HomeMy WebLinkAbout3535 W Garry Ave - Racks - PlanAL
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4
submittals & revisions
sheet:
project no:
date:
kdg-2024-118
04-08-2024
M A S T E R P L A N N I N G
I N T E R I O R D E S I G N
kobra design group inc
17151 newhope st, suite 108
fountain valley ca 92708
eml: hja@kobradesign.net
mbl:714.313.6815
ca:714.962.5315
az:928.714.6909
THE GENERAL CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFYING ALL NEW &
EXISTING DIMENSIONS, NEW & EXISTING ROOF
SLOPES, NEW & EXISTING HEIGHTS AND
GENERAL EXISTING CONDITIONS THEREON
BEFORE COMMENCING WORK. REPORT ANY
DISCREPANCIES AND/OR POTENTIAL PROBLEMS
TO THE DESIGNER AND STRUCTURAL ENGINEER
PRIOR TO PROCEEDING. ALL CONSTRUCTION
SHALL CONFORM TO THE CBC.
A R C H I T E C T U R E
S P A C E P L A N N I N G
BUILDING DEPT SUBMITTAL
07.05.2024
1
plot date:2024.09.10
PLAN CHECK CORRECTIONS
09.10.2024
54" PREFERRED48" MINIMUM WHERE ADJACENT OBSTRUCTION
OR WALL OCCURS
12" MINIMUM IF DOOR HAS
BOTH A CLOSER AND A LATCH
REQUIRED CLEAR SPACE
36" MINIMUM
2X WOOD
BLOCKING
AS REQUIRED
1'-6" MIN
22 GA. SATIN FINISH S.S. COVER
3-1/4" DIA. SNAP O/ FLANGE
18" MIN.
24" MIN.
CONCEALED EXPOSED
1-1/4" DIA. 18 GA S.S.
TUBING
12"
48" MIN.
18" MIN. INTERIOR
24" MIN. EXTERIOR
REQUIRED CLEAR SPACE
DOOR WIDTH PLUS
A PLAN 24" MIN. EXTERIOR
18" MIN. INTERIOR
24" MIN. EXTERIOR & 18" MINIMUM INTERIOR
BEYOND STRIKE EDGE OF A GATE OR DOOR
ON THE SIDE TOWARD WHICH IT SWINGS.
48" MINIMUM
INTERIOR
18" MIN.
32" CLEAR
OF BLDG.
24" MIN.
EXTERIOR
54" MIN.
B CORRIDOR PLAN
22" MIN.
GRAB BAR
BOBRICK #
5806.99 36" MIN. CLR.36" MIN. CLR.36" MIN.
(2) 1/2" DIA.
EXPOSED BOLTS
MIN.
DOOR WIDTH PLUS 42"
B RAMP LANDING ATDOORWAY PLAN C VESTIBULE PLAN
NOTES:
1.
2.
CLEAR SPACES MUST BE LEVEL TO PREVENT WHEELCHAIRS FROM ROLLING WHEN THE
OCCUPANT RELEASES THE WHEEL GRIPS TO REACH FOR THE DOOR. 1/4" PER FOOT IS
ALLOWED FOR DRAINAGE.
WHERE DOORS OPEN ONTO, BUT NOT INTO A CORRIDOR, THE REQUIRED LEVEL AREA
BEYOND THE DOORS MAY BE A MINIMUM OF 48". FOR ADDITIONAL INFORMATION, SEE
APPLICABLE NOTES ON TYPICAL ACCESSIBILITY NOTES SHEET.
48"
8" MIN.
KNEE
CLEARANCE 1'-5"
MIN. DEPTH
6" MAX.
TOE
CLEARANCE
18" TO 19"
24" MIN.
48"
20"
MAX.
>20-25"
MAX.
DOOR TYPE:
1.
EITHER ATTACHED PANEL OR BOTTOM RAIL.
MINIMUM 10" HIGH SMOOTH SURFACE AT DOOR BOTTOM,
HARDWARE:
4.
3.
2.OPENABLE FROM INSIDE WITHOUT USE OF KEY OR SPECIAL
OPENABLE BY SINGLE EFFORT LEVER-TYPE DEVICE (NOT
KNOWLEDGE OR EFFORT.
MOUNTED 36" TO 42".
REQUIRING GRASPING).
5. MAXIMUM 5 LBS. EFFORT TO OPERATE EXTERIOR DOOR,
5 LBS. FOR INTERIOR.
WOMENS RESTROOMS MENS
10"
30"MAX
10">10-24"
MAX.
EXIT
EXIT
(BRAILLE)
N O T E:
REACH RANGES SHALL COMPLY WITH 2019 CBC CHAPTER 11B SECTION 308 TYPICAL DIMENSIONS
ROUTE
(BRAILLE)
RAIL OR PROVIDE
10" MIN. BOTTOM
KICK PLATE
OR U SHAPED
36" TO 42" LEVER
HANDLE
EXIT
STAIR DOWN
(BRAILLE)DETAIL
RUBBER BUMPER
ON CHAIR
48
"
M
A
X
.
60
"
M
I
N
I
M
U
M
48
M
A
X
.
"
34
"
M
A
X
.
48
"
M
A
X
.
15
"
MI
N
.
48
"
M
I
N
I
M
U
M
DO
O
R
W
I
D
T
H
P
L
U
S
4
2
"
46
"
M
A
X
.
48
"
M
A
X
.
34
"
M
A
X
.
15
"
MI
N
.
48
"
M
I
N
I
M
U
M
44
"
M
A
X
.
30
"
48
"
M
I
N
.
9"
M
I
N
.
2'
-
3
"
M
I
N
.
3'
-
0
"
M
A
X
.
6"
MA
X
.
30
"
42
"
27
"
34
"
34
"
27
"
*
4
4
"
M
I
N
.
60
"
M
I
N
.
48
"
M
I
N
.
60
"
M
I
N
.
.
*
4
4
"
M
I
N
.
60
"
M
I
N
.
A0.1
accessibility
notes
(for reference only)
BUILDING DEPT RESUBMITTAL, DELTA-1
1,000 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
700 GAL.
WATER TANK
1,000 GAL.
WATER TANK
UP
UP
4x
8
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8
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8
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87654321
D
B
E
C
A
EXIT SIGNAGE, TYP. REFER TO
ELECTRICAL. ACCESSIBLE SIGNAGE AT
ENTRY, TYP.
AND
EACH GRADE LEVEL EXTERIOR DOOR
SHALL BE IDENTIFIED BY A TACTILE EXIT
WITH THE WORD "EXIT", TYP.
EXIT SIGNAGE, TYP. REFER TO
ELECTRICAL. ACCESSIBLE SIGNAGE AT
ENTRY, TYP.
AND
EACH GRADE LEVEL EXTERIOR DOOR
SHALL BE IDENTIFIED BY A TACTILE EXIT
WITH THE WORD "EXIT", TYP.
EXIT SIGNAGE, TYP. REFER TO
ELECTRICAL. ACCESSIBLE SIGNAGE AT
ENTRY, TYP.
AND
EACH GRADE LEVEL EXTERIOR DOOR
SHALL BE IDENTIFIED BY A TACTILE EXIT
WITH THE WORD "EXIT", TYP.
DIAGO
N
A
L
D
I
S
T
A
N
C
E
2
0
9
'
-
2
"
(
1
/
3
)
S
P
R
I
N
K
E
R
E
D
=
6
9
'
-
9
"
F.E.
F.E.
F.E.
F.E.
F.E.
F.E.
F.E.
MAXIMUM TRAVEL DISTANCE: 300'
CURRENT TRAVEL DISTANCE: 129'
MAXIMUM TRAVEL DISTANCE: 300'
CURRENT TRAVEL DISTANCE: 142'
EXIT SIGNAGE, TYP. REFER TO
ELECTRICAL. ACCESSIBLE SIGNAGE AT
ENTRY, TYP.
AND
EACH GRADE LEVEL EXTERIOR DOOR
SHALL BE IDENTIFIED BY A TACTILE EXIT
WITH THE WORD "EXIT", TYP.
143'-7" SEPARATION BETWEEN EXITS
MAXIMUM TRAVEL DISTANCE: 300'
CURRENT TRAVEL DISTANCE: 210'
MAXIMUM TRAVEL DISTANCE: 300'
CURRENT TRAVEL DISTANCE: 130'
F.E.
DEAD END CORRIDOR
ALLOWABLE DISTANCE: 20'
CURRENT TRAVEL DISTANCE: 12'
FLOWER
ROOM 1
101
1,458 SF
FLOWER
ROOM 2
102
1,462 SF
FLOWER
ROOM 3
103
1,462 SF
FLOWER
ROOM 4
104
1,462 SF
FLOWER
ROOM 5
105
1,290 SF
FLOWER
ROOM 6
106
1,290 SF
FLOWER
ROOM 7
107
1,290 SF
FLOWER
ROOM 8
108
1,302 SF
CORRIDOR 1
126
1,312 SF
IRRIGATION
TANK ROOM
114
1,144 SF
ELECTRICAL
ROOM 2
124
300 SF
GARAGE
132
318 SF
SHIPPING &
RECEIVING
109
216 SF
CIRCULATION 1
130
835 SF
EMPLOYEE
BREAK ROOM
115
316 SF
F. LOCKER
116
165 SF
M. LOCKER
117
167 SF
WATER HEATER
125
22 SF
CORRIDOR 4
129
118 SF
SECURITY
118
134 SF
PUBLIC
ENTRANCE
131
148 SF
RESTROOM 1
119
116 SF
RESTROOM 2
120
108 SF
AIR SHOWER
121
92 SF
CORRIDOR 3
128
157 SF
SECURE PRODUCT
STORAGE
112
232 SF
TRIMMING &
POST PROCESSING
113
786 SF
CORRIDOR 2
127
627 SF
DRY / CURE 1
110
456 SF
DRY / CURE 2
111
448 SF
LAUNDRY
ROOM
123
214 SF
IT ROOM
122
148 SF
RESTROOM 3
133
105 SF
STAIR 2
133
98 SF
5'-0"4'-0"
5'
-
0
"
4'
-
6
"
MAXIMUM TRAVEL DISTANCE: 300'
CURRENT TRAVEL DISTANCE: 116'
F.E.
