HomeMy WebLinkAbout110 E 1st St - 101117473 - PlanT1
TITLE SHEET
MN
EBC
BUILDING DEPARTMENT: CITY OF SANTA ANA
CODE ANALYSIS
110 E FIRST ST.
SANTA ANA, CA 92701
SITE MAP
DEFERRED SUBMITTAL
GENERAL NOTES PROJECT DIRECTORY
SHEET INDEX
E. FIRST ST.
CY
P
R
E
S
S
A
V
E
.
PEPBOYS
PROJECT SCOPE OF WORK
ST
O
R
E
#
0
6
0
9
11
0
E
A
S
T
F
I
R
S
T
S
T
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E
E
T
CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
PREPARED BY THE DESIGN
PROFESSIONAL AS INSTRUMENTS OF
SERVICE SHALL REMAIN THE PROPERTY
OF THE DESIGN PROFESSIONAL.
DISSEMINATION MAY NOT BE MADE
WITHOUT PRIOR CONSENT OF THE
DESIGN PROFESSIONAL. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND
OTHERWISE, ARE HEREBY SPECIFICALLY
RESERVED.
RE
V
I
S
I
O
N
S
RE
V
D
A
T
E
DE
S
C
R
I
P
T
I
O
N
DATE
PROJECT # PBY.33152
DRAWN BY:
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
1
10.20.23
GR
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0
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C
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S
ICAHN AUTOMOTIVE GROUP - PEP BOYSLANDLORD:
ARCHITECT:
PLUMBING ENGINEER:
PATRICK G. BLEES, CSG
LEON SO, CSG
ELECTRICAL ENGINEER: JOHN FERGUSON, CSG
CBRECONSTRUCTION MANAGER:
·
·
·
GC BID ALTERNATES
Bldg# 101117473
APPROVALS:
PLNG - HJacinto
BLDG - ASo
110 E 1st St -
1011174736/10/2024
4FT. CAFE BAR
CP
U
CA
B
I
N
E
T
TS
T2
EGRESS
FLOOR PLAN
MN
EBC
ST
O
R
E
#
0
6
0
9
11
0
E
A
S
T
F
I
R
S
T
S
T
R
E
E
T
CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
PREPARED BY THE DESIGN
PROFESSIONAL AS INSTRUMENTS OF
SERVICE SHALL REMAIN THE PROPERTY
OF THE DESIGN PROFESSIONAL.
DISSEMINATION MAY NOT BE MADE
WITHOUT PRIOR CONSENT OF THE
DESIGN PROFESSIONAL. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND
OTHERWISE, ARE HEREBY SPECIFICALLY
RESERVED.
RE
V
I
S
I
O
N
S
RE
V
DA
T
E
DE
S
C
R
I
P
T
I
O
N
DATE
PROJECT # PBY.33152
DRAWN BY:
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
1
10.20.23
GR
O
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P
11
1
3
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S
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4
0
0
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,
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5
5
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1
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5
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3
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1
03
/
0
6
/
2
4
BD
C
M
M
T
S
110 E 1st St -
1011174736/10/2024
A0
DEMOLITION
PLAN
MN
LNC
ST
O
R
E
#
0
6
0
9
11
0
E
A
S
T
F
I
R
S
T
S
T
R
E
E
T
CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
PREPARED BY THE DESIGN
PROFESSIONAL AS INSTRUMENTS OF
SERVICE SHALL REMAIN THE PROPERTY
OF THE DESIGN PROFESSIONAL.
DISSEMINATION MAY NOT BE MADE
WITHOUT PRIOR CONSENT OF THE
DESIGN PROFESSIONAL. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND
OTHERWISE, ARE HEREBY SPECIFICALLY
RESERVED.
RE
V
I
S
I
O
N
S
RE
V
DA
T
E
DE
S
C
R
I
P
T
I
O
N
DATE
PROJECT # PBY.33152
DRAWN BY:
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
1
10.20.23
GR
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03/31/2025
110 E 1st St -
1011174736/10/2024
1
A4
A1
FLOOR
PLAN
MN
EBC
ST
O
R
E
#
0
6
0
9
11
0
E
A
S
T
F
I
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S
T
S
T
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E
E
T
CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
PREPARED BY THE DESIGN
PROFESSIONAL AS INSTRUMENTS OF
SERVICE SHALL REMAIN THE PROPERTY
OF THE DESIGN PROFESSIONAL.
DISSEMINATION MAY NOT BE MADE
WITHOUT PRIOR CONSENT OF THE
DESIGN PROFESSIONAL. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND
OTHERWISE, ARE HEREBY SPECIFICALLY
RESERVED.
