868
Page 14 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
This output has been based on IBC 2021. The EOR has reviewed it and made any necessary revisions in order to conform to the CBC 2022 and its relevant
adoptions & amendments.
Steel Column
LIC# : KW-06011819, Build:20.24.07.24 Khatri International Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION:French Park Plaza HSS Post
Project Title:French Park Plaza
Engineer:Jessica Acevedo
Project ID:
Project Descr:
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
L Only 65.690
W Only 1.302 -4.558
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 165.469
Minimum" 1.302 -4.558
MaximumReaction, X-X Axis Base 99.779
Minimum" 99.779
MaximumReaction, Y-Y Axis Base 1.302 -4.558
Minimum" 99.779
MaximumReaction, X-X Axis Top 99.779
Minimum" 99.779
MaximumReaction, Y-Y Axis Top 99.779
Minimum" 99.779
MaximumMoment, X-X Axis Base 99.779
Minimum" 1.302-4.558 -4.558
MaximumMoment, Y-Y Axis Base 99.779
Minimum" 99.779
MaximumMoment, X-X Axis Top 99.779
Minimum" 99.779
MaximumMoment, Y-Y Axis Top 99.779
Minimum" 99.779
.Maximum Deflections for Load Combinations
Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000 ftft inin 0.000
+D+L 0.0000 0.000 0.000 ftft inin 0.000
+D+0.750L 0.0000 0.000 0.000 ftft inin 0.000
+D+0.60W 0.0000 0.003 7.000 ftft inin 0.000
+D+0.750L+0.450W 0.0000 0.002 7.000 ftft inin 0.000
+0.60D+0.60W 0.0000 0.003 7.000 ftft inin 0.000
+0.60D 0.0000 0.000 0.000 ftft inin 0.000
L Only 0.0000 0.000 0.000 ftft inin 0.000
W Only 0.0000 0.005 6.953 ftft inin 0.000
.Steel Section Properties :HSS12x12x3/4
R xx =
4.560
in
Depth = 12.000 in
R yy =
4.560
in
J = 1030.000 in^4
Width = 12.000 in
Wall Thick
=
0.750 in Zx = 127.000 in^3
Area
=
30.300 in^2
Weight = 109.910 plf
I xx = 631.00 in^4
S xx = 105.00 in^3Design Thick = 0.698 in
I yy = 631.000 in^4 C = 177.000 in^3
S yy = 105.000 in^3
Ycg = 0.000 in
Page 15 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
This output has been based on IBC 2021. The EOR has reviewed it and made any necessary revisions in order to conform to the CBC 2022 and its relevant
adoptions & amendments.
Steel Column
LIC# : KW-06011819, Build:20.24.07.24 Khatri International Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION:French Park Plaza HSS Post
Project Title:French Park Plaza
Engineer:Jessica Acevedo
Project ID:
Project Descr:
Sketches
Page 16 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
This output has been based on IBC 2021. The EOR has reviewed it and made any necessary revisions in order to conform to the CBC 2022 and its relevant
adoptions & amendments.
Steel Base Plate
LIC# : KW-06011819, Build:20.24.07.24 Khatri International Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION:Base Plate Check
Project Title:French Park Plaza
Engineer:Jessica Acevedo
Project ID:
Project Descr:
Code References
Calculations per AISC Design Guide # 1, IBC 2021, ASCE 7-16, AISC 360-16
Load Combination Set : ASCE 7-16
General Information
Material Properties
Load Resistance Factor Design
Concrete Support f'c 3 ksi
Nominal Bearing Fp per J8 2.550 ksi
: LRFD Resistance Factorc 0.65
Steel Plate Fy = 50.0 ksi
Assumed Bearing Area :Full Bearing
=
AISC Design Method
Column Properties
Steel Section :HSS12x12x3/4
Depth
0.698 in
in in^230.312Area
Width along "X" 20.0 in
Length along "Z' 20.0 in
Support Dimensions
Column assumed welded to base plate.
Width 12 in
Flange Thickness
Ixx in^4
in^4
Web Thickness in
Plate Dimensions
N : Length 20.0 in
B : Width 20.0 in
Thickness 0.750 in
Iyy
Column & Plate
Applied Loads
99.010
65.690
" P " = Gravity load, "+" sign is downward.
k
k
P-Y
k
k
k
k
k
"+" Moments create higher soil pressure at +Z edge.
M-X
k-ft
k-ft
k-ft
k-ft
k-ft
k-ft
k-ft
V-Z
D : Dead Load
L : Live
Lr : Roof Live
S : Snow
W : Wind
E : Earthquake
k
H : Lateral Earth k
k
k
k
k
k
"+" Shears push plate towards +Z edge.
Anchor Bolts
1 1/2"
2
1.0
Anchor Bolt or Rod Description
Number of Bolts in each Row...................
k
Number of Bolt Rows........................