95
'
-
7
"
S
E
P
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B
E
T
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4
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4
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4
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4
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4
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4
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4
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4
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4
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4
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4
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4
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4
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4
4x
4
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4
4x
4
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4
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4
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4
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4
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4
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4
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8
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8
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8
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8
CO
M
M
O
N
P
A
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O
F
T
R
A
V
E
L
:
3
8
L
F
CO
M
M
O
N
P
A
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O
F
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R
A
V
E
L
:
3
8
L
F
CO
M
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O
N
P
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O
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A
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L
:
3
8
L
F
CO
M
M
O
N
P
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A
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L
:
3
8
L
F
5'
-
0
"
5'
-
0
"
5'
-
0
"
5'-0"5'-0"5'-0"5'-0"
CO
M
M
O
N
P
A
T
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O
F
T
R
A
V
E
L
:
4
4
L
F
CO
M
M
O
N
P
A
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O
F
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R
A
V
E
L
:
4
4
L
F
CO
M
M
O
N
P
A
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O
F
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A
V
E
L
:
4
4
L
F
CO
M
M
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P
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F
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L
:
4
4
L
F
5'
-
0
"
5'-1"5'-0"
5'
-
0
"
5'
-
0
"
5'
-
0
"
5'
-
0
"
5'
-
0
"
5'-0"5'-0"
5'
-
0
"
5'
-
0
"
5'
-
0
"
EXISTING STAIRWAY NOTES:
A.MIN CLEAR WIDTH OF 44". {CBC 1011.2}**
B.HEADROOM CLEARANCE OF ≥80". {CBC 1011.3}**
C.RISER HEIGHTS SHALL BE 7" MAX AND 4" MIN. TREAD DEPTHS SHALL
BE 11" MIN. {CBC 1011.5.2}**
D.PROVIDE A FLOOR OR LANDING AT THE TOP AND BOTTOM OF
EACH STAIRWAY. WIDTH AND LENGTH OF THE LANDING SHALL NOT
BE LESS THAN THE WIDTH OF STAIRWAY SERVED. {CBC 1011.6}
E.STAIRWAYS SHALL BE BUILT OF MATERIALS CONSISTENT WITH THE
TYPE OF CONSTRUCTION. {CBC 1011.7}
F.WALLS AND SOFFITS OF ENCLOSED USABLE SPACES UNDER
STAIRWAYS SHALL BE PROTECTED BY 1-HR FIRE-RESISTANCE-RATED
CONSTRUCTION OR THE FIRE-RESISTANCE RATING OF THE
STAIRWAY, WHICHEVER IS GREATER. THE OPEN SPACE UNDER
EXTERIOR STAIRWAYS SHALL NOT BE USED FOR ANY PURPOSE. {CBC
1011.7.3-4}**
G.A FLIGHT OF STAIRS SHALL HAVE A VERTICAL RISE ≤12' BETWEEN
FLOOR LANDINGS. {CBC 1011.8}**
H.STAIRS SHALL HAVE HANDRAILS ON EACH SIDE. {CBC 1011.11}
I.ONE STAIRWAY SHALL EXTEND TO THE ROOF SURFACE IN BUILDINGS
>3 STORIES ABOVE GRADE PLANE. ACCESS TO THE ROOF SHALL BE
PROVIDED THROUGH A PENTHOUSE. WHERE ROOF HATCH
OPENING IS LOCATED WITHIN 10' OF THE ROOF EDGE, ACCESS
SHALL BE PROTECTED BY GUARDS. {CBC 1011.12-13}**
HANDRAILS:
A. HEIGHT BETWEEN 34"-38". {CBC 1014.2}**
B. EXTEND HORIZONTALLY ≥12" BEYOND THE TOP RISER AND
CONTINUE TO SLOPE FOR THE DEPTH OF ONE TREAD BEYOND THE
BOTTOM RISER. {CBC 1014.6}**
C. INTERMEDIATE HANDRAILS REQUIRED SUCH ALL PORTIONS OF
REQUIRED WIDTH ARE WITHIN 30". {CBC 1014.9}
GUARDS:
A. REQUIRED ALONG OPEN-SIDED WALKING SURFACES LOCATED
>30" TO THE FLOOR BELOW. {CBC 1015.2}**
B. HEIGHT ≥42". {CBC 1015.3}**
C. NO OPENINGS WHICH ALLOW PASSAGE OF A SPHERE 4" IN
DIAMETER FROM WALKING SURFACE TO GUARD HEIGHT. {CBC
1015.4}**
D.WHERE ROOF HATCH OPENING IS WITHIN 10' OF ROOF EDGE. {CBC
1015.7}**
1018.5 AISLES IN OTHER THAN ASSEMBLY SPACES AND GROUPS B AND M
IN OTHER THAN ROOMS OR SPACES USED FOR ASSEMBLY PURPOSES AND
GROUP B AND M OCCUPANCIES, THE MINIMUM CLEAR AISLE CAPACITY
SHALL BE DETERMINED BY SECTION 1005.1 FOR THE OCCUPANT LOAD
SERVED, BUT THE WIDTH SHALL BE NOT LESS THAN THAT REQUIRED FOR
CORRIDORS BY SECTION 1020.2.
EXCEPTION: NONPUBLIC AISLES SERVING LESS THAN 50 PEOPLE AND NOT
REQUIRED TO BE ACCESSIBLE BY CHAPTER 11B (SEE SECTION 11B-403)
NEED NOT EXCEED 28 INCHES (711 MM) IN WIDTH.
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4
submittals & revisions
sheet:
project no:
date:
kdg-2024-118
04-08-2024
M A S T E R P L A N N I N G
I N T E R I O R D E S I G N
kobra design group inc
17151 newhope st, suite 108
fountain valley ca 92708
eml: hja@kobradesign.net
mbl:714.313.6815
ca:714.962.5315
az:928.714.6909
THE GENERAL CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFYING ALL NEW &
EXISTING DIMENSIONS, NEW & EXISTING ROOF
SLOPES, NEW & EXISTING HEIGHTS AND
GENERAL EXISTING CONDITIONS THEREON
BEFORE COMMENCING WORK. REPORT ANY
DISCREPANCIES AND/OR POTENTIAL PROBLEMS
TO THE DESIGNER AND STRUCTURAL ENGINEER
PRIOR TO PROCEEDING. ALL CONSTRUCTION
SHALL CONFORM TO THE CBC.
A R C H I T E C T U R E
S P A C E P L A N N I N G
BUILDING DEPT SUBMITTAL
07.05.2024
1
plot date:2024.09.10
PLAN CHECK CORRECTIONS
09.10.2024
A1.0
egress plan:
ground floor
plan
20 egress/existing plan, ground floor plan (for reference only)
scale 3/32"=1'-0"
DENOTES MIN 44" PATH OF TRAVEL IN PUBLIC AREA.
DENOTES MIN 36" PATH OF SECONDARY TRAVEL.
2A 10BC FIRE EXTINGUISHERS ARE REQUIRED WITHIN 75' OF TRAVEL FROM
ANY POINT IN PUBLIC AREA. THEY MUST BE MOUNTED CONSPICUOUSLY.
FINAL LOCATIONS TO BE CONFIRMED BY FIRE INSPECTOR.
EMERGENCY EXIT SIGNAGE, REFER TO ELECTRICAL.
F.E.
NOTES:
1.SEE SHEET A0.1 FOR ADA AND DOOR CLEARANCE DETAILS.
NORTH TN
EGRESS/EXISTING LEGEND
STAIRWAY NOTES
AISLE NOTES
AREA & OCCUPANT LOAD BREAKDOWN (TABLE 1004.1.2)
1
BUILDING DEPT RESUBMITTAL, DELTA-1
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,
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9
2
7
0
4
submittals & revisions
sheet:
project no:
date:
kdg-2024-118
04-08-2024
M A S T E R P L A N N I N G
I N T E R I O R D E S I G N
kobra design group inc
17151 newhope st, suite 108
fountain valley ca 92708
eml: hja@kobradesign.net
mbl:714.313.6815
ca:714.962.5315
az:928.714.6909
THE GENERAL CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFYING ALL NEW &
EXISTING DIMENSIONS, NEW & EXISTING ROOF
SLOPES, NEW & EXISTING HEIGHTS AND
GENERAL EXISTING CONDITIONS THEREON
BEFORE COMMENCING WORK. REPORT ANY
DISCREPANCIES AND/OR POTENTIAL PROBLEMS
TO THE DESIGNER AND STRUCTURAL ENGINEER
PRIOR TO PROCEEDING. ALL CONSTRUCTION
SHALL CONFORM TO THE CBC.
A R C H I T E C T U R E
S P A C E P L A N N I N G
BUILDING DEPT SUBMITTAL
07.05.2024
1
plot date:2024.09.10
PLAN CHECK CORRECTIONS
09.10.2024
ST1.1
site plan/
plot plan
20 site/plot plan
scale: 1" = 20'-0"
NORTHTN
GENERAL INFO:
APN:414-213-06
LOT SQ. FT.73,185 SF
LOT ACRES 1.68
TOPOGRAPHY LEVEL
ZONING M1 - LIGHT INDUSTRIAL
LEGAL DESCRIPTION:
PARKING PROVIDED REQUIRED
9' x 18' PARKING 31 STALLS 25 STALLS (1/1,000 SF)
9' x 18' ACCESSIBLE 2 STALLS 2 STALLS (1/25 STALLS)
10' x 18' LOADING 4 STALLS 3 STALLS (1/10,000 SF)
SITE PLAN NOTES
FIRE HYDRANT MAP (300' RADIUS)DOT INDICATES LOCATION OF HYDRANTS
NORTH
TN
NOTE:
EXISTING PERMITTED
(PC/PERMIT# 10111863)
FIRE SERVICE AND
BACKFLOW LOCATION
WITHIN PROPERTY LINES.
1
BUILDING DEPT RESUBMITTAL, DELTA-1
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sa
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,
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9
2
7
0
4
submittals & revisions
sheet:
project no:
date:
kdg-2024-118
04-08-2024
M A S T E R P L A N N I N G
I N T E R I O R D E S I G N
kobra design group inc
17151 newhope st, suite 108
fountain valley ca 92708
eml: hja@kobradesign.net
mbl:714.313.6815
ca:714.962.5315
az:928.714.6909
THE GENERAL CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFYING ALL NEW &
EXISTING DIMENSIONS, NEW & EXISTING ROOF
SLOPES, NEW & EXISTING HEIGHTS AND
GENERAL EXISTING CONDITIONS THEREON
BEFORE COMMENCING WORK. REPORT ANY
DISCREPANCIES AND/OR POTENTIAL PROBLEMS
TO THE DESIGNER AND STRUCTURAL ENGINEER
PRIOR TO PROCEEDING. ALL CONSTRUCTION
SHALL CONFORM TO THE CBC.
A R C H I T E C T U R E
S P A C E P L A N N I N G
BUILDING DEPT SUBMITTAL
07.05.2024
1
plot date:2024.09.10
PLAN CHECK CORRECTIONS
09.10.2024
TS
title
sheet
Two-tier rack improvement plans:
3535 West Garry Avenue
Santa Ana, CA 92704
Santa Ana plan check #: 101120134
vicinity
map
THE EXISTING USE OF THIS SPACE IS THE SAME AS THE NEW (PROPOSED) USE. THEREFORE NO
CHANGE IN PARKING SPACES AND LOCATION OF THESE IS REQUIRED.
parking analysis
project team-contacts
project information
NORTH
PROJECT SCOPE: ADDING TWO TIER STORAGE RACKS TO AN EXISTING BUILDING.
PROPOSED PROJECT RACKS: 28 TWO TIER RACKS.
PROPOSED RACK HEIGHTS: 13'-6" A.F.F.
APN: 414-213-06
LEGAL DESCRIPTION:
EXISTING TYPE OF USE/OCCUPANCY: F-1, S-1
PROPOSED TYPE OF USE/OCCUPANCY: F-1, S-1
TENANT IMPROVEMENT TYPE OF CONSTRUCTION: TYPE III-B
FIRE SPRINKLERED: SPRINKLERED
TOTAL EXISTING BUILDING AREA:
TOTAL PROJECT AREA 25,798 SF
TOTAL LOT AREA:73,185 SF/1.68 AC
PROJECT VALUATION: $12,000
BLDG HEIGHT: 27'-0"
BUILDING CODES:2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA ENERGY CODE
2022 CALIFORNIA GREEN BUILDING CODE
2022 CALIFORNIA FIRE CODE
2022 CITY OF SANTA ANA MUNICIPAL CODE
PROJECT
SITE
PROPERTY OWNER:THE COURTNEY TRUST
41 RITZ COVE DRIVE
DANA POINT CA 92629
CONTACT: GEORGE COURTNEY
714.412.8156
GEORGE@COURTNEYINC.COM
TENANT:ORGANIC GROWTH VENTURES INC
3535 W GARRY AVE
SANTA ANA CA 92704
CONTACT: GREG GLOGOW
949.315.5340
GREG@SCMG.COM
OWNER'S REP/PROJECT LEAD:FASTTRACK POWER
CONTACT: BRAD KENSON
949.228.5687
BRAD@FASTRACKPOWER.COM
ARCH / ENG. TEAM LEAD:KOBRA DESIGN
CONTACT: HERMAN JACK AJAMIAN
17151 NEWHOPE ST, SUITE 108
FOUNTAIN VALLEY CA 92708
714.313.6815
HJA@KOBRADESIGN.NET
STRUCTURAL ENGINEER:RAMIREZ STRUCTURAL INC
CONTACT: JOSE RAMIREZ, PE
562.519.6045
JOSE@RAMIREZSTRUCTURAL.COM
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W. SEGERSTROM AVE.
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sheet index
project notes
THE PROJECT SITE SHALL BE KEPT CONTINUOUSLY FENCED IN ACCORDANCE
UNTIL THE PROJECT IS FINALIZED OR APPROVAL TO REMOVE THE FENCE HAS
BEEN OBTAINED FROM THE CITY BUILDING DIVISION. 24-HOUR SECURITY
SHALL BE PROVIDED ANY TIME THE FENCE CANNOT BE MAINTAINED INTACT.
CALGREEN RECYCLING REQUIREMENT: TO COMPLY THIS PROJECT REQUIRES
THE USE OF FRANCHISE HAULER.