RE
V
I
S
I
O
N
S
RE
V
DA
T
E
DE
S
C
R
I
P
T
I
O
N
DATE
PROJECT # PBY.33152
DRAWN BY:
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
1
10.20.23
GR
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11
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.
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03/31/2025
110 E 1st St -
1011174736/10/2024
’
A1.2
SITE PLAN
ACCESSIBILITY
COMPLIANCE
MN
EBC
ST
O
R
E
#
0
6
0
9
11
0
E
A
S
T
F
I
R
S
T
S
T
R
E
E
T
CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
PREPARED BY THE DESIGN
PROFESSIONAL AS INSTRUMENTS OF
SERVICE SHALL REMAIN THE PROPERTY
OF THE DESIGN PROFESSIONAL.
DISSEMINATION MAY NOT BE MADE
WITHOUT PRIOR CONSENT OF THE
DESIGN PROFESSIONAL. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND
OTHERWISE, ARE HEREBY SPECIFICALLY
RESERVED.
RE
V
I
S
I
O
N
S
RE
V
D
A
T
E
DE
S
C
R
I
P
T
I
O
N
DATE
PROJECT # PBY.33152
DRAWN BY:
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
1
10.20.23
GR
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P
11
1
3
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S
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4
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5
5
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03/31/2025
110 E 1st St -
1011174736/10/2024
(d)
HINGE APPROACH, PULL SIDE
(e)
RESERVED
(f)
HINGE APPROACH,
PUSH SIDE
18"
MIN.
60
"
M
I
N
.
48
"
M
I
N
.
60
"
M
I
N
.
36"
MIN.
44
"
M
I
N
.
22"
MIN.
60
"
M
I
N
.
24"
MIN.
44
"
M
I
N
.
24"
MIN.
(h)
LATCH APPROACH, PULL SIDE
(j)
LATCH APPROACH, PUSH SIDE
48
"
M
I
N
.
FIG. 11B-404.2.2.2
MANEUVERING CLEARANCE AT DOORWAYS WITHOUT DOORS
42
"
M
I
N
.
(b)
SIDE APPROACH
(a)
FRONT APPROACH
FIG. 11B-404.2.4.3
MANEUVERING CLEARANCE AT RECESSED DOORS
60
"
M
I
N
.
18"
MIN.
48
"
M
I
N
.
48
"
M
I
N
.
(a)
PULL SIDE
(c)
PUSH SIDE
48
"
M
I
N
.
12"
MIN.
(a)
FRONT APPROACH, PULL SIDE
(b)
FRONT APPROACH,
PUSH SIDE
(c)
FRONT APPROACH, PUSH
SIDE, DOOR PROVIDE W/
BOTH CLOSER & LATCH
48
"
M
I
N
.
24"
MIN.
(k)
LATCH APPROACH, PUSH
SIDE, DOOR PROVIDED
WITH CLOSER
48
"
M
I
N
.
22"
MIN.
(b)
PUSH SIDE
X
>
8
"
X
>
8
"
X
>
8
"
12"
MIN.
24"
MIN.
EXTERIOR DOORS ONLY
FIG. 11B-404.2.4.1
MANEUVERING CLEARANCE AT RECESSED DOORS
(g)
HINGE APPROACH,
PUSH SIDE, DOOR
PROVIDED WITH BOTH
CLOSER & LATCH
(i)
RESERVED
MODEL CODE
FIGURE NOT
APPLICABLE
MODEL CODE
FIGURE NOT
APPLICABLE
EXTERIOR
DOORS ONLY
24"
MIN.
A2
DOOR SCHEDULE
AND DETAILS
MN
EBC
·
·
·
·
ST
O
R
E
#
0
6
0
9
11
0
E
A
S
T
F
I
R
S
T
S
T
R
E
E
T
CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
PREPARED BY THE DESIGN
PROFESSIONAL AS INSTRUMENTS OF
SERVICE SHALL REMAIN THE PROPERTY
OF THE DESIGN PROFESSIONAL.
DISSEMINATION MAY NOT BE MADE
WITHOUT PRIOR CONSENT OF THE
DESIGN PROFESSIONAL. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND
OTHERWISE, ARE HEREBY SPECIFICALLY
RESERVED.
RE
V
I
S
I
O
N
S
RE
V
DA
T
E
DE
S
C
R
I
P
T
I
O
N
DATE
PROJECT # PBY.33152
DRAWN BY:
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
1
10.20.23
GR
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03/31/2025
110 E 1st St -
1011174736/10/2024
4FT. CAFE BAR
CP
U
CA
B
I
N
E
T
L-5
L-5
RB-1
A3
FFE PLAN
BAP
EBC
ST
O
R
E
#
0
6
0
9
11
0
E
A
S
T
F
I
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S
T
S
T
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E
E
T
CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
PREPARED BY THE DESIGN
PROFESSIONAL AS INSTRUMENTS OF
SERVICE SHALL REMAIN THE PROPERTY
OF THE DESIGN PROFESSIONAL.