Max of Tension or Pullout Capacity...........
Shear Capacity.........................................k
2.0 inEdge distance : bolt to plate...................
Page 17 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
This output has been based on IBC 2021. The EOR has reviewed it and made any necessary revisions in order to conform to the CBC 2022 and its relevant
adoptions & amendments.
Steel Base Plate
LIC# : KW-06011819, Build:20.24.07.24 Khatri International Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION:Base Plate Check
Project Title:French Park Plaza
Engineer:Jessica Acevedo
Project ID:
Project Descr:
GOVERNING DESIGN LOAD CASE SUMMARY
Plate Design Summary
Fp : Allowable : 1.658 ksi
Bearing Stress OK
Bearing Stress Ratio
0.818
fu : Max. Plate Bearing Stress ....0.560 ksi
Design Method Load Resistance Factor Design
+1.20D+1.60L
Governing Load Case TypeAxial Load Only
Design Plate Size 1'-8" x 1'-8" x 0 -3/4"
Pu : Axial ......... 0.000 k
Mu : Moment ........ 0.000 k-ft
Mu : Max. Moment ..................... 5.175 k-in
Governing Load Combination
fb : Max. Bending Stress ............... 36.802 ksi
Fb : Allowable :
Fy * Phi
45.000 ksi
Bending Stress OK
Bending Stress Ratio
0.338
Governing STRESS RATIO0.8178
Axial Load Only, No MomentLoad Comb. : +1.40D
Loading Bearing Stresses
Pu : Axial .........138.614 k
A1 : Plate Area .........400.000 in^2
A2: Support Area ..................400.000 in^2
sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.658 ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio .....................0.506
" m " ..................... 4.300 in
Design Plate Width .........20.000 in Stress Ratio .......................0.209
X ..............................0.000 in^2
Lambda ...................... 0.000
n' ........................................ 0.000 in
n' * Lambda .................................. 0.000 in
fu : Max. Bearing Pressure 0.347 ksi
ksi
L = max(m, n, n'') ......................... 4.300 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........20.000 in
" n " ..................... 4.300 in
Mmax = Fu * L^2 / 2 ................... 3.204 k-in on 1" strip)
Fb : Allowable .............................. 45.000 ksi
22.782
Axial Load Only, No MomentLoad Comb. : +1.20D+1.60L
Loading Bearing Stresses
Pu : Axial .........223.916 k
A1 : Plate Area .........400.000 in^2
A2: Support Area ..................400.000 in^2
sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.658 ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio .....................0.818
" m " ..................... 4.300 in
Design Plate Width .........20.000 in Stress Ratio .......................0.338
X ..............................0.000 in^2
Lambda ...................... 0.000
n' ........................................ 0.000 in
n' * Lambda .................................. 0.000 in
fu : Max. Bearing Pressure 0.560 ksi
ksi
L = max(m, n, n'') ......................... 4.300 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........20.000 in
" n " ..................... 4.300 in
Mmax = Fu * L^2 / 2 ................... 5.175 k-in on 1" strip)
Fb : Allowable .............................. 45.000 ksi
36.802
Page 18 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
This output has been based on IBC 2021. The EOR has reviewed it and made any necessary revisions in order to conform to the CBC 2022 and its relevant
adoptions & amendments.
Steel Base Plate
LIC# : KW-06011819, Build:20.24.07.24 Khatri International Inc. (c) ENERCALC INC 1983-2023
DESCRIPTION:Base Plate Check
Project Title:French Park Plaza
Engineer:Jessica Acevedo
Project ID:
Project Descr:
Axial Load Only, No MomentLoad Comb. : +1.20D+L
Loading Bearing Stresses
Pu : Axial .........184.502 k
A1 : Plate Area .........400.000 in^2
A2: Support Area ..................400.000 in^2
sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.658 ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio .....................0.674
" m " ..................... 4.300 in
Design Plate Width .........20.000 in Stress Ratio .......................0.278
X ..............................0.000 in^2
Lambda ...................... 0.000
n' ........................................ 0.000 in
n' * Lambda .................................. 0.000 in
fu : Max. Bearing Pressure 0.461 ksi
ksi
L = max(m, n, n'') ......................... 4.300 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........20.000 in
" n " ..................... 4.300 in
Mmax = Fu * L^2 / 2 ................... 4.264 k-in on 1" strip)
Fb : Allowable .............................. 45.000 ksi
30.324
Axial Load Only, No MomentLoad Comb. : +1.20D
Loading Bearing Stresses
Pu : Axial .........118.812 k
A1 : Plate Area .........400.000 in^2
A2: Support Area ..................400.000 in^2
sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.658 ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio .....................0.434
" m " ..................... 4.300 in
Design Plate Width .........20.000 in Stress Ratio .......................0.179
X ..............................0.000 in^2
Lambda ...................... 0.000
n' ........................................ 0.000 in
n' * Lambda .................................. 0.000 in
fu : Max. Bearing Pressure 0.297 ksi
ksi
L = max(m, n, n'') ......................... 4.300 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........20.000 in
" n " ..................... 4.300 in
Mmax = Fu * L^2 / 2 ................... 2.746 k-in on 1" strip)
Fb : Allowable .............................. 45.000 ksi
19.527
Axial Load Only, No MomentLoad Comb. : +0.90D
Loading Bearing Stresses
Pu : Axial .........89.109 k
A1 : Plate Area .........400.000 in^2
A2: Support Area ..................400.000 in^2
sqrt( A2/A1 ) 1.000
Fp : Allowable ............................... 1.658 ksi
fb : Actual ................................
