HomeMy WebLinkAbout408 E Civic Center Dr - REV 1 - PlanW
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
2
D-3
3
D-3
2
D-2
2
D-2
3
D-2
3
D-2
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
"
C
L
R
16
'
-
7
"
C
L
R
20
'
-
7
"
C
L
R
(N) FOOTING PER
(N) FOOTING PER
2
1
1
(N) FOOTING PER
D-2
D-3
D-2
FR
E
N
C
H
P
A
R
K
PL
A
Z
A
H
O
A
40
8
E
.
C
I
V
I
C
C
E
N
T
E
R
D
R
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
NO
.
D
A
T
E
K
ST
A
M
P
:
KH
A
T
R
I
I
N
T
E
R
N
A
T
I
O
N
A
L
,
I
N
C
.
PR
O
J
E
C
T
:
DATE ISSUED:
CL
I
E
N
T
:
DRAWN BY: JA
SHEET NO:
C
O
N
S
U
L
T
I
N
G
C
I
V
I
L
&
S
T
R
U
C
T
U
R
A
L
E
N
G
I
N
E
E
R
S
R.
C
.
E
.
#
4
0
8
3
3
,
S
E
#
4
3
9
1
6
4
4
0
S
k
y
P
o
i
n
t
e
D
r
.
,
S
u
i
t
e
1
4
0
-
2
9
9
L
a
s
V
e
g
a
s
,
N
V
8
9
1
3
1
P
:
(
6
2
6
)
3
5
1
-
4
8
3
0
dk
h
a
t
r
i
@
a
o
l
.
c
o
m
h
t
t
p
:
/
/
w
w
w
.
k
h
a
t
r
i
n
t
e
r
n
a
t
i
o
n
a
l
.
c
o
m
JULY 1, 2025
FR
E
N
C
H
P
A
R
K
P
L
A
Z
A
H
O
A
C/
O
:
M
O
N
I
C
A
S
A
N
D
O
V
A
L
TR
I
T
Z
P
R
O
F
E
S
S
I
O
N
A
L
MA
N
A
G
E
M
E
N
T
S
E
R
V
I
C
E
S
15
2
5
E
.
1
7
T
H
S
T
R
E
E
T
,
S
U
I
T
E
A
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
C-4
PARKING GARAGE AS-BUILT FLOOR PLAN
SCALE: 3/32" = 1'-0"
REV 7/01/20251
7/
0
1
/
2
0
2
5
1
(N)13' - 3" SQ. FOOTING PER
(N)6' - 9" SQ. FOOTING PER
1
2
1
D-2
2
D-2
3
D-2
D-3
2
D-3
3
D-3
1
Revision to 102119284 (issued on 9/23/24)
Rev 1 #102124434
APPROVALS:
BLDG - T. Le
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
BELOW PER PLAN
2
D-1 (N) HSS COLUMN
BELOW PER PLAN
(N) HSS COLUMN
BELOW PER PLAN
FR
E
N
C
H
P
A
R
K
PL
A
Z
A
H
O
A
40
8
E
.
C
I
V
I
C
C
E
N
T
E
R
D
R
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
NO
.
DA
T
E
K
ST
A
M
P
:
KH
A
T
R
I
I
N
T
E
R
N
A
T
I
O
N
A
L
,
I
N
C
.
PR
O
J
E
C
T
:
DATE ISSUED:
CL
I
E
N
T
:
DRAWN BY: JA
SHEET NO:
CO
N
S
U
L
T
I
N
G
C
I
V
I
L
&
S
T
R
U
C
T
U
R
A
L
E
N
G
I
N
E
E
R
S
R.
C
.
E
.
#
4
0
8
3
3
,
S
E
#
4
3
9
1
64
4
0
S
k
y
P
o
i
n
t
e
D
r
.
