HomeMy WebLinkAbout400 S Baldwin Ave - 2024 - Nordstroms Deferred cold form steelBayley 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 #092200-1.0 - Cold Formed Steel Framing
092200 - Supports for Plaster and Gypsum Board
Revision 0 Submittal Manager Ryan Canary (Bayley Construction, LP (CA))
Status Open Date Created Jan 25, 2024
Issue Date Jan 25, 2024 Spec Section 092200 - Supports for Plaster and Gypsum Board
Responsible
Contractor
Mirage Builders, Inc.Received From Adam Shelton (Mirage Builders, Inc.)
Received Date Submit By
Final Due Date Mar 6, 2024 Lead Time
Cost Code
Location Type Shop Drawing
Approvers Ryan Canary (Bayley Construction, LP (CA)), 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
Adam Shelton Feb 21, 2024 Feb 21, 2024 Submitted 019-092200-01 Cold Formed Steel
Framing.pdf
Ryan Canary Feb 21, 2024 Feb 21, 2024 Feb 21, 2024 Approved
Stefanie Means Feb 21, 2024 Mar 6, 2024 Pending
Bayley Construction, LP Page 1 of 1 Printed On: Feb 21, 2024 05:29 PM PST
This review is limited to verification of General Conformance with
Coffman's Design Intent and with the requirements of the Contract
Documents. The Contractor is responsible for verifying field
dimensions, Means and Methods of construction, coordination of the
work with that of all other trades, and the satisfactory performance of
all work. This review does not constitute approval or acceptance of
deviations from the Contract Documents. Any deviations shall be
requested by written correspondence in accordance with Contract
Documents.
DATE: 02/28/2024
BY: Kyle Johnson P.E., S.E.
COFFMAN ENGINEERS
NO EXCEPTIONS TAKEN
REJECTED REVISE AND RESUBMIT
MAKE CORRECTIONS NOTED
Project Name
APPROVED
REVISE SUBMIT
REJECTED
BY
SUBMITTAL#
DATE
SPEC
Company Logo
This review is only for general conformance of the project and general
compliance. Corrections or comments made on these drawings during this
review do not relieve Contractor/Subcontractor from compliance with the
requirements of the plans and specifications. Contractor is responsible for all
dimensions and fabrication to be confirmed and correlated at the job site
NOT REVIEWED
1854 South Santa Cruz St., Anaheim, CA 92805 T 714-935-9105 F 714-935-9113 miragebuilders.com
SPEC SECTION:092200
To:
Attn:
Phone:Fax:
From:
BAYLEY CONSTRUCTION, LP
Christella Davis
23101 LAKE CENTER DRIVE, SUITE 200
LAKE FOREST, CA 92630
Adam P. Shelton
Reason
Approval Status
Delivery Method
For Review
For Your Approval
E-mail
**Please Comment
Submittal
Job Name:NORDSTROM SANTA ANITA
**Urgent
SUBJECT:092200 - Supports for Plaster and Gypsum Board
BODY:1.3-C Shop Drawings
-Shop Drawings
-Structural Calculations
SU-00003
Feb 21, 2024Date
Job #05-0424
GC #092200-1
Submittal #
Mirage Builders, Inc.
1854 S. Santa Ana St., Anaheim CA 92805
P 714.935.9105 | F 714.935.9113
NV License #55057, 55848, 57308, 57309, & 70117
CA License #639751
Shop Drawings
1. ALL MATERIALS AND WORKMANSHIP TO CONFORM TO THE
2. THESE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS
OTHERWISE SHOWN THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR
SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION.
SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF LOADS DUE TO
CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER
SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
3. GENERAL NOTES AND TYPICAL DETAILS APPLY TO THE DRAWINGS UNLESS OTHERWISE NOTED.
SPECIFIC NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THESE GENERAL NOTES
AND TYPICAL DETAILS.
4. CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES, AND VERIFY ALL DIMENSIONS PRIOR
TO START OF CONSTRUCTION. NOTIFY THE ARCH. OF ANY DISCREPANCIES OR INCONSISTENCIES. DO
NOT SCALE DRAWINGS.
5. FIELD SUBSTITUTION OF STEEL MATERIALS AND FASTENERS ARE NOT ALLOWED WITHOUT APPROVAL
OF THE STRUCTURAL ENGINEER.
6. CONTRACTOR SHALL PROVIDE STATEMENT OF RESPONSIBILITY AS REQUIRED BY IBC SECTION 1704.
GENERAL
1. SPECIAL INSPECTION BY A REGISTERED BUILDING INSPECTOR APPROVED BY THE OWNER AND THE
BUILDING DEPARTMENT, SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK. SEE
PROJECT SPECIFICATIONS FOR SPECIFIC REQUIREMENTS.
A. STRUCTURAL STEEL AND FIELD WELDING
B. INSTALLATION OF EXPANSION TYPE, SCREW TYPE & ADHESIVE TYPE BOLTS IN CONCRETE
C. WELDING OF LIGHT GAUGE STUDS, JOISTS AND ACCESSORIES.
D. PERIODIC INSPECTION OF EXTERIOR NON BEARING WALLS IN SEISMIC DESIGN CATEGORY D, E
OR F PER IBC SECTION 1705A.12.5
TESTS and INSPECTIONS
1. DESIGN IS IN ACCORDANCE WITH THE FOLLOWING CRITERIA:
DESIGN CRITERIA
1. ALL WORK SHALL MEET THE REQUIREMENTS OF THE FOLLOWING STANDARDS:
A. AMERICAN IRON AND STEEL INSTITUTE (AISI) DESIGN OF COLD FORMED STEEL STRUCTURAL
MEMBERS.
B. AMERICAN WELDING SOCIETY (AWS) D1.1 AND D1.3 SPECIFICATION FOR WELDING SHEET
STEEL IN STRUCTURES.
C. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM).
2. ALL STUD AND TRACK MATERIAL TO CONFORM TO THE FOLLOWING:
A. 54 MIL AND HEAVIER: 50 KSI MIN TIELD, 65 KSI MIN TENSILE STRENGTH ASTM A1003
STRUCTURAL GRADE 50 TYPE H (ST50H)
B. 43 MIL AND LIGHTER: 33 KSI MIN YIELD, 45 KSI MIN TENSILE STRENGTH ASTM A1003
STRUCTURAL GRADE 33 TYPE H (ST33H)
3. MISCELLANEOUS STEEL TO CONFORM TO THE FOLLOWING:
A. 30 MIL to 43 MIL - 33 KSI MIN YIELD, 45 KSI MIN TENSILE
B. 54 MIL to 118 MIL - 50 KSI MIN YIELD, 65 KSI MIN TENSILE
C. 3/16" and HEAVIER - ASTM A36
4. ALL WELDING TO BE PERFORMED BY CERTIFIED LIGHT GAUGE WELDERS CERTIFIED FOR ALL
APPROPRIATE DIRECTION COMPLYING WITH AWS D1.3. SHOP WELDS MUST BE PERFORMED IN A
LICENSED FABRICATORS SHOP. FIELD WELDING TO BE DONE BY WELDERS CERTIFIED FOR LIGHT
GAUGE STEEL.
A. WELDING RODS TO CONFORM TO THE FOLLOWING:
a. 43 MIL and LIGHTER E60XX
b. 54 MIL and HEAVIER E70XX OR E6013
c. LT. GAUGE to STRUCTURAL STEEL E70XX LOW HYDROGEN
B. WELDING WIRE FOR FCAW TO CONFORM TO THE FOLLOWING:
a. 43 MIL and LIGHTER E6XT-X OR E7XT-X
b. 54 MIL and HEAVIER E7XT-X
c. LT. GAUGE TO STRUCTURAL STEEL E7XT-X LOW HYDROGEN
(EXCLUDES -2, -3, -10, -13, -14X, and -GS SUFFIXES)
5. NOMINAL WELD SIZES FOR WELDING LIGHT GAUGE MATERIAL SHALL BE AS FOLLOWS:
A. 68 MIL & LESS NOT LESS THAN THE THICKNESS OF THE MATERIAL
B. 97 MIL & GREATER 1/8"
6. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY OR ON AN ANGLE SUCH AS BRACING TO
SQUARELY FIT AGAINST ABUTTING MEMBERS. MEMBERS SHALL BE HELD FIRMLY IN POSITION
UNTIL PROPERLY FASTENED.