Distance for Moment Calculation
Stress Ratio .....................0.325
" m " ..................... 4.300 in
Design Plate Width .........20.000 in Stress Ratio .......................0.134
X ..............................0.000 in^2
Lambda ...................... 0.000
n' ........................................ 0.000 in
n' * Lambda .................................. 0.000 in
fu : Max. Bearing Pressure 0.223 ksi
ksi
L = max(m, n, n'') ......................... 4.300 in
Will be different from entry if partial bearing used.Plate Bending Stresses
Design Plate Height .........20.000 in
" n " ..................... 4.300 in
Mmax = Fu * L^2 / 2 ................... 2.060 k-in on 1" strip)
Fb : Allowable .............................. 45.000 ksi
14.646
Page 19 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
2.3 Steel Plates Wrapped Around Columns - Compression Check:
Number of Plates per Column = 6 (Minimum)
Compression Load at Column = 329.42 𝑘𝑖𝑝𝑠
Plate thickness = 1in
Compression strength check on Singular Plate:
An = 𝑡𝑝𝑙𝑡(𝑤−3𝑑ℎ)=1𝑖𝑛(12𝑖𝑛−(3 𝑥 0.875) )=9.4𝑖𝑛2
Pc = 𝐹𝑐𝑟𝐴𝑛=50𝑘𝑠𝑖 𝑥 9.4𝑖𝑛2 =470 𝑘𝑖𝑝𝑠 per plate
Design Compression Strength:
∅𝑃𝑐=0.9 𝑥 470𝑘𝑖𝑝𝑠=423 𝑘𝑖𝑝𝑠≫329.42 𝑘𝑖𝑝𝑠 O.K.
Therefore, one single plate can take the load.
2.4 Steel Plates Wrapped Around Columns – Tension Check:
Plate thickness = 1in
Pt = 𝐹𝑦𝐴𝑠=60𝑘𝑠𝑖 𝑥 (1 𝑥 12)𝑖𝑛2 =720 𝑘𝑖𝑝𝑠 ≫329.42 𝑘𝑖𝑝𝑠 O.K.
Therefore, one single plate can take the load.
Page 20 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
KHATRI INTERNATIONAL, INC.
STRUCTURAL & CIVIL ENGINEERS 409 E. Civic Center Dr.
R.C.E. # 40833, SE #4391, GENERAL CONTRACTOR #B555505 Santa Ana, CA
6440 Sky Pointe Dr., #140-299, Las Vegas, NV 89131 August 13, 2024
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
3. Summary and Conclusions
Column repair calculations are completed using LRFD per ASCE 7-16 and compliant
with Concrete Code and Steel Code specifications. The vertical concrete and masonry
columns are cracking due to lack if confinement steel. This is likely due to lack of hoop
steel, or none. The repair plan provides two mitigations:
1. Steel plates wrapped around the existing affected columns with epoxy injection at
cracks. The plates serve as confinement steel to add circumferential
reinforcement and prevent the column from bursting due to the compression load.
2. New HSS columns per plan. As an added security measure, the HSS column will
provide support to the beams in the event the damaged columns fail. This serves
as another level of insurance in the event of column failure, the new posts will
prevent the slab from failing in this one location.
Page 21 of 21
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
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
Dilip Khatri
626 351-4830 5 14 2024
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
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
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024
Rayco Exteriors | www.raycoexteriors.com | Phone: 888.317.2423
September 19, 2024
City of Santa Ana, California
Building Department
Re: French Park Plaza
To Whom It May Concern:
French Park Plaza, located at 408 Civic Center Drive #E, Santa Ana, CA 92701, has contracted with
Rayco Exteriors to perform repair and maintenance services on the property. We authorize Jahre
Cheeseman (Project Manager, Rayco Exteriors) to obtain any necessary records, plans and
permits for planning and execution of repairs on behalf of the French Park Plaza Association.
Sincerely,
Gabriel Cooley
President
Rayco Exteriors
HOLD- 408 E Civic Center Dr
- 1021192849/24/2024