HomeMy WebLinkAboutmenu board Popeys 26'-3 3/4"
5'-4 1 /2"
00
to
2"x2"x 1 /4"
STEEL TUBE
NOTES:
CABINET AND
CONNECTION DESIGN
BY OTHERS.
ELECTRICAL DESIGN
BY OTHERS.
:0L
3/4"DIA. A325 BOLTS
W/NUT & FLAT
WASHERS, TYP.
SECTION Q CAISSON
CLADDING
3/4"DIA.x3O" LONG
ANCHOR BOLT
STIRRUP
3„ HOOK, TYP.
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IMAD N. KASHIF, P.E.
FLORIDA STATE LICENSE NO.: 41374
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4.
° (6) #4 BARS ON
00 a A 16" PATTERN
WITH (6) #3 STIRRUPS
`n ° ON 4" CENTERS FOR
° e a e TOP 24" AND 13"
CENTERS THEREAFTER.
DO NOT WELD REBAR.
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0.66 CU. YDS. OF
CONCRETE REQ'D
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OPTIONAL CAISSON FOUNDATION
POPEYE'S
4946 SOUTH 25TH ST.
FORT PIERCE, FL 34981
CLIENT:
14902 SOMMERMEYER ST
SUITE 120
Graphic
Solutions
HOUSTON, TX 77041
LINK Engineering, L.L.C.
L
135 South David Lane • Knoxville, Tennessee 37922
�
Phone: (865) 539-4001 • Fax: (865) 539—OB51
E .
Online: www.Unkengr.com
Florida State Certificate of Authorization No.: 27148
SHT.
BY:
Project Number.
1
GH K
20-0305
OF
DATE:
Drawing Number.
3
5/11/20
B189056
wW
0O
4"x4"x1/4" 2"x2"x1/4"
STEEL TUBE STEEL TUBE, TYP.
ao 2'-3"
\ 1 1/2"
2'-0"
— — — — — — — — — — — — — — — — — — — — — — — —
ir) r7
NI — — — — — — — — — — — — — — — — — — — — — — — —
I-- 9 1/16" O
PARTICULAR CARE SFX1- BE
TAKEN TO PROVIDE SUFFICIENT
PREHEAT OF THE THICKER
ELEMENT FOR THE SOUNDNESS
OF THE WELD. OTHERWISE. USE
1/4' MIN. WELD.
00
\
9„
1"
7"
BASE PLATE DETAIL
OVER
TURN
4"x4"x 1 /4"
/ STEEL TUBE
ANCHOR BOLT PROJECTION DETAIL
MATCH PLATE DETAIL
6"x9"x1"
STEEL BASE PLATE
1 "DIA. HOLE,
TYP.
4"x4"x 1 /4"
STEEL TUBE
O 1 4 TYP.
PARTICULAR CARE SHALL BE
TAKEN TO PROVIDE SUFFICIENT
PREHEAT OF THE THICKER
ELEMENT FOR THE SOUNDNESS
OF THE WELD. OTHERWISE, USE
5/18' MIN. WELD.
3/4"DIA.x30" LONG
ANCHOR BOLT
6"x9"x1"
STEEL BASE PLATE
HIGH -STRENGTH,
NON -SHRINK
GROUT
3 16 TYP. 3/16„ TYP.
c0
I
N
5"x27"x3/4"
STEEL MATCH PLATE
7/8" DIA. HOLES;
TYP.
1/8" STEEL CAP
PLATE, TYP.
3/4" HEAVY
HEX NUT
in
L
3/4"DIA.x30" LONG
ANCHOR BOLT
N
HEAVY
HEX
HEX NUT
TACK TYP.
ANCHOR BOLT DETAIL
General Notes:
1. Design is based on a 160 mph, 3 second gust wind design per
Florida Building Code 6th Ed. (2017). Category II, Exposure C.