7. ALL STUDS SHALL BE ATTACHED BY SCREWS OR WELDS UNLESS NOTED OTHERWISE. WIRE TYING
OF FRAMING COMPONENTS IS NOT PERMITTED.
8. SPLICES IN TOP TRACK ARE REQUIRED WHERE TOP TRACK IS NOT ATTACHED TO A COMMON
CONTINUOUS STRUCTURAL MEMBER AND SHALL BE ACCOMPLISHED PER TYPICAL TRACK SPLICE
DETAIL UNO
9. SPLICES IN AXIAL LOADED STUDS OR BRACES ARE NOT PERMITTED. WHERE STUDS ARE BURNED
THROUGH BY WELDING, PROVIDE SUITABLE STITCH PLATE OF THE SAME GAUGE.
10. UNLESS NOTED OTHERWISE, ALL TRACKS SHALL MATCH STUD SIZE AND GAUGE.
LIGHT GAUGE STEEL
10. ALL CALCULATED STUD PROPERTIES PER AISI SPECIFICATION ARE BASED ON THE FOLLOWING
THICKNESSES:
A. 118 MIL (10GA) 0.1242"
B. 97 MIL (12GA) 0.1017"
C. 68 MIL (14GA) 0.0713"
D. 54 MIL (16GA) 0.0566"
E. 43 MIL (18GA) 0.0451"
F. 33 MIL (20GA) 0.0346"
11. LATERAL BRIDGING FOR STEEL STUDS IS REQUIRED WHEN WALL BOARD, INSTALLED IN ACCORD WITH
AISI S211 SECTION B1 UNLESS NOTED OTHERWISE. BRIDGING SHALL BE INSTALLED IN ACCORD WITH
RELATED DETAILS.
12. TRACK SHALL BE UNPUNCHED WITH SIZE AND GAUGE TO MATCH STUD FRAMING UNO
13. UTILITY PUNCH HOLES IN STUDS SHALL BE LOCATED AWAY FROM CONNECTIONS. THE MINIMUM
CLEAR DISTANCE FROM THE PUNCHOUT TO THE END OF MEMBER SHALL BE 10".
14. WALL STUD BRIDGING SHALL BE INSTALLED IN A MANNER TO PROVIDE RESISTANCE TO BOTH MINOR
AXIS BENDING AND ROTATION.
15. AXIAL LOAD BEARING STUDS MUST BE FULLY SEATED INTO THE WALL TRACKS, (1/16")MAXIMUM GAP
BETWEEN THE STUDS AND THE TRACK WEBS).
16. OPENINGS IN STUD WEBS OTHER THAN STANDARD HOLES PUNCHED BY THE MANUFACTURER ARE
PROHIBITED UNLESS SPECIFICALLY DETAILED.
17. ALL STEEL STUDS AND TRACKS SHALL BE MANUFACTURED BY A STEEL STUD MANUFACTURERS
ASSOCIATION (SSMA) MEMBER , A CERTIFIED STEEL STUD ASSOCIATION (CSSA) MEMBER OR A STEEL
FRAMING INDUSTRY ASSOCIATION (SFIA) MEMBER, UNLESS NOTED OTHERWISE. THE STEEL STUDS
AND TRACKS SHALL ALSO CONFORM TO THE 2007 NORTH AMERICAN STANDARD FOR COLD-FORMED
STEEL FRAMING - GENERAL PROVISIONS.
18. THESE DRAWINGS ASSUME THAT THE PRIMARY STRUCTURE INCLUDING ELEMENTS SUCH AS ROOF
EDGE CLOSURES, SLAB CLOSURES, GIRTS AND OTHER ELEMENTS INTENDED TO SUPPORT AND
RESIST LOADS PRODUCED BY THE EXTERIOR FRAMING SYSTEM, HAVE BEEN ADEQUATELY DESIGNED
FOR THIS PURPOSE UNLESS SPECIFICALLY NOTED.
19. SCREWS MAY BE INSTALLED IN EITHER DIRECTION FROM THINNER PART TO THICKER PART UNO
LIGHT GAUGE STEEL (CONT)
ST
I
F
F
E
N
I
N
G
LI
P
L
E
N
G
T
H
PE
R
S
C
H
E
D
U
L
E
STUD IDENTIFICATION SHALL BE AS SHOWN:
1
2
3
4
1 2 3 4
MEMBER DEPTH:
(EXAMPLE: 6"=600/100 INCHES)
ALL MEMBER DEPTHS ARE TAKEN IN 1/100 INCHES. FOR ALL "T"
SECTIONS MEMBER DEPTH IS THE INSIDE TO INSIDE DIMENSION.
STYLE:
(EXAMPLE: STUD OR JOIST SECTIONS=S)
THE FOUR ALPHA CHARACTERS UTILIZED BY THE DESIGNATOR SYSTEM ARE:
S = STUD
T = TRACK
U = CHANNEL SECTIONS
F = FURRING CHANNEL SECTIONS
FLANGE WIDTH:
(EXAMPLE: 1 5/8"=1.625"=162x1/100 INCHES)
ALL FLANGE WIDTHS ARE TAKEN IN 1/100 INCHES.
MATERIAL THICKNESS:
(EXAMPLES: 0.054IN. = 54MILS: 1 MIL = 1/1000 IN.)
MATERIAL THICKNESS IS THE MINIMUM BASE METAL THICKNESS IN MILLS
MINIMUM BASE METAL THICKNESS REPRESENTS 95% OF THE DESIGN
THICKNESS.
600 S 162 -54
STANDARD STUD IDENTIFICATION (SSMA NOMENCLATURE)
MINIMUM REQUIRED STIFFENING LIP LENGTH
FLANGE WIDTH MIN STIFFENING LIP LENGTH (in.)
1 1/4"
1 3/8"
1 5/8"
2"
2 1/2"
3"
3 1/2"
0.188
0.375
0.500
0.625
0.625
0.625
1.000
1 2 3 4
1
2
3
4
MEMBER DEPTH (WIDTH):
SEE ADDITIONAL INFORMATION, ABOVE. FOR ALL "X" & "XTC" SECTIONS THE
MEMBER DEPTH IS THE INSIDE TO INSIDE DIMENSION.
STYLE:
X = PRO X OUTER
XT = PRO X INSERT
XTC = PRO X COMBO
CLIP = PROX CLIP
MATERIAL THICKNESS:
SEE ADDITIONAL INFORMATION, ABOVE.
FLANGE WIDTH (LEG HEIGHT):
SEE ADDITIONAL INFORMATION, ABOVE.
PRO X HEADER (NOMENCLATURE):
600 425 -54XTC
SEISMIC
SPECTRAL ACCELERATION (SDS)
SHORT PERIOD ACCELERATION (SD1)
SEISMIC IMPORTANCE FACTOR (Ie)
COMPONENT IMPORTANCE FACTOR (Ip) 1.0
DEFLECTION ALLOWANCES
ALLOWABLE STORY DRIFT (∆a)
SEISMIC RELATIVE DISPLACEMENT (DELTApi)
0.020hsx
DpIe
VERTICAL DEFLECTION 3/4"
l/360
l/240
l/120
l/600
PLASTER OR STUCCO FINISHES
WA
L
L
S
OTHER BRITTLE FINISHES
FLEXIBLE FINISHES
STONE
MINIMUM INTERIOR WALL PRESSURE 5PSF
NOTES:
1. SEE PLANS FOR LOCATIONS AND QUANTITY OF CONNECTIONS.
2. ALL FASTENERS SHALL BE THE MIN SIZES AND EMBEDMENTS OF THE ABOVE CHART UNO IN THE
PLANS.