EVERY CANNABIS BUSINESS SHALL IMPLEMENT ADEQUATE VENTILATION SYSTEM AND
ODOR CONTROL FILTRATION MEASURES TO PREVENT ODORS FROM INSIDE THE CANNABIS
FACILITY FROM BEING DETECTED OUTSIDE THE CANNABIS FACILITY, TO INCLUDE BUILDING
AND THE UNIT. A LICENSED MECHANICAL ENGINEER SHALL DESIGN THE SYSTEM THAT IS
CAPABLE OF PREVENTING ODORS FROM INSIDE THE CANNABIS FACILITY FROM BEING
DETECTED OUTSIDE THE CANNABIS FACILITY. THE DESIGN OF THE VENTILATION AND
FILTRATION SYSTEM SHALL BE BASED ON INDUSTRY-SPECIFIC BEST CONTROL
TECHNOLOGIES AND BEST MANAGEMENT PRACTICES TO EFFECTIVELY MITIGATE
CANNABIS ODORS.
ENVIRONMENTAL CONTROL SYSTEMS SHALL BE IMPLEMENTED TO MINIMIZE AND/OR
PREVENT THE LIKELIHOOD OR MOLD AND MILDEW GROWTH AND SHALL INCLUDE A
RANGE OF ENVIRONMENTAL CONTROL TECHNOLOGIES AND PRACTICES TO CONTROL
HUMIDITY LEVELS, ILLUMINATION, HEATING, COOLING, AIR CIRCULATION, AND
VENTILATION. THE SYSTEM SHALL BE COMPATIBLE WITH ODOR PREVENTION AND
VENTILATION SYSTEMS TO PREVENT CANNABIS ODORS FROM BEING DETECTED OUTSIDE
THE CULTIVATION FACILITY, WHILE STILL ALLOWING FOR THE PERMITTEE TO SUCCESSFULLY
CULTIVATE.
plan notes
ARCHITECTURAL
TS TITLE SHEET
ST1.1 SITE PLAN
A0.1 ACCESSIBILITY NOTES
A1.0 EGRESS PLAN - GROUND FLOOR PLAN (FOR REFERENCE ONLY)
STRUCTURAL
S1.0 STRUCTURAL NOTES
S2.0 STRUCTURAL FOUNDATION PLAN
S3.0 STRUCTURAL DETAILS
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BUILDING DEPT RESUBMITTAL, DELTA-1
Bldg #101120134
APPROVALS:
PLNG - C. Santana
BLDG - T. Le
PUBLIC WORKS - Y. Soto
**OCFA notes: Storage for plants only. No storage on
top rack, plastic pots to be a maximum of 6 ft. with no
storage above.**
SPECIAL INSPECTION
1.SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS OF THE 2022 CBC SECTION
1704 & 1705.
2.SPECIAL INSPECTOR SHALL:
A.BE UNDER THE SUPERVISION OF A CALIFORNIA REGISTERED ENGINEER.
B.OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH APPROVED DRAWINGS
AND SPECIFICATIONS.
B.FURNISH INSPECTION REPORTS TO THE ENGINEER AND BUILDING DEPARTMENT.
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE
CONTRACTOR FOR CORRECTION; THEN IF NOT CORRECTED, TO THE ENGINEER AND
BUILDING DEPARTMENT.
C.SUBMIT TO THE ENGINEER AND BUILDING DEPARTMENT A FINAL REPORT, SIGNED
BY A CALIFORNIA REGISTERED CIVIL ENGINEER, STATING THAT THE WORK WAS IN
CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE
APPLICABLE WORKMANSHIP PROVISIONS OF THE CBC.
3.INSPECTION NOTES:
A.CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED
INSPECTIONS REQUIRED BY THE 2022 CBC SECTION 110. SPECIAL INSPECTION IS
NOT A SUBSTITUTE FOR INSPECTION NY A BUILDING OFFICIAL, SPECIALLY
INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF
THE BUILDING OFFICIAL IS SUBJECT TO REMOVAL FOR EXPOSURE.
B.CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING PERFORMANCE OF THE
WORK UNLESS SPECIFICALLY NOTED.
C.SPECIAL INSPECTORS MUST BE CERTIFIED BY THE BUILDING DEPARTMENT TO
PERFORM THE TYPES OF INSPECTIONS SPECIFIED.
D.IT IS THE RESPONSIBILITY OF THE OWNER TO INFORM THE SPECIAL INSPECTOR OR
INSPECTION AGENCY AT LEAST ONE WORKING DAY BEFORE PERFORMING ANY
WORK THAT REQUIRED SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT
REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL.
1.ANCHORS, ANCHOR BOLTS, & DOWELS
A.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS (AND TESTING) OF
EPOXIED DOWELS IN CONCRETE AT (HOLDOWNS) (EXISTING FOOTINGS) (CONCRETE
REPAIRS).
B.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS OF WEDGE AND SLEEVE
ANCHORS (WHERE INDICATED).
SPECIAL INSPECTION REQUIRED
GENERAL NOTES
1.NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER
THESE STANDARD STRUCTURAL NOTES. DETAILS NOTES AS "TYPICAL DETAILS"
SHALL BE USED WHENEVER APPLICABLE. REFER TO SPECIFICATIONS FOR
INFORMATION NOT COVERED BY THESE NOTES OR DRAWINGS.
2.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE
CONDITIONS BEFORE STARTING WORK, AND THE ENGINEER/ARCHITECT SHALL BE
NOTIFIED IMMEDIATELY, IN WRITING, OF ANY DISCREPANCIES. IN NO CASE SHALL
DIMENSIONS BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THE
STRUCTURAL DRAWINGS.
3.ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE
STRUCTURAL DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE
ATTENTION, AND RESOLVED WITH, THE ENGINEER BEFORE PROCEEDING WITH ANY
WORK SO INVOLVED.
4.WHERE A CONSTRUCTION DETAIL IS NOT SPECIFICALLY SHOWN OR NOTES, THE
DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.
5.THE CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY SERVICES IN THE
AREA TO BE EXCAVATED, BEFORE BEGINNING EXCAVATION.
6.NO PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL BE PLACED IN OR THROUGH
SLABS, BEAMS, OR WALLS, NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR
PIPES, DUCTS, ETC. EXCEPT AS INDICATED ON THE STRUCTURAL DRAWINGS. THE
CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATION OF ANY
ADDITIONAL PIPES, DUCTS, ETC.
7.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF
THE 2022 CBC.
8.THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE
JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT,
INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL
APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS.
9.RETAIN A CALIFORNIA REGISTERED CIVIL ENGINEER TO DESIGN ALL TEMPORARY
BRACING, SHORING, AND SUPPORT REQUIRED DURING CONSTRUCTION.
10.INCLUDE ENGINEERING FEES, ENGINEERING DESIGN TIME AND BUILDING
DEPARTMENT APPROVAL TIME IN THE COST OF PROPOSED MATERIAL
ALTERNATIVES. CONTACT ENGINEER FOR FEE AMOUNT. SUBMIT MATERIAL
ALTERNATIVE FOR REVIEW BEFORE CONSTRUCTION.
DESIGN CRITERIA
1.VERTICAL LOADS (GRAVITY):
a)DEAD LOADS:
ROOF 15 PSF
FLOOR 20 PSF
b)LIVE LOADS (REDUCIBLE UNLESS NOTED OTHERWISE):
ROOF 20 PSF
FLOOR 40 PSF
2.LATERAL LOADS:
a)EARTHQUAKE DESIGN DATA:
V = 0.224 W (ASD) (INCLUDES RHO = 1.15 FOR MOMENT FRAME)
V = 0.380 W (ASD) (INCLUDES RHO = 1.3 FOR BRACED FRAME)
SEISMIC IMPORTANCE FACTOR =1
RISK CATEGORY =II
MAPPED SPECTRAL RESPONSE ACCELERATIONS
Ss 1.500
S1 0.560
SITE CLASS DEFAULT
SPECTRAL RESPONSE COEFFICIENTS
Sds 1.160
Sd1 0.820
RESPONSE MODIFICATION FACTOR
PLYWOOD SHEARWALLS
R 6.5 (MOMENT FRAME DIRECTION)
R 4.0 (BRACED FRAME DIRECTION)
SEISMIC RESPONSE COEFFICIENT
Cs 0.195 (MOMENT FRAME DIRECTION)
Cs 0.292 (MOMENT BRACED DIRECTION)
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
TABLE NO. 2304.10.1:
FASTENING SCHEDULE
CONNECTION FASTENINGS
1. BLOCKING BETWEEN CEILING JOIST, RAFTERS OR
LOCATION
3-8d COMMON (2 1/2"x 0.131"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES 7/16" CROWN
EACH END, TOENAIL
BLOCKING BETWEEN RAFTERS OR TRUSS NOT
END NAIL
FACE NAIL
3-10d BOX (3"x 0.128"); OR
2-8d COMMON (2 1/2"x 0.131")
EACH END, TOENAIL
AT THE WALL TOP PLATE, TO RAFTER OR TRUSS
TRUSSES TO TOP PLATE OR OTHER
FRAMING BELOW
2-3"x 0.131" NAILS
2-3" 14 GAGE STAPLES
2-16d COMMON (3 1/2"x 0.162")
3-3"x 0.131" NAILS
3-3" 14 GAGE STAPLES
16d COMMON (3 1/2"x 0.162") @ 6" O.C.
3"x 0.131" NAILS @ 6" O.C.
3"x 14 GAGE STAPLES @ 6" O.C.
