HomeMy WebLinkAbout400 S Baldwin Ave - 2024 - Nordstroms Stock Shelving RacksBayley Construction, LP
23101 Lake Center Drive, Suite 200
Lake Forest, California 92630
P: (714) 540-8863
Project: 23287 Nordstrom Santa Anita 345
Remodel
400 S Baldwin Avenue
Arcadia, California 91007
Submittal #105600-2.1 - Storage Assembly Layout
105600 - Storage Assemblies
Revision 1 Submittal Manager Ryan Canary (Bayley Construction, LP)
Status Open Date Created Mar 19, 2024
Issue Date Mar 19, 2024 Spec Section 105600 - Storage Assemblies
Responsible
Contractor
Associates Material Handling Received From Stephen Bell (Associates Material Handling)
Received Date Submit By
Final Due Date Apr 9, 2024 Lead Time
Cost Code
Location Type Shop Drawing
Approvers Ryan Canary (Bayley Construction, LP), Stefanie Means (CallisonRTKL, Inc.)
Ball in Court Stefanie Means (CallisonRTKL, Inc.)
Distribution
Description
Submittal Workflow
Name Sent Date Due Date Returned Date Response Attachments
General Information
Attachments
Stephen Bell Mar 26, 2024 Mar 21, 2024 Submitted 031-105600-02_R1 Storage Assembly
Layout.pdf
Ryan Canary Mar 21, 2024 Apr 2, 2024 Mar 21, 2024 Approved
Stefanie Means Mar 21, 2024 Apr 9, 2024 Pending
Bayley Construction, LP Page 1 of 1 Printed On: Mar 21, 2024 08:16 AM PDT
LIST OF DRAWINGS/DRAWING INDEX
DRAWING NAME ISSUE DATE
VICINITY AND SITE MAP, & GENERAL INFORMATION
SHEET
L0
SECOND FLOOR SHELVING LAYOUT (STOCK 2106)L1
FOOT PLATE MAP (STOCK 2106)L1.1
GENERAL NOTES:
SEISMIC DATA:
Ss = 2.018
S1 = 0.721
Sds = 1.614
Sd1 = 0.817
Vt = 0.512 (2ND FLOOR)
Seismic Design Category = D
Soil Site Class = D (Assumed)
Importance Factor = 1.0
D1
PROJECT DIRECTORY:
OWNER
NORDSTROM, INC.
1600 7TH AVE, SUITE 2500
SEATTLE, WA 98101
CONTACT: DAVID PEREGOY
PHONE: (206) 303-6551
GENERAL CONTRACTOR
BAYLEY CONSTRUCTION
23101 LAKE CENTER DRIVE, SUITE 200
SEATTLE, WA 98101
CONTACT: MARK FLORER
PHONE: (714) 540-8863
ELECTRICAL ENGINEER
HARGIS ENGINEERS, INC.
1201 3RD AVE, SUITE 600
SEATTLE, WA 98101
CONTACT: STEPHANIE ANDERSON
PHONE: (206) 436-0458
PLUMBING & MECHANICAL ENGINEER
HARGIS ENGINEERES, INC.
1201 3RD AVE, SUITE 600
SEATTLE, WA 98101
CONTACT: RAWLEY REESER
PHONE: (206) 859-5385
ARCHITECT
ARCADIS INC.
1420 5TH AVE, SUITE 2400
SEATTLE, WA 98101
CONTACT: STEPHANIE MEANS
PHONE: (206) 661-1977
1. THE WORK DELINEATED IN THESE DRAWINGS AND
DESCRIBED IN THE SPECIFICATION SHALL CONFORM
TO ALL LOCAL CODES, STANDARDS, AND AUTHORITIES
THAT HAVE JURISDICTION.
CODES SHALL COMPLY WITH THE FOLLOWING: 2022
CALIFORNIA BUILDING CODE (CBC), 2021
INTERNATIONAL BUILDING CODE, ASCE/SEI 7-16,
RMI/ANSI MH 16.1.2012.
2. THESE GENERAL NOTES SHALL APPLY TO ALL
DRAWINGS AND GOVERN UNLESS OTHERWISE NOTED
OR SPECIFIED.
3. VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS
AT THE JOB SITE PRIOR TO THE START OF WORK. ANY
DISCREPANCIES SHOULD BE REPORTED TO THE EOR
IMMEDIATELY.
4. UNLESS OTHERWISE SHOWN OR NOTED, ALL TYPICAL
DETAILS SHALL BE USED WHERE APPLICABLE.
5. ALL DETAILS SHALL BE CONSIDERED TYPICAL AT
SIMILAR CONDITIONS.
6.CONSTRUCTION WORK WILL NOT BLOCK HALLWAYS
OR MEANS OF EGRESS.
7.NO ON SITE WELDING REQUIRED.
8.A MINIMUM OF 18 INCHES IS PROVIDED BETWEEN THE
TOP OF SHELVING MATERIAL TO THE LOWEST POINT
OF SPRINKLER DEFLECTOR.
9.IF THE BUILDING INSPECTOR DETERMINES
NON-COMPLIANCE WITH ANY ACCESSIBILITY
PROVISIONS, HE/SHE SHALL REQUIRE COMPLETE,
DETAILED PLANS CLEARLY SHOWING ALL EXISTING
NON-COMPLYING CONDITIONS AND THE PROPOSED
MODIFICATIONS TO MEET CURRENT ACCESSIBILITY
PROVISIONS AFFECTED BY THE REMODEL (INCLUDING
SITE PLAN, FLOOR PLAN, DETAILS, ETC.). THE PLANS
MUST BE STAMPED BY THE FIELD INSPECTOR AND
RESUBMITTED TO THE BUILDING DEVELOPMENT
REVIEW DIVISION.
1.SUPPLY OF NEW STOCKROOM SHELVING, INCLUDING
REGULAR PARTICLE BOARD SHELVES, FOOT PLATES, &
CONCRETE ANCHORS IN AN EXISTING BUILDING.
2.SUPPLY OF SEISMIC CALCULATIONS, STAMPED AND
SEALED DRAWINGS BY PROFESSIONAL STRUCTURAL
ENGINEER FOR THE PURPOSE OF SHELVING PERMIT
APPLICATION AT LOCAL JURISDICTION.
3.INSTALLATION OF THE NEW STOCKROOM SHELVING,
BASED ON NON-UNION INSTALLER, WORKING ON
MULTIPLE - PHASES OF INSTALLATION DURING NORMAL
WORKING HOURS.
4.SHIPPING AND HANDLING BASED ON REGULAR
FREIGHT TRUCK.
5.ALL HIGH SHELVING INSTALLED IS NOT TO INTRUDE ON
THE SPRINKLER CLEARANCES.
6.REUSE EXISTING REMOVED SHELVING WHENEVER
POSSIBLE.
SCOPE OF WORK:
10. ALL SHELVING ANCHORS TO BE HILTI KWIK BOLT
EXPANSION ANCHOR (ESR-4266). SPECIAL
INSPECTION REQUIRED.