DISSEMINATION MAY NOT BE MADE
WITHOUT PRIOR CONSENT OF THE
DESIGN PROFESSIONAL. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND
OTHERWISE, ARE HEREBY SPECIFICALLY
RESERVED.
RE
V
I
S
I
O
N
S
RE
V
DA
T
E
DE
S
C
R
I
P
T
I
O
N
DATE
PROJECT # PBY.33152
DRAWN BY:
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
1
10.20.23
GR
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w
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c
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03/31/2025
110 E 1st St -
1011174736/10/2024
4FT. CAFE BAR
CP
U
CA
B
I
N
E
T
VCT
VCT
VCT
3
A4
TYPE A
℄
℄
℄
℄
℄
℄
ACT-1
EXP
L-5
P-1
P-2
P-3
RB-1
P-4
EXG
VCT
FRP-1
P-5
RB-1 CT-3
CT-4
5
A4
P-2
P-2
P-2
RB-1
P-2 P-1 P-1
RB-1
A4
FINISH PLAN,
DETAIL AND
SCHEDULE
BAP
EBC
ST
O
R
E
#
0
6
0
9
11
0
E
A
S
T
F
I
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S
T
S
T
R
E
E
T
CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
PREPARED BY THE DESIGN
PROFESSIONAL AS INSTRUMENTS OF
SERVICE SHALL REMAIN THE PROPERTY
OF THE DESIGN PROFESSIONAL.
DISSEMINATION MAY NOT BE MADE
WITHOUT PRIOR CONSENT OF THE
DESIGN PROFESSIONAL. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND
OTHERWISE, ARE HEREBY SPECIFICALLY
RESERVED.
RE
V
I
S
I
O
N
S
RE
V
DA
T
E
DE
S
C
R
I
P
T
I
O
N
DATE
PROJECT # PBY.33152
DRAWN BY:
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
1
10.20.23
GR
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4
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c
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03/31/2025
110 E 1st St -
1011174736/10/2024
A5
REFLECTED
CEILING PLAN
MN
EBC
ST
O
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E
#
0
6
0
9
11
0
E
A
S
T
F
I
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T
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T
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CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
PREPARED BY THE DESIGN
PROFESSIONAL AS INSTRUMENTS OF
SERVICE SHALL REMAIN THE PROPERTY
OF THE DESIGN PROFESSIONAL.
DISSEMINATION MAY NOT BE MADE
WITHOUT PRIOR CONSENT OF THE
DESIGN PROFESSIONAL. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND
OTHERWISE, ARE HEREBY SPECIFICALLY
RESERVED.
RE
V
I
S
I
O
N
S
RE
V
DA
T
E
DE
S
C
R
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P
T
I
O
N
DATE
PROJECT # PBY.33152
DRAWN BY:
SA
N
T
A
A
N
A
,
C
A
9
2
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1
10.20.23
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03/31/2025
110 E 1st St -
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ST
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#
0
6
0
9
11
0
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A
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CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
PREPARED BY THE DESIGN
PROFESSIONAL AS INSTRUMENTS OF
SERVICE SHALL REMAIN THE PROPERTY
OF THE DESIGN PROFESSIONAL.
DISSEMINATION MAY NOT BE MADE
WITHOUT PRIOR CONSENT OF THE
DESIGN PROFESSIONAL. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND
OTHERWISE, ARE HEREBY SPECIFICALLY
RESERVED.
RE
V
I
S
I
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N
S
RE
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DA
T
E
DE
S
C
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P
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I
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N
DATE
PROJECT # PBY.33152
DRAWN BY:
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N
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A
A
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C
A
9
2
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10.20.23
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STORAGE
RACK DETAILS
SH-1
D.Z.
C.S.
12/12/2023
110 E 1st St -
1011174736/10/2024
ST
O
R
E
#
0
6
0
9
12
4
E
F
I
R
S
T
S
T
CHECK BY:
ALL REPORTS, PLANS, SPECIFICATIONS,
FIELD DATA, NOTES AND OTHER
DOCUMENTS, INCLUDING ALL
DOCUMENTS ON ELECTRONIC MEDIA,
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VERSION Q1-21 83x83
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PROJECT # PBY.33152
DRAWN BY:
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STORAGE
RACK DETAILS
SH-2
D.Z.
C.S.