,
S
u
i
t
e
1
4
0
-
2
9
9
La
s
V
e
g
a
s
,
N
V
8
9
1
3
1
P:
(
6
2
6
)
3
5
1
-
4
8
3
0
dk
h
a
t
r
i
@
a
o
l
.
c
o
m
ht
t
p
:
/
/
w
w
w
.
k
h
a
t
r
i
n
t
e
r
n
a
t
i
o
n
a
l
.
c
o
m
SEPTEMBER 5, 2024
FR
E
N
C
H
P
A
R
K
P
L
A
Z
A
H
O
A
C/
O
:
M
O
N
I
C
A
S
A
N
D
O
V
A
L
TR
I
T
Z
P
R
O
F
E
S
S
I
O
N
A
L
MA
N
A
G
E
M
E
N
T
S
E
R
V
I
C
E
S
15
2
5
E
.
1
7
T
H
S
T
R
E
E
T
,
S
U
I
T
E
A
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
C-5
PARKING GARAGE AS-BUILT BEAM PLAN
SCALE: 3/32" = 1'-0"
HOLD- 408 E Civic Center Dr
- 102119284
9/24/2024
1'-0"(E)12"x12" CONC.
COLUMN
3"
M
I
N
.
E
D
G
E
DI
S
T
A
N
C
E
1'
-
0
"
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
(N) 12x12x3/4"
HSS TUBE
2'
-
0
"
2'
-
0
"
7'
-
0
"
4"
8"
8"
4"
(E) CMU COLUMN REPAIR
PER MAIN DETAIL
(E) CONCRETE BEAMAA
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
(N)6'-3" SQ. FOOTING f'c=3000 psi PER
DETAILS D-4.
1'
-
2
"
5"
M
I
N
6'-9"
31
2"
(N) 12x12x3/4"
HSS TUBE
2'
-
0
"
2'
-
0
"
312"
4"
8"
8"
4"
(E) CONCRETE BEAM
NOTE:
- NEW STEEL HSS COLUMNS TO BE
FIRE PROOFED USING FLAMEOFF COATINGS
ESR-3874
- ANCHOR BOLTS FOR COLUMN TOP
CONNECTION ALLOWED TO BE MOVED 1" MAX IF
REBAR INTERFERES WITH INSTALLATION
LOCATION
FILL EXISTING CRACK
W/ SIMPSON CI-LPL
STRUCTURAL EPOXY,
TYP AT ALL CRACKS
(E) CMU COLUMN REPAIR
PER MAIN DETAIL
5"
M
I
N
1'
-
2
"
(N)6'-9" SQ. FOOTING f'c=3000
psi PER DETAILS D-4
6'-9"
7'
-
0
"
FR
E
N
C
H
P
A
R
K
PL
A
Z
A
H
O
A
40
8
E
.
C
I
V
I
C
C
E
N
T
E
R
D
R
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
NO
.
D
A
T
E
K
ST
A
M
P
:
KH
A
T
R
I
I
N
T
E
R
N
A
T
I
O
N
A
L
,
I
N
C
.
PR
O
J
E
C
T
:
DATE ISSUED:
CL
I
E
N
T
:
DRAWN BY: JA
SHEET NO:
C
O
N
S
U
L
T
I
N
G
C
I
V
I
L
&
S
T
R
U
C
T
U
R
A
L
E
N
G
I
N
E
E
R
S
R.
C
.
E
.
#
4
0
8
3
3
,
S
E
#
4
3
9
1
6
4
4
0
S
k
y
P
o
i
n
t
e
D
r
.
,
S
u
i
t
e
1
4
0
-
2
9
9
L
a
s
V
e
g
a
s
,
N
V
8
9
1
3
1
P
:
(
6
2
6
)
3
5
1
-
4
8
3
0
dk
h
a
t
r
i
@
a
o
l
.
c
o
m
h
t
t
p
:
/
/
w
w
w
.
k
h
a
t
r
i
n
t
e
r
n
a
t
i
o
n
a
l
.
c
o
m
JULY 1, 2025
FR
E
N
C
H
P
A
R
K
P
L
A
Z
A
H
O
A
C/
O
:
M
O
N
I
C
A
S
A
N
D
O
V
A
L
TR
I
T
Z
P
R
O
F
E
S
S
I
O
N
A
L
MA
N
A
G
E
M
E
N
T
S
E
R
V
I
C
E
S
15
2
5
E
.