3. ALL FASTENERS SHALL BE INSTALLED IN ACCORDANCE WITH THE NOTED ESR REPORT AND THE
REQUIREMENTS OF THE GOVERNING AUTHORITY.
4. SCREWS LISTED IN THE ABOVE CHART SHALL BE SUFFICIENT LENGTH TO ENSURE PENETRATION
INTO STEEL STUD BY AT LEAST 3 FULL DIAMETER THREADS.
5. FOR MECHANICAL ANCHORS, THE EMBEDMENTS LISTED IN THE ABOVE CHART IS THE NOMINAL
EMBEDMENT, hnom , SEE THE DIAGRAM TO THE RIGHT.
6. WHERE LVF ARE INSTALLED ONTO STEEL GREATER THAN 1/2" THICK WHERE THE TIP OF
FASTENER CAN NOT PENETRATE THE STEEL, PROVIDE A MIN 1/2" POINT PENETRATION INTO
STEEL.
7. SCREWS MAY BE INSTALLED IN EITHER DIRECTION FROM THINNER PART TO THE THICKER PART
UNO.
hn
o
m
AURCURT NA
C
T
FOE RFLIOA
E
No. 3738GER
T
S TS
RDESITE
FORP
N
L REE
IA
LISNOAS
GI
NE
MIC
G
GHAEWAA.
NER
O
L
SHEET NO.
PROJECT NO.
SENIOR PROJECT
ENGINEER
SENIOR PROJECT
DRAFTSMAN
DOCUMENT REVIEW
SHEET TITLE
1ST ISSUE DATE
DRAWN BY
DP
IN
T
E
R
I
O
R
C
O
L
D
F
O
R
M
E
D
-
F
R
A
M
I
N
G
P
A
C
K
A
G
E
I0.01
COVER SHEET -
COLD FORMED
STEEL INTERIOR
A B B R E V I A T I O N S S H E E T I N D E X G E N E R A L N O T E S
SHEET
NUMBER SHEET NAME
I0.01 COVER SHEET - COLD FORMED STEEL INTERIOR
I1.01 TYPICAL INTERIOR STUD
COLD FORMED STEEL FRAMING - INTERIOR PACKAGE
AB ANCHOR BOLT
ABV ABOVE
AC ASPHALTIC CONCRETE
ACI AMERIAN CONCRTE INSTITUTE
ADD ADDITIONAL
AISC AMERICAN INSTITUTE OF STEELCONSTRUCTION
AISI AMERICAN INSTITUTE OF STEEL
CONSTRUCTION
AITC AMERICAN INSTITUTE OF
TIMBER CONSTRUCTION
ALT ALTERNATE
ANSI AMERICAN NATIONAL
STANDARDS INSTITUTE
ARCH ARCHITECT
ARCH'L ARCHITECTURAL
ASTM AMERICAN SOCIETY FOR
TESTING AND MATERIALS
AWPA AMERICAN WOOD PRESERVERS
ASSOCIATION
AWS AMERICAN WELDING SOCIETY
@ AT
BLDG BUILDING
BLK BLOCK
BLKG BLOCKING
BLW BELOW
BM BEAM
BOT OR B BOTTOM
BN BOUNDARY NAILING
BRCG BRACING
BRG BEARING
BS BOTH SIDES
BWTN BETWEEN
C CHANNEL OR CAMBER
CANT CANTILEVER
CB CARRIAGE BOLT
CBC CALIFORNIA BUILDING CODE
CC OR
C/C
CENTER TO CENTER
CEN CONTINUOUS EDGE NAILING
CIP CAST IN PLACE
CJ CONSTRUCTION JOINT,
CONTROL JOINT, OR CEILING
JOIST
CL CENTER LINE
CLG CEILING
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONT CONTINUOUS
CONTR CONTRACTOR
CR COLD ROLLED
DBL DOUBLE
DEN DISCONTINUOUS EDGE NAILING
DET DETAIL
DIA OR Ø DIAMETER
DIM DIMENSION
DIR DIRECTION
DF DOUGLAS FIR
DKG DECKING
DN DOWN
DO DITTO
DS DOWN SPOUT
DWG DRAWING
DWL DOWEL
EA EACH
EE EACH END
EF EACH FACE
EJ EXPANSION JOINT
ELECT'L ELECTRICAL
ELEV ELEVATION OR ELEVATOR
EOS EDGE OF SLAB
EQ EQUAL
EQUIP EQUIPMENT
ES EACH SIDE
EW EACH WAY
EXIST OR
E
EXISTING
EXP EXPANSION
EXT EXTERIOR
FND FOUNDATION
FF FINISH FLOOR
FG FINISH GRADE
FH FULL HEIGHT
FIN FINISH
FJ FLOOR JOIST
FLG FLANGE
FLR FLOOR
FN FIELD NAILING
FOC FACE OF CONCRETE
FOM FACE OF MASONRY
FOS FACE OF STUD
FP FULL PENETRATION
FRMG FRAMING
FS FAR SIDE
FT FEET OR FOOT
FTG FOOTING
GA GAUGE
GALV GALVANIZED
GLB GLU-LAM BEAM
GR GRADE
GYP BD GYPSUM BOARD
H HEIGHT
HDR HEADER
HGR HANGER
HORIZ HORIZONTAL
HSB HIGH STRENGTH BOLT
HSS HOLLOW STRUCTURAL
SECTIONS
HT HEIGHT
IBC INTERNATION BUILDING CODE
MECHANICAL
ANCHORS CONCRETE 3/8" Ø x 2 1/2" EMBED
UNO
SIMPSON TITEN HD PER
ESR-2713
SCREW
ANCHOR
CONCRETE 0.157" Ø x 1" EMBED
UNO
LOW
VELOCITY
FASTENERS
STRUCTURAL
STEEL
0.157" Ø
UNO
HILTI X-U PER ESR-2269 LVF
STUD-TO-STUD
#8 @ ≤ 43 MIL OR
#10 AT ANY GAUGE
UNO
SCREWS
METAL TRACK
#8 @ ≤ 43 MIL OR
#10 AT ANY GAUGE
UNO PRO-TWIST MARKER &
DARTS SELF DRILLING
SCREWS PER ESR 1408OR EQUAL
SMS
CONNECTOR
TYPE SUBSTRATE DESCRIPTION PRODUCT
NOTED ON
PLANS AS GRAPHIC
FASTENERS & CONNECTORS
ICBO INTERNATIONAL CONFERENCE
OF BUILDING OFFICIALS
ICC INTERNATION CODE COUNCIL
ID INSIDE DIAMETER
IN INCH OR INCHES
INSUL INSULATION
INT INTERIOR
INV INVERTED/INVERT
JST JOIST
JT JOINT
K KIP (1000 LBS)
L LOW
LB POUND
LG LENGTH OR LONG
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LONGIT LONGITUDINAL
LT LIGHT
LT WT LIGHT WEIGHT
LVL LEVEL
MANUF MANUFACTURER
MAS MASONRY
MAT'L MATERIAL
MAX MAXIMUM
MB MACHINE BOLT
MC MISCELLANEOUS CHANNEL
MECH'L MECHANICAL
MEZZ MEZZANINE
MIN MINIMUM
MISC MISCELLANEOUS
MTL METAL
NIC NOT IN CONTRACT
NOM NORMAL
NS NEAR SIDE
NSFC NOT SHOWN FOR CLARITY
NTS NOT TO SCALE
# OR NO NUMBER
O/ OVER
OC OR
O/C