12/12/2023
110 E 1st St -
1011174736/10/2024
110 E 1st St -
1011174736/10/2024
BP
BP
110
110 E 1st St -
1011174736/10/2024
110 E 1st St -
1011174736/10/2024
Structural Calculations
FOR
Storage Rack
Pepboys
124 E First St.
Santa Ana, CA 92701
FOR
Table of Contents:
Design Criteria
Storage Rack(s) Calculations
Anchorage Calculation
_________________________
Carel Stevenson, P.E.
Prepared By:
Core States Group
4240 E Jurupa St, Suite 402, Ontario, CA, 91671
February 18, 2022
CSG Project #PBY.33152
12/12/2023
110 E 1st St -
1011174736/10/2024
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110 E 1st St -
1011174736/10/2024
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110 E 1st St -
1011174736/10/2024
Core States Group
4240 E. Jurupa St. Suite 402
Ontario, CA 91761
Storage Rack Date: {d}
Calculations By: DZ
Structural design is based on 2022 CBC, ASCE 7-16, and RMI-MH16.1 design standards, along with applicable
jurisdiction building codes.
Seismic Design Criteria:
Structure Risk Category: II Table 1.5-1, ASCE 7
Site Class: D (Assumed)Table 20.3-1, ASCE 7
≔Ie 1.0 Seismic Importance Factor (Back of House)Table 1.5-2, ASCE 7
≔Ss 1.29 Spectral Response Acceleration Parameter (Short Period)Figure 22-1, ASCE 7
≔S1 0.46 Spectral Response Acceleration Parameter (1-s Period)Figure 22-2, ASCE 7
≔Fa 1.2 Short-Period Site Coefficient (at 0.2 s-period)Table 11.4-1, ASCE 7
≔Fv 1.84 Long-Period Site Coefficient (at 1.0 s-period)Table 11.4-2, ASCE 7
≔ρ 1.2 Redundancy Factor §12.3.4, ASCE 7-16
≔ap 2.5 Component Amplification Factor Table 13.5-1, ASCE 7
≔hr 20 Average Height of Roof
≔z 0 Rack Attachment Height (w/ respect to base)
≔x 0.75 Exponential Term per Eq. 12.8-7 Table 12.8-2, ASCE 7
≔R 4.0 Response Modification Factor Table 15.4-2, ASCE 7
≔Ω0 2 Overstrength Factor Table 15.4-2, ASCE 7
≔Cd 3.5 Deflection Amplification Factor Table 15.4-2, ASCE 7
≔SMS ⋅Fa Ss =SMS 1.548 Adjusted Short Period Spectral Response Parameter Eq. 11.4-1, ASCE 7-
≔SM1 ⋅Fv S1 =SM1 0.846 Adjusted 1s-Period Spectral Response Parameter Eq. 11.4-2, ASCE 7-
≔SDS ⋅―2
3
SMS =SDS 1.032 Design Short Period Spectral Response Parameter Eq. 11.4-3, ASCE 7-
≔SD1 ⋅―2
3
SM1 =SD1 0.564 Design 1s-Period Spectral Response Parameter Eq. 11.4-4, ASCE 7-
Table 11.6-1: Seismic Design Category (Short-Period)Table 11.6-2: Seismic Design Category (1s-Period)
≔SDCs
‖
‖
‖
‖
‖
‖
‖
‖
‖
‖
‖
‖
‖
‖‖
if <SDS 0.167
‖
‖“A”
if <≤0.167 SDS 0.33
‖
‖“B”
if <≤0.33 SDS 0.50
‖
‖“C”
if ≤0.5 SDS
‖
‖“D”
≔SDC1
‖
‖
‖
‖
‖
‖
‖
‖
‖
‖
‖
‖
‖
‖‖
if <SD1 0.067
‖
‖“A”
if <≤0.067 SD1 0.133
‖
‖“B”
if <≤0.133 SD1 0.20
‖
‖“C”
if ≤0.2 SD1
‖
‖“D”
=SDCs “D” =SDC1 “D”
≔SDC max ⎛⎝,SDCs SDC1⎞⎠
≔Seismic_Design_Category if ⎛⎝,,≥S1 0.75 “E”SDC⎞⎠=Seismic_Design_Category “D”
110 E 1st St -
1011174736/10/2024
Core States Group
4240 E. Jurupa St. Suite 402
Ontario, CA 91761
Storage Rack Date: 2/18/2022
Calculations By: DZ
STORAGE RACK DESIGN 2-24'' BACK TO BACK RACKS
Back of House
SECTION PROPERTIES
E 29000ksi:=
Fy 33ksi:=
Physical Dimensions:
b 1.5in:=Channel Width Ly 12in:=Unbraced Length in y direction
d 0.75in:=Channel Depth Lx 12in:=Unbraced Length in x direction
Rc 0.188in:=Radius at Corners Lt min L x L y, ( ):=
t 0.06in:=Channel Thickness
Ky 1.7:=Effective Length Factor for y direction
Sx 0.0563in3:=Section Modulus in x direction
Kx 1.0:=Effective Length Factor for x direction
Sy 0.0595in3:=Section Modulus in y direction
Kt 0.8:=
Ix 0.0489in4:=Moment of Inertia in x direction
ρ 490pcf:=Density of Steel
Iy 0.0223in4:=Moment of Inertia in y direction
rx 0.4767in:=Radius of Gyration in x direction
ry 0.3222in:=Radius of Gyration in y direction
Ap 0.2151in2:=Full Cross Sectional Area
Shelving Geometry:
B 96in:=Width of Shelving Unit: Two Shelves next to each other.