1
7
T
H
S
T
R
E
E
T
,
S
U
I
T
E
A
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
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.
7/
0
1
/
2
0
2
5
1
7/01/20251REV
(N) 12x12x3/4"
HSS TUBE
(E) CMU COLUMN REPAIR
PER MAIN DETAIL
(E) CONCRETE BEAM
(N) 12x12x3/4"
HSS TUBE
2'
(N)12 - #7 REBARS.
13'-3"
(N)13'-3" FOOTING
f'c=3,000 psi
6"
(E) GRADE BBEAM
TO REMAIN
(E) PILE FOUNDATION
TO REMAIN
2'
EPOXY DRILL INTO GRADE BEAM #4
BARS w/ HILTY HIT-HY 200 V3 EPOXY
OR EQUIVALENT. MIN 6" EMBEDMENT
#5 AT 18" OC.
TOP AND BOTTOM
13'-3"
1'-6"
4"
3"3"
(E)COLUMN TO REMAIN
5'-10"5'-10"
3"3"
2'
4"
REPAIRED
CMU COLUMN
PER PLAN
(N) 13'-3" SQ. FOOTING f'c=3,000 psi
(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)
2"
,
T
Y
P
13'-3"
1'-8"
EPOXY DRILL INTO (E) GRADE BEAM -
#4 BARS w/ HILTY HIT-HY 200 V3 EPOXY
OR EQUIVALENT. MIN 6" EMBEDMENT
6"
B
A
(E)GRADE BEAM TO REMAIN
A
B
1'-6"
13
'
-
3
"
FR
E
N
C
H
P
A
R
K
PL
A
Z
A
H
O
A
40
8
E
.
C
I
V
I
C
C
E
N
T
E
R
D
R
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
NO
.
D
A
T
E
K
ST
A
M
P
:
KH
A
T
R
I
I
N
T
E
R
N
A
T
I
O
N
A
L
,
I
N
C
.
PR
O
J
E
C
T
:
DATE ISSUED:
CL
I
E
N
T
:
DRAWN BY: JA
SHEET NO:
C
O
N
S
U
L
T
I
N
G
C
I
V
I
L
&
S
T
R
U
C
T
U
R
A
L
E
N
G
I
N
E
E
R
S
R.
C
.
E
.
#
4
0
8
3
3
,
S
E
#
4
3
9
1
6
4
4
0
S
k
y
P
o
i
n
t
e
D
r
.
,
S
u
i
t
e
1
4
0
-
2
9
9
L
a
s
V
e
g
a
s
,
N
V
8
9
1
3
1
P
:
(
6
2
6
)
3
5
1
-
4
8
3
0
dk
h
a
t
r
i
@
a
o
l
.
c
o
m
h
t
t
p
:
/
/
w
w
w
.
k
h
a
t
r
i
n
t
e
r
n
a
t
i
o
n
a
l
.
c
o
m
JULY 1, 2025
FR
E
N
C
H
P
A
R
K
P
L
A
Z
A
H
O
A
C/
O
:
M
O
N
I
C
A
S
A
N
D
O
V
A
L
TR
I
T
Z
P
R
O
F
E
S
S
I
O
N
A
L
MA
N
A
G
E
M
E
N
T
S
E
R
V
I
C
E
S
15
2
5
E
.
1
7
T
H
S
T
R
E
E
T
,
S
U
I
T
E
A
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
D-2
1 COLUMN 11 & 21 FOOTING VIEW POINT DETAIL
SCALE: 1/2"=1'-0"
3 B-B COLUMN 11 & 21 FOOTING DETAIL
SCALE: 1"=1'-0"
7/
0
1
/
2
0
2
5
1
7/01/20251REV
2 A-A COLUMN 11 & 21 FOOTING DETAIL
SCALE: 3/4"=1'-0"
6"
(E) GRADE BEAM
TO REMAIN
EPOXY DRILL INTO GRADE BEAM #4
BARS w/ HILTY HIT-HY 200 V3 EPOXY
OR EQUIVALENT. MIN 6" EMBEDMENT
#5 AT 18" OC.