FLAT BLOCKING TO TRUSS AND WEB FILLER
2. CEILING JOISTS TO TOP PLATE
3-8d COMMON (2 1/2"x 0.131"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES 7/16" CROWN
3-10d BOX (3"x 0.128"); OR EACH JOIST, TOENAIL
3. CEILING JOIST NOT ATTACHED TO PARALLEL 3-16d COMMON (3 1/2"x 0.162"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES 7/16" CROWN
4-10d BOX (3"x 0.128"); OR FACE NAILRAFTER, LAPS OVER PARTITIONS (NO THRUST)
(SEE SECTION 2308.7.3.1, TABLE 2308.7.3.1)
4. CEILING JOIST ATTACHED TO PARALLEL RAFTER
(HEEL JOINT)(SEE SECTION 2308.7.3.1 TABLE 2308.7.3.1)PER TABLE 2308.7.3.1 FACE NAIL
5. COLLAR TIE TO RAFTER
3-10d COMMON (3"x 0.148"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES 7/16" CROWN
4-10d BOX (3"x 0.128"); OR FACE NAIL
6. RAFTER OR ROOF TRUSS TO TOP PLATE
3-10d COMMON (3"x 0.148"); OR
4-10d BOX (3"x 0.128"); OR
4-3" 14 GAGE STAPLES 7/16" CROWN
3-16d BOX (3 1/2"x 0.135"); OR
4-3"x 0.131" NAILS; OR(SEE SECTION 2308.7.5, TABLE 2308.7.5)
TOENAIL
7. ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS;
2-16d COMMON (3 1/2"x 0.162"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES 7/16" CROWN OR
3-10d BOX (3"x 0.128"); OR END NAIL
OR ROOF RAFTER TO 2-INCH RIDGE BEAM 3-10d COMMON (3 1/2"x 0.148"); OR
4-10d BOX (3"x 0.128"); OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
3-16d BOX (3 1/2"x 0.135"); OR
4-3"x 0.131" NAILS; OR
TOENAIL
8. STUD TO STUD (NOT AT BRACED WALL PANELS)
16d COMMON (3 1/2"x 0.162");24" O.C. FACE NAIL
10d BOX (3"x 0.128")
3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
16" O.C. FACE NAIL
9. STUD TO STUD AND ABUTTING STUDS AT 16d COMMON (3 1/2"x 0.162"); OR 16" O.C. FACE NAIL
16d BOX (3 1/2"x 0.135"); ORINTERSECTING WALL CORNERS ( AT BRACED 3"x0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
12" O.C. FACE NAIL
12" O.C. FACE NAILWALL PANELS)
16d COMMON (3 1/2"x 0.162");
16d BOX (3 1/2"x 0.135")
16"O.C. EA EDGE, FACE NAIL
12"O.C. EA EDGE, FACE NAIL10. BUILT-UP HEADER (2" TO 2" HEADER)
4-8d COMMON (2 1/2"x0.131"); OR
4-10d BOX (3"x0.128")TOENAIL11. CONTINUOUS HEADER TO STUD
16d COMMON (3 1/2"x 0.162");16" O.C. FACE NAIL
10d BOX (3"x 0.128"); OR
3"x 0.131" NAILS; OR
3" 14 GAGE STAPLES, 7/16" CROWN
12" O.C. FACE NAIL12. TOP PLATE TO TOP PLATE
8-16d COMMON (3 1/2"x 0.162"); OR
12-3"x 0.131" NAILS; OR
12-3" 14 GAGE STAPLES 7/16" CROWN
12-10d BOX (3"x 0.128"); OR
EACH SIDE OF END JOINT,
13. TOP PLATE TO TOP PLATE, AT END JOINTS FACE NAIL (MINIMUM 24"
LAP SPLICE LENGTH EACH
SIDE OF END JOINT)
16d COMMON (3 1/2"x 0.162");16" O.C. FACE NAIL
16d BOX (3 1/2"x 0.135"); OR
3"x 0.131" NAILS OR
3" 14 GAGE STAPLES, 7/16" CROWN
12" O.C. FACE NAIL
14. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST
OR BLOCKING (NOT AT BRACED WALL PANELS)
2-16d COMMON (3 1/2"x 0.162"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
3-16d BOX (3 1/2"x 0.135"); OR15. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST
OR BLOCKING AT BRACED WALL PANELS 16" O.C. FACE NAIL
4-8d COMMON (2 1/2"x 0.131"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN OR
4-10d BOX (3"x 0.128"); OR
16. STUD TO TOP OR BOTTOM PLATE
TOENAIL
2-16d COMMON (3 1/2"x 0.162"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
3-10d BOX (3"x 0.128"); OR END NAIL
2-16d COMMON (3 1/2"x 0.162"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
3-10d BOX (3"x 0.128"); OR END NAIL17. TOP OR BOTTOM PLATE TO STUD
2-16d COMMON (3 1/2"x 0.162"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
3-10d BOX (3"x 0.128"); OR FACE NAIL18. TOP PLATES, LAPS AT CORNERS AND
INTERSECTIONS
2-8d COMMON (2 1/2"x 0.131"); OR
2-3"x 0.131" NAILS; OR
2-3" 14 GAGE STAPLES, 7/16" CROWN
2-10d BOX (3"x 0.128"); OR FACE NAIL19. 1" BRACE TO EACH STUD AND PLATE
2-8d COMMON (2 1/2"x 0.131"); OR
2-10d BOX (3"x 0.128")FACE NAIL20. 1"x6" SHEATHING TO EACH BEARING
3-8d COMMON (2 1/2"x 0.131"); OR
3-10d BOX (3"x 0.128")FACE NAIL21. 1"x8" AND WIDER SHEATHING TO EACH BEARING
3-8d COMMON (2 1/2"x 0.131"); OR FLOOR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
3-10d BOX (3"x 0.128"); OR TOENAIL22. JOIST TO SILL, TOP PLATE, OR GIRDER
ROOF
WALL
FLOOR
8d COMMON (2 1/2"x 0.131"); OR
3"x 0.131" NAILS; OR
3" 14 GAGE STAPLES, 7/16" CROWN
10d BOX (3"x 0.128"); OR 6" O.C. TOENAIL23. RIM JOIST, BAND JOIST, OR BLOCKING TO TOP
PLATE, SILL OR OTHER FRAMING BELOW
2-8d COMMON (2 1/2"x 0.131"); OR
2-10d BOX (3"x 0.128")FACE NAIL24. 1"x6" SUBFLOOR OR LESS TO EACH JOIST
2-16d COMMON (3 1/2"x 0.162")FACE NAIL25. 2" SUBFLOOR TO JOIST OR GIRDER
2-16d COMMON (3 1/2"x 0.162")EACH BEARING, FACE NAIL26. 2" PLANKS (PLANK & BEAM-FLOOR & ROOF)
20d COMMON (4"x0.192")32"O.C.,FACE NAIL AT TOP &
BOT. STAGG. ON OPP. SIDES
10d BOX (3"x 0.128"); OR
3"x 0.131" NAILS; OR
3" 14 GAGE STAPLES, 7/16" CROWN
24"O.C.,FACE NAIL AT TOP &
BOT. STAGG. ON OPP. SIDES
2-20d COMMON (4"x 0.192"); OR
3-3"x 0.131" NAILS; OR
3-3" 14 GAGE STAPLES, 7/16" CROWN
3-10d BOX (3"x 0.128"); OR
AND:27. BUILT-UP GIRDERS AND BEAMS,
2" LUMBER LAYERS
ENDS AND AT EACH SPLICE,
FACE NAIL
3-16d COMMON (3 1/2"x 0.162"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
4-10d BOX (3"x 0.128"); OR EACH JOIST OR RAFTER,28. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS FACE NAIL
3-16d COMMON (3 1/2"x 0.162"); OR
4-3"x 0.131" NAILS; OR
4-3" 14 GAGE STAPLES, 7/16" CROWN
4-10d BOX (3"x 0.128"); OR29. JOIST TO BAND JOIST OR RIM JOIST END NAIL
2-8d COMMON (2 1/2"x 0.131"); OR
2-3"x 0.131" NAILS; OR
2-3" 14 GAGE STAPLES, 7/16" CROWN
2-10d BOX (3"x 0.128"); OR30. BRIDGING OR BLOCKING TO JOIST,EACH END, TOENAIL
RAFTER OR TRUSS
STRUCTURAL ABBREVATIONS
A.B.ANCHOR BOLT
ABV.ABOVE
ADD'L ADDITIONAL
ADJ.ADJACENT
ALUM.ALUMINUM
ALT.ALTERNATE
APPRX.APPROXIMATE(LY)
ARCH.ARCHITECT(TURAL)
&AND
@ AT
BEL.BELOW
B.F.BRACED FRAME
BLDG.BUILDING
BLK.BLOCK
BLKG.BLOCKING
BM.BEAM
B.N. BOUNDARY NAILING
BNDRY.BOUNDARY
B.O.F.BOTTOM OF FOOTING
BRDG.BRIDGE(ING)
BRG.BEARING
BTM.BOTTOM
BTWN.BETWEEN
CAMB.(C)CAMBER(ED)
CANT.CANTILEVERED
C.F.CUBIC FEET(FOOT)
C.G.CENTER OF GRAVITY
C.I.P.CAST IN PLACE
C.J.CONSTRUCTION JOINT
CL.CENTER LINE
CLG.CEILING
CLR.CLEAR
CMU.CONC. MASONRY UNIT
COL.COLUMN
CONC.CONCRETE
CONN.CONNECTION
CONST.CONSTRUCTION
CONT.CONTINUOUS
CTSK.COUNTERSINK
CTR.CENTER(ED)
C.Y.CUBIC YARD
d PENNY(NAILS)
DBL.DOUBLE
DEPT.DEPARTMENT
D.F.DOUGLAS FIR
DIA. ()DIAMETER
DIAG.DIAGONAL
DIAPH.DIAPHRAGM
DIM.DIMENSION
DN.DOWN
do DITTO(REPEAT)
DP (D)DEEP (DEPTH)
DWG.DRAWING(S)
DWL.DOWEL(S)
EA.EACH
E.F.EACH FACE
E.J.EXPANSION JOINT
EL.ELEVATION
ELEC.ELECTICAL
ELEV.ELEVATOR
EMBD.EMBED(MENT)
E.N.EDGE NAIL/SCREWS
ENG.ENGINEER
ES.EDGE SCREWS
EQ.EQUAL
EQPT.EQUIPMENT
EXP.EXPANSION
EXST.(E)EXISTING
EXT.EXTERIOR
FAB.FABRICATION
FND.FOUNDATION
FIN.FINISH(ED)
FLG.FLANGE
FLR.FLOOR
F.N.FIELD(FACE)NAIL
F.O.C.FACE OF CONCRETE
F.O.M.FACE OF MASONRY
F.O.S.FACE OF STUD
F.O.W.FACE OF WALL
FRM.FRAME(ING)
F.S.FAR SIDE
FT.(')FOOT(FEET)
FTG.FOOTING
GA.GAUGE
GALV.GALVANIZED
GB GRADE BEAM
GLB GLUED LAMINATED BEAM
GRD.GRADE
GYPDB.GYPSUM WALLBOARD
HD HOLD DOWN
HDR.HEADER
HGR.HANGER
HORZ.(H)HORIZONTAL
HSB HIGH STRENGTH
HT.HEIGHT
I.D.INSIDE DIAMETER
I.E. INVERT ELEVATION
I.F.INSIDE FACE
IN.(")INCH(S)
INT.INTERIOR
JST.JOIST
JT.JOINT
K KIPS (1000)
LAT.LATERAL
LB(#)POUNDS
L.B.LAG BOLTS
LDGR LEDGER
L.F.LINEAL FEET(FOOT)
LG.LONG(ITUDINAL)
LGTH LENGTH
LLH LONG LEG HORIZ.
LLV LONG LEG VERT.
LT.WT.LIGTH WEIGHT
MAS.MASONRY
MAT'L.MATERIAL
MAX.MAXIMUM
M.B.MACHINE BOLT
MECH.MECHANICAL
MEZZ.MEZZANINE
MFR.MANUFACTURER
MISC.MISCELLANEOUS
MIN.MINIMUM
MLB MINI-LAM-BM.
MTL.METAL
(N)NEW
NO. (#)NUMBER
N.S.NEAR SIDE
N.S.G.NON-SHRINK GROUT
N.T.S.NOT TO SCALE
O.C.ON CENTER
O.D.OUTSIDE DIAMETER
O.D.OUTSIDE DIAMETER
O.F.OUTSIDE FACE
O.H. OPPOSITE HAND
OPNG.OPENING
ORNT. ORIENTATE(ION)
OWJ.OPEN WEB JOISTS
PAR. (//)PARALLEL
P/C PRECAST CONCRETE
PERP. (┴)PERPENDICULAR
PL.(PL)PLATE
PLAM PURLAM BEAM
PLY.PLYWOOD
P.S.F.POUNDS PER SQUARE FOOT
P.S.I.POUNDS PER SQUARE INCH
P.T.PRESSURE TREATED
P/T POSTTENSIONED
(PRESTRESSED)
QTY.QUANTITY
RAD.(R)RADIUS
R.C.P.REINFORCED CONCRETE PIPE
REF.REFERENCE
REINF.REINFORCEMENT(ING)
REQ'D.REQUIRED
R.F.RIGID FRAME
R.O.ROUGH OPENING
R.B.RIDGE BOARD
SCHED.SCHEDULE
SHT.SHEET
SHTG.SHEATHING
SIM.SIMILAR
SKW.SKEW(ED)
SPC.SPACE(S)(ING)
SPEC.SPECIFICATION(S)
SQ.SQUARE
SS SELECT STRUCTURAL
STD.STANDARD
STGR.STAGGER(ED)
STIFF.STIFFENER(S)
STIR.STIRRUP(S)
STL.STEEL
STRUC.STRUCTURAL
SUSP.SUSPENDED(TION)
SYMM.SYMMETRICAL
(T)TOP
T & B TOP AND BOTTON
TEMP.TEMPERATURE
T & G TONGUE AND GROOVE
THK.THICK(NESS)
THRD.THREADED
TMPRY.TEMPORARY
T.N.TOE NAIL
T.O.S.TOP OF SHEATHING
T.O.W.TOP OF WALL
TRANSV.TRANSVERSE
T.S.TOP OF STEEL
TYP.TYPICAL
UBC UNIFORM BUILDING CODE
U.O.N.UNLESS OTHERWISE NOTED
VERT.VERTICAL
VIF VERIFY IN FIELD
(W)WIDE(WIDTH)
w/WITH
WD.WOOD
W.P.WORK POINT
WPJ WEAKENED PLANE JOINT
W.S.WELDED STUD(S)
WT WEIGHT
WWF WELDED WIRE FABRIC
X-STG EXTRA STRONG
XX-STG DOUBLE EXTRA STRONG
YD YARD
a. NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD
STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEARWALLS, REFER TO SECTION 2305. NAILS FOR WALL
SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING.