h 144in:=Total Height of Shelving Unit
N 11:=Number of Shelves
d 48in:=Depth of Shelving Unit
hs
h 6in-( )
N 1-( )13.8 in=:=Shelf Spacing
LL 6.25psf:=Design Live Load
DL 1.5psf:=Design Dead Load
W p ρ Aph8.8 lbf=:=Weight of Post
W tLL B dLL200 lbf=:=Live Load Weight Per Shelf
W tDL B dDL4 Wp
N
+51.2 lbf=:=Dead Load Weight Per Shelf + Weight of Post
110 E 1st St -
1011174736/10/2024
Core States Group
4240 E. Jurupa St. Suite 402
Ontario, CA 91761
Storage Rack Date: 2/18/2022
Calculations By: DZ
Lateral Seismic Design Base Shear ( §15.4, ASCE 7-16)
CASE 1 - 100% LOAD TOP SHELF ONLY
( §15.4, ASCE 7-16)
CASE 1 - 100% LOAD TOP SHELF ONLY
(RMI-MH16.1 )
Cs1
SDS
R
0.258=:=Maximum Seismic Resposne Coefficient
Per RMI-MH16.1, Sect. 2.6.3 Vt
0.4 ap( )SDS1 2 z
h r
+
R
Ie
0.258=:=
Vt.min 0.3 SDS( )Ie( )0.3096=:=
Vt.max 1.6 SDS( )Ie( )1.6512=:=
Vused Vt Vt.min Vt<Vt.max<if
Vt.min Vt Vt.min<if
Vt.max Vt Vt.max>if
:=
Vused max Vused Cs1, ( )0.3096=:=
Vtd Vused WtDLN174.3lbf=:=Seismic DL Base Shear
Fd Vused W tDL15.8 lbf=:=DL Force per Shelf
Vtl Vused W tLL61.9 lbf=:=Seismic LL Base Shear
Fl Vused W tLL61.9 lbf=:=LL Force per Shelf
Vtotal Vtd( )Vtl( )+236.3 lbf=:=Total Base Shear
NP 4:=Post along Short
Side
Mo Vtotal
2
3
h1890.1 ft lbf=:=
Mres 0.9 W tDL N( )W tLL( )+d
2
1373.6 ft lbf=:=
Ev
0.2 SDSWtDL N( )W tLL+
4
39.4 lbf=:=Tension
Ω0 MoMres-( )
NP d
Ev+189.8 lbf=:=
Mt N 1-( )hsWtDLN 1-( )hsWtLL+2888.7 ft lbf=:=
CV1
W tDL 0W tLL 0+( )
Mt
0=:=
Ctop
W tDL N 1-( )h sW tLL N 1-( )h s+
Mt
1=:=
CV1 Ctop+1=Coefficients Should Total 1 Ftop Ctop Vtotal236.3 lbf=:=
110 E 1st St -
1011174736/10/2024
Core States Group
4240 E. Jurupa St. Suite 402
Ontario, CA 91761
Storage Rack Date: 2/18/2022
Calculations By: DZ
Lateral Seismic Design Base Shear
CASE 2 - ALL SHELVES 67% LOADED
( §15.4, ASCE 7-16)
CASE 1 - 100% LOAD TOP SHELF ONLY
(RMI-MH16.1 )
Vt
0.4 ap( )SDS1 2 z
h r
+
R
Ie
0.258=:=Cs1
SDS
R
0.258=:=Maximum Seismic Resposne Coefficient
Per RMI-MH16.1, Sect. 2.6.3
Vt.min 0.3 SDS( )Ie( )0.3096=:=
Vt.max 1.6 SDS( )Ie( )1.6512=:=
Vused Vt Vt.min Vt<Vt.max<if
Vt.min Vt Vt.min<if
Vt.max Vt Vt.max>if
:=
Vused max Vused Cs1, ( )0.3096=:=
Vtd Vused WtDLN174.3lbf=:=Seismic DL Base Shear
Fd Vused W tDL15.8 lbf=:=DL Force per Shelf
Vtl Vused W tLLN681.1 lbf=:=Seismic LL Base Shear
Fl Vused W tLL61.9 lbf=:=LL Force per Shelf
Vtotal Vtd( )0.67 Vtl( )+630.7 lbf=:=Total Base Shear (ASCE 7-16 15.5.3.3.2)
NP 4:=Post along Short Side Vbolt Ω0
Vtotal
NP
315.3 lbf=:=
Mo Vtotal
1
2
h3784.2 ft lbf=:=
Mres 0.9 W tDL N( )W tLL N( )+d
2
4973.6 ft lbf=:=
Mt W tDL 0.67W tLL+( )hWtDL 0.67WtLL+( )h hs-( )+W tDL 0.67W tLL+( )( )h 2 hs-( )+
W tDL 0.67W tLL+( )( )h 3 hs-( )W tDL 0.67W tLL+( )( )h 4 h s-( )+WtDL 0.67WtLL+( )( )h 5 hs-( )++
...