TOP AND BOTTOM
6'-9"
1'-6"
4"
(E)COLUMN TO REMAIN
3"3"
2'-7"
1'
-
2
"
(E)PILE FOUNDATION
TO REMAIN
1'
-
2
"
3"
2'-7"
3"
4"
(N) 12x12x3/4"
HSS TUBE
(E) CMU COLUMN REPAIR
PER MAIN DETAIL
(N)6'-9" SQ. FOOTING f'c=3000 psi
(E)CONCRETE BEAM
1'
-
2
"
6'-9"
(E)CMU WALL TO
RAMIAN
12 - #7 REBARS.
EPOXY DRILL INTO GRADE
BEAM #4 BARS w/ HILTY
HIT-HY 200 V3 EPOXY OR
EQUIVALENT. MIN 6"
EMBEDMENT
AA
B (E)GRADE BEAM
TO REMAIN
(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)
B
REPAIR CMU COLUMN
PER PLAN
(N)6'-9" SQ. FOOTING f'c=3,000 psi
6'-9"
2"
,
T
Y
P
2'
1'-6"
(E)CMU WALL FOOTING
TO REMAIN
1'-8"
6'
-
9
"
FR
E
N
C
H
P
A
R
K
PL
A
Z
A
H
O
A
40
8
E
.
C
I
V
I
C
C
E
N
T
E
R
D
R
.
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
NO
.
D
A
T
E
K
ST
A
M
P
:
KH
A
T
R
I
I
N
T
E
R
N
A
T
I
O
N
A
L
,
I
N
C
.
PR
O
J
E
C
T
:
DATE ISSUED:
CL
I
E
N
T
:
DRAWN BY: JA
SHEET NO:
C
O
N
S
U
L
T
I
N
G
C
I
V
I
L
&
S
T
R
U
C
T
U
R
A
L
E
N
G
I
N
E
E
R
S
R.
C
.
E
.
#
4
0
8
3
3
,
S
E
#
4
3
9
1
6
4
4
0
S
k
y
P
o
i
n
t
e
D
r
.
,
S
u
i
t
e
1
4
0
-
2
9
9
L
a
s
V
e
g
a
s
,
N
V
8
9
1
3
1
P
:
(
6
2
6
)
3
5
1
-
4
8
3
0
dk
h
a
t
r
i
@
a
o
l
.
c
o
m
h
t
t
p
:
/
/
w
w
w
.
k
h
a
t
r
i
n
t
e
r
n
a
t
i
o
n
a
l
.
c
o
m
JULY 1, 2025
FR
E
N
C
H
P
A
R
K
P
L
A
Z
A
H
O
A
C/
O
:
M
O
N
I
C
A
S
A
N
D
O
V
A
L
TR
I
T
Z
P
R
O
F
E
S
S
I
O
N
A
L
MA
N
A
G
E
M
E
N
T
S
E
R
V
I
C
E
S
15
2
5
E
.
1
7
T
H
S
T
R
E
E
T
,
S
U
I
T
E
A
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
D-3
1 COLUMN 52 FOOTING VIEW POINT DETAIL
SCALE: 1"=1'-0"
3 B-B COLUMN 21 FOOTING DETAIL
SCALE: 1-1/2" = 1'-0"
7/
0
1
/
2
0
2
5
1
7/01/20251REV
2 A-A COLUMN 52 FOOTING DETAIL
SCALE: 3/4"=1'-0"
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
2025-07-01 – Supplemental calculations: French Park Plaza HOA
Seismic Retrofit
CODES:
California Building Code 2022
ASCE 7-16
SCOPE OF WORK:
Structural calculations are provided for seismic retrofit of the existing
parking garage and repair of existing concrete columns These calculations
are provided with a design plan, specifications.