11. STORAGE STOCKING METHOD IS MANUAL.
12. BUILDING IS NOT ACCESSIBLE TO THE PUBLIC.
13. TYPE OF OCCUPANCY: GROUP M (MERCANTILE)
14. TYPE OF CONSTRUCTION: I-B
15. COMMODITY CLASSIFICATION: IV (BACK OF HOUSE
STORAGE AREA)
16. USABLE STORAGE HEIGHT FOR EACH STORAGE AREA
(REFER TO SHEET D1)
17. TYPICAL (E) MAIN FLOOR SLAB = MIN. 4" THICK
REINFORCED SLAB ON-GRADE w/F'c = 4000 PSI
(100 PSF MAX ALLOWABLE LIVE LOAD CAPACITY)
TYPICAL UPPER FLOOR SLAB = MIN. 3-4" THICK
REINFORCED LT WT CONCRETE SLAB OVER METAL
DECK w/F'c = 4000 PSI
(75 PSF MAX ALLOWABLE LIVE LOAD CAPACITY)
STATEMENT OF SPECIAL INSPECTION
VERIFICATION
AND INSPECTION PERIODIC INSPECTED BY
CONFIRM ANCHOR TYPE X 3rd PARTY
CONFIRM CONCRETE
COMPRESSIVE STRENGTH
CONFIRM CONCRETE THICKNESS
HOLE DIAMETER
CLEAN OUT OF HOLE
MINIMUM ANCHOR SPACING
MINIMUM EDGE DISTANCE
MINIMUM EMBEDMENT
TIGHTENING TORQUE
X
X
X
X
X
X
X
X
INSPECTOR
INSPECTOR
INSPECTOR
INSPECTOR
INSPECTOR
INSPECTOR
ICC-ES ESR-4266
HILTI KB TZ2, 3/8" DIA
SECTION 4.4, 7.0
MINIMUM 4000 PSI
4" MINIMUM
3/8" DIA x 2-3/4" LONG
PER SECTION 4.4, 7.0,
FIGURE 2, TABLE 1
BULB/BLOW OUT - PER SECTION
4.3, 4.4
3.5" - PER SECTION 4.4, TABLE 3
6" - PER SECTION 4.4,
TABLE 3
2.5" - PER SECTION 4.4,
TABLE 1, 3
30 FT/LBS - PER SECTION 4.3, 4.4,
TABLE 1
SHELVING COMPONENTS & WALL ATTACHMENT DETAILSD2
FOOT PLATE & FLOOR ANCHORING DETAILSD3
END FRAME & BAY ELEVATION DETAILS
L0
SHEET
GE
N
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THE DESIGNS, CONCEPTS, AND FEATURES DEPICTED OR DESCRIBED HEREIN ARE THE EXCLUSIVE PROPERTY OF E-Z-RECT MANUFACTURING LTD. OR ITS REPRESENTATIVES AND ARE SUBMITTED IN CONFIDENCE. PERMISSION TO USE OR PRODUCE IN ANY WAY THIS PROPRIETARY INFORMATION IS EXPRESSLY WITHHELD. 2005.
NORDSTROM
400 S. BALDWIN AVE, SUITE 200
SANTA ANITA
SCALE:1
VICINITY MAP
NTS SCALE:2
SITE MAP
NTS
PROJECT SITE NORDSTROM
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ARCADIA, CA 91007
41
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365 NE QUIMBY AVENUE
BEND, OREGON 97701
ECLIPSE-ENGINEERING.COM (541) 389-9659
25
(FOIC)
AFM
18
5
6
VEST
2104
T
C2C4C4C4C4C4C4
C3
C4
C4
C4
C4 C4 C4
C4
C2
C2
3'
MAGENTA DASHED LINES INDICATE
CHICKEN WIRE BETWEEN
BACK-TO-BACK UNITS, TYP.
EXISTING SLICK RAILS, TYP.
C4 C4
C4 C4
C4 C4
C3 C3
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
3'-41
2"
C4 C4
C4 C4
C3 C3
C4 C4
3'-8 9
16"
C4 C4
C4 C4
C4 C43'-8"3'-8"3'-8"3'-8"3'-8"3'-8"4'-11"
3'-3 1
16"
C4 C4 C4 C4
A4
C4
C3
C4
C3
C4
C3
3'-8"
3'-5 9
16"
C2C4
C4
C4
C4
C4
C4
C4
C4
3'-8"
C4
C4
C4
C4
C4
C4
C4
C4
3'-8"
C4 C4 C4 C3
A4
A4
A4
A4
A3
4'-4 9
16"
WO
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B
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C
H
KIDS' SHOES STOCK
2106
A3.5
SPECIAL WELDED STM FOOT PLATE (SEE DETAIL 1 ON SHEET D3)
DTM FOOT PLATE W/ SHIMS (SEE DETAIL 3 ON SHEET D3)
STM FOOT PLATE W/ SHIMS (SEE DETAIL 2 ON SHEET D3)
LEGEND
L1.1
SHEET
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THE DESIGNS, CONCEPTS, AND FEATURES DEPICTED OR DESCRIBED HEREIN ARE THE EXCLUSIVE PROPERTY OF E-Z-RECT MANUFACTURING LTD. OR ITS REPRESENTATIVES AND ARE SUBMITTED IN CONFIDENCE. PERMISSION TO USE OR PRODUCE IN ANY WAY THIS PROPRIETARY INFORMATION IS EXPRESSLY WITHHELD. 2005.
SCALE:1
SECOND FLOOR (STOCK 2106)
FOOT PLATE MAP
3/32" = 1'-0"
AS
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365 NE QUIMBY AVENUE
BEND, OREGON 97701
ECLIPSE-ENGINEERING.COM (541) 389-9659
25
TRAINING ROOM
216
PERSONNEL
217
CONF.
219
STOCK
212
FE
FE
RE-INSTALL ALL STYLMARK PARTITIONS, DOORS,
MIRRORS, HARDWARE, CORNER GUARDS, AND
FURNITURE UPON COMPLETION OF FINISH SCOPE
1 ACC
STOCK
211
T T
233C
WOMEN'S DR
232
FE
STOCK
209
228A
209
WOMEN'S LOUNGE
206
207
FE-2 204
206
VESTIBULE
205
205
RELOCATE CASHWRAP
FROM EXISTING t.b.d.
DUMP
229
VEST
218
FEC
218
ENCORE
525 SF SALES
2D02
C1
A-811 15' - 1 1/2"
A-811
E3
TYP
(FOIC) AFM
18
ELEV. NO. 2
EL02
ELEV. NO. 1
EL01
FIELD AREA
RUG (FOIC)
F 0791 LINGERIE
2525 SF SALES
2D01
JAN
203 203 FEC EQ EQ EQ
FIELD AREA
RUG (FOIC)
F 0793
EQ
7' - 2"DN TO
FIRST
G11
A-807 TYP SIM A-807
J11 1' - 0"
UP FROM
FIRST7
ALIGN
7' - 9"10' - 10 1/2"
KIDS' GIRLS
KIDS'
DESIGNER
2' - 3"
KIDS' BOYS
575 SF SALES
2D23
FIELD AREA
RUG (FOIC)
F 0789
STOCK
2108
12' - 5"
350 SF SALES
2D22
RELOCATE CASHWRAP
FROM EXISTING
KIDS'WEAR
1100 SF SALES
2D21
EQ EQ
FIELD AREA
RUG (FOIC)
F 0788
FIELD AREA
RUG (FOIC)
F 0789
YA
(FOIC) AFM 18
C1
A-811
A-802
G7 TYP AT 4
COLUMNS 4' - 6"RELOCATE CASHWRAP FROM
EXISTING VIA C/INDIVIDUALIST
VEST
2107
STAIR 2
2S2
DN
2107
KIDS' SHOES
675 SF SALES
2D18
18
(FOIC)
AFM
18
KIDS' DR
2102
WOMEN'S DR
2101 DISPLAY
297
5 4 OS 3 2 1 ACC
DISPLAY
293 3 2 1 OS
FE
DELIVERY STAGE
283
FREIGHT ELEV.
NO. 1
CART. RM.