ON CENTER
OD OUTSIDE DIAMETER
OH OPPOSITE HAND
OPNG OPENING
OS OPPOSITE SIDE
OSA OFFICE OF THE STATE
ARCHITECT (CALIFORNIA)
OSHA OCCUPATIONAL SAFETY AND
HEALTH STANDARDS BOARD
OWJ OPEN WEB JOIST
// PARALLEL
PERP OR
┴
PERPENDICULAR
PC PRECAST
PG PLATE GIRDER
PJ POUR JOINT
PL PLATE OR PROPERTY LINE
PLUMB'G PLUMBING
PP PARTIAL PENETRATION
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PT POST-TENSIONED OR
PRESSURE TREATED
PWJ PLYWOOD WEBBED JOIST
RAD RADIUS
RAFT RAFTER
RD ROOF DRAIN
REINF REINFORCING
REM REMAINDER
REQ'D REQUIRED
RJ ROOF JOIST
RR ROOF RAFTER
SBC STANDARD BUILDING CODE
SDSTS SELF-DRILLING, SELF-TAPPING
SCREWS
SECT SECTION
SHT SHEET
SIM SIMILAR
SMS SHEET METAL SCREW
SPCG SPACING
SPEC SPECIFICATION
SOG SLAB ON GRADE
SQ SQUARE
SS STAINLESS STEEL OR SELECT
STRUCTURAL
STAGG STAGGERED
STD STANDARD
STIFF STIFFENER
STL. STEEL
STRUCT'L STRUCTURAL
SUSP SUSPENDED
SYM SYMMETRICAL
(T) TOP
T & B TOP AND BOTTOM
T & G TONGUE AND GROOVE
THK THICK
TOC TOP OF CONCRETE
TOF TOP OF FOOTING
TOS TOP OF STEEL
TRANS TRANSVERSE
TS STRUCTURAL STEEL TUBE
TSG TAPERED STEEL GIRDER
TYP TYPICAL
UBC UNIFORM BUILDING CODE
UNO UNLESS NOTED OTHERWISE
UT ULTRASONIC TEST
VERT VERTICAL
W/ WITH
W/O WITHOUT
WCSW WOOD CHORD STEEL WEB
WCWW WOOD CHORD WOOD WEB
WTS WELDED THREADED STUDS
WWF WELDED WIRE FABRIC
WP WORK POINT
X-STR EXTRA STRONG
XX-STR DOUBLE EXTRA STRONG
REVISION SCHEDULE
No DESCRIPTION DATE
I2.0
NORDSTROM SANTA ANITA 2024 REMODEL
400 S. BALDWIN AVENUE, SUITE 200 - ARCADIA, CA 91007
NO
R
D
S
T
R
O
M
S
A
N
T
A
A
N
I
T
A
20
2
4
R
E
M
O
D
E
L
40
0
S
.
B
A
L
D
W
I
N
A
V
E
N
U
E
,
S
U
I
T
E
2
0
0
-
A
R
C
A
D
I
A
,
C
A
9
1
0
0
7
DP
2/19/24
DP
I2.01
I2.
DETAILS
LEVEL 1 RCP
LEVEL 2 RCP
2022 CALIFORNIA BUILDING CODE (CBC).
1.614g
N/A
1.0
3"
MIN.
10
"
M
I
N
.
SLAB OR DECK EDGE
TOP OF SLAB
.
0.157"Øx1" EMBED.
SHOTPINS
1
1
/
2
"
1/4"W 1/4"
3/4" 3/4"
BRIDGING OPTION #3BRIDGING OPTION #2
BRIDGING OPTION #1:
WALL SHEATHING INSTALLED ON BOTH SIDES OF THE WALL STUD FRAMING.
54 MIL x1 1/2" CRC
w/ (2) #10 S.M.S.
EA. L AT 6'-0" O/C
VERTICALLY - FOR
CRC SPLICE SEE
L 1 1/2"x2"x54 MIL
x W LONG W/
(2) #10 S.M.S.
EA. STUD
54 MIL.X1 1/2" CRC
W/ (2) #10 S.M.S.
EA. STUD @
6'-0"O/C VERT.22
I1.01
NOTES:
1. THE FOLLOWING ALTERNATE CLIPS MAY BE USED TO ATTACH THE CRC TO THE STUD.
A. SIMPSON STRONG-TIE 'MSUBH3.25'
B. CLARK DIETRICH 'FB68'
2. PLACE STRAP ON SIDE(S) WHERE SHEATHING DOES NOT OCCUR.
3. BLOCKING STUDS REQUIRED AT EA. BRIDGING OPTION #2 STRAP LOCATION. EXCEPT
AS NOTED IN DETAIL.
CLARK DIETRICH
'SPZS-54' @ 4'-0"O/C
VERT.
BRIDGING OPTION #4
INTERIOR CORNER ABEXTERIOR CORNER
(3) #8 S.M.S.
ARCH'L FINISH, TYP.
L 1 1/2"x1 1/2"x33
MIL w/ #8 S.M.S. EA.
LEG EA. STUD
STUDS PER
SECTION, TYP.
TYPICAL INTERSECTION PLAN
TYPICAL STUD TYPICAL TRACK
TYPICAL CORNER PLAN
TYPICAL TRACK
OPTION 2
OPTION 1
DRYWALL WHERE
OCCURS
TYPICAL STUD
TYPICAL STUD
TYPICAL STUD
#8 S.M.S. @ 24"O/C
STUD TO STUD,
TYP.
DRYWALL WHERE
OCCURS
#8 S.M.S. @ 24"O/C
STUD TO STUD,
TYP.
NOTES:
1. BENT PLATE NOT REQUIRED ABOVE CEILING.
33 MIL BENT PLATE W/
#8 S.M.S. @ 16"O/C TO
STUDS
STUD WALL
PER SCHED.
W
10
"
M
I
N
.
2'-
0
"
M
I
N
.
,
T
Y
P
.
4
1
/
2
"
MA
X
.
0.25 W
MIN.
2 1/2"
MAX.
0.25 W
MIN.
CENTERLINE OF
PERFORATION
END OF STUD
EDGE OF
PERFORATION
FOR CIRCULAR
PERFORATIONS THE
MAXIMUM DIAMETER IS
THE LESSER
OF 0.5 W OR 2 1/2"
CENTERLINE OF
PERFORATION
NOTE:
SEE DETAIL
FOR STUD
REPAIR
23
I1.03
3/
8
"
G
A
P
.
MA
X
.
#8 S.M.S. EA. SIDE
AT EA. STUD, TYP.
1 1/2" FL. TRACK -
WIDTH AND GAUGE TO
MATCH STUDS U.N.O.
SPLICE PER
STUDS @ 24"O/C
MAX.
23
I1.01
1" 2" 1"2"
JOINT
STUD DEPTH & GA.
TO MATCH TRACK
SIZE x 1'-0" LONG
(3) #8 S.M.S. EA. FL. EA.
SIDE OF JOINT (TRACK
FLANGE TO STUD
FLANGE), (12) #8 S.M.S.
TOTAL
ASECTION
A
CONNECTED TO CONCRETE DECK OR STEEL BEAM
1. TRACK SPLICE ONLY REQ'D WHEN TRACK IS NOT
NOTE:
AND AS LONG AS A FASTENER IS PROVIDED
WITH-IN 6" OF END PER OR
STANDARD TRACK OR
SLOTTED SLIP TRACK
1
I1.01
15
I1.01
6"
LAP
1"
1"
EQ. EQ.
8"
1"
TYP.
SPLICE LOCATION
CRC PER BRIDGING
SPLICED CRC
8" PIECE OF CRC
ELEVATION
X
Y
SECTION Y
BUTT SPLICE A
LAP SPLICE B
SECTION X
8" PIECE OF
CRC TO MATCH
(2) #8 S.M.S. EA. SIDE
OF SPLICE, MIN.