FOR SI: 1 INCH = 25.4 mm
WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING
DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION
TO FRAMING AND PARTICIEBOARD WALL SHEATHING TO FRAMING
EDGES
(INCHES)
INTERMEDIATE
SUPPORTS
(INCHES)
6d COMMON OR DEFORMED (2"x0.113")
(SUBFLOOR AND WALL)
8d BOX OR DEFORMED (2 1/2"x0.113")ROOF
6 12
6 12
2 3/8"x0.113" NAIL (SUBFLOOR AND WALL)6 12
1 3/4" 16 GAGE STAPLE, 7/16" CROWN
(SUBFLOOR AND WALL)4 8
2 3/8"x0.113" NAIL (ROOF)4 8
1 3/4" 16 GAGE STAPLE, 7/16" CROWN ROOF 3 6
31. 3/8" - 1/2"
8d COMMON (2 1/2"x0.131"); OR
6d DEFORMED (2"x0.113")6 12
2" 16 GAGE STAPLE, 7/16" CROWN 4 8
10d COMMON (3"x0.148"); OR
8d DEFORMED (2 1/2"x0.131")6 12
2 3/8"x0.113" NAIL OR32. 19/32" - 3/4"
33. 7/8" - 1 1/4"
OTHER EXTERIOR WALL SHEATHING
(7/16" HEAD DIAMETER); OR 1 1/4"
1 1/2" GALVANIZED ROOFING NAIL
16 GAGE STAPLE WITH 7/16" OR 1" CROWN
34. 1/2" FIBERBOARD SHEATHING b 3 6
(7/16" DIAMETER HEAD); OR 1 1/2"
1 3/4" GALVANIZED ROOFING NAIL
16 GAGE STAPLE WITH 7/16" OR 1" CROWN
35. 25/32" FIBERBOARD SHEATHING b 3 6
WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING
36. 3/4" AND LESS 6 128d COMMON (2 1/2"x0.131"); OR
6d DEFORMED (2"x0.113")
37. 7/8" - 1"6 128d COMMON (2 1/2"x0.131"); OR
8d DEFORMED (2 1/2"x0.131")
38. 1 1/8" - 1 1/4"6 1210d COMMON (3"x0.148"); OR
8d DEFORMED (2 1/2"x0.131")
PANELS SIDING TO FRAMING
(1 7/8"x0.106"); OR 6d
6d CORROSION-RESISTANT SIDING
CORROSTION-RESISTANT CASING (2"x0.099")
39. 1/2" OR LESS 6 12
(2 3/8"x0.128"); OR 8d CORROSION-
8d CORROSION-RESISTANT SIDING
RESISTANT CASING (2 1/2"x0.113")
40. 5/8"6 12
INTERIOR PANELING
4d CASING (1 1/2"x0.080"); OR
4d FINISH ( 1 1/2"x0.072")6 1241. 1/4"
6d CASING (2"x0.099"); OR
6d FINISH (PANEL SUPPORTS AT 24 INCHES)6 1242. 3/8"
b. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGE AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR
NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION
OF THE PANEL, UNLESS OTHERWISE MARKED).
C. WHERE A RAFTER IS FASTENED TO AND ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND
THE CEILING JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS
IN THE RAFTER SHALL BE PERMITTED TO BE REDUCED BY ON NAIL.
TABLE NO. 2304.10.1:
FASTENING SCHEDULE, CONT.
COLD-FORMED STEEL FRAMING
1.DESIGN, MANUFACTURE, AND INSTALLATION OF LIGHT GAGE, COLD-FORMED STEEL
JOISTS, PURLINS, AND STUDS SHALL CONFORM WITH CBC CHAPTER 22 SECTIONS
220 & 221.
2.STRUCTURAL LIGHT GAGE STUDS, TRACK, BRIDGING, AND ACCESSORIES SHALL BE
AS SPECIFIED IN THE " STEEL STUD MANUFACTURERS ASSOCIATION" MANUAL (ICC#
ER 3064P) OR AN ENGINEER APPROVED EQUAL AND BO FABRICATED USING THE
FOLLOWING MATERIALS
A.12, 14, AND 16 GAGE MEMBERS.......ASTM A570, GRADE 50 (50KSI)
B.18 AND 20 GAGE MEMBERS..............ASTM A611, GRADE C (33 KSI)
3.ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.3, "STRUCTURAL WELDING
CODE -- SHEET STEEL". QUALIFICATIONS OF WELDERS SHALL BE IN ACCORDANCE
WITH AWS D1.1 CHAPTER 5, PART C, "WELDER QUALIFICATION". USE E70XX
ELECTRODES.
4.SEE LATEST EDITION OF THE AISI SPECIFICATIONS FOR THE :DESIGN OF
COLD-FORMED STEEL STRUCTURAL MEMBERS" FOR ALLOWABLE WELDS.
5.PROVISIONS FOR POSSIBLE VERTICAL MOVEMENT OF FLOORS AT WALLS SHALL BE
BY USE OF "SLIDE CLIPS".
6.TEMPORARY BRACING SHALL BE PROVIDED AS REQUIRED UNTIL ERECTION IS
COMPLETE AND SAFELY SECURES TO STRUCTURE.
7.CONNECTIONS SHALL BE DESIGNED IN ACCORDANCE WITH DETAILS PROVIDED AND
CBC LOADS AND DEFLECTION CRITERIA. CALCULATIONS AND DRAWINGS SIGNED BY
A CALIFORNIA REGISTERED CIVIL ENGINEER SHALL BE SUBMITTED TO AND
REVIEWED BY THE ENGINEER AND BUILDING DEPARTMENT BEFORE FABRICATION.
8.ALL FLOORS, CEILING, AND ROOF JOISTS SHALL BE UNPUNCHED.
9.ALL SHEET METAL SCREWS (S.M.S) SHALL BE "KWIK PRO" SELF DRILLING, SELF
TAPPING SCREWS PER ICC# ESR-2196, OR AN APPROVED EQUIVALENT.
3
5
3
5
W
G
A
R
R
Y
A
V
E
ST
O
R
A
G
E
R
A
C
K
A
N
A
L
Y
S
I
S
35
3
5
W
G
A
R
R
Y
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @ramirezstructural
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-221
DATE:9/16/24
RAMIREZ
STRUCTURAL INC
STRUCTURAL
NOTES
S1.0
1.REFER TO STRUCTURAL NOTES ON SHEET S1.0 AND TYPICAL DETAILS ON
SHEET S3.0. THESE NOTES AND DETAILS SHALL BE USED WHERE APPLICABLE
WHETHER SPECIFICALLY REFERENCED ON PLANS OR NOT.
2.CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES WITH
STRUCTURAL REQUIREMENTS INDICATED. REFER TO ARCHITECTURAL, CIVIL,
MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS.
3.REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS.
4.NON-STRUCTURAL ELEMENTS IN NATURE SUCH AS DRAINS, SUMPS, EXTERIOR
HARDSCAPE, MECHANICAL UNITS, ETC., ARE TO BE DESIGNED BY OTHERS.
5.STRUCTURAL WALLS ARE WALLS THAT RESIST GRAVITY, WIND, AND/OR
SEISMIC LOADS. ALL EXTERIOR WOOD FRAMED WALLS ARE STRUCTURAL
WALLS. WALLS OR PORTIONS NOT INDICATED ON THE STRUCTURAL
DRAWINGS ARE PARTITION WALLS. REFER TO ARCHITECTURAL DRAWINGS
FOR LOCATION AND EXTENT OF PARTITION WALLS.
6.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR
PRESERVATIVE-TREATED WOOD. FIELD-CUT ENDS, NOTCHED, AND BORINGS
SHALL BE FIELD-TREATED. FASTENERS IN TREATED WOOD SHALL BE
APPROVED SILICON BRONZE/COPPER, STAINLESS STEEL, OR HOT-DIPPED
ZINC COATED STEEL.
7.EXTREME CARE SHOULD BE TAKEN WHEN DOING FOUNDATION WORK WITH
POST-TENSIONED SLABS (WHERE APPLICABLE). NO TENDONS SHALL BE
DAMAGED OR CUT. NOTIFY THE ENGINEER OF RECORD PRIOR TO ANY
DRILLING, CORING, SAQ-CUTTING, ETC. USE NON-DESTRUCTIVE METHODS TO
LOCATE TENDONS PRIOR TO ANY WORK.
8.IF ADVERSE SOILS CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION
MAY BE REQUIRED.
(E) CONCRETE FOOTING, INDICATED WITH DASHED LINES
SCALE: = 1'-0"
N
FOUNDATION PLAN
3/32"
PLAN NOTES
LEGEND
87654321
D
B
E
C
A
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
4
4x
4
4x
4
4x
4
4x
4
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
4
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
4
4x
4
4x
4
4x
4
4x
4
4x
8
4x
8
4x
8
4x
8
4x
4
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
4
4x
4
4x
4
4x
4
4x
4
4x
8
4x
8
4x
8
4x
8
4x
4
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
8
4x
4
4x
4
4x
4
4x
4
4x
4
4x
8
4x
8
4x
8
4x
8
4x
4
4x SINGLE BAY STORAGE RACK SIZE AT FLOOR LEVEL
A
S1.1
B
S1.1
STRUCTURAL STORAGE RACK DOWN-AISLE ELEVATION
STRUCTURAL STORAGE RACK CROSS-AISLE ELEVATION
5A
S3.0
5B
S3.0
TYP.
TYP.
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
4x
6
3
5
3
5
W
G
A
R
R
Y
A
V
E
ST
O
R
A
G
E
R
A
C
K
A
N
A
L
Y
S
I
S
35
3
5
W
G
A
R
R
Y
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @ramirezstructural
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-221
DATE:9/16/24
RAMIREZ
STRUCTURAL INC
FOUNDATION
PLAN
S2.0
134
5
500 LBS
2920 LBS
2920 LBS
13
'
-
6
"
M
A
X
H
E
I
G
H
T
6'
-
0
"
M
A
X
.
6'
-
0
"
M
A
X
.
1'
-
6
"
(E) 5" SLAB-ON-GRADE
f'c = 2500 PSI V.I.F.
GROW GLIDE 2 9/16" x 2 3/16" - 0.078"
COLUMN
GROW GLIDE 3\" x 2\" - 0.06"
BEAM
8'-0"
MAX.
13
'
-
6
"
M
A
X
H
E
I
G
H
T
3'
-
1
1
"
M
A
X
.
0'
-
9
"
4'-0"
GROW GLIDE 0.944" x 0.944" - 0.063"
BRACE
96" WIDE RACK CONFIGURATION
CAN SUPPORT 2,960 LBS MAXIMUM
ONLY ON LEVELS 1 & 2
ANTI-TIP TRACK
(2) HLC-FPH 1/4"x2"
SLEEVE ANCHOR
@23 1/2" O.C.
STRONG-BOLT 2 3/8" x hnom = 2.875"
@23 1/2" O.C.