282
CO2-10
GENERATOR RM
277
ELEC. ROOM
278 FE-2
6 7 8
7 ACC
9
6
10
5
298
STOCK
298
STORAGE
294
MALL ENTRY
296
VEST
2104
C1
A-811
FEC
54 PROTH 6 7 8 ACC
RELOCATE CASHWRAP
FROM EXISTING KIDS' SHOES
3' - 9"
18' - 2"EQ EQ EQ EQ FIELD AREA
RUG (FOIC)
F 1002
C1
A-811
2102 1 2 3 4
FEC2101
SIM A-807
J11
SIM
292 289
FE
LOUNGE AREA
292A
STOCK
289
WOMEN'S DR
292
MANAGER
218
JAN
279
IDF CLOSET #1
284
1' - 6"FIELD AREA
RUG (FOIC)
F 0789 9' - 0"
FE 7
STAIR 1
2S1
6 UP DN
BABY
APPAREL/GEAR
1475 SF SALES
2D17
FIELD AREARUG (FOIC)
F 0789
18
2' - 10"
(FOIC) AFM
FIELD AREARUG (FOIC)
F 0788
(FOIC) AFM 18
ACTIVE AND
SWIM
2700 SF SALES
2D14
288
VEST
288
4
284 9
5
8 PURPLE "K"
MANAGER
218
MANAGER
218
FIELD AREA
RUG (FOIC)
F 0797
TBD
6050 SF SALES
2D13
(FOIC) AFM
FIELD AREA
RUG (FOIC)
F 0797
18
C1
A-811
G5
A-811
FEC
287
STOCK
287
3
286 1 ACC
2
3275 SF SALES
2D16
9' - 0"
CAFE
271
KITCHEN
276
FIELD AREA
RUG (FOIC)
F 0789
A-807
J11 TYP AT COLUMNS
AT ESCALATOR
ALIGN
9' - 0"
1' - 6"FIELD AREA
RUG (FOIC)
F 0788
FIELD AREA
RUG (FOIC)
F 1002
18
6' - 0"
19' - 0"TBD (DEMIN)
1400 SF SALES
2D12
14' - 8"
FEC
(FOIC) AFM
RELOCATE CASHWRAP
FROM EXISTING
COLLECTORS
EQ EQ EQ EQ
ALIGN
ALIGN
EQ
FIELD AREA
RUG (FOIC)
F 0797
EQ 11' - 0"EQ
FIELD AREA
RUG (FOIC)
F 1002
EQ
ALIGN
ALIGN
EQ EQ 13' - 1"SPACE
475 SF SALES
2D08
A-807
J11 G11
SIM A-807 TYP
FIELD AREA
RUG (FOIC)
F 0791
5' - 2"
POV/PETITES
2650 SF SALES
2D03
1' - 4"
ALIGN
18 (FOIC) AFM RELOCATE CASHWRAP
FROM EXISTING BP/SAVVY
16
DRESSES
1350 SF SALES
2D06
EQ
FIELD AREA
RUG (FOIC)
F 0772
2' - 6"
FIELD AREA
RUG (FOIC)
F 0773
FIELD AREA
RUG (FOIC)
F 0773
SECURITY
268
FE
EQ
9' - 10"EQ EQ EQ EQ
(FOIC) AFM RELOCATE
CASHWRAP FROM
EXISTING VIA
C/INDIVIDUALIST
6' - 0"
6' - 8 1/2"FIELD AREA
RUG (FOIC)
F 0773
FIELD AREA
RUG (FOIC)
F 0793 1' - 8"
4' - 9"
FIELD AREA
RUG (FOIC)
F 0772
9' - 0"
VIA C/INDY
2475 SF SALES
2D07
FIELD AREA
RUG (FOIC)
F 0773
5' - 6 1/2"14' - 3"
7' - 7"
262D
COLLECTORS
4400 SF SALES
2D09
(FOIC) AFM
4
T.V. SECURITY
264 SECURITY
266
STORAGE
267
5' - 6"
E 37
262E
-
3
FIELD AREA
RUG (FOIC)
F 0772
229
7
232
6 5 4 OS 233A C1
A-811
1
233D
WOMEN'S DR
233
233B
233E FE234 1075 SF SALES
2D04 1 ACC
242A 243A 247
C1
A-811 5' - 6"
EQ EQ BURBERRY
600 SF SALES
2D11
1
DRESSING ROOM
FINISHES PER DETAIL E7
A-811 262A 263
WOMEN'S DR
262
262B 262C
2 ACC
6' - 6"
251A
MAIL MESSAGE
214
STOCK
234
2
HALLWAY
228
3 2
ASSISTANT
222
MANAGER
218
STORE MANAGER
221
C.R.
223
STORAGE
226
MANAGER
218
GIFT WRAP
227
-37 -
VEST
236
2
RE-INSTALL HALL MIRROR, HARDWARE, CORNER GUARDS,
AND FURNITURE UPON COMPLETION OF FINISH SCOPE
3 4 ACC FE 228B -37
ORDER
PICK-UP
-
242C
3
242B 242D 243B
FE STOCK
248
243D 243C
1 ACC
1
251B 252
STOCK
252
FE
253
VEST
254
254
E 37 -
258 CORRIDOR
258
STOCK
244 FE STOCK
253
3
4' - 11"4' - 1"
FE
239 2
STOCK
247 2 PACKAGE SECURITY
257
FE
STOCK
239
5 6
BOILER ROOM
256
4 7 CO2-5
ACC
8 ACC
MANAGER
218 3
W
O
M
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N
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S
D
R
2
8
6
T
T
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T
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V
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20
4
WO
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S
T
O
I
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T
20
7
SO
U
T
H
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N
T
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20
1
2'
-
1
0
"
EL
E
V
A
T
O
R
L
O
B
B
Y
20
2
7'
-
5
1
/
2
"
1'
-
1
1
"
7'
-
3
"
4'
-
0
"
6'
-
4
"
LP
I
N
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E
R
N
A
L
21
5
12
'
-
0
"
3'
-
0
"
7'
-
3
"
3'
-
0
"
EQ
EQ
7'
-
3
"
4'
-
0
"
1'
-
7
1
/
2
"
8"
4'
-
0
"
EQ
6'
-
5
"
3'
-
0
"
EQ
1'
-
0
1
/
2
"
7'
-
8
"
2'
-
5
"
9'
-
0
"
3'
-
8
"
AL
I
G
N
4'
-
0
"
4'
-
0
"
7'
-
9
"
6'
-
1
1
1
/
2
"
5'
-
9
"
11
'
-
3
1
/
2
"
AL
I
G
N
9'
-
3
"
4'
-
3
"
G1
1
A-
8
0
7
AL
I
G
N
8'
-
5
"
9'
-
2
"
6'
-
6
"
4'
-
0
"
1'
-
0
"
WO
M
E
N
'
S
D
R
24
2
WO
M
E
N
'
S
D
R
24
3
1'
-
9
"
EQ
EQ
4'
-
0
"
6'
-
0
"
6'
-
0
"
7'
-
6
1
/
2
"
EQ
EQ
AL
I
G
N
WO
M
E
N
'
S
D
R
25
1
6'
-
1
0
"
4'
-
0
"
6"
4'
-
0
"
4'
-
1
0
"
EQ
EQ
1'
-
0
"
NO
R
T
H
E
N
T
R
Y
26
9
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E
C
.
C
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S
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T
26
3
EM
P
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26
1
EM
P
L
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D
R
25
9
T
C2C4C4C4C4C4C4
C3
C4
C4
C4
C4 C4 C4
C4
C2
C2
3'
TTTTTTTTTTTT
T
T
T
T
MAGENTA DASHED LINES INDICATECHICKEN WIRE BETWEENBACK-TO-BACK UNITS, TYP.
WALL TIE, TYP.
EXISTING SLICK RAILS, TYP.