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
KHATRI INTERNATIONAL, INC. Page 2 of 14
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 July 1, 2025
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
KHATRI INTERNATIONAL, INC. Page 3 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 2: Location of property
KHATRI INTERNATIONAL, INC. Page 4 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 3: Parking Garage
KHATRI INTERNATIONAL, INC. Page 5 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 4: Parking Garage
KHATRI INTERNATIONAL, INC. Page 6 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Figure 4: Footing Reference
KHATRI INTERNATIONAL, INC. Page 7 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
1. Loading
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 = 15psf
Live Load = 40 psf
1.3.C – Level 3:
Dead Load = 15psf
Live Load = 40 psf
1.3.D – Roof Level:
Dead Load = 15psf
Live Load = 20 psf
1.4 LL Reduction
𝐿=𝐿𝐿∗(0.25 +15
√𝐾𝐿𝐿∗𝐴𝑇 )
𝐾𝐿𝐿=4 𝐴𝑇=648.6 𝑆𝑄.𝐹𝑇
𝐿=𝐿𝐿∗(0.25 +15
√4∗648.6 )
𝐿=(0.25 +15
√4∗648.6)=0.544 =54%
Max reduction allowed is 40% when multiple floors are supported.
KHATRI INTERNATIONAL, INC. Page 8 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
2. Seismic Calculations
2.1 Seismic Design Parameters
KHATRI INTERNATIONAL, INC. Page 9 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
2.2 Seismic Dead Load per Floor Level
Level 1 = 197.5psf
Level 2 = 15psf
Level 3 = 15psf
Roof Level = 15psf
Total Dead Load = 242.5psf
2.3 Seismic Dead Load of Concrete Beams
Tributary width = 28ft
Concrete Weight = 150pcf
Weight = 150 𝑝𝑐𝑓× (21 𝑖𝑛𝑐ℎ
12𝑖𝑛𝑐ℎ
𝑓𝑡
)× (24 𝑖𝑛𝑐ℎ
12𝑖𝑛𝑐ℎ
𝑓𝑡
)× 28𝑓𝑡=14.7 𝑘𝑖𝑝
2.4 Seismic Dead Load and Base Shear Calculation C1
SDS = 1.034
R = 1.5 (ACE 7-16 Table 12.2-1)
𝐶𝑆=𝑆𝐷𝑆
𝑅=1.034
1.5 =0.689
Tributary Width = 27.6ft
Tributary Length = 23.5ft
Tributary Area = 27.6𝑓𝑡 𝑥 23.5𝑓𝑡=648.6𝑓𝑡2
Total Weight
Dead Load = 242.5psf x 648.6𝑓𝑡2 = 157.3 kip
𝑊=157.3𝑘𝑖𝑝+14.7𝑘𝑖𝑝=172𝑘𝑖𝑝
𝑉𝑢𝑙𝑡=𝐶𝑆× 𝑊=0.689 × 185𝑘𝑖𝑝=118.5 𝑘𝑖𝑝
2.5 Seismic Dead Load and Base Shear Calculation C2
SDS = 1.034
R = 1.5 (ACE 7-16 Table 12.2-1)
𝐶𝑆=𝑆𝐷𝑆
𝑅=1.034
1.5 =0.689
Tributary Width = 27.6ft
Tributary Length = 23.5ft
Tributary Area = 27.6𝑓𝑡 𝑥 23.5𝑓𝑡=648.6𝑓𝑡2
KHATRI INTERNATIONAL, INC. Page 10 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
Total Weight
Dead Load = 242.5psf x 648.6𝑓𝑡2 = 157.3 kip
𝑊=157.3𝑘𝑖𝑝+14.7𝑘𝑖𝑝=172𝑘𝑖𝑝
𝑉𝑢𝑙𝑡=𝐶𝑆× 𝑊=0.689 × 185𝑘𝑖𝑝=118.5 𝑘𝑖𝑝
2.6 Post Installed Anchor Design
Shear at Plate Design = 118.5 𝑘𝑖𝑝𝑠
2 𝑃𝑙𝑎𝑡𝑒𝑠=60 𝑘𝑖𝑝𝑠
Number of Anchors at Steel Plate = 10
Shear per anchor = 60 𝑘𝑖𝑝𝑠
10 𝑎𝑛𝑐ℎ𝑜𝑟𝑠=6 𝑘𝑖𝑝𝑠
KHATRI INTERNATIONAL, INC. Page 11 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
2.7 Steel Plate Design
Shear per Steel Plate = 127.6 𝑘𝑖𝑝𝑠
2 𝑃𝑙𝑎𝑡𝑒𝑠=63.8 𝑘𝑖𝑝𝑠
Plate thickness = 1in
Bolts to outside of plate = 3in
Tensile Yielding on Plate
Ag = 𝑡𝑝𝑙𝑡(𝑤−3𝑑ℎ+𝑠2
4𝑔 )=1𝑖𝑛(16𝑖𝑛−(3 𝑥 0.875)+12
4𝑥4.5𝑖𝑛 )=13.43𝑖𝑛2
Tn = 𝐹𝑦𝐴𝑔=36𝑘𝑠𝑖 𝑥 13.43 =483.5 𝑘𝑖𝑝𝑠
Design Tensile Yield
∅𝑇𝑛=0.9 𝑥 483.5𝑘𝑖𝑝𝑠=435.15 𝑘𝑖𝑝𝑠 >> 63.8 kips O.K.