ICC-ES ESR-3037
OR EQUIVALENT
STORAGE RACKS ARE
PREFABRICATED &
ARE TO BE FIELD ASSEMBLEDONLY - NO FIELD WELDING
GROW GLIDE 3 1/2" x 2 1/2" - 0.06"
BEAM
GROW GLIDE 2 9/16" x 2 3/16" - 0.078"
COLUMN
BEAM TO COLUMN CONNECTION
ACCORDING TO MANUFACTURER
3
S3.0
1
S3.0
A
S3.0
B
S3.0
TYPICAL ELEVATION TYPICAL SECTION
(E) SLAB-ON-GRADE
A
S3.0
B
S3.0
SEE 4/S3.0
V TRACK PER MANUFACTURE
3
5
3
5
W
G
A
R
R
Y
A
V
E
ST
O
R
A
G
E
R
A
C
K
A
N
A
L
Y
S
I
S
35
3
5
W
G
A
R
R
Y
A
V
E
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
JOSE RAMIREZ, PE
jose@ramirezstructural.com
(562) 519-6045
ig: @ramirezstructural
www.ramirezstructural.com
REVISION DESCRIPTION DATE
A
B
C
PROJECT NO.24-221
DATE:9/16/24
RAMIREZ
STRUCTURAL INC
TYPICAL
DETAILS
S3.0
jose@ramirezstructural.com
(562) 519-6045
ENGINEERED BY:
JOSE RAMIREZ, PE
CONTACT:
STRUCTURAL CALCULATIONS
FOR
3535 W GARRY AVE
STORAGE RACK ANALYSIS
3535 W GARRY AVE
SANTA ANA, CA 92704
jose@ramirezstructural.com
(562) 519-6045
DESIGN CRITERIA
1. SOIL BEARING PRESSURE: 1500 PSF
2. FOOTING MINIMUM BEARING DEPTH: 24 IN
3. CONCRETE MIN. COMPRESSIVE STRENGTH: 2500 PSI
4. REINFORCING SHALL CON FORM TO: ASTM 615, GRADE 60
5. ALL LUMBER SHALL BE GRADE MARKED DOUGLAS FIR.
a. LIGHT FRAMING (CONSTRUCTION)
b. JOIST &PLANKS (No .2)
c. BEAMS & STRINGERS (No.1)
d. POSTS & TIMBERS (No.1)
6. PLYWOOD SHALL CONFORM TO: PS 1-95, STRUCTURAL 1
7. ALL MATERIALS & WORKMANSHIP TO CONFORM TO
2022 CALIFORNIA BUILDING CODE.
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 1/29
jose@ramirezstructural.com
(562) 519-6045
DESIGN LOADS
EXTERIOR WALLS
7/8" stucco 10 psf
1/2" plywood 1.5 psf
2x6 studs at 16" o.c.1.5 psf
1/2" gyp board 2.5 psf
MEP + MISC.0.5 psf
D = 16 psf
PARTITION WALLS
Drywall (2-sides)5.0 psf
2x4 studs 1.5 psf
MEP + MISC.1.5 psf
D = 8 psf
ROOF LOADS
Composite shingles 3.0 psf
Re-roofing 2.0 psf
1/2" plywood 1.5 psf
Rafters 3.0 psf
Beams/Headers 1.0 psf
MEP + MISC.1.0 psf
Insulation 0.5 psf
Ceiling 3.0 psf
Solar panel.0.0 psf
D =15 psf
Lr =20 psf REDUCIBLE
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 2/29
jose@ramirezstructural.com
(562) 519-6045
8
7
6
5
4
3
2
1
D BEC A
SC
A
L
E
:
=
1
'
-
0
"
RA
C
K
S
P
L
A
N
NA
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x6
4x6
4x6
4x6
4x6
4x6
4x8
4x8
4x8
4x8
4x8
4x8
4x8
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4x8
4x8
4x8
4x8
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4x8
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4x8
4x6
4x6
4x6
4x6
4x6
4x6
4x8
4x8
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4x8
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4x8
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4x8
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4x8
4x8
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4x8
4x8
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4x8
4x6
4x6
4x6
4x6
4x6
4x6
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x6
4x6
4x6
4x6
4x6
4x6
4x8
4x8
4x8
4x8
4x8
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4x8
4x8
4x8
4x8
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4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8 4x8 4x8 4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8 4x8 4x8 4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
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4x8
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4x8 4x8 4x8 4x8
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4x8
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4x8
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4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8 4x8 4x8 4x8
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x4
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
4x8
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24 SHEET NO.: 3/29
jose@ramirezstructural.com
(562) 519-6045
50
0
L
B
S
29
2
0
L
B
S
29
2
0
L
B
S
13'-6" MAX HEIGHT
6'-0" MAX.6'-0" MAX.1'-6"
(E
)
5
"
S
L
A
B
-
O
N
-
G
R
A
D
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f'
c
=
2
5
0
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P
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I
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F
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GR
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"
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BE
A
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13'-6" MAX HEIGHT
3'-11" MAX.0'-9"
4'
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L
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A
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ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24 SHEET NO.: 4/29
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ASCE Hazards Report
Address:
3535 W Garry Ave
Santa Ana, California
92704
Standard:ASCE/SEI 7-22 Latitude:33.706047
Risk Category:II Longitude:-117.916635
Soil Class:Default Elevation:40.5138478023486 ft (NAVD
88)
Page 1 of 4https://ascehazardtool.org/Mon Apr 29 2024
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 5/29
jose@ramirezstructural.com
(562) 519-6045
PGA M : 0.67
SMS : 1.73
SM1 : 1.23
SDS : 1.16
SD1 : 0.82
T L : 8
SS : 1.5
S1 : 0.56
VS30 : 260
Seismic Design Category: D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
DefaultSite Soil Class:
Results:
Page 2 of 4https://ascehazardtool.org/Mon Apr 29 2024
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 6/29
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Data Accessed: Mon Apr 29 2024
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
Page 3 of 4https://ascehazardtool.org/Mon Apr 29 2024
ENGINEERED BY:
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The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
Page 4 of 4https://ascehazardtool.org/Mon Apr 29 2024
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 8/29
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TRANSVERSE BRACED FRAME STEEL | Q235A | Fy = 30 ksi
LONGITUDINAL FRAME BEAM & CONNECTION STEEL | ASTM A570 GR.50 | Fy = 50 ksi
ALL OTHER STEEL | ASTM A36 GR.36 | Fy = 36 ksi
ANCHOR BOLTS SHALL BE INSTALLED ACCORDING TO ICC-ES EVALUATION REPORT
STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY | NO FIELD WELDING
STRUCTURAL STORAGE RACK SYSTEM ANALYSIS INTENDS TO DETERMINE COMPLIANCE WITH GOVERNING BUILDING CODES
WITH RESPECT TO STATIC & SEISMIC FORCES
BEAM ANALYSIS | BRACE ANALYSIS |
PUNCTURE 0.34 OK
BENDING
DESIGN OK
0.12 OK
0
0
PRODUCT LOAD (lbs)
18
90
162
8th
9th
10th
STORAGE HEIGHT (in)
0
0
0
STORAGE LEVEL
1st
2nd
3rd
4th
5th
SCOPE OF WORK
0
STRUCTURAL REFERENCE CODE
2021 INTERNATIONAL BUILDING CODE (IBC) | SECTION 2209 2022 CALIFORNIA BUILDING CODE (CBC) | SECTION 2209
0
2920
2920
500
0
6th
0
0
0
0
STRUCTURAL STORAGE RACK ANALYSIS
INPUT
DESIGN OK
DESIGN OK
COLUMN ANALYSIS |
0.78 OK
INPUT
DESIGN OKSTRESS I
INPUT
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
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3LEVELS |
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 10/29
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LATITUDE | DEGREES RISK CATEGORY | ASCE T1.5-1 |
LONGITUDE | DEGREES SITE CLASS | ANSI MH16.1 T7.4-3 |
IMPORTANCE FACTOR | ANSI MH16.1 7.4.2.2 |SEISMIC DESIGN CATEGORY | ANSI MH16.1 7.4.9 |
Fa == Fa * Ss =
Fv = =*
==
Ss = = Fv * S1 =
1 ==2/3 *
==
BRACED FRAME | R = 4.00
MOMENT FRAME | R = 6.00
SEISMIC RESPONSE COEFFICIENT | Cs
Cs = SDS/R | ANSI MH16.1 7.4.6 MINIMUM LIMIT | Cs
MIN I = 0.010
MOMENT FRAME | /CsMIN II = 0.044 * SDS =*
CsMIN II =
COMPARE LIMITS CsMIN III = 0.50 * S1/R
BRACED FRAME | ≤BRACED FRAME | CsMIN III = */
CsMIN III =
MOMENT FRAME | ≤MOMENT FRAME | CsMIN III = */
CsMIN III =
MOMENT FRAME |
SEISMIC WEIGHT | Ws Ws = DL + 0.67 * PL | ANSI MH16.1 7.4.2.2
TOTAL PRODUCT LOAD (lbs) |
TOTAL DEAD LOAD (lbs) = 3% PL |
Ws (k) =
DL (lbs) = PL (lbs) =
Ws (k) =
CASE II |
WEIGHT OF RACK + HIGHEST STORAGE LEVEL ONLY AT 100% RATED LOAD CAPACITY
Ws (k) =
0.044 1.17
0.051
IF S1 ≥ 0.6g |
0.50 0.49
Cs =
Cs =
1.17 6.00
0.292
0.195
0.051 0.292
1.33 0.89
0.53
4.44
Cs = 0.195
6340
190
190 4248
0.051 0.195
4.00
0.50 0.49 6.00
N/A
N/A
1.16
0.56
Cs =
Cs =
-117.916635 DEFAULT
1.00 D
1.20
2.72 1.75
1.75 1.17
SEISMIC ANALYSIS
33.706047 II
SMS SDS SMS
SM1 SD1 SM1
3.04
ENGINEERED BY:
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JOB: 3535 W GARRY AVE
JOB NO.: 24-221
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NOTIONAL LOADS Vn = 0.005 * α * Yi | ANSI MH16.1 7.2.4
DS
Ni | NOTIONAL LOAD APPLIED AT STORAGE LEVEL β = 0.70 | SEISMIC PRODUCT LOAD COEFFICIENT
α | SECOND-ORDER LOAD AMPLIFICATION FACTOR (LRFD = 1.00)
Yi | FACTORED GRAVITY LOAD APPLIED AT STORAGE LEVEL +*=
NOTIONAL LOADS ONLY APPLIED DOWN-AISLE β =
-3
=*=*** 10
=*==
SEISMIC BASE SHEAR Vs = Cs * Ie * Ws | ANSI MH16.1 7.4.2.2
SEISMIC OVERTURNING CROSS-AISLE
CASE I | WEIGHT OF RACK + EVERY STORAGE LEVEL AT 67% RATED LOAD CAPACITY
V (k) =**
V (k) =
V (k) =**
V (k) =
SEISMIC CROSS-AISLE SEISMIC DOWN-AISLE
V (k) =**Vs (k) =**
V (k) =Vs (k) =
Vn (k) =
V (k) =
BRACED FRAME |htotal =in
MOMENT FRAME |htotal =in