C4 C4
C4 C4
C4 C4
C3 C3
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
C4 C4
3'-412"
C4 C4
C4 C4
C3 C3
C4 C4
3'-8916"
C4 C4
C4 C4
C4 C43'-8"3'-8"3'-8"3'-8"3'-8"3'-8"4'-11"
3'-3116"
T
C4 C4 C4
TTT
C4
A4
T
T
C4
C3
C4
C3
C4
C3
3'-8"
3'-5916"
C2C4
C4
C4
C4
C4
C4
C4
C4
3'-8"
C4
C4
C4
C4
C4
C4
C4
C4
3'-8"
T
C4 C4 C4
TTT T
C3
A4
T
T
A4
A4
TT
A4
T
T
A3.5
TT
A3
TT
4'-4916"
WO
R
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B
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C
H
KIDS' SHOES STOCK
2106
L1
SHEET
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9
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4
6
1
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:
(
6
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4
)
-
9
2
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-
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1
8
4
THE DESIGNS, CONCEPTS, AND FEATURES DEPICTED OR DESCRIBED HEREIN ARE THE EXCLUSIVE PROPERTY OF E-Z-RECT MANUFACTURING LTD. OR ITS REPRESENTATIVES AND ARE SUBMITTED IN CONFIDENCE. PERMISSION TO USE OR PRODUCE IN ANY WAY THIS PROPRIETARY INFORMATION IS EXPRESSLY WITHHELD. 2005.
SCALE:1
SECOND FLOOR (STOCK 2106)
SHELVING LAYOUT
3/32" = 1'-0"
AS
N
O
T
E
D
GL
/
d
t
41
3
7
-
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-
0
0
1
-
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1
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(
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365 NE QUIMBY AVENUE
BEND, OREGON 97701
ECLIPSE-ENGINEERING.COM (541) 389-9659
25
POST CONNECTOR TABS MUST BE
LOCKED IN PLACE FOR SAFETY, TYP.
TPC
96"
12"
1115
16", 1515
16"
TPC
12"
TPC
12"
TPC
TPC
24"
TPC
TPC
12"
12"
USE THE THREE TOP SLOTS
POST CONNECTOR SLOTS, TYP.
96"
12"
1115
16"
12"
12"
24"
12"
12"
1115
16"
TPC
TPC
TPC
TPC
TPC
TPC
TPC
5" x 1/4" THICK HARDBOARD KICK PLATE
PROVIDES FLUSH TOE SPACE CLOSURE
AT END OF EACH ROW, TYP
MAGENTA DASHED LINES INDICATE
CHICKEN WIRE BETWEEN
BACK TO BACK "C" UNITS,TYP.
TFCV
TFCV
TFCV
TFCV
TBC
TBC
TWB
91
2" - 9 EMPTY SLOTS
123
4" - 12 EMPTY SLOTS
123
4" - 12 EMPTY SLOTS
123
4" - 12 EMPTY SLOTS
1213
16" - 12 EMPTY SLOTS
12 1
16" - 12 EMPTY SLOTS
1131
32" - 12 EMPTY SLOTS
11
2", TYP.211
2", 341
2", 421
8", 461
2"
"A" & "C" UNITS
BAY ELEVATION
"A" & "C" UNITS
END FRAME ELEVATION
96"
48"
36"
SPECIAL STM FOOT PLATE
W/ WELDED BASE PLATE
C/W (2) ANCHORS, TYP.
CONNECTOR LOCKING CLIP ON
TOP TFCV & BOTTOM TWB CONNECTORS, TYP.
TFCV
TFCV
TFCV
TFCV
TBC
TBC
TWB
123
4" - 12 EMPTY SLOTS
123
4" - 12 EMPTY SLOTS
123
4" - 12 EMPTY SLOTS
1213
16" - 12 EMPTY SLOTS
12 1
16" - 12 EMPTY SLOTS
1131
32" - 12 EMPTY SLOTS
211
2", 341
2", 461
2"
BACK TO BACK
"C" UNITS
BAY ELEVATION
96"
TFCV (BACK ONLY)
SPECIAL DTM FOOT PLATE
W/ WELDED BASE PLATE
C/W (2) ANCHORS, TYP.
RE
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THE DESIGNS, CONCEPTS, AND FEATURES DEPICTED OR DESCRIBED HEREIN ARE THE EXCLUSIVE PROPERTY OF E-Z-RECT MANUFACTURING LTD. OR ITS REPRESENTATIVES AND ARE SUBMITTED IN CONFIDENCE. PERMISSION TO USE OR PRODUCE IN ANY WAY THIS PROPRIETARY INFORMATION IS EXPRESSLY WITHHELD. 2005.D1
SHEET
EN
D
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SCALE:1
(STOCK 2106)
END FRAME AND BAY ELEVATION DETAILS
7/8" = 1'-0"
DA
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:
BY
:
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N
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:
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:
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NOTES:
1.TRIM-LINE STEEL SHELVING FRAMEWORK C/W PARTICLE BOARD SHELVES, TYP.
2.ALL WOOD SHELVES ARE NON-FIRE RETARDANT PARTICLE BOARD (PB)
3.THE MAXIMUM LOAD PER SHELF = 30 LBS PER 11" DEEP UNIT, TYP.
4.THE MAXIMUM LOAD PER SHELF = 40 LBS PER 15" DEEP UNIT, TYP.
5.REFER TO SHEETS L1.1 & D3 FOR FOOT PLATE & ANCHORING DETAILS.
41
3
7
-
D
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0
1
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0
0
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1
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2
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365 NE QUIMBY AVENUE
BEND, OREGON 97701
ECLIPSE-ENGINEERING.COM (541) 389-9659
25
2"
VARIES
Ø 5
16" x 21
2" LONG GRADE 5 BOLT
C/W NYLON LOCK NUT TYP.
36"
14 GA.
VARIES
23
4"
1" TYP.
1
2"
1
2"
5
16" I.D. x 7
8" O.D. WASHER
18" FROM TOP
OF POST
SECURE POST TO 1" x 3" WOOD STRIP
WITH #10 x 21
2" ROUND HEAD
ROBERTSON WOOD SCREW
TRIM-LINE POST
1" x 3" PRIMED
WOOD STRIP
ATTACH 1" x 3" WOOD STRIP INTO WALL STUD
EVERY 16" WITH #10 x 21
2" ROUND HEAD
ROBERTSON WOOD SCREW THROUGH DRY WALL
VARIES
1" TYP.
2 7
16"
13 GA.
48"
1" TYP.
2 7
16"
VARIES
13 GA.13
16"
11
8"
1"
VARIES
13 GA.
11
2"
19
32"
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SCALE:1 TRIM-LINE TPC POST CONNECTOR
6" = 1'-0"
DA
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:
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THE DESIGNS, CONCEPTS, AND FEATURES DEPICTED OR DESCRIBED HEREIN ARE THE EXCLUSIVE PROPERTY OF E-Z-RECT MANUFACTURING LTD. OR ITS REPRESENTATIVES AND ARE SUBMITTED IN CONFIDENCE. PERMISSION TO USE OR PRODUCE IN ANY WAY THIS PROPRIETARY INFORMATION IS EXPRESSLY WITHHELD. 2005.
SCALE:2 TRIM-LINE TWB FRAME CONNECTOR
6" = 1'-0"
SCALE:3 TRIM-LINE TBC FRAME CONNECTOR
6" = 1'-0"
SCALE:6 WALL ATTACHMENT DETAIL
6" = 1'-0"SCALE:4 TRIM-LINE TFCV FRAME CONNECTOR
6" = 1'-0"
GL
/
d
t
SCALE:5 BACK TO BACK BOLTING DETAIL
6" = 1'-0"
41
3
7
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2
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365 NE QUIMBY AVENUE
BEND, OREGON 97701
ECLIPSE-ENGINEERING.COM (541) 389-9659
25
4"
31
2" x 21
2" x 3" x 11 GA. FOOT PLATE
CONCRETE FLOOR
14 GA. TRIM-LINE POST
13
16"11
2"
Ø5
16" x 11
2" LONG GRADE 5 BOLT
C/W NYLON LOCK NUT
3" EMB.
Ø3
8" x 33
4" HILTI KWIK BOLT TZ
KB2 CONCRETE WEDGE ANCHOR
AS PER ESR-4266 W/ MIN. 3" EMB., TYP.2"
5"
4"
3"
4 PLCS.12"14"
3"
1
8
ORIENTATION OF FOOT PLATE
TO PREVENT "TRIP HAZARD"
4"
31
2" x 21
2" x 3" x 11 GA. FOOT PLATE
CONCRETE FLOOR
14 GA. TRIM-LINE POST
13
16"11
2"
Ø 5
16" x 11
2" LONG GRADE 5 BOLT
C/W NYLON LOCK NUT
3" EMB.
Ø3
8" x 33
4" HILTI KWIK BOLT TZ
KB2 CONCRETE WEDGE ANCHOR
AS PER ESR-4266 W/ MIN. 3" EMB., TYP.2"
2"
ORIENTATION OF FOOT PLATE
TO PREVENT "TRIP HAZARD"
11
2"
Ø 5
16" x 21
2" LONG GRADE 5 BOLT
C/W NYLON LOCK NUT
TWO 14 GA. TRIM-LINE POSTS
13
16"13
16"
31
2" x 31
2" x 3" x 11 GA. FOOT PLATE
3"
Ø3
8" x 33
4" HILTI KWIK BOLT TZ
KB2 CONCRETE WEDGE ANCHOR
AS PER ESR-4266 W/ MIN. 3" EMB., TYP.
4"
CONCRETE FLOOR
3"
1
4
ORIENTATION OF FOOT PLATE
TO PREVENT "TRIP HAZARD"
3" EMB.
(2) STM SHIMS, TYP.
5" x 4" x 5
16"
STEEL FOOT PLATE
AISLE SIDE
AISLE SIDE
AISLE SIDE
CONCRETE FLOOR
CONCRETE FLOOR
CONCRETE FLOOR
(2) 31
2" x 31
2" x 3" x 11 GA. SHIMS
(2) 31
2" x 21
2" x 3" x 11 GA. SHIMS
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SCALE:1 SPECIAL WELDED BOLT-ON STM FOOT PLATE W/ (2) ANCHORS DETAIL
6" = 1'-0"
GL
/
f
m
41
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2
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THE DESIGNS, CONCEPTS, AND FEATURES DEPICTED OR DESCRIBED HEREIN ARE THE EXCLUSIVE PROPERTY OF E-Z-RECT MANUFACTURING LTD. OR ITS REPRESENTATIVES AND ARE SUBMITTED IN CONFIDENCE. PERMISSION TO USE OR PRODUCE IN ANY WAY THIS PROPRIETARY INFORMATION IS EXPRESSLY WITHHELD. 2005.
SCALE:2 STM FOOT PLATE C/W (2) SHIMS & (1) ANCHOR DETAIL
6" = 1'-0"SCALE:3 DTM FOOT PLATE C/W (2) SHIMS & (1) ANCHOR DETAIL
6" = 1'-0"
365 NE QUIMBY AVENUE
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ECLIPSE-ENGINEERING.COM (541) 389-9659
25
STRUCTURAL CALCULATIONS
Steel Storage Shelving
By E-Z-Rect Manufacturing, LTD
Nordstrom
Santa Anita
400 South Baldwin Avenue - Suite #200
Arcadia, California 91007
Prepared For:
E-Z-Rect Manufacturing, LTD
94 Riverside Drive
North Vancouver, BC V7H 2M6, Canada
Please note: the calculations contained within justify the seismic resistance of the shelving systems
for both vertical and lateral forces as required by the 2022 CBC, 2021 IBC, ASCE 7-16, and ANSI/RMI-
MH16.1 (2012). These storage shelves are not accessible to the general public.
25
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
E-Z-RECT MANUFACTURING
STEEL STORAGE SHELVING - LIGHT RETAIL
CODES:Current Editions of the: IBC & CBC & ASCE 7 & RMI
Design Inputs:Steel Storage Shelving: "A" Units (Second Floor)
Shelving Geometry -
Height of Shelving Unit = 8.0 ft Steel Yield Stress =33 ksi
Width of Shelving Unit = 4.0 ft Modulus of Elast. =29000 ksi
Depth of Shelving Unit = 1.3 ft
Number of Shelves/Unit = 7 Eff. Length Factor =1.7
Vertical Shelf Spacing = 14.8 in Unbraced Length X =14.8 in
Back to Back Units?NO Unbraced Length Y =12.0 in
Are There Mobile Units?NO Type of Post?14ga Trimline Post
Units per Anti-Tip Track = N/A Type of Beam?Trimline_TFCV
Trimline_TBC
Shelving Loading - Trimline_TWB
Live Load per Shelf = 8.0 psf Display On Plaque Near Shelving Units
Dead Load per Shelf = 3.5 psf
Maximum Weight Per Shelf = 40 lbs
Weight of Each Post = 8.0 lbs
Weight of Mobile Carriage = N/A lbs
Floor Load Calculations:
Total Load on Each Post = 209 lbs
Total Load On Each Unit = 418 lbs
Floor Area Load = 7.7 ft2
Allowable Floor Loading = 75 psf For Upper Floor Slab Over Metal Decking
Floor Load Under Shelf = 54 psf OK FOR 75psf RETAIL FLOOR LOADING
Seismic Information -
Importance Factor - 1.0 Not Open to the Public SDC:D - Sds
Site Class - D - Default D - Sd1
Mapped Accel. Parameters:
Ss = 2.018 Fa = 1.200 Sms = 2.422 Sds = 1.614
S1 = 0.721 Fv = 1.700 Sm1 = 1.226 Sd1 = 0.817
Structural System - ASCE 7 Section 15.5.3
Steel Storage Shelving:R = 4 ap = 2.5 Ip = 1.0
Average Roof Height = 45 ft 0'-0" For Ground Floor Location
Height of Base Attachment = 18.25 ft Second Floor
Shear Coeff Boundaries = Vmin = 0.484
Vmax = 2.583
Design Base Shear Coeff = Vt = 0.512 Adjusted For ASD
1/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Lateral Force Distribution: per ASCE 7 Section 15.5.3.3
Total Dead Load per Shelf = 19.8 lbs
Total Live Load per Shelf = 40.0 lbs
Lateral DL Force per Shelf = 10.1 lbs
Lateral LL Force per Shelf = 20.5 lbs
67% of LL Force per Shelf = 13.7 lbs
Total DL Base Shear = 70.9 lbs
Total LL Base Shear = 143.3 lbs
LC1: Each Shelf is Loaded to 67% of its Live Weight Cumulative Moment:15408 in-lbs
Total Base Shear = 166.9 lbs Controlling Load Case By Inspection
Height:Load:% Per Level:Lateral Force/Level:
Base = 0 in 0 lbs 0.0%F0 = 0 lbs
h1 = 3 in 40 lbs 0.9%F1 = 1.5 lbs
h2 = 18 in 40 lbs 5.4%F2 = 9.0 lbs
h3 = 33 in 40 lbs 9.8%F3 = 16.4 lbs
h4 = 47 in 40 lbs 14.3%F4 = 23.8 lbs
h5 = 62 in 40 lbs 18.7%F5 = 31.3 lbs
h6 = 77 in 40 lbs 23.2%F6 = 38.7 lbs
h7 = 92 in 40 lbs 27.7%F7 = 46.2 lbs
h8 = 0 in 0 lbs 0.0%F8 = 0.0 lbs
h9 = 0 in 0 lbs 0.0%F9 = 0.0 lbs
h10 = 0 in 0 lbs 0.0%F10 = 0.0 lbs
h11 = 0 in 0 lbs 0.0%F11 = 0.0 lbs
h12 = 0 in 0 lbs 0.0%F12 = 0.0 lbs
h13 = 0 in 0 lbs 0.0%F13 = 0.0 lbs
h14 = 0 in 0 lbs 0.0%F14 = 0.0 lbs
h15 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
h16 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
h17 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
h18 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
h19 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
h20 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
Sum = 100%Total = 166.9 lbs
LC 2: Top Shelf Only is Loaded to 100% of its Live Weight
Total Base Shear = 91.3 lbs Does Not Control
By inspection, the seismic distribution for intermediate shelves without live load (case 2) is negligible.