KHATRI INTERNATIONAL, INC. Page 12 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
3. Column Reinforcement Design C1
Total Dead Load = 242.5psf
Concrete Beam Dead Load = 525plf
Total Live Load = 20psf +40psf + 40psf+ 40psf = 140psf x 0.40=56
Beam Tributary Width = 28𝑓𝑡 (𝑊𝑜𝑟𝑠𝑡 𝐶𝑎𝑠𝑒 𝑎𝑡 𝐺𝑟𝑖𝑑𝑙𝑖𝑛𝑒𝑠 5 −7)
Total Distrib Load = 1.2 [(242.5𝑝𝑠𝑓 𝑥 28𝑓𝑡)+525𝑝𝑙𝑓]+
1.6(56𝑝𝑠𝑓 𝑥 28𝑓𝑡)= 11,287𝑝𝑙𝑓
Total Distrib Load = [(242.5𝑝𝑠𝑓 𝑥 28𝑓𝑡)+525𝑝𝑙𝑓]+
(56𝑝𝑠𝑓 𝑥 28𝑓𝑡)= 8,883𝑝𝑙𝑓
Beam Length 1: 22’-8” (Gridlines C - E)
Beam Length 1: 24’-4” (Gridlines E – I)
Axial Load at Column: =𝑤𝑙
2 =((8.883𝑘𝑙𝑓 𝑥 22.67𝑓𝑡)
2 + (8.883𝑘𝑙𝑓 𝑥 24.33𝑓𝑡)
2 )= 208.8 𝑘𝑖𝑝𝑠
KHATRI INTERNATIONAL, INC. Page 13 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
3.1 Column Reinforcement Design C2
Total Dead Load = 242.5psf
Concrete Beam Dead Load = 525plf
Total Live Load = 20psf +40psf + 40psf+ 40psf = 140psf x 0.4=56
Beam Tributary Width = 28𝑓𝑡 (𝑊𝑜𝑟𝑠𝑡 𝐶𝑎𝑠𝑒 𝑎𝑡 𝐺𝑟𝑖𝑑𝑙𝑖𝑛𝑒𝑠 5 −7)
Total Distrib Load = [(242.5𝑝𝑠𝑓 𝑥 14𝑓𝑡)+262.5𝑝𝑙𝑓]+
(56𝑝𝑠𝑓 𝑥 14𝑓𝑡)= 4,442𝑝𝑙𝑓
Beam Length 1: 22’-8” (Gridlines C - E)
Beam Length 1: 24’-4” (Gridlines E – I)
Axial Load at Column: =𝑤𝑙
2 =( (4.442𝑘𝑙𝑓 𝑥 24.33𝑓𝑡)
2 )= 54.1 𝑘𝑖𝑝𝑠
KHATRI INTERNATIONAL, INC. Page 14 of 14
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 July 1, 2025
www.khatrinternational.com , dkhatri@aol.com
Tel. (626) 351-4830; FAX (702) 441-7356
____________________________________________________________________________________________
4. Summary and Conclusions
Shear calculations are completed using ASD per LABC 2020 based on ASCE 7 -16 and
compliant with Concrete Code specifications.