HomeMy WebLinkAboutSTRUCTURAL CALCULATIONANDREW CORP. SHELTER
8851 WATERSTONE BLVD.
FORT PIERCE, FL 34951
SCANNED
BY
St. Lucie County
STRUCTURAL CALCULATION
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A o A DEMON GROo My On .
2842 W11TERFORD DRME, SOUTH 1 �%�/I
DC�C�G�7Lr § LSD SEA My FLU 03442
PHONE 569-706-6f161
CERPOI�CAMN ®lam AUMORMAP! M: # 22225 FILE C
RED A JAVIDAN
PE # 60223
A 8r A DESIGN PROJECT PAGE:
GROUP, INC. CLIENT x- DESIGN BY: ;BA
JOB NO 2019- DATE. 09f12718�- REVIEW BY: RJ ,
INPUT DATA
Exposure category;
-
Importance factor
I =100„g
Basic wind speed
V `'_- t75 ;;mph
Topographic factor
Ka - ,I, 1 ;Flat t
Building height to eave
he = e 10 ;z•;ft
Building height to ridge
hr
Building length
L '`°20.83 It
Building width
B `?-1083':ft
Effective area of components
A
DESIGN SUMMARY
Max horizontal force normal to building length, L, face
Max horizontal force normal to building length, B, face
Max total horizontal torsional load
ANALYSIS
Velocity pressure
% = 0.00256 Kh K,1 KD Vz = 56.64 psf
where: as = velocity pressure at mean roof height, h.
Kh = velocity pressure exposure coefficient evaluated at height, h
Kd = wind directionality factor.
h = mean roof height
= 9.01 kips
= 5.10 kips
= 25.33 ft-kips
g AR 4inc
= 0.85
0.85
= 10.00 It
< 60 ft, [Satisfactory]
Design pressures for MWFRS
p _ Qh [(G Cpf )-(G CPI )]
where: p = pressure in appropriate zone.
G CP r = product of gust effect factor and external pressure coefficient, see table below.
G CpI = product of gust effect factor and internal pressure coefficient.
a = width of edge strips = 3.00 ft
Net Pressures lnsfL Rasle Lnad C-ase_s
Roof angle
0 = 0.00
Roof an
le 0 = 0.00
Surface
Net Pressure with
Net Pressure with
O aPi
OCPr
(+GCPJ
(-GCPJ
(+GCPt)
(-GCPI)
1
0.40
12.46
32.85
0.40
12.46
32.85
2
-0.69
-49.28
-28.89
-0.69
-49.28
-28,89
3
-0.37
-31.15
-10.76
-0.37
-31.15
-10.76
4
-0.29
-26.62
-6.23
-0.29
-26.62
-6.23
1 E
0.61
24.36
44.75
0.61
24.36
44.75
2E
-1.07
-70.81
-50.41
-1.07
-70.81
-50.41
3E
-0.53
-40.22
-19.83
-0.53
40.22
-19.83
4E
-0.43
-34.55
-14.16
-0.43
-34.55
-14.16
5
-0.45
-35.69
-16.29
-0.45
-35.69
-15.29
6 1
-0.45 1
-35.69
-15.29
-0.45
1 -35.69
-15.29
Net Pressures s , Torsional Load Cases
Root angle
0 = 0.00
a °r
Net Pressure
with
Surtaca
(+GCpI)
(-GCPI)
IT
0.40
3.12
8.21
2T
-0.69
-12.32
-7.22
3T
-0.37
-7.79
-2.69
1
4T
-0.29
-6.66
-1.56
Roof an
le 9 = 0.00
G a °I
Net Pressure
with
Surface
(+GCPI)
(-GCPI)
1T
0.40
3.12
8.21
2T
-0.69
-12.32
-7.22
3T
-0.37
-7.79
-2.69
4T
-0.29
-6.66
-1.56
g�a5 3E Z I pE`pJErFE\flEJNECE C�NFR ] E/q![iE]p/J eIINNRaEER\rF5f� NCE =CORr NJEERN J Ji
10111NWN4ER IERi I'�6Il Eyp5EpFE`,TCN_CElCiJ U]PENERR TI
NE�•
�I 6
Ir
'MND gpECi�DN °aWINDDIREC11pN °aWNp gpECIICN .y DDIRECW
Transverse Direction Longitudinal Direction Transverse Direction Longitudinal Direction
Basic Load Cases Torsional Load Cases
Basic Load Cases in Transverse Direction
Pressure
&wilh
SurfaceArea
(aR)
(*GCPJ
(-GCPJ
1
140
1.74
4.60
2
70
-3.45
-2.02
3
70
-2.18
-0.75
4
140
-3.73
-0.87
1E
60
1.46
2.68
2E
30
-2.12
-1.51
3E
30
-1.21
-0.59
4E
60
-2.07
-0.85
Horiz
9.01
9.01
S
.
Vert.
-8.96
4.88
10pslmin.
Horiz.
2.00
Too
Vert.
-2.00
-2.00
Torsional Load