(2) #8 S.M.S.
AT LAP
AURCURT NA
C
T
FOE RFLIOA
E
No. 3738GER
TS TS
RDESI
TE
FORP
N
L REE
IA
LISNOAS
GI
NE
MIC
G
GHAEWAA.
NER
O
L
SHEET NO.
PROJECT NO.
SENIOR PROJECT
ENGINEER
SENIOR PROJECT
DRAFTSMAN
DOCUMENT REVIEW
SHEET TITLE
1ST ISSUE DATE
DRAWN BY
DP
IN
T
E
R
I
O
R
C
O
L
D
F
O
R
M
E
D
-
F
R
A
M
I
N
G
P
A
C
K
A
G
E
I1.01
TYPICAL INTERIOR
STUD CONNECTION
DETAILS
6 1 1/2" = 1'-0"TYP. BASE CONN. AT SLAB 1
1 1/2" = 1'-0"TYPICAL BRIDGING DETAIL 3
1 1/2" = 1'-0"TYP. CORNER CLOSURE
DETAIL 515
1 1/2" = 1'-0"TYP STUD FRMG AT CORNER
AND INTERSECTIONS 8
1 1/2" = 1'-0"PLAN AT ANGLED WALL 21
1" = 1'-0"MAXIMUM PERFORATIONS
(PUNCH-OUTS)18
1 1/2" = 1'-0"TYP. TRACK CLOSURE DETAIL 10
1 1/2" = 1'-0"TRACK SPLICE DETAIL 23 1 1/2" = 1'-0"13
1 1/2" = 1'-0"24
1" = 1'-0"CRC / BRIDGING SPLICE
DETAIL 22
1 1/2" = 1'-0"14
16
27
26 11
REVISION SCHEDULE
No DESCRIPTION DATE
CONTINUATION WHERE
IT OCCURS
T125- + STUD PER
SCHEDULE
TRIM FLANGE OF TRACK
AND OVERLAP
(3) #8 SMS
PLAN VIEW
TOP TRACK PER
SECTION
XXXT W/ #8 SMS
EA FL EA STUD AND (1)
ROW OF LVF AT 12" O/C
STUD PER SECTION
(2) #8 SMS AT 12”O/C TO
FLUTE AT BARE METAL
ROOF DECK
PARALLEL AND
CENTERED ON FLUTE PERP TO FLUTE
@ 16" O/C
6" 6"
PLAN VIEWTRACK
JOINT
NOTES:
1. SPLICE NOT REQ'D IF
ANCHORS WITHIN 6" OF JOINT.
CEILING LINE
1
I1.01
362S125-30 @ 24" O/C
BRIDGING PER 3
I1.01
(E) HEADER
362T125-30 CONT.#8 SMS EA FlEA STUD(2) #8 SMS TO (E)HEADER @ 24" O/C
362T125-30 CONT.#8 SMS EA FLEA STUD
400L200-33 CONT.#8 SMS @ 12" O/C TO TRACK(2) #8 SMS TO EA. (E) STUD
INFILL WALL LEVEL 1
1
I1.01
362S125-30 @ 24" O/CBRIDGING PER 3
I1.01
(E) HEADER
362T125-30 CONT.#8 SMS EA FlEA STUD(2) #8 SMS TO (E)HEADER @ 24" O/C
INFILL WALL LEVEL 2TYP. PARTIAL HEIGHT WALL 1" = 1'-0"
1
I1.01
362S125-30 @ 24" O/CBRIDGING PER 3
I1.01
CEILING LINE
362T125-30 CONT.#8 SMS EA FLEA STUDMATCH ELEVATIONOF ADJACENT TOP OF WALLINTERSECT TO (E) WALLTRACK PER 13
I1.01
30
TYP TOP OF WALL
INTERSECTION
1" = 1'-0"1" = 1'-0"
362S125-30 JOIST@ 24" O/C
T125-30 CONT.#8 SMS EA FL EA STUD(2) #8 SMS EA STUDBOTH ENDS OF CEILING
(E) STUD
PARTIAL HEIGHT STUD PER 16
I1.01
1/2"W 1/2"
SECTION
ELEVATION
#8 S.M.S.
TYP. EA. END
@ EA. STUD,
JAMB PER SCHED.
#8 S.M.S.
@ EA. STUD,
TYP. EA. END
TYP. STUD
TRACK PER SCHED.
1 1/2"x1 1/2"x33 MIL
x W LONG ANGLE W/
(3) #8 S.M.S. EA. LEG
TRACK PER SCHED.
3"
MIN.
NOTE:
ANGLE MAY BE LOCATED
ABOVE OR BELOW TRACK
1/4" MAX. GAP
BETWEEN SILL &
JAMB
A
A
TYP. at DOOR JAMB
JAMB PER
SCHEDULE
CUT BOTTOM
TRACK at FACE OF
DOOR JAMB
(2) 0.157"Øx1" EMBED.
SHOTPINS
#8 S.M.S.
3" 5"
JAMB BASE CONNECTIONS
TYPICAL TRACK HEADER TO
JAMB CONNECTION DETAIL 1 1/2" = 1'-0"
1 1/2" = 1'-0"
1" = 1'-0"SOFFIT SECTION AT LEVEL 1
(E) WALL
362T125-30 CONT.#8 SMS EA Fl EA STUD(2) #8 SMS EA STUD
362T125-30 CONT.#8 SMS EA Fl EA STUD(2) #8 SMS EA STUD
5
I1.01TYP.
TOP CONNECTIONPER24
I1.01
125-30
ACT CEILING ELEVATION
HANGER CONN TO DECK
NO
R
D
S
T
R
O
M
S
A
N
T
A
A
N
I
T
A
20
2
4
R
E
M
O
D
E
L
40
0
S
.
B
A
L
D
W
I
N
A
V
E
N
U
E
,
S
U
I
T
E
2
0
0
-
A
R
C
A
D
I
A
,
C
A
9
1
0
0
7
DP
2/19/24
DP
AURCURT NA
C
T
FOE RFLIOA
E
No. 3738GER
TS TS
RDESI
TE
FORP
N
L REE
IA
LISNOAS
GI
NE
MIC
G
GHAEWAA.
NER
O
L
SHEET NO.
PROJECT NO.
SENIOR PROJECT
ENGINEER
SENIOR PROJECT
DRAFTSMAN
DOCUMENT REVIEW
SHEET TITLE
1ST ISSUE DATE
DRAWN BY
DP
IN
T
E
R
I
O
R
C
O
L
D
F
O
R
M
E
D
-
F
R
A
M
I
N
G
P
A
C
K
A
G
E
I2.01LEVEL 1 -1
REVISION SCHEDULE
No DESCRIPTION DATE
S
FTV
FTVFTV
FTVFTV
FTV
FTV
FTV
FTV
FTV
FTV
FTV
FTV
FTV
FTV FTV
FTV
FTV
FTV
FTV
FTV
FTV
FTV
FTV
FTV
S S
S
A
S
S
S
S
S
S
S
S
S
S
S
S
S
SSSSS
S
S
S S S
S
FTV FTV FTV FTV FTV FTV
S S S
S
FTV
FTV
SS S S
PTZ
FTV
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
TV
ESS
S
FTV
SS
S
S
S S
S
S
S
S
S
S S
S S
S S
S S
S S S S
S S S
SS
S
FTV
FTV
S
S
S
FTV
S
S
FTV
FTV
S
SD
FTVFTV
SD SDSD
A
S
PTZ
PTZ
S
PTZ
PTZ
P.I
.
R
.
P.I.
R
.