Calculate the moment for each column based on the total seismic base shear for each shelf being
loaded to 67% of it's allowable live weight.
2/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Column Calculations - Combined Bending and Axial
Post Type: 14ga Trimline Post x - Down y - Cross
Width = 0.81 in r = 0.516 0.317 in
Depth = 1.56 in S = 0.104 0.073 in3
Thickness = 0.07 in I = 0.078 0.030 in4
Fy =33 ksi Ap = 0.294 in2
E = 29000 ksi Ae = 0.275 in2
K = 1.7
Column Bending Calculations -
Max Column Moment = 39.6 ft-lbs (down)43.8 ft-lbs (cross)
Allowable Bending Stress = 19.8 ksi 19.8 ksi
Bending Stress on Column = 4.6 ksi 7.2 ksi
Bending Stress OK Bending Stress OK
Shelf Tab Connection -
Moment From Post = 72.0 ft-lbs Short Direction
Moment From Post = 22.5 ft-lbs Long Direction *MAX FOR TFCV BEAMS
Shear on Tab = 296.9 lbs Short Direction
Thickness of Tab = 0.075 in
Shear on Tab = 214.6 lbs Long Direction
Thickness of Tab = 0.090 in
Depth of Tab = 0.375 in For Shear
Allowable Shear Stress = 13.2 ksi
Shear Stress on Tab = 10.6 ksi Shear Stress OK Worst Case
Column Axial Calculations -
Allowable Buckling Stress = 69.2 ksi Ω = 1.8
Elastic Flexural Buckling = 46.3 ksi
Allowable Comp. Stress = 24.5 ksi
Nominal Column Capacity = 6734 lbs
Allowable Column Capacity = 3741 lbs
Axial RMI LC #2 = 209 lbs Axial Load OK
RMI LC #5 = N/A
RMI LC #6 = 375 lbs - Down Aisle
782 lbs - Cross Aisle
Critical Buckling Load = 20289 lbs Cm = 0.85
αx = 0.967 αy = 0.931
Combined Bending And Axial Forces -
Axial Stress Unity = 0.100 Down 0.209 Cross
Bending Stress Unity = 0.202 Down 0.331 Cross
Combined Stress Unity = 0.540 Column is Adequate
3/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Overturning and Anti-Tip Calculations
Overturning Forces -
Total Weight = 326 lbs Load Case 1: Dead Load + 67% Live Load
Total Lateral Force = 167 lbs
Overturning Force = 740 ft*lbs Controlling Overturning Force
Total Weight = 178 lbs Load Case 2: Dead Load + 100% Top Shelf
Total Lateral Force = 91 lbs
Overturning Force = 534 ft*lbs Does Not Control
Tension Force per Anchor = 531 lbs
Shear Force per Anchor = 83 lbs
Vertical Seismic Force = 36.9 lbs
USE: Hilti Kwik Bolt TZ2 ANCHOR BOLTS
Allowable Tension Force = 1154 lbs For 4000 Concrete
Allowable Shear Force = 1657 lbs (2) 0.375in Diameter x 2.5in Embedment
Overstrength Factor = 2.0
Combined Loading = 0.920 Floor Anchors are Adequate
Steel Base Plate Design - 11ga Angle Clips Bolted to Post w/ 5/16" Bolt
Tension Per Angle Clip = 531 lbs
Thickness of Angle = 0.12 in Fy = 36 ksi
Width of Angle = 1.5 in Fu = 65 ksi
Moment Arm to Bolt = 1.375 in
Gross Area of Clip = 0.176 in2 Ω, Yielding = 1.67
Net Area of Clip = 0.132 in2 Ω, Ultimate = 2
Allowable Tensile Strength = 3803 lbs Minimum of yielding in gross or fracture in
the net section
Bolt Connection Bearing Area = 0.023 in2 5/16" Bolt on Post Gauge
Allowable Bearing Strength = 693 lbs
Controlling Tensile Capacity = 693 lbs
Base Plate Stress Unity = 0.77 Bending Stress OK
4/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Shelf Beam Calculations
Type of Shelf Beam:Trimline_TFCV
Steel Yield Stress = 33 ksi Shelf DL = 3.5 psf
Modulus of Elast. = 29000 ksi Shelf LL = 8.0 psf
Area of Beam = 0.170 in2 Beam Length = 4.0 ft
Section Modulus of Beam = 0.024 in3 Beam Tributary = 0.6 ft
Moment of Inertia of Beam = 0.017 in4
Allowable Load per Shelf = 40 lbs
Shelf Distributed Load = 7.2 plf Distributed Load
Allowable Bending Stress = 16.4 ksi (reduced for LTB)
Allowable Shear Stress = 13.2 ksi
Maximum Beam Moment = 14.4 ft-lbs Simple Span
Maximum Design Shear = 14.4 lbs
Beam Bending Stress = 7.10 ksi
Beam Shear Stress = 0.08 ksi
Bending Stress Unity = 0.434 Bending Stress OK
Shear Stress Unity = 0.006 Shear Stress OK
Max Allowable Deflection = 0.267 in L/180
Maximum Beam Deflection = 0.085 in Deflection OK
5/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
E-Z-RECT MANUFACTURING
STEEL STORAGE SHELVING - LIGHT RETAIL
CODES:Current Editions of the: IBC & CBC & ASCE 7 & RMI
Design Inputs:Steel Storage Shelving: "C" Units (Second Floor)
Shelving Geometry -
Height of Shelving Unit = 8.0 ft Steel Yield Stress =33 ksi
Width of Shelving Unit = 4.0 ft Modulus of Elast. =29000 ksi
Depth of Shelving Unit = 2.0 ft
Number of Shelves/Unit = 7 Eff. Length Factor =1.7
Vertical Shelf Spacing = 14.8 in Unbraced Length X =14.8 in
Back to Back Units?YES Unbraced Length Y =12.0 in
Are There Mobile Units?NO Type of Post?14ga Trimline Post
Units per Anti-Tip Track = N/A Type of Beam?Trimline_TFCV
Trimline_TBC
Shelving Loading - Trimline_TWB
Live Load per Shelf = 7.5 psf Display On Plaque Near Shelving Units
Dead Load per Shelf = 3.5 psf
Maximum Weight Per Shelf = 30 lbs Per Back to Back Shelf
Weight of Each Post = 8.0 lbs
Weight of Mobile Carriage = N/A lbs
Floor Load Calculations:
Total Load on Each Post = 162 lbs
Total Load On Each Unit = 648 lbs
Floor Area Load = 10.7 ft2
Allowable Floor Loading = 75 psf For Upper Floor Slab Over Metal Decking
Floor Load Under Shelf = 60 psf OK FOR 75psf RETAIL FLOOR LOADING
Seismic Information -
Importance Factor - 1.0 Not Open to the Public SDC:D - Sds
Site Class - D - Default D - Sd1
Mapped Accel. Parameters:
Ss = 2.018 Fa = 1.200 Sms = 2.422 Sds = 1.614
S1 = 0.721 Fv = 1.700 Sm1 = 1.226 Sd1 = 0.817
Structural System - ASCE 7 Section 15.5.3
Steel Storage Shelving:R = 4 ap = 2.5 Ip = 1.0
Average Roof Height = 45 ft 0'-0" For Ground Floor Location
Height of Base Attachment = 18.25 ft Second Floor
Shear Coeff Boundaries = Vmin = 0.484
Vmax = 2.583
Design Base Shear Coeff = Vt = 0.512 Adjusted For ASD