STORAGE RACK SHALL BE SEPARATED FROM THE BUILDING STRUCTURE AND ANY ATTACHED
PERMANENT COMPONENTS OR ELEMENTS BY A DISTANCE NOT LESS THAN THOSE SHOWED ABOVE,
ACCORDING TO EACH DIRECTION
1.20 0.20 1.17 1.434
1.004
Vn = 0.005 1.00
1.00 4.44
0.864
0.033
0.887
0.292 1.00 0.53
0.153
0.292 1.00 4.44
0.897
0.02 3.24
0.05 8.10
0.292 1.00 3.04
PL (lbs)
0.195
1.004 6362
1.296
6340
DL (lbs)1.434 273190 6635
Vn (k) 0.033
SEISMIC (LRFD) LOAD COMBINATION | ANSI MH16.1 7.1.3
ENGINEERED BY:
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JOB: 3535 W GARRY AVE
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VERTICAL DISTRIBUTION OF SEISMIC FORCES | ANSI MH16.1 7.4.12
SEISMIC OVERTURNING CASE II | WEIGHT OF RACK + HIGHEST STORAGE LEVEL ONLY AT 100% RATED LOAD CAPACITY
SEISMIC CROSS-AISLE
SEISMIC DOWN-AISLE
1st
3rd
4th
5th
7th
8th
9th
Σ i i Σ
0.0000.00
STORAGE LEVEL FORCE
(k)
0.112
0.562
0.212
0.000
0.00
0.00
0.00
195.04
wihi/Σwihi
0.127
0.634
0.239
0.000
0.000
wihi
24.74
123.68
46.63
0.000
0.000
0.00
0.00
0.00
0.00
0.887
WEIGHT (lbs)
1374
1374
288
63
63
63
63
63
63
63
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.00
0.00
STORAGE
LEVEL
STORAGE HEIGHT FROM
BASE (in)
18.00
90.00
162.00
1st
3rd
7th
9th
10th
Σ i i
63
63
63
0.00
0.00
0.00
STORAGE LEVEL FORCE
(k)
0.002
0.012
0.139
0.000
0.000
0.000
0.080
0.904
0.000
0.000
0.000
wihi/Σwihi
0.016
0.000
0.000
0.000
0.000
0.153
5.71
64.54
0.00
0.00
0.000
0.00
71.39
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.00
STORAGE
LEVEL
STORAGE HEIGHT FROM
BASE (in)
18.00
WEIGHT (lbs)
63
63
398
63
63
63
90.00
162.00
0.00
0.00
0.00
63
wihi
1.14
1st
2nd
3rd
4th
5th
7th
8th
9th
10th
Σ i i Σ
0.000
1.296
0.00
0.00
0.00
0.000
0.000
282.68
wihi/Σwihi
0.129
0.643
0.228
0.000
0.000
0.000
0.000
0.0000.00
0.000
0.000
STORAGE LEVEL FORCE
(k)
0.167
0.833
0.296
0.000
0.000
0.000
0.000
63
63
63
0.00
0.00
0.00
STORAGE
LEVEL
STORAGE HEIGHT FROM
BASE (in)
18.00
90.00
162.00
630.00
0.00
0.00
wihi
36.36
181.78
64.54
0.00
WEIGHT (lbs)
2020
2020
398
63
0.00
0.00
0.00
63
63
1st
2nd
3rd
4th
5th
6th
7th
8th
9th
10th
Σ i i Σ282.68
0.000
0.000
0.00 0.000
0.00 0.000
0.00 0.000
0.000
0.00
0.000
0.000
0.897
STORAGE LEVEL FORCE
(k)
0.115
0.577
0.205
0.000
0.000
0.000
0.000
0.000
0.000
0.129
2020 181.78 0.643
398 64.54 0.228
0.00
0.00
0.00
0.00
WEIGHT (lbs)wihi
2020 36.36
63 0.00
18.00
90.00
162.00
0.00
0.00
0.00
63 0.00
63 0.00
63
63
63
63
wihi/Σwihi
STORAGE
LEVEL
STORAGE HEIGHT FROM
BASE (in)
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
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SEISMIC FORCES | LOAD & RESISTANCE FACTOR DESIGN (LRFD)=
DS -*=
SEISMIC LOAD | 1.20 + 0.20SDS +*=
β = 1.00 | SEISMIC UPLIFT β
β = 0.70 | SEISMIC LOAD
SEISMIC OVERTURNING
CASE I | WEIGHT OF RACK + EVERY STORAGE LEVEL AT 67% RATED LOAD CAPACITY | CROSS-AISLE
k *in *k *in *
k-in k-in
k *in *
k-in
k-in k-in
(-) /in (++) /in
TENSION (k) |COMPRESSION (k) |
TENSION (k) | COMPRESSION (k) |
CASE II | WEIGHT OF RACK + HIGHEST STORAGE LEVEL ONLY AT 100% RATED LOAD CAPACITY | CROSS-AISLE
k *in *k *in *
k-in k-in
k *in *
k-in
k-in k-in
(-) /in (++) /in48.0030.69
12.04
E w/ p
0.69 24.00 0.6664 0.19
w/o p 0.33 w/o p
30.69 w/o p 23.61
w/o p SHEAR (k) | 0.08
24.00 1.4336
11.04 6.54
PL
0.50 24.00 1.0035
4.08
SHEAR (k) |
SEISMIC UPLIFT SEISMIC LOAD
w/o p 0.44
PL
24.00 0.00004.25
102.31
E w/ p 113.05 w/o p
48.00
0.88
86.96 70.98 48.00 6.54 102.31
w/ p w/ p 4.62
86.96
86.96
0.19
6.5470.98
1.0035
4.44
1.20 0.20 1.168 1.4336
DL + PL DL
24.00 0.0000 24.00 0.0000
SDS 1.168 ANSI MH16.1 | 7.1.3
11.04 48.00 30.69 6.54 12.04
ENGINEERED BY:
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JOB: 3535 W GARRY AVE
JOB NO.: 24-221
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SEISMIC CROSS-AISLE
k *in *k *in *
k-in k-in
k *in *
k-in
k-in k-in
(-) /in (++) /in
TENSION (k) |COMPRESSION (k) |
TENSION (k) | COMPRESSION (k) |w/o p 0.45 w/o p 5.94
w/o p SHEAR (k) | 0.65
125.93 104.44 48.00 125.93 6.54 152.70
DL + PL DL
6.53 24.00 0.6664 0.19 24.00 1.4336
w/ p 1.23 w/ p 6.73
48.00
104.44 6.54
PL
6.34 24.00 1.0035
152.70
E w/ p 163.71 w/o p 125.93
ENGINEERED BY:
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JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
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BEAM MODEL:
=
FLANGE EFFECTIVE WIDTH (in)=
w = C - 2t - 2r =
w =- 2 *- 2 *=
w =in =
=
w/t =JOINT SPRING CONSTANT | F =
Fy (ksi)=
f = Fy 2 2 2 Fu (ksi)=
Y1 (in)=
λ 2 2 2 Y2 (in)=
Y3 (in)=
µ = E/(2G)-1 =/ (2 *) - 1 Ycg (in)= 4 =3 =
2/(12-(1-µ2))))k = 4 | STIFFENED ELEMENTS SUPPORTED BY WEB E (ksi)=
CONSTANT =G (ksi)=
λ = CONSTANT/√k * (w/t) * √(Fy/E)
λ =/ √4 ** √(/)
λ =(1 -) /
FLANGE REDUCTION FACTOR |
f1 (COMPRESSION) = Fy * (Y3/Y2) =*/=
f2 (TENSION) = Fy * (Y1/Y2) =*/=
Ψ = |f2/f1|= |/| =
Ψ 3 + 2(1 + Ψ)= 4 + 2( 1 +3 + 2( 1 +)
k =
w =- 2 *- 2 *w/t =/
f = f1 Fcr = (kπ E/(12-(1-µ)) * (t/w))
λ = √(f1/Fcr) = √(f1/((kπ2E/(12-(1-µ2))) * (t/w)2))
CONSTANT =
λ = CONSTANT/√k * (w/t) * √(f1/E)
λ =/ √() ** √(/)
λ =(1 -) /
BOTTOM FLANGE WIDTH | B (in) 2.000
TOP FLANGE WIDTH | C (in)1.350
BEAM THICKNESS | t (in)0.060
FILLET RADIUS | r (in)0.06
BEAM ANALYSIS
COMPRESSION FLANGE | LOCAL BUCKLING [AISI S100-16 APPX. 1.1]BEAM SECTION PROPERTIES
WEB DEPTH | A (in)3.500
1.350 0.060 0.06
1.110
18.50
29500 11300 1.800
29500
11300
100
50
65
1.680
1.700
1.580
1.7 49.41
49.41 46.47 1.063
1.063 1.063
WEB | LOCAL BUCKLING [AISI S100-16 APPX. 1.1.2]
50 1.58 1.7 46.47
0.22 / 0.400 0.400
N/A
1.050
1.050 18.50 50.00 29500
0.400
λ ≤ 0.673 NO REDUCTION REQUIRED | FLANGE IS FULLY EFFECTIVE
0.22 / 0.447 0.4470.447
λ
25.69 54.33 46.47 295001.050
25.69
3.500 0.060 0.06 3.260 0.060
50 1.68
1.050
ENGINEERED BY:
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JOB: 3535 W GARRY AVE
JOB NO.: 24-221
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3
FLANGE | MOMENT OF INERTIA REDUCTION | * =
2
WEB |SECTION MODULUS REDUCTION |* =
4 3 A (in) =
4 3 Ae (in) =
2)= = (π/2) * (r + t/2) FLANGE EFFECTIVE WIDTH (in)
=* (+/ 2 )w =in
=
= = =
m = 0.192(Fuv/Fyv) - 0.068 = * (/) -=
Bc = 2 - 1.79
Bc = * (/) -* (/2 -
Bc =
m =*/ (/)
Fyc = ksi
Fya-top =*+ ( 1 -) *
Fya-top =ksi ≤ksi
Fya-bot = Fya-top * Ycg/ (A - Ycg)
Fya-bot =*/ (-)
Fya-bot =ksi ≤ksi
Cb = 2 * CCSA/(Lflange-bot + 2 * CCSA)= 2 */ (+ 2 *)=
Fy-bot = Cb * Fyc + (1 - Cb) * Fy
Fy-bot = *+ ( 1 -) *
Fya-bot =ksi ≤ksi
Fya-top =ksi
EFFECTIVE SECTION PROPERTIES | REDUCTION FACTOR
Fuv/Fyv ≥ 1.20 r/t ≤ 7.00 COLD WORK OF FORMING INCREASE ALLOWED
CCSA
CCSA (π/2) 0.06 0.060 1.110
1.000 1.000 1.000 1.000
UNREDUCED |1.105 0.595 3.500
REDUCED |1.105 0.595 3.500
0.1816
1.62 50 0.06 0.060
81.14
3.69 65 50 0.819 65 50 1.79
1.62
CCSA 0.141
0.192 65 50 0.068 0.1816
59.64 65.00
ALLOWABLE TENSION STRESS | BOTTOM FLANGE
0.141 1.760
0.2030 81.14 0.2030 50
56.32 65.00
56.32 1.8 3.500 1.8
0.141 0.1384
0.1384 81.14 0.1384 50
54.31 65.00
56.32
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 17/29
jose@ramirezstructural.com
(562) 519-6045
LOAD & RESISTANCE FACTORED DESIGN (LRFD) COMBINATION [2021 ANSI MH16.1 7.1.3] |1.20D + 1.40P + 1.40I
DEAD LOAD (D) | 3% PRODUCT LOAD (P)Ω = 1.20 * 0.03 + 1.40 + 1.40 * 0.25
IMPACT LOAD (I) | 25% PRODUCT LOAD (P)Ω =
MCENTER = φMn = Ω * WL/8 * rm
rm = 1 - 2FL/(6EIb + 3FL)
m =1 -2 **
6 **+ 3 **
rm =
φMn = φ * Fya * Sx =**=k-in
φMn = Ω * WL/8 * rm W = φMn * 8 * 2 BEAMS/Ω * L * rm
W =*8 * 2 *W =lbs | PER BEAM PAIR
**
= =/
=
rd = 1 - 4FL/(10EIb + 5FL)
d =1 -4 **
10 **+ 5 **
rd =
3/384EIb ∆MAX = ∆ss * rD
MAX
3 *
d
5 *3 *
Wu =lbs STATIC STRESS
Wa =lbs
0.91
0.95 56.32 0.595 31.84
ALLOWABLE BENDING CAPACITY | BEAM PAIR [2021 ANSI MH16.1 C9.2]
1.786
29500 1.105 100 96.00
∆MAXa 0.533
29500 1.105 100 96.00
0.90
1.786 96.00 0.91
ALLOWABLE DEFLECTION CAPACITY | BEAM PAIR [2021 ANSI MH16.1 C9.2]
∆MAXa L/180 96.00 180
2920 0.90 OK
3249 DESIGN OK
96.00 0.90
ALLOWABLE CAPACITY | BEAM PAIR
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 18/29
jose@ramirezstructural.com
(562) 519-6045
COLUMN MODEL:
=
=*/=
==
=*/=
==
=
2 2 2 (E2.2-4)
2 2 2 Fy (ksi)=
=
ro =4 =
2 Iy (in )=β 2 β 3 =
β =3 =
x (in)=
Kt =Lt =ry (in)=
o (in )=
σ 2 2 (E2.2-6)4 =
2 Jx (in)=
=2 */=Cw (in6)=
E (ksi)=
σ 2 2 2 G (ksi)=
σ 2 **)(E2.2-5)
*2 *2
σt =
2
Fcre1 = π2E/(KL/rMAX)2 =2 */(E2.1-1)
Fcre2 = (1/(2β))(σex + σt - √((σex + σt)2 - 4βσexσt)) (E2.2-1)
2
=*(+-√((+)
*-**
*)
=ksi
=ksi MINIMUM GOVERNS λc = √(Fy/Fcre)λc = √ (/)
λc =
λ λ
2
Fn1 = 0.658λc * Fy Fn2 = (0.877/λc2)Fy
2
2
=*=(/)*
=ksi =ksi
0.80 46.00
COLUMN AREA | A (in2)0.875
46.00
33
COLUMN SECTION PROPERTIES
COLUMN WIDTH | bx (in)2.560
COLUMN DEPTH | dy (in)2.188
COLUMN THICKNESS | t (in)0.078
COLUMN ANALYSIS
29500
11300
0.000
KyLy/ry
KxLx/rx 1.70
1.00
67.00
46.00
0.983
0.872
115.87
KL/rMAX 115.87
2.514
0.273
0.669
0.481
0.872
67.000
67.00
1 21.69
Fcre2
2.00 0.273
(0.80 46.00)
σex 21.686
39.710
Fcre1 29500 115.87
σex 29500 115.87
0.875 2.514
33 15.03
1.488
1 0.658
1.488
Fn1 13.18
2 0.877 1.488 33
Fn2 N/A
4.00 0.273 21.686
39.710
Fcre2 15.03
Fcre 15.03
TORSIONAL | FLEXURAL-TORSIONAL BUCKLING [AISI S100-16 E2]
CROSS-AISLE UNBRACED LENGTH | Lx (in)
DOWN-AISLE UNBRACED LENGTH | Ly (in)
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 19/29