S
S
FTV
S
S
____ ____ ____ ____ ____ ____ ____
____ ____ ____ ____ ____ ____ ____
____
____
____
____
____
____
____
____
____
________
____
____
________
____
____
____
____
____
____
____
____
____ ____ ____________
____ ____ ____ ____ ____
________
____ ____
________
____ ____
________
TV
GWB 10'-0"
OTS
OTS
OTS
ACP 9'-0"
ACP 9'-0"
ACP 9'-0"
ACP 9'-0"ACP 9'-0"ACP 12'-1"
OTS ACP 9'-0"
GWB 7'-8"
ACP 9'-0"
GWB 7'-8"
GWB 7'-8"
GWB 12'-0"
GWB 13'-6"
GWB 10'-0"
ACP 9'-0"
GWB 13'-0"
GWB 12'-9 1/2"
ACP 12'-1"
ACP 8'-11"
GWB 10'-0"
GWB 10'-0"
GWB 9'-11"
8'-11"
GWB 11'-2"
GWB 10'-11 1/2"
GW
B
1
0
'
-
0
"
GWB 13'-6"
GWB 11'-11 1/2"
GWB 10'-0"
GWB 10'-0"
GWB 12'-1"
GWB 12'-4"
GWB 10'-0"
GWB 11'-11 1/2"
GWB 13'-6"
GWB 10'-0"
GWB 10'-0"
ACP 8'-11"
GWB 12'-0"
GWB 12'-6"
GWB 12'-0"
GWB 12'-0"
GWB 12'-0"
GWB 12'-6"
GWB 13'-1 1/2"
GWB 12'-6"
GWB 12'-0"
GWB 12'-0"
GWB 13'-1 1/2"
GWB 9'-0"
GWB 7'-6"
GWB 10'-0"
GWB 11'-0"
GWB 11'-3"
GWB 10'-0"
ACP 12'-1"
GWB 10'-0"
GWB 8'-6"
GWB 10'-0"
GWB 10'-0"
ACP 12'-1"
GWB 10'-0"
OTS
GWB 8'-11"
ACP 9'-0"
ACP 9'-0"
OTS
ACP 9'-0" OTS
GWB 8'-11"
GWB 7'-6"
OTS
GWB 8'-6"
GWB 8'-6"
GWB 8'-6"
GWB 9'-0"
ACP 9'-0"
ACP 9'-0"
GWB 8'-11"
ACP 9'-0"
ACP 9'-0"
ACP 9'-0"
ACP 11'-6"
ACP 9'-0"
ACP 9'-0"
OTS
GWB 7'-6"
GWB 7'-6"
GWB 7'-6"
OTS
GWB 10'-0"
GWB 10'-0"
ACP 9'-0"
ACP 11'-6"
OTS
ACP 9'-0"
GWB 10'-6"
GWB 13'-6" GWB 12'-0"
OTS OTS
OTS
GWB 13'-0"
OTS
OTS
OTS
GWB 10'-0"
GWB 10'-0"
OTS
GWB 10'-0"
OTS
GWB 6'-5"
ACP 12'-1"
OTS
GWB 12'-6"
DN FROM
SECOND
UP TO
SECOND
1 1.1 1.2 1.3 2 3 4 5 6 7 8 9 10 11 125.5 6.2 6.8 7.2 7.5 11.911.7
.9A
A.1
A.4
C.7
D.2
E.3
D.8
A
B
C
D
E
F
G
H
11.8
ESCALATOR AREA
VEST
148
JAN
147
MEN'S TOILET
146
STOCK
144
CONF
143
VEST
139
TAILOR
142
BUYER'S OFFICE
138
WILL CALL
137
STOCK
132
DISPLAY
131
WEST ENTRY
129
DISPLAY
128
STOCK
124
WORK ROOM
125
VEST
130
STOCK ROOM
127
STOR
122
VEST
123STOCK
109
EXIT PASSAGEWAY
117
VEST
113
VENDING
118
TOILET
114
ELEC
116
EMPLOYEE LOUNGE
119
MEN'S TOILET
112
VEST
111
WOMEN'S LOUNGE
106
VESTIBULE
103
ELEVATOR
EL02
ELEVATOR
EL01
TOILET
100
ENTRY VEST
101
VEST
176
JAN
175
-- STUDIO
174
STAIR 2
1S2
STOCK
173
VEST
172
POS TELEPHONE
171
STOCK
169
DISPLAY
167STOCK
168
STOCK
165 MALL ENTRY
166
eBAR
164
VEST
162
ELEV. MACHINE
AND SUPPLIES
157
STAIR 1
1S1
DISPLAY WORKROOM
154
WOMEN'S SHOES STOCK
152
VEST
149
CO
R
R
I
D
O
R
14
1
EMPLOYEE WOMEN'S
WO
M
E
N
'
S
T
O
I
L
E
T
10
7
MO
T
H
E
R
'
S
R
O
O
M
10
4
EL
E
V
A
T
O
R
Y
L
O
B
B
Y
10
2
FAMILY
CL
A
R
I
N
S
S
T
U
D
I
O
17
7
ES
P
R
E
S
S
O
S
T
O
R
A
G
E
16
3
ROOM
159
OF
F
I
C
E
S
U
P
P
L
I
E
S
15
8
BUILDING MAINT.
SU
P
P
L
I
E
S
A
N
D
L
A
U
N
D
R
Y
15
6
HO
U
S
E
K
E
E
P
I
N
G
EMPLOYEE
STOCK
161
FINE JEWELRY
MEN'S FITTING ROOM
134MEN'S DR
133
MEN'S DR
126
STOCK
121MEN'S DR136MEN'S
ACTIVE/OW MEN'S DENIM
MEN'S
SPORTSWEAR
MEN'S
FURNISHINGS
MEN'S
GROOMINGMEN'S
DESIGNER
SHOES
MEN'S SHOES
MEN'S
CLOTHING
MEN'S YC
ACCESSORIES
LONGCHAMP
HANDBAGS
DESIGNER
HANDBAGS
JEWELRY
BEAUTY
WOMEN'S
SHOES
DESIGNER
SHOES
SUNGLASSES
PATCH AND REPLACE CEILING
GRID AND ACP AS NECESSARY
GWB 10'-0"
GWB 11'-11 1/2"
INFILL GWB SOFFIT AND GWB
BANDS TO ALIGN WITH ADJACENT
EXISTING CONDITIONS
3/32" = 1'-0"RCP
6I1
.
0
1
15
I1.
0
1
LEVEL 1 RCP
NO
R
D
S
T
R
O
M
S
A
N
T
A
A
N
I
T
A
20
2
4
R
E
M
O
D
E
L
40
0
S
.
B
A
L
D
W
I
N
A
V
E
N
U
E
,
S
U
I
T
E
2
0
0
-
A
R
C
A
D
I
A
,
C
A
9
1
0
0
7
DP
2/19/24
DP
AURCURT NA
C
T
FOE RFLIOA
E
No. 3738GER
TS TS
RDESI
TE
FORP
N
L REE
IA
LISNOAS
GI
NE
MIC
G
GHAEWAA.
NER
O
L
SHEET NO.
PROJECT NO.
SENIOR PROJECT
ENGINEER
SENIOR PROJECT
DRAFTSMAN
DOCUMENT REVIEW
SHEET TITLE
1ST ISSUE DATE
DRAWN BY
DP
IN
T
E
R
I
O
R
C
O
L
D
F
O
R
M
E
D
-
F
R
A
M
I
N
G
P
A
C
K
A
G
E
I2.0 LEVEL -1
REVISION SCHEDULE
No DESCRIPTION DATE
S
SS S
S
S
SS
S S
SS
S
S
S
S
S
S
S
S
S
S
S S
S S S S S
FTV FTV
FTV
FTV
FTV
FTV
FTV
PTZ
FTV
FTV
FTV
FTV
FTV
FTV
S
S
S S
S
S
S
S S
S
S S
S
S S
S S S
S
SS
S
S
S
S S S
S
FTV
FTV
FTV
SS
P2
FTV
S
S
S
S
S
S
S
S
S S
TV
TV
TV
TV
TV
S
S
S
S
S
S
S
SS
S
S S
SSS
SS
SSS
S
S S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
FTV
FTV
S
S
S
SD TV
FTV H
SD
A1
FTV
SD
A1
H
H
S
H
H
H
FTV
H
FT
V
PTZ
PTZ
S
S
S
S
S
S
S
S
PTZ
S
S
S
PTZ
T.V.