WtDL 0.67WtLL+( )h 6 hs-( )W tDL 0.67W tLL+( )( )h 7 h s-( )+WtDL 0.67WtLL+( )( )h 8 hs-( )++
...
W tDL 0.67W tLL+( )( )h 9 hs-( )W tDL 0.67W tLL+( )( )h 10 hs-( )++
...
12732.1 ft lbf=:=
Ev
0.2 SDSWtDL N( )WtLL N( )+
4
142.6 lbf=:=
Tension
Ω0 MoMres-( )
NP d
Ev+304.7 lbf=:=Note: If negative, no tension force on post.
Loading used for
anchorage design.
Reference Hilti
Calculations below.
110 E 1st St -
1011174736/10/2024
Core States Group
4240 E. Jurupa St. Suite 402
Ontario, CA 91761
Storage Rack Date: 2/18/2022
Calculations By: DZ
Vertical Distribution Factors for Each Shelf
CV11
WtDL W tLL 0.67+( )h( )
Mt
0.17455=:=F11 CV11 Vtotal110.1 lbf=:=
CV10
WtDL W tLL 0.67+( )h hs-( )
Mt
0.15782=:=F10 CV10 Vtotal99.5 lbf=:=
CV9
W tDL WtLL 0.67+( )h 2hs-( )
Mt
0.14109=:=F9 CV9 Vtotal89lbf=:=
CV8
W tDL WtLL 0.67+( )h 3hs-( )
Mt
0.12436=:=F8 CV8 Vtotal78.4 lbf=:=
CV7
W tDL WtLL+( )h 4hs-( )
Mt
0.146=:=F7 CV7 Vtotal92.1 lbf=:=
CV6
W tDL WtLL 0.67+( )h 5hs-( )
Mt
0.09091=:=F6 CV6 Vtotal57.3 lbf=:=
CV5
W tDL WtLL 0.67+( )h 6hs-( )
Mt
0.07418=:=F5 CV5 Vtotal46.8 lbf=:=
CV4
W tDL WtLL 0.67+( )h 7hs-( )
Mt
0.05745=:=F4 CV4 Vtotal36.2 lbf=:=
CV3
W tDL WtLL 0.67+( )h 8hs-( )
Mt
0.04073=:=F3 CV3 Vtotal25.7 lbf=:=
CV2
W tDL WtLL 0.67+( )h 9hs-( )
Mt
0.024=:=F2 CV2 Vtotal15.1 lbf=:=
CV1
W tDL WtLL 0.67+( )h 10hs-( )
Mt
0.00727=:=F1 CV1 Vtotal4.6 lbf=:=
CV1 CV2+CV3+CV4+CV5+CV6+CV7+CV8+CV9+CV10+CV11+1.0=Coefficients Should Total 1
Ftotal F1 F2+F3+F4+F5+F6+F7+F8+F9+F10+F11+654.9 lbf=:=CASE 2 GOVERNS
Top Reaction for racks for Racks anchored to existing Wall
Ftop F8 F9+F10+F11+:=Top Lateral Net Reaction where racks are anchored along an existing
CMU or Concrete Wall. Ftop 377 lbf=
HUS-EZ Tension @ Racks Anchored to wall. By inspection, 1/4'' Dia.