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(562) 519-6045
=ksi =2 Pa = φPn
Pno = Fy * Ae =*Pao = φPno =*
=k =k
Fcre1 = (CbroA√(σexσet))/Sx Cb = 1.00 (F2.1.1-1)
=**√ (*) /
=ksi
Fcre2 = (Cs*A*σex)/(CTF*Sx) * [Jx + Cs√(Jx2 + ro2(σt/σex))] (F2.1.2-1)
2 2
=***[-√(+())
=ksi
Fcre3 = Cb*π2E/Sx(KyLy)2 (F2.1.1-6)
2
=*2 */ (* (*) )
=ksi
IF Fcre ≥ 2.78Fy (F2.1-3) IF 2.78Fy > Fcre > 0.56Fy (F2.1-4)
Fn = Fy Fn = (10Fy/9)(1-(10Fy/36Fcre))
=ksi
Fn = Fcre =ksi
=ksi =2
Mnx = Fn * Sx =*=k-in
Mny = Fn * Sy =*=k-in
Max = φMnx =*k-in
φ
2
Pex = π EIx/(KxLx)=2 **/ (*)
=k 2Pey = π EIy/(KyLy)=π **/(*)
=k
Pao 0.85 23.05
Pao 19.59
LATERAL TORSIONAL BUCKLING [AISI S100-16 F2]
Pno 33 0.692
Pno 23.05
Fn 13.18 Ae 0.692
Fcre1 1.00 2.514
Fcre2 64.83
Fcre3 1.00 29500 0.523 1.00
0.5231.00 *21.686
0.875 21.686 39.710 0.523
Fcre1 123.42
2 -1.00 0.875 21.686
0.90 14.93
Fn2 31.721
Fn 31.72 Se 0.471
46.00
Fcre3 302.79
Fn1 N/A
3 N/A
Fn2 10.00 33 1.00
9.00
10.00
67.00
Pex 15.014
Pex 29500 0.669 1.70
Mnx
Mny
31.72
31.72
0.471
0.481
14.931
15.258
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 20/29
jose@ramirezstructural.com
(562) 519-6045
DEMAND | LOAD & RESISTANCE FACTOR DESIGN LOAD COMBINATIONS | ANSI MH16.1 7.1.3
=k 2 | 1.40D + 1.20P Pu =k
5 | (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)βP + pE Pu =k
5 | (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)Βp Pu =k
STATIC STRESS
=k STATIC STRESS
=k
COMBINED STRESS I | ANSI-AISI S100-16 H1.2 | DOWN AISLE
IF Pu/Pa ≤ 0.15
Pu/Pao + Mu/Max + 1/May
COMBINED STRESS II | ANSI-AISI S100-16 H1.2 αx = 1 - 0.85 * (/) =
αy = 1 - 0.85 * (/) =
IF Pu/Pa > 0.15 αi = 1 - 0.85 * (Pu/Pei)
α α
**
STRESS III | CROSS-AISLE
CROSS-AISLE | Pu =k
=k
6.73SEISMIC LOAD | CROSS-AISLE
SEISMIC LOAD | DOWN-AISLE 3.32
Pust 4.55 0.59 OK
Pa 7.75
PL 3.17 4.55
13.438 13.732
13.438 13.73219.592
6.73
Pao 19.59
0.34 OKSTRESS III
3.317
3.317
15.014
72.376
0.812
0.961
13.438 0.812 13.73219.592 0.812
DESIGN OK
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 21/29
jose@ramirezstructural.com
(562) 519-6045
BRACE MODEL:
=
=*/=
=
=*/=
=Fy (ksi)=
Fu (ksi)=
2 2 2 (E2.2-4)4 =
2 2 2 Iy (in )=3 =
ro =3 =
2 rx (in)=
β 2 β =1 -(/)(E2.2-3)ry (in)=
β =xo (in3)= 4 =
Kt =Lt =Jx (in)=
w (in )=
σ 2 2 (E2.2-6)E (ksi)=
2 G (ksi)=
=2 */=
σ 2 2 2
σ 2 **)(E2.2-5)
*2 *2
σt =
Fcre1 = π2E/(KL/rMAX)2 =2 */(E2.1-1)
Fcre2 = (1/(2β))(σex + σt - √((σex + σt)2 - 4βσexσt)) (E2.2-1)
2
=*(+-√((+)
*-**
*)
=ksi
=ksi MINIMUM GOVERNS λc = √(Fy/Fcre)λc = √ (/)
λc =
λ λ
2
Fn1 = 0.658λc * Fy Fn2 = (0.877/λc2)Fy
2
2
=*=(/)*
=ksi =ksi
BRACE ANALYSIS
TORSIONAL | FLEXURAL-TORSIONAL BUCKLING [AISI S100-16 E2]BRACE SECTION PROPERTIES
0.000
0.063
0.198
63.78UNBRACED LENGTH | L (in)
BRACE THICKNESS | t (in)
BRACE AREA | A (in2)
0.000
29500
KxL/rx 1.00 63.78 0.355
179.66
KyL/ry 1.00 63.78 0.355
KL/rMAX 179.66
0.502
1.000
33
42
0.027
0.027
0.056
0.198 0.502 (0.80 63.78)
9962.757
Fcre1 29500 179.66
0.80 63.78
σex 29500 179.66 σex 9.020
Fn1 N/A Fn2 7.91
9.020
9962.757
Fcre2 9.02
Fcre 9.02 33 9.02
1.913
1 9.02
Fcre2 1.00 9.020 9962.757 9.020 9962.757
2.00 1.000 4.00 1.000
1.913
1 0.658 33 Fn2 0.877 1.913
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 22/29
jose@ramirezstructural.com
(562) 519-6045
=ksi =2 Pa = φPn
DEMAND | LOAD & RESISTANCE FACTOR DESIGN LOAD COMBINATIONS | ANSI MH16.1 7.6
Pu =k 1.50% MAXIMUM LOADING OF COLUMN
Pa =k1.33
0.13
DESIGN OK
Fn 7.91 A 0.198
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 23/29
jose@ramirezstructural.com
(562) 519-6045
===
MINIMUM GOVERNS
=2 Fpunct1 = (4/3 + 8/3β) + 0.6 * √f'c Fpunct =ksi
=psi
=Fpunct2 = 2.66 * 0.60 * √f'c
Pa = Fpunct * Apunct
=*
2/6
2
=Sslab =
=
=Sslab =3
2 = 5.00 * 0.60 * √f'c
Ma = Fba * Sslab
=lb-in
Fba
Ma 625
X (in)3.82
Asoil (in2)2 2
1500
Asoil (in2)
Lsoil (in)21.07 6.00
4.17
0.08
Pa (k) 0.080 168.74
PUNCHING SHEAR | PUNCTURE
Apunct 168.74
β 0.80
140
SLAB ANALYSIS
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 24/29
jose@ramirezstructural.com
(562) 519-6045
Company:RAMIREZ STRUCTURAL Date:2/17/2023
Engineer:JOSE RAMIREZ Page:1/5
Project:24-221
Address:3535 W Garry Ave
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2404.1
1.Project information
Project description:
Location:
Fastening description:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Torque controlled expansion anchor
Material: Carbon Steel
Diameter (inch): 0.375
Nominal Embedment depth (inch): 2.875
Effective Embedment depth, hef (inch): 2.500
Code report: ICC-ES ESR-3037
Anchor category: 1
Anchor ductility: Yes
hmin (inch): 4.50
cac (inch): 6.00
Cmin (inch): 6.00
Smin (inch): 3.00
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 5.00
State: Cracked
Compressive strength, f’c (psi): 2500
Ψc,V: 1.0
Reinforcement condition: Supplementary reinforcement not present
Supplemental edge reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Recommended Anchor
Anchor Name: Strong-Bolt® 2 - 3/8"Ø STB2, hnom:2.875" (73mm)
Code Report: ICC-ES ESR-3037
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 25/29
jose@ramirezstructural.com
(562) 519-6045
Company:RAMIREZ STRUCTURAL Date:2/17/2023
Engineer:JOSE RAMIREZ Page:2/5
Project:24-221
Address:3535 W Garry Ave
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2404.1
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: Yes
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: 670
Vuax [lb]: 0
Vuay [lb]: 900
<Figure 1>
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 26/29
jose@ramirezstructural.com
(562) 519-6045
Company:RAMIREZ STRUCTURAL Date:2/17/2023
Engineer:JOSE RAMIREZ Page:3/5
Project:24-221
Address:3535 W Garry Ave
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2404.1
<Figure 2>
3. Resulting Anchor Forces
Anchor Tension load,
Nua (lb)
Shear load x,
Vuax (lb)
Shear load y,
Vuay (lb)
Shear load combined,
√(Vuax)²+(Vuay)² (lb)
1 670.0 0.0 900.0 900.0
Sum 670.0 0.0 900.0 900.0
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 670
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 27/29
jose@ramirezstructural.com
(562) 519-6045
Company:RAMIREZ STRUCTURAL Date:2/17/2023
Engineer:JOSE RAMIREZ Page:4/5
Project:24-221
Address:3535 W Garry Ave
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2404.1
4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
Nsa (lb)Nsa (lb)
5600 0.75 4200
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2)
Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1)
kc a f’c (psi)hef (in)Nb (lb)
17.0 1.00 2500 2.500 3360
Ncb =(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a)
ANc (in2)ANco (in2)ca,min (in)ed,N c,N cp,N Nb (lb)Ncb (lb)
56.25 56.25 -1.000 1.00 1.000 3360 0.65 2184
6. Pullout Strength of Anchor in Tension (Sec. 17.6.3)
Npn =c,P aNp(f’c /2,500)n (Sec. 17.5.1.2, Eq. 17.6.3.1 & Code Report)
c,P a Np (lb)f’c (psi)n Npn (lb)
1.0 1.00 2775 2500 0.50 0.65 1804
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 28/29
jose@ramirezstructural.com
(562) 519-6045
Company:RAMIREZ STRUCTURAL Date:2/17/2023
Engineer:JOSE RAMIREZ Page:5/5
Project:24-221
Address:3535 W Garry Ave
Phone:
E-mail:
Anchor Designer™ for
Concrete Software
Version 3.3.2404.1
8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (lb)grout grout Vsa (lb)
1800 1.0 0.65 1170
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.3)
Vcp =kcpNcb =kcp(ANc / ANco)ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.7.3.1a)
kcp ANc (in2)ANco (in2)ed,N c,N cp,N Nb (lb)Vcp (lb)
2.0 56.25 56.25 1.000 1.000 1.000 3360 0.70 4704
11. Results
Interaction of Tensile and Shear Forces (Sec. R17.8)
Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status
Steel 670 4200 0.16 Pass
Concrete breakout 670 2184 0.31 Pass
Pullout 670 1804 0.37 Pass (Governs)
Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status
Steel 900 1170 0.77 Pass (Governs)
Pryout 900 4704 0.19 Pass
Interaction check (Nua/ɸNua)5/3 (Vua/ɸVua)5/3 Combined Ratio Permissible Status
Sec. R17.8 0.19 0.65 83.8%1.0 Pass
3/8"Ø STB2, hnom:2.875" (73mm) meets the selected design criteria.
12. Warnings
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer’s product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
ENGINEERED BY:
JOSE RAMIREZ, PE
JOB: 3535 W GARRY AVE
JOB NO.: 24-221
DATE:05/15/24
SHEET NO.: 29/29
YES NO
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Project Scope/Business Description
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Initial each of the following two items indicating that you have read and understand the statement:
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Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications.
12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located
in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
3535 W Garry Ave
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2-Tier Cannabis Cultivaiton Racks
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Brad Kenson
949 228-5687 07 01 24
Santa Ana
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
Title: _____________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County :
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________ Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs