HomeMy WebLinkAboutBLD2009-00193 QUALITY OIL CO SIGN PLANS.TIFC HICKORY/CATAWHA COUNTY
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SINCLAIR • PRATT • CAMERON P.C.
CONSULTING STRUCTURP ENGINEERS
Structural Design Calculations
for
Quality Mart #5
1350 Lenoir Rhyne Blvd
Hickory, NC
February 26, 2007
Jab Number. 00 -xcS
Calculations By:
Cos
1650 MNNAOBIVE • BOrtS 103- VI INN BEACH. VIAOINN3l61
TREPRITICE 757141 7AM5. FAX 4174561
A PROFESSIONAL CONPOpATION
.fe 12 09
V1 I ore
SPECIFICATIONS
Project', Quacy Men pS
Job Number: 00 -xxx
Steel
Design and fabrication according to AISCl BN a don.
Plate, angle, channel, tee and wide flange: ASLM A995.
RgurW pipe: ASTM A53 Grade B orequivalent.
Squaresndrecampulartube'. ASTMA5o0Grade B.
HlgOstmn9Nbolts: ASTM A325, bearing typa connections (snug tigre,
Metlrine bolo: ASTM A30].
Anchor bolts or thri dod ASTM AM
Steelforminforcedcuncrete'. Gratle60.
Welding
Design and fabrication accord Ad to AWS D1.t.
EI0M electrodes for Si processes.
F7% -MX electrodes for SAW processes.
Concrete
Design and construction adorning W ACI 31 "9. revised 1982.
Compreasive strength at 28 days, fc 3pl)m psl minimum.
For pier and caisson footime, compete must be poured against undisturbed earth.
Mounted a minimum 3" concrete cover over all embeded steel.
Soil
Lateral soil resistance of 250 PSF /FT of depth has been used for vertical
slab and caisson fmting design
A minimum soil bearing capacity M 1500 PSF has been used for hoeing
capacity In vertical slab and caisson f0o0ng. as well as in spread footing design.
WOOD
Design and construl according to National Design moral for Mad
Construction. All pasts shall be a minimum Southern Yellow time number 2.
WINDOW
256 PN
L 0 1
WIND LOADS
Job Number'. 00 vent
Rel'. IBC200WASCE 7 -96
basic o apeao =I
c I,nyu
m
19.48
Cete9ory: I,II,IILIV
I �
Sign HI
26 Ft
No Longer DIM d egn
20 Ft
x5matlm Ground
L411 F1
]417 F1
carbonic t Qlf
23,6
IIn r above
P60
I 5 to al
psf
" 2"dhielove
gro
25.33
e000l at RN
P60
9xD, w care
G R I ND Ac
At c G.
Above croeoa
Design Wind Pressures
P15
18.40
psl
P20
19.48
off
P25
2035 .
off
P30
2122
pf
P40
2251
psf
P50
23,6
psf
P60
Jam
psf
O P70
25.33
off
P60
26.19
psf
P90
26.04
of
PWO
27.26
par
P120
26.36
pef
P140
29.44
off
P160
30.09
psf
P18o
30.96
oaf
P200
3181
pef
P250
3112
paf
P300
34.42
psf
P350
35.50
pal
P400
36.59
net
P450
37A5
par
P600
36.32
poll
3 ul fj` %S" I
N R" fo Ln ED 4' IU' SIC yl" P.cE 'pelf
O '� - I "V!A CNCNMCl lics.S
di` A - fs
H CAROVA,
12
56 PM
STEEL COLUMN DESIGN
Pepin :
ouadvall
Column Length
Job Numbe,'.
oo -km
Sact
Ref.
Manuel M Steel COnaOUCHOn, AISC Bm Ebtlbn
Type
Sao
Ele,
Elect tipple
Areas Subject to Wind Forces
TS U25
S
IP TS)
Height WMIh Area
( enlroib Wintl
1 ! 1
tiepcn n
rt
2
rt
111.25
seNO n
20.00 Td2
10834
16.0 19.5
2 )TOp
z)
ke
FALSE
help
MIA
FALSE
#DIVl01
MIA
VIA
FALSE
4)
q
help
FALSE
%OIVI01
Fb=
5)
FALSE
kai
FALSE
FALSE
B)
o.-
Fb=
FALSE
MIA
"I
FALSE
MDIVI01
MIA
so._
8)
MIA
MIA
FALSE
MDIVIOI
Calculation of Design Forces at Critical Heights
y1X1
M(V'1 V Ury (MI
V )
®pte]a 48,]4]
2,880
O Column Support Design table
paf
Column
Column Length
Sent
End Stated
Sact
ft)
Cos
Type
Sao
Ele,
Elect tipple
TS U25
S
IP TS)
not
net
1 ! 1
( I
( l
2
TS
111.25
#NIA
120
18.00
14.8
MIA
ke
FALSE
help
MIA
FALSE
#DIVl01
MIA
VIA
FALSE
FALSE
help
FALSE
%OIVI01
Fb=
MIA
FALSE
kai
FALSE
FALSE
kpIV101
o.-
Fb=
FALSE
MIA
"I
FALSE
MDIVI01
MIA
so._
FALSE
MIA
MIA
FALSE
MDIVIOI
Allowable Bending Specialist
Column Column
Cfilene
Steel lnvease fedol=
1.33
Type Size
TS U25
S
IdA
<2381eg1(Fy)
so. .
Fb=
0.6Fy
367
kill
FALSE
help
#NIA
Sc, .
Fb=
MA
MIA
ke
FALSE
help
MIA
ea..
Fb=
MIA
VIA
kL
FALSE
help
MA
SOL .
Fb=
MIA
MIA
kai
FALSE
help
MA
o.-
Fb=
MIA
MIA
"I
FALSE
help
MIA
so._
M=
MIA
MIA
"I
R
246 Ped
LATERAL BEARING PIER AND CAISSON FOOTINGS
rqe : Dueldy m an
Jan Number. oL M
#Footings= 2 Moment Fooling, M- 23,122 lb-ft
Pare lot soil res, q= 250 pd Composite Cal id h. 1800 It
oul Concentrated Load, P= Men- 1445 to
Rectangular Pier
Width, W
so
n, parallel o sign face
Len
"tllculer to sign face
Dep th,D= (N2)(1+BOR(1 +(4.36hpA))=
40
q'��
51 =(2)(gdD/3)=
650
paf
tr". BgtlIH"'2 +L "2)=
]d
X
A= (2,34)(P) I(51)(b)=
07
Round Caisson
ab b=
0.00
n, munb sugared hue
Depth, 0=(N2)(1+ Sc +(4Aeh) /A))=
66
X
O 51= (q)(2)(Del
1,105
paf
A =(2.34 P) I SIdb)=
187
Foundation
Bearing Check
Atar ble Bearing Pressure=
1,500
p
sowed
Pwind
Bien W1= 3.000 to
Sign Wd- 3,000 to
Baas M= 14,889 to
Base Val 0 to
Mee= 250 in ft
Area= 0.0 d; ft
q mar= 718 pat, Boll
does, pONl01 pa[eoll
OK, with depth Increase
all
MAM
o
BASE PLATE
AND ANCHOR BOLTS
y0ueliry Mart pS
Joe Nurt
Rai: All Steel Lesion Game 5er ds 1 real
ease pm
Plate Design
as 0 Baca Plahe=
2
Maximum Column Dimension, 00=
8.00
in perpendicular to sign face
Number of Bare, n=
4
par line front and back
Campbell Strength of Concrete, fc
3,00
pet at 28 days
Moment/ Base Plate, M=
23,122
111
Bolt Line Spacing, L=
1300
in Mom front to heck
Bess Plate Dimensions:
as 16.00 in 1800
Tension per Bait Line T=
21,343
lb ,= WL(simple moment dapple)
Maximum Moment on the Plate, Mpw
53,357
Ih-i - (rp(L -00)2)
Plate Thickness we Gussets, t=
007
m.= Sgn(1BMI75Fy(43) BeR))
Anchor Belt Design
1111 AM Nre.efe me WN
emO.M end on
Tension Per Anchor, Tai
5,336
Ib, =Tin
Ref. Gross Area MAnchor Bi Ani
021
W; in Ta10.33Fu(tl3 inc)
C Min. Diameter of Anchor BOha, Os
0.52
In
Acual Bolt Diameter to be llsee=
1.000
In
Req Prof Concrete SURada Arden Ap=
42
of In Tai agtt(PC))(tl3 inc)
Req Embedat Bolt Length, La
2000 .
in a Knf pl3,14), min 200
Min. Spacing to Edge M Concrete=
2000 .
In
Min. Spacing 69M n Baba in a Lil
4000
in = 2L
Actual Spacing Between Bolts in a Line, a=
4.33
in
eof Cherapa=
2
Revised Ad Based on Ovei
1861
1
Actual Shear Capacity 0 Concrete Cone=
27,125
111 (12 inc) ON
Shear stress per bolt. M
230
psi, =Vil
Allowed Tension SMSea with Shear. FM1
25.456
Pa 0431 -i ri, max 0.33Fu(V3 inc)
Actual Tenson Streas per Bolt be
6794
psi, =TaiA11
OK
Weld Design
cover mnracl,m of Wee Omen
m pep, pipe 40 "we to Aryl
Shape of Column=
S
(R =mund S =query
FI9et Weld Leg Sias, s=
0.3125
In
Section Modulus of Weld, Sr-
28.80
If = 1.34(b^2)(e)
Actual Weld SMess, ha=-
10,353
pit i, =WSW OK, E)018