SECURITY
____
____
____
________
________
____
____
____
________
____ ____
____ ____ ____ ____ ____
____________________
____ ____
____ ____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____
____ ____ ____
____
____________
____ ____
____________
____ ____ ____
____
____
____
____
____
____
________
TV
TV
SW
CAFE
296
CAFE
TTTTT
T
DN TO
FIRST
UP FROM
FIRST
1 1.1 1.2 1.3 2 3 4 5 6 7 8 9 10 11 125.5 6.2 6.8 7.2 7.5 11.911.7
.9A
A.1
A.4
C.7
D.2
E.3
D.8
A
B
C
D
E
F
G
H
11.8
STOCK
212
TRAINING ROOM
216
PERSONNEL
217
STOCK
211
STOCK
209
VEST
218
DUMP
229
MAIL MESSAGE
214
WOMEN'S LOUNGE
206
VESTIBULE
205
JAN
203
STOCK
2108
VEST
2107
STAIR 2
2S2
WOMEN'S DR
2101
KIDS' DR
2102
STOCK
298
DISPLAY
297
MALL ENTRY
296
DISPLAY
293
STORAGE
294 WOMEN'S DR
292
STOCK
289
DELIVERY STAGE
283
FREIGHT ELEV.
NO. 1
CART. RM.
282
ELEC. ROOM
278
GENERATOR RM
277
MANAGER
218
IDF CLOSET #1
284
STAIR 1
2S1
KITCHEN
276
STOCK
287VEST
288
LOUNGE AREA
292A
CAFE
271
SECURITY
268
T.V. SECURITY
264
STORAGE
267
CORRIDOR
258
VEST
254
STOCK
253
STOCK
252
BOILER ROOM
256
STOCK
217
STOCK
239
STOCK
244
STOCK
248STOCK
234
VEST
236
STORAGE
226
GIFT WRAP
227
C.R.
223
ASSISTANT
222
HALLWAY
228
WOMEN'S DR
233
IDIVIDUALIST DR
232
STORE MANAGER
221
CONF.
219
WO
M
E
N
'
S
T
O
I
L
E
T
20
7
RO
O
M
20
4
ELEV. NO. 1
EL01
ELEV. NO. 1
EL01 EL
E
V
A
T
O
R
L
O
B
B
Y
20
2
SO
U
T
H
E
N
T
R
Y
20
1
JAN
279
MANAGER
218
MANAGER
218WOMEN'S DR286NO
R
T
H
E
N
T
R
Y
26
9
SECURITY
266
EL
E
C
.
C
L
O
S
E
T
26
3
WO
M
E
N
'
S
D
R
26
2
EM
P
L
O
Y
E
E
L
O
C
K
E
R
S
26
1
PACKAGE SECURITY
257
EM
P
L
O
Y
E
E
D
R
25
9
WO
M
E
N
'
S
D
R
25
1
MANAGER
218
WO
M
E
N
'
S
D
R
24
3
WO
M
E
N
'
S
D
R
24
2
MANAGER
218
MANAGER
218
LP
I
N
T
E
R
N
A
L
21
5
RECEIVING
285
LINGERIE
ENCORE
POV/PETITES
ORDER
PICK-UP
DRESSES VIA C/INDY
COLLECTORS
BURBERRY
SPACE
TBD (DEMIN)
TBD
ACTIVE AND
SWIM
YA
KIDS' GIRLS
KIDS'
DESIGNER
KIDS' BOYS
KIDS' SHOES BABY
APPAREL/GEAR
OTS
KIDS' SHOES STOCK
2106
GWB 10'-0"
PATCH AND REPLACE
CEILING GRID AND ACP
AS NECESSARY
RE-INSTALL EXISTING
LIGHT FIXTURES IN
NEW LOCATIONS
P-1F
P-1F
AL
I
G
N
6'
-
6
"
6'
-
6
"
6' - 0"6' - 0"6' - 0"
3'
-
1
0
1
/
2
"
5' - 2 1/2"
3' - 0"
3'
-
3
"
5' - 0"
2'
-
0
"
2'
-
0
"
3/32" = 1'-0"RCP
N
N
13
I1.01
11
I1.01
13
I1.01
EA. ENDOF WALL 16
I1.01
16
I1.01
H1
J1
J1J1
J1
J1
J1
J1
J1
H1
H1
H1
H1: 362T125-30, SEE 26
I1.01
J1: 362S162-33, SEE 27
I1.01
I2
LEVEL 2 RCP
2
13
I1.01
13
I1.01
NO
R
D
S
T
R
O
M
S
A
N
T
A
A
N
I
T
A
20
2
4
R
E
M
O
D
E
L
40
0
S
.
B
A
L
D
W
I
N
A
V
E
N
U
E
,
S
U
I
T
E
2
0
0
-
A
R
C
A
D
I
A
,
C
A
9
1
0
0
7
DP
2/19/24
DP
Mirage Builders, Inc.
1854 S. Santa Ana St., Anaheim CA 92805
P 714.935.9105 | F 714.935.9113
NV License #55057, 55848, 57308, 57309, & 70117
CA License #639751
Structural Calculations
Structural Calculations
FEBRUARY 19, 2024
Job No. A24-103
NORDSTROM SANTA ANITA
Interior CFMF
Prepared by:
IRVINE // CONCORD // LAS VEGAS // CHARLOTTE // BOISE
F
A
G
O
E
S
TAST
CAL IOF
CURT RUT
AWAED
AH
REG
TE
IS IMCR
No. 3738
LE .P EROFSSI
AI
O R N
L
L
NEER
E
RENO
G NGI
NA
16969 Von Karman Ave.Suite 240 Irvine,CA 92606
Tel:(949)474-0502Fax:(949)474-1801 www.fwcse.com
FICCADENTIWAGGONERandCASTLE
Structural Engineers
Job Name:
Job No.:
Designer:
Date:
Capacity of Screw in Light Gauge Material
Shear Tension
Pas =Pns/Ω Pat =Pnt/Ω
Ω =3.0 Ω =3.0
Fu =45 ksi <= 18 GA.dw =0.322 in.Minimum Head O.D.
Fu =65 ksi >=16 GA.
d =0.164 in.Nominal Screw Diameter
For t2/t1 <= 1.0→Pns = Smallest of Pnt <= Pnot <= Pnov
Pns = 4.2(t23d)1/2Fu2 Eq. 1 Pnot = 0.85t2dFu2 Eq. 1
Pns = 2.7t1dFu1 Eq. 2 Pnov = 1.5t1dwFu1 Eq. 2
Pns = 2.7t2dFu2 Eq. 3
Gauge Design Thickness
(t)
Shear
Eq. 1 (Pns)
Shear
Eq. 2 (Pns)
Shear
Eq. 3
(Pns)
Tension
Eq. 1
(Pnot)
Tension
Eq. 2
(Pnov)
Shear
Pas =
Tension
Pat =
22 GA.0.0285 in.368 568 568 179 619 123 lbs.60 lbs.
20 GA.0.0312 in.422 622 622 196 678 141 lbs.65 lbs.
18 GA.0.0451 in.733 899 899 283 980 244 lbs.94 lbs.
16 GA.0.0566 in.1489 1629 1629 513 1777 496 lbs.171 lbs.
14 GA.0.0713 in.2105 2052 2052 646 2238 684 lbs.215 lbs.
12 GA.0.1017 in.3586 2927 2927 922 3193 976 lbs.307 lbs.
10 GA.0.1242 in.4839 3575 3575 1125 3899 1192 lbs.375 lbs.
Capacity of Screw Itself
Manufacturer:Pro-Twist Marker & Darts
ICC Report #:ESR-1408
Nominal Fastener Strength Screw Allowable Capacity
Pss = Pas =Pss/Ω=
Pts = Pat =Pts/Ω=
Governing Screw Capacity
Gauge Design Thickness
(t)
Shear
Pas =
Tension
Pat =
22 GA.0.0285 in.123 lbs.60 lbs.
20 GA.0.0312 in.141 lbs.65 lbs.
18 GA.0.0451 in.244 lbs.94 lbs.
16 GA.0.0566 in.464 lbs.171 lbs.
14 GA.0.0713 in.464 lbs.215 lbs.
12 GA.0.1017 in.464 lbs.307 lbs.
10 GA.0.1242 in.464 lbs.375 lbs.
#8 S.M.S.