2. Caisson and Vertical Slab foundations are based on a
presumptive safe lateral soil bearing pressure minimum of 150
psf per foot of depth. Isolated lateral bearing footings subject to
short—term lateral loads and not adversely affected by a 1 /2"
motion at grade are permitted to be designed using twice the
tabulated value of the corresponding soil class.
3. A soil report was not provided. Foundation analysis assumes Soil
Classification 4. Allowable bearing pressure should be verified
prior to placement of concrete. In the event that the stated
requirements are not met and conditions appear deleterious,
cease and secure excavation and immediately contact LSI
GRAPHIC SOLUTIONS.
4. Foundation shall not be placed at the top of, or on the side of
a slope exceeding 3:1, or adjacent to a fill slope unless
re—evaluated by a competent Professional Engineer. Do not
place foundation in fill.
5. Concrete shall be mixed to attain a minimum 28 day
compressive strength of 3000 psi.
6. Steel reinforcing bars shall conform to ASTM A615, Grade 60 with
deformations in accordance with ASTM A305. Welding of
reinforcing bars is prohibited.
7. All voids between column base plate and foundation surface shall
be completely filled with high —strength, non —shrink grout.
8. Anchor bolts shall meet ASTM F1554 Grade 36. Exposed surfaces
shall be galvanized or coated to prevent corrosion.
9. All support members shall be free from defects. Steel tube shall
meet ASTM A500 Grade B with a minimum yield strength of
46000 psi. Steel angle, channel and plate shall meet ASTM A36.
10. Steel welds shall be made with E70xx low hydrogen electrodes by
persons qualified in accordance with AWS standards within the
past two years.
11. All structural bolts shall conform to ASTM A325, and be zinc
coated unless noted otherwise. When used with structural bolts,
heavy hex nuts shall conform to ASTM A563, and washers shall
conform to ASTM F436. Pretension all high strength bolts using
the Turn —of —Nut method unless noted otherwise.
12. The scope of this engineer does not include onsite observations.
13. LINK Engineering will not be responsible for the safety on this
job site before, during or after installation of this structure. It
is the responsibility of the owners, contractors and installers to
ensure that the installation and erection of this structure is
performed using methods that are in full compliance with OSHA
regulations.
14. Any deviation from this design or from any part of this drawing,
including the General Notes, without prior written consent from
LINK Engineering voids this drawing in its entirety.
15. The structure designed on this drawing is intended to be installed
at the address shown and should not be used at any other
location.
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IMAD N. KASHIF, P.E.
FLORIDA STATE LICENSE NO.: 41374
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POPEYE'S
4946 SOUTH 25TH ST.
FORT PIERCE, FL 34981
+ueni:
14902 SOMMERMEYER ST
SUITE 120
"Ca'„, HOUSTON, TX 77041
G.
LMK Engineering, L.L.C.
L 135 South David Lane • Knoxville, Tennessee 37922
Phone: (865) 539-4001 • Fax: (865) 539-0851
Online: www.linkengr.com
Florida State Certlficate of Authorization No.: 27148
.HT. BY: Project Number.
2 GHK 1 20-0305
OF DATE: Drawing Number.
3 5/11/20 B189056
PROJECT#
20-0305
OWNER:
POPEYES
May 4, 2020
4946 SOUTH 25TH ST.
DRAWING #
B 189056
FORT PIERCE, FL 34981
WIND LOAD
35.89
PSF
WIND SPEED
160
MPH
CLIENT:
LSI GRAPHIC SOLUTIONS PLUS
# COLUMNS
1
Florida Building
Code
14902 SOMMERMEYER ST,
STE#120
DESIGNER
GHK
6th Ed. (2017)
HOUSTON, TX
SHAPE '9
CENTROID
TOTAL
ITEM
HEIGHT
WIDTH
FACTOR
HEIGHT
AREA v FORCE
MOMENT
CABINET
5.234
6.313
0.888
2.961
29.355 1.053
3.119
BASE
1-401
3.000
1.000
0.771
4.203 1.204
4.711
OAH
6.635
COLUMN CALCULATIONS
(CODES F--RPE;0=0THER
T=TUBE)
DESIGN
AVAILABLE
COLUMN '
COLUMN '
COLUMN
NX 9
MODULUS' REQUIRED
FLEXURAL
ITEM
WIDTH
DEPTH
WALL
COLUMN
COLUMN MOMENT
STRENGTH
v
T CABINET
4.000
4.000
0.233
7.8
4.69 3.119
10.77
T BASE
4.000
4.000
0 233
7.8
4.69 4,825
10.77
BOLT CALCULATIONS
BOLT
BOLTS/
TENSION
BOLT ALLOW. v
ALLOWABLE
ITEM
MOMENT
SPACING
PLATE
BOLT
EXAM STRESS
TENSION
CABINET
3.119
2.750
4 000
6.805
0,750 20.000
8.836
BASE PL.