6/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Lateral Force Distribution: per ASCE 7 Section 15.5.3.3
Total Dead Load per Shelf = 32.6 lbs
Total Live Load per Shelf = 60.0 lbs
Lateral DL Force per Shelf = 16.7 lbs
Lateral LL Force per Shelf = 30.7 lbs
67% of LL Force per Shelf = 20.6 lbs
Total DL Base Shear = 116.7 lbs
Total LL Base Shear = 214.9 lbs
LC1: Each Shelf is Loaded to 67% of its Live Weight Cumulative Moment:24068 in-lbs
Total Base Shear = 260.6 lbs Controlling Load Case By Inspection
Height:Load:% Per Level:Lateral Force/Level:
Base = 0 in 0 lbs 0.0%F0 = 0 lbs
h1 = 3 in 30 lbs 0.9%F1 = 2.4 lbs
h2 = 18 in 30 lbs 5.4%F2 = 14.0 lbs
h3 = 33 in 30 lbs 9.8%F3 = 25.6 lbs
h4 = 47 in 30 lbs 14.3%F4 = 37.2 lbs
h5 = 62 in 30 lbs 18.7%F5 = 48.9 lbs
h6 = 77 in 30 lbs 23.2%F6 = 60.5 lbs
h7 = 92 in 30 lbs 27.7%F7 = 72.1 lbs
h8 = 0 in 0 lbs 0.0%F8 = 0.0 lbs
h9 = 0 in 0 lbs 0.0%F9 = 0.0 lbs
h10 = 0 in 0 lbs 0.0%F10 = 0.0 lbs
h11 = 0 in 0 lbs 0.0%F11 = 0.0 lbs
h12 = 0 in 0 lbs 0.0%F12 = 0.0 lbs
h13 = 0 in 0 lbs 0.0%F13 = 0.0 lbs
h14 = 0 in 0 lbs 0.0%F14 = 0.0 lbs
h15 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
h16 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
h17 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
h18 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
h19 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
h20 = 0 in 0 lbs 0.0%F15 = 0.0 lbs
Sum = 100%Total = 260.6 lbs
LC 2: Top Shelf Only is Loaded to 100% of its Live Weight
Total Base Shear = 147.4 lbs Does Not Control
By inspection, the seismic distribution for intermediate shelves without live load (case 2) is negligible.
Calculate the moment for each column based on the total seismic base shear for each shelf being
loaded to 67% of it's allowable live weight.
7/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Column Calculations - Combined Bending and Axial
Post Type: 14ga Trimline Post x - Down y - Cross
Width = 0.81 in r = 0.516 0.317 in
Depth = 1.56 in S = 0.104 0.073 in3
Thickness = 0.07 in I = 0.078 0.030 in4
Fy =33 ksi Ap = 0.294 in2
E = 29000 ksi Ae = 0.275 in2
K = 1.7
Column Bending Calculations -
Max Column Moment = 65.8 ft-lbs (down)55.9 ft-lbs (cross)
Allowable Bending Stress = 19.8 ksi 19.8 ksi
Bending Stress on Column = 7.6 ksi 9.2 ksi
Bending Stress OK Bending Stress OK
Shelf Tab Connection -
Moment From Post = 86.1 ft-lbs Short Direction
Moment From Post = 39.7 ft-lbs Long Direction
Shear on Tab = 355.1 lbs Short Direction
Thickness of Tab = 0.075 in
Shear on Tab = 378.5 lbs Long Direction
Thickness of Tab = 0.090 in
Depth of Tab = 0.375 in For Shear
Allowable Shear Stress = 13.2 ksi
Shear Stress on Tab = 12.7 ksi Shear Stress OK Worst Case
Column Axial Calculations -
Allowable Buckling Stress = 69.2 ksi Ω = 1.8
Elastic Flexural Buckling = 46.3 ksi
Allowable Comp. Stress = 24.5 ksi
Nominal Column Capacity = 6734 lbs
Allowable Column Capacity = 3741 lbs
Axial RMI LC #2 = 162 lbs Axial Load OK
RMI LC #5 = N/A
RMI LC #6 = 441 lbs - Down Aisle
732 lbs - Cross Aisle
Critical Buckling Load = 20289 lbs Cm = 0.85
αx = 0.961 αy = 0.935
Combined Bending And Axial Forces -
Axial Stress Unity = 0.118 Down 0.196 Cross
Bending Stress Unity = 0.338 Down 0.421 Cross
Combined Stress Unity = 0.616 Column is Adequate
8/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Overturning and Anti-Tip Calculations
Overturning Forces -
Total Weight = 509 lbs Load Case 1: Dead Load + 67% Live Load
Total Lateral Force = 261 lbs
Overturning Force = 1166 ft*lbs Controlling Overturning Force
Total Weight = 288 lbs Load Case 2: Dead Load + 100% Top Shelf
Total Lateral Force = 147 lbs
Overturning Force = 856 ft*lbs Does Not Control
Tension Force per Anchor = 488 lbs
Shear Force per Anchor = 130 lbs
Vertical Seismic Force = 57.6 lbs
USE: Hilti Kwik Bolt TZ2 ANCHOR BOLTS
Allowable Tension Force = 1154 lbs For 4000 Concrete
Allowable Shear Force = 1657 lbs (2) 0.375in Diameter x 2.5in Embedment
Overstrength Factor = 2.0
Combined Loading = 0.846 Floor Anchors are Adequate
Steel Base Plate Design - 11ga Angle Clips Bolted to Post w/ 5/16" Bolt
Tension Per Angle Clip = 488 lbs
Thickness of Angle = 0.12 in Fy = 36 ksi
Width of Angle = 1.5 in Fu = 65 ksi
Moment Arm to Bolt = 1.375 in
Gross Area of Clip = 0.176 in2 Ω, Yielding = 1.67
Net Area of Clip = 0.132 in2 Ω, Ultimate = 2
Allowable Tensile Strength = 3803 lbs Minimum of yielding in gross or fracture in
the net section
Bolt Connection Bearing Area = 0.023 in2 5/16" Bolt on Post Gauge
Allowable Bearing Strength = 693 lbs
Controlling Tensile Capacity = 693 lbs
Base Plate Stress Unity = 0.70 Bending Stress OK
9/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Shelf Beam Calculations
Type of Shelf Beam:Trimline_TFCV
Steel Yield Stress = 33 ksi Shelf DL = 3.5 psf
Modulus of Elast. = 29000 ksi Shelf LL = 7.5 psf
Area of Beam = 0.170 in2 Beam Length = 4.0 ft
Section Modulus of Beam = 0.024 in3 Beam Tributary = 0.5 ft
Moment of Inertia of Beam = 0.017 in4
Allowable Load per Shelf = 30 lbs
Shelf Distributed Load = 5.5 plf Distributed Load
Allowable Bending Stress = 16.4 ksi (reduced for LTB)
Allowable Shear Stress = 13.2 ksi
Maximum Beam Moment = 11.0 ft-lbs Simple Span
Maximum Design Shear = 11.0 lbs
Beam Bending Stress = 5.43 ksi
Beam Shear Stress = 0.06 ksi
Bending Stress Unity = 0.332 Bending Stress OK
Shear Stress Unity = 0.005 Shear Stress OK
Max Allowable Deflection = 0.267 in L/180
Maximum Beam Deflection = 0.065 in Deflection OK
10/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Wall Supported Unit Calculations
Seismic Force at Top of Units -
Average Roof Height = 45.0 ft
Height of Attachment = 26.3 ft
Shear Coeff Boundaries = Vmin = 0.484
Vmax = 2.583
Design Base Shear Coeff = Vt = 0.625 Adjusted For ASD
Total Weight per Unit = 217 lbs
Lateral Force at Top/Bottom = 68 lbs
Standard Stud Spacing = 16 in
Wall Connections per Unit = 2 Load Shared w/ Adjacent Stud
Connection from Nailer to Wall Framing:
Tek Screw Capacity = 84 lbs Tension Cap. for #10 Screw in 20ga Stud
Force Per Connection = 34 lbs Screw Capacity OK
Connection from Post to Nailer:
Wood Screw Capacity = 101 lbs Tension Cap. for #10 Screw to Nailer
Force Per Connection = 68 lbs Screw Capacity OK
Seismic Uplift Force on Each Shelf
Seismic Uplift on Shelves -
Vertical Seismic Component = 28.4 lbs
Vertical Dead Load per Shelf = 88.0 lbs
Connection Points per Shelf = 4.0 Each Corner
Net Uplift Load per Shelf = -24.4 lbs
Uplift Forcer per Connection = -6.1 lbs Rivet No Good
11/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Light Gage Steel Stud Wall Framing
Stud Design Data -
Height of Wall Studs = 16.0 ft Int. Non-Brg - Worst Case Ht Assumed
Location of Point Load = 8.0 ft
Design Lateral Load = 33.9 lbs From Shelving Unit
Additional Lateral Load = 5.0 psf Minimum Interior Pressure
Design Axial Load = 85.3 lbs Dead Load of Wall Framing
Spacing of Studs = 16.0 in
TRY: 3-5/8" x 1-5/8" x 20ga Studs @ 16" o.c. (Worst Case Assumed)
Width = 3.625 in rx = 1.450 in
Depth = 1.625 in ry = 0.616 in
Thickness = 0.0312 in Sx = 0.304 in3
Fy =33 ksi Ix = 0.551 in4
E = 29000 ksi Ap = 0.262 in2
K =1.0 Unbraced Length X = 16 ft
Unbraced Length Y = 1 ft
Stud Capacity -
Buckling Stress, X = 16.32 ksi
Buckling Stress, Y = 754.22 ksi
Allowable Buckling Stress = 16.32 ksi
Nominal Axial Strength = 4277 lbs
Factor of Safety = 1.92
Allowable Axial Load = 2228 lbs
Maximum Design Moment = 348.9 ft-lbs
Maximum Design Shear = 70.3 lbs
Allowable Bending Stress = 21.78 ksi
Actual Bending Stress = 13.77 ksi Bending Stress OK
Allowable Shear Stress = 13.20 ksi
Actual Shear Stress = 0.27 ksi Shear Stress OK
Allowable Axial Stress = 8.50 ksi
Actual Axial Stress = 0.33 ksi Axial Stress OK
Combined Stress Unity = 0.67 Combined Stress OK
12/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Anchor Analysis:Second Floor Shelving
Anchor Properties
Anchor Mfg. =Hilti
Anchor =Kwik Bolt TZ2
ESR -4266 Evaluation Service Report
dia =0.375 in.Anchor Diameter
hnom =2.500 in.Nominal Embedment
hef =2.000 in.Effective Embedment
Smin =3.50 in.Minimum Anchor Spacing
f'c =4000 psi Concrete Compressive Strength
Ω0 =2 Overstrength Factor
SDC =D Seismic Design Category
φseis =0.75 Seismic Reduction Factor for SDC C,D, or E
Pu =1517 lbs.Ultimate Uplift per Anchor Group (LRFD)
Vu =372 lbs.Ultimate Shear per Anchor Group (LRFD)
Check For Anchor Strength - Uplift
N =2 Number of Anchors in Group
fya =100.9 ksi Min. Specified Yield Strength (Neck)
futa =126.2 ksi Min. Specified Ultimate Tensile Strength (Neck)
Ase,N =0.051 in.2 Effective Tensile Stress Area (Neck)
Nsa =6490 lbs.Steel Strength in Tension
φ =0.75 Strength Reduction Factor
φNsa =4868 lbs.Factored Capacity per Each Anchor
Nua =758 lbs.Ultimate Uplift per Anchor
Nua / φNn =0.16 OK Utilization Such That φNsa ≥ Nua
Check For Anchor Pullout - Uplift
N =2 Number of Anchors in Group
Np, cr =NA lbs.Pull Out Strength of a Single Anchor in Cracked Concrete
Np =NA lbs.Adjusted Pull Out Strength for Cracked Concrete
ψc,p =1 Modification Factor for Uncracked Concrete (ACI Sec. 17.4.3.6)
φ =0.65 Strength Reduction Factor
φNp,eq =NA lbs.Factored Pull Out Strength per Anchor
Nua =758 lbs.Ultimate Uplift per One Anchor
Nua / φNn =NA NA Utilization Such That φNp,eq ≥ Nua
13/15
Nordstrom
Arcadia, California 91007
3/19/2024
RVC
Anchor Analysis Cont.:
Check For Concrete Breakout - Uplift
kcr =21 Coeff. For Concrete Breakout Strength (ACI Sec. 17.4.2.2)
λa =0.6 Modification Factor for Lightweight Concrete
Nb =2254 lbs.Concrete Breakout Strength for a Single Anchor (ACI Eq. 17.4.2.2a)
ANco =36.0 in.2 Projected Concrete Failure Area of a Single Anchor (ACI Eq. 17.4.2.1c)
ANc =54.0 in.2 Projected Concrete Failure Area of an Anchor Group (ACI Sec. 17.4.2)
Ncbg =3381 lbs.Nominal Concrete Breakout Strength of Bolt Group (ACI Eq. 17.4.2.1b)
φ =0.65 Strength Reduction Factor
φNcbg =1648 lbs.Factored Breakout Capacity of Bolt Group
Nua,g =1517 lbs.Ultimate Uplift per Anchor Group
Nua / φNn =0.92 OK Utilization Such That φNcbg ≥ Nua,g
Check For Anchor Strength - Shear
N =2 Number of Anchors in Group
Vsa =3385 lbs.Nominal Shear Strength per Anchor
φ =0.65 Strength Reduction Factor
φVsa =2200 lbs.Factored Shear Strength per Anchor
Vua =186 lbs.Ultimate Shear per Anchor
Vua / φVn =0.08 OK Utilization Such That φVsa ≥ Vua
Check For Concrete Pryout Strength - Shear
N =2 Number of Anchors in Group
Ncpg =3381 lbs.Nominal Concrete Breakout Strength of Bolt Group (ACI Eq. 17.4.2.1b)
kcp =1 Coeff. For Pryout Strength (ACI Sec. 17.5.3.1)
Vcpg =3381 lbs.Nominal Pryout Strength for Anchor Group (ACI Eq. 17.5.3.1b)
φ =0.70 Strength Reduction Factor
φVcbg =2367 lbs.Factored Pryout Strength of Bolt Group
Vua,g =372 lbs.Ultimate Shear per Anchor Group
Vua / φVn =0.16 OK Utilization Such That φVcbg ≥ Vua,g
LRFD
Interaction of Tension and Shear Loads Anchor Group Capacity:
Nua / φNn =0.92 Max. Utilization for Tension (Uplift)1648 lbs Tension
Vua / φVn =0.16 Max. Utilization for Tension (Shear)2367 lbs Shear
Utilization =0.92 OK Max. Utilization for Combined Tension and Shear
(ACI Section R17.6)(𝑁𝑢𝑎
𝜑𝑁𝑛)5/3+(𝑉𝑢𝑎
𝜑𝑉𝑛)5/3≤1.0
14/15
15/15