1392 lbs.464 lbs.
2179 lbs.726 lbs.
Sheet Metal Screw Allowable Connection Strength
1) Governing Screw Capacity is based on the lesser of the capacity of the screw in light gauge and the screw itself.
2) For edge distances less than 3.0d additional consideration should be taken. (ref:AISI S100-2007Appendix A Sec.E4.3.2)
Section : 362S125-30 (33 ksi) @ 24" o.c. Single C Stud (punched)
Maxo =256.9 ft-lb 793.6 lbVa =I =0.38 in^4
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Bridging Connectors - Design Method =AISI S100
Span KyLy, KtLt
Flexual,
Distortional Connector
Stress
Ratio
Axial
Span NA None, 72.0"N/A -
Web Crippling
Support Load (lb)(in)Max Int.Stiffener?
Bearing Pa M
(lb)(ft-lbs)
R2 24.0 1.00 NO0.0 0.09134.8
R1 24.0 1.00 NO0.0 0.09134.8
Gravity Load
Type Load (lb)
Uniform 0.00plf
Code Check Required Interaction NotesAllowed
Max. Axial, lbs 0.0(t)0%KΦ=0.00 lb-in/in Max KL/r = 103-Span
Max. Shear, lbs 24.0 5%Shear (Punched)449
Max. Moment (MaFy, Ma-dist), ft-lbs 36.0 14%MaFy (control),KΦ=0.00 lb-in/in256.9
Moment Stability, ft-lbs 36.0 22%163.9
Shear/Moment 0.14 14%Shear 0.0, Moment 36.01.00
Axial/Moment 0.14 14%Axial 0.0(c), Moment 36.01.00
Deflection Span, in 0.021 --meets L/3421--
Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector
Connector
Interaction
Anchor
Interaction
0.00 %R2 24.0 0.0 0.00 %NA & NA
0.00 %R1 24.0 0.0 0.00 %NA & NA
* Reference catalog for connector and anchor requirement notes as well as screw placement requirements
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Nordstrom Santa Anita
Model:362S Joist
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 02/19/2024
Simpson Strong-Tie® CFS Designer™ 4.2.0.14
(2) #8 EA ENDVa = 123# * 2 > 246# OK
Section : 362S125-30 (33 ksi) @ 24" o.c. Single C Stud (punched)
Maxo =256.9 ft-lb 793.6 lbVa =I =0.38 in^4
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Bridging Connectors - Design Method =AISI S100
Span KyLy, KtLt
Flexual,
Distortional Connector
Stress
Ratio
Axial
Span 48.0", 48.0"48.0", 150.0"N/A -
Web Crippling
Support Load (lb)(in)Max Int.Stiffener?
Bearing Pa M
(lb)(ft-lbs)
R2 62.5 1.00 NO0.0 0.24134.8
R1 62.5 1.00 NO0.0 0.24134.8
Gravity Load
Type Load (lb)
Uniform 12.00plf
Code Check Required Interaction NotesAllowed
Max. Axial, lbs 150.0(c)15%KΦ=0.00 lb-in/in Max KL/r = 116989.1(c)Span
Max. Shear, lbs 62.5 14%Shear (Punched)449
Max. Moment (MaFy, Ma-dist), ft-lbs 195.3 76%MaFy (control),KΦ=0.00 lb-in/in256.9
Moment Stability, ft-lbs 195.3 88%223.1
Shear/Moment 0.76 76%Shear 0.0, Moment 195.31.00
Axial/Moment 0.95 95%Axial 78.3(c), Moment 194.91.00
Deflection Span, in 0.496 --meets L/303--
Support Rx(lb)Ry(lb)Simpson Strong-Tie Connector
Connector
Interaction
Anchor
Interaction
0.00 %R2 62.5 0.0 0.00 %NA & NA
0.00 %R1 62.5 150.0 0.00 %NA & NA
* Reference catalog for connector and anchor requirement notes as well as screw placement requirements
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Nordstrom Santa Anita
Model:362S Stud
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 1
Date: 02/19/2024
Simpson Strong-Tie® CFS Designer™ 4.2.0.14
SHOTPIN AT BASEVa = 90# PER PIN > 63# OK
Design Loads
Wall Lateral Pressure :
RO Lateral Pressure :
Parapet Lateral Pressure :
5 psf
Head/Sill Only
Lateral element force multiplier
Strength :
Deflection :1
1.0
Gravity Load at Header:6 psf
Single MemberHeader:
Component(s)Members(s)Flexural
Bracing Axial KyLy Axial KtLt
Distortional
K-Phi(lb-in/in)
Distortional
Lm
Brace Settings
Interconnection
Spacing
Jamb Studs 362S162-33(33), Single 48 in 48 in 0 None48 in N/A
Component(s)Members(s)
Axial
Load (lb)
Max. Moment
(ft-lb)
Max.
Shear (lb)
Bottom
Reaction (lb)
Top or End
Reaction (lb)
Analysis Results
Max
KL/r
Jamb Studs 362S162-33(33), Single 52.5 53.7 75.5 53.6226.6103
Component(s)Members(s)
Deflection A + M
Interaction
V + M
Interaction Web Stiffners Design OK
Design Results
Span Parapet
Jamb Studs 362S162-33(33), Single L/446 0.52 NA Yes0.552L/0
Support Rx(lb)Ry(lb)
R2 53.65 0.00
R1 75.52 132.50
Span/Parapet
Bracing
Length(in.)
Design
Number of
Braces Pn(lb.)
SUBH
(Min)¹SUBH
(Max)¹
MSUBH
(Min)¹
Simpson Strong-Tie® Wall Stud Bridging Connectors @ Jambs
MSUBH
(Max)¹
LSUBH
(Min)¹
LSUBH
(Max)¹
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Nordstrom Santa Anita
Model:Door Jambs
2012 NASPEC [AISI S100-2012]Code:
Page 1 of 2
Date: 02/19/2024
Simpson Strong-Tie® CFS Designer™ 4.2.0.14
SHOTPIN AT BASEVa = 90# PER PIN > 63# OK
Span 48 3068.3 OK (0.12)OK (0.11)No Soln3 No SolnOK (0.17)OK (0.11)
1) Values in parentheses are stress ratios.
2) Bridging connectors are not designed for back-back, box, or built-up sections.
3) Reference
Notes:
4) CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same.
5) If the bracing length is larger than the span length, bridging connectors are not designed.
for latest load data, important information, and general notes. www.strongtie.com
www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.
Project Name:Nordstrom Santa Anita
Model:Door Jambs
2012 NASPEC [AISI S100-2012]Code:
Page 2 of 2
Date: 02/19/2024
Simpson Strong-Tie® CFS Designer™ 4.2.0.14