4.825
3.750
4.000
7.719
0.750 19.100
8.438
PLATE CALCULATIONS
ITEM
TENSION/
MOMENT
MOMENT
PLATE
PLATE PLATE
MINIMUM
BOLT
ARM
PLATE
WIDTH
DEPTH THICK
THICK
CABINET
6.805
1.000
6.805
2-656
5.000 0.750
0.755
BASE FL.
7.719
1.531
11.820
3.063
6.000 1.000
0.926
ANCHOR BOLT PROJECTION ANCHOR EMBEDMENT
ANCHOR
BOLT MIN1ENGTH
4.750
20.476
26.000
VERTICAL SLAB
MOMENT
4.825
FT -KIP
FORCE
1.204
KIP
REFERENCE IBC 1807.3.2 & TABLE 1806.2
ASSUME SOIL CLASS #4 SW, SP, SM, SC, GM & GC
LATERAL BEARING PRESSURE- PSF/FT OF DEPTH
150.0
PSF/FT
81
425.0
SLAB DEPTH (d)
4.250 '
FT.
BASE
ADJUSTED SLAB WIDTH (b)
4,000
FT.
MOMENT
CENTROID MOMENT SLAB THICKNESS
2000
FF
AVERAGE HEIGHT (h)
4.006
FT.
A = 2.34-FORCE/(S1 `b)
1.483
4.425
3.674 4.825 CALCULATED DEPTH
3.392
FT.
MINIMUM THICKNESS WITHOUT REBA R
8.065
IN.
SQRT(M" 12`6-1.7*.75/(.178* 12"WIDTH) )
ACTUAL THICKNESS
24.000
IN.
CONCRETE
1.259
CU. YD.
UNITY
CAISSON
MOMENT
4.825
FT -KIP
0.290
FORCE
1.204
KIP
0.448
REFERENCE IBC 1807.3.2 & TABLE 1806.2
ASSUME SOIL CLASS #4 SW, SP, SM, SC, GM & GC
LATERAL BEARING PRESSURE- PSF/Ff OF DEPTH
1500
PSF/FT
S 1
566.7
DEPTH
5.667
FT.
DIAMETER
2-000
FF.
4.006
FF.
2.486
FT.
CALCULATED DEPTH
4.765
Fr.
MINIMUM THICKNESS WITHOUT REINFORCEMENT
19.469
IN.
ACTUAL DIAMETER
24.000
IN.
CONCRETE
0.659
CU. YD.
EXCAVATION
0.659
CU. YD.
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MAD N. KASHIF, P.E.
FLORIDA STATE LICENSE NO.: 41374
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POPEYE'S
4946 SOUTH 25TH ST.
FORT PIERCE, FL 34981
)LIENT:
14902 SOMMERMEYER ST
SUITE 120
HOUSTON, TX 77041
Selutians
LINK Engineering, L.L.C.
L l 135 South David Lone • Knoxville, Tennessee 37922
F fair T Phone: (865) 539-4001 • Fax: (865) 539-0851
Online: www.linkengr.com
Florida State Certificate of Authorization No.: 2714E
;HT. BY: Project Number.
3 GHK 20-0305
IF DATE: Drawing Number.
3 5/11/20 B189056