HUS-EZ with 2 1/2'' Effective Embed shall suffice. Twr
Ftop
3
125.7 lbf=:=
110 E 1st St -
1011174736/10/2024
Core States Group
4240 E. Jurupa St. Suite 402
Ontario, CA 91761
Storage Rack Date: 2/18/2022
Calculations By: DZ
AXIAL CAPACITY OF POST
σex
π2 E
Kx Lx( )rx
1-
2
451.7 ksi=:=σey
π2 E
Ky Ly( )ry
1-
2
71.4 ksi=:=
σe min σex σey, ( )71.4 ksi=:=
Polar Radius of Gyration:ro 1.408in:=
Torsion Constant:J 0.0003in4:=
Warping Constant:Cw 0.0045in6:=
Shear Modulus:G 11300ksi:=
σt
1
Ap ro
2
G Jπ2 E
Cw
Kt L t( )2
+
:=
xo ro
2 rx
2-ry
2--:=β 1 xo
ro
2
-:=
Fet
1
2 β
σ e σ t+( )σ e σ t+( )2 4β σeσt--
:=
Elastic Buckling
Stress:
Fe if Fet σe<Fet, σ e, ( )27 ksi=:=
λc
Fy
Fe
1.1051=:=
Nominal Bukling Stress:Fn if λc 1.5<0.658
λc
2
Fy, Fy
0.877
λc
2
,
19.8 ksi=:=
ϕ 0.95:=LRFD
Axial Strength:ϕPn ϕ FnAp4044.6 lbf=:=LRFD
110 E 1st St -
1011174736/10/2024
Core States Group
4240 E. Jurupa St. Suite 402
Ontario, CA 91761
Storage Rack Date: 2/18/2022
Calculations By: DZ
AXIAL CAPACITY OF POST
Ultimate Axial Load on Column:
Pu
Mo
NP( )d
0.2SDS N( )
0.67W tLL W tDL+( )
16
+1.6 N
0.67W tLL
16
+1.2 N W tDL
16
+Wp+461.2 lbf=:=
Bending
Stresses: MsL
Vtotal
2
B
2
Ly( )2
8
9.9 lbf ft=:=
Ms Vtotal 6in
NP
78.8 ft lbf=:=
Bending Stress on
Column:
Mr max
Ms
Sx
MsL
Sy
,
16.8 ksi=:=
ϕ 0.90:=
Bending Strength: ϕMn ϕ Fy29.7 ksi=:=
Magnification
Factor:
Cm 0.85:=αx 1:=
Combined Stress: Pu
ϕPn
Cm
Mr
ϕMn α x( )
+0.595=Must Be Less Than 1.0
MOMENT AT BEAM CONNECTION:
Vtasd
Vtotal( )
2
.7220.7 lbf=:=
Total Seismic Base Shear (ASD):
Shear Force on Backside into Braces:Vb
Vtasd( )
2
110.4lbf=:=
Number of Shelf Racks Supported by Braces:
Nb 2:=
Tension Force Into Brace:Tb Nb Vb
2 Vb h( )
B
2
+398 lbf=:=
Use: 0.75" x 16ga Straps
bs .75in:=Width of Strap-
Thickness of Strap:ts 0.068in:=
As b s ts0.051 in2=:=Area of Strap:
ft
Tb
As
7.8 ksi=:=Tension Stress in Strap:
Allowable Tension Stress:Ft 0.6 33ksi 19.8 ksi=:=
Shear on each Screw:Vr
Ms
4.625in
204.6 lbf=:=
Capacity of #14 Screw:Vs 600lbf:=Screw connection is adequate for moment connect from beam to post.
if ft Ft<"16 GA. Strap OK", "Redesign Strap", ()"16 GA. Strap OK"=
110 E 1st St -
1011174736/10/2024
Core States Group
4240 E. Jurupa St. Suite 402
Ontario, CA 91761
Storage Rack Date: 2/18/2022
Calculations By: DZ
Connection to Existing Slab:
f'c 2500psi:=Assumed( )Minimum Concrete Stength:
Thickness of Concrete Slab: tc 4.0in:=
Allowable Soil Bearing Pressure:fsoil 500psf:=
dbase 0.75in:=Factored Bearing Loads From Post:Pmax Pu 461.2 lbf=:=
Required Bearing Area:Areq
Pmax
fsoil
132.8 in2=:=I Areq 11.5 in=:=
dcrit
I
2
d base
2
-
tc
2
-3.4 in=:=Critical Section:
ws
Pmax
Areq
12in 500 plf=:=Soil Pressure on Crit. Section:
bo 4 tc dbase+( )19 in=:=Shear Perimeter:
S 12in
tc
2
6
32 in3=:=Plain Concrete Section Modulus:
Shear Stress:
Two Way Punching Shear
fv
Pmax
bo tc
6.1 psi=:=
Bending Stress:fb
ws dcrit
2
2 S
7.5 psi=:=
Nominal Shear Capacity:ϕFv 0.55 2.66f'c psi73.2 psi=:=
Nominal Moment Capacity:ϕFb 0.55 5f'c psi137.5psi=:=
if fv ϕFv<"Shear Strength OK", "Shear Not Adequate", ()"Shear Strength OK"=
if fb ϕFb<"Bending Strength OK", "Bending Not Adequate", ()"Bending Strength OK"=
Existing concrete floor slab is adequate to support the required bearing forces.
110 E 1st St -
1011174736/10/2024
www.hilti.com
Hilti PROFIS Engineering 3.0.75
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
STORAGE RACK ANCHOR
Page:
Specifier:
E-Mail:
Date:
1
2/18/2022
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 3/8 (2) hnom2
Item number: 2210236 KB-TZ2 3/8x3
Effective embedment depth: hef,act = 2.000 in., hnom = 2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 7/1/2021 | 12/1/2021
Proof: Design Method ACI 318-14 / Mech
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.118 in.
Anchor plateR : lx x ly x t = 2.250 in. x 4.000 in. x 0.118 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 4.000 in.
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d))
Shear load: yes (17.2.3.5.3 (c))
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
110 E 1st St -
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STORAGE RACK ANCHOR
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2/18/2022
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 305; Vx = 315; Vy = 0;
Mx = 0; My = 0; Mz = 0;
yes 15
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 151 156 156 0
2 154 159 159 0
max. concrete compressive strain: - [‰]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.013): 305 [lb]
resulting compression force in (x/y)=(0.000/0.000): 0 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*154 4,869 4 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**305 2,043 15 OK
* highest loaded anchor **anchor group (anchors in tension)
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3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-14 Table 17.3.1.1
Variables
Ase,N [in.2]futa [psi]
0.05 126,204
Calculations
Nsa [lb]
6,493
Results
Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb]
6,493 0.750 1.000 4,869 154
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3.2 Concrete Breakout Failure
Ncbg = (ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b)
f Ncbg ³ Nua ACI 318-14 Table 17.3.1.1
ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b)
ANc0 = 9 h2
ef ACI 318-14 Eq. (17.4.2.1c)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-14 Eq. (17.4.2.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-14 Eq. (17.4.2.5b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc l a √f'
c h1.5
ef ACI 318-14 Eq. (17.4.2.2a)
Variables
hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
2.000 0.000 0.012 ∞1.000
cac [in.]kc l a f'
c [psi]
4.375 21 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
51.00 36.00 1.000 0.996 1.000 1.000 2,970
Results
Ncbg [lb]f concrete f seismic f nonductile f Ncbg [lb]Nua [lb]
4,190 0.650 0.750 1.000 2,043 305
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*159 2,201 8 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**315 2,933 11 OK
Concrete edge failure in direction **N/A N/A N/A N/A
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-14 Table 17.3.1.1
Variables
Ase,V [in.2]futa [psi]aV,seis
0.05 126,204 1.000
Calculations
Vsa,eq [lb]
3,386
Results
Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb]
3,386 0.650 1.000 2,201 159
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4.2 Pryout Strength
Vcpg = kcp [(ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-14 Eq. (17.5.3.1b)
f Vcpg ³ Vua ACI 318-14 Table 17.3.1.1
ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b)
ANc0 = 9 h2
ef ACI 318-14 Eq. (17.4.2.1c)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-14 Eq. (17.4.2.4)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-14 Eq. (17.4.2.5b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-14 Eq. (17.4.2.7b)
Nb = kc l a √f'
c h1.5
ef ACI 318-14 Eq. (17.4.2.2a)
Variables
kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]
1 2.000 0.000 0.013 ∞
y c,N cac [in.]kc l a f'
c [psi]
1.000 4.375 21 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
51.00 36.00 1.000 0.996 1.000 1.000 2,970
Results
Vcpg [lb]f concrete f seismic f nonductile f Vcpg [lb]Vua [lb]
4,190 0.700 1.000 1.000 2,933 315
5 Combined tension and shear loads
bN bV z Utilization bN,V [%]Status
0.149 0.107 5/3 7 OK
bNV = bz
N + bz
V <= 1
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6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section
17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the
case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The
connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).
• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3
(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the
anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design
strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased
by w0.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-14, Section 17.8.1.
Fastening meets the design criteria!
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Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 0.000 -1.250 ----
2 0.000 1.250 ----
7 Installation data
Anchor type and diameter: Kwik Bolt TZ2 - CS 3/8 (2)
hnom2
Profile: no profile Item number: 2210236 KB-TZ2 3/8x3
Hole diameter in the fixture: df = 0.438 in. Maximum installation torque: 361 in.lb
Plate thickness (input): 0.118 in. Hole diameter in the base material: 0.375 in.
Recommended plate thickness: not calculated Hole depth in the base material: 2.750 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 4.000 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Setting: Machine torqueing with SIW 6AT-A22 and SI-AT-A22 module
Hilti KB-TZ2 stud anchor with 2.5 in embedment, 3/8 (2) hnom2, Carbon steel, installation per ESR-4266
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench
• Hammer
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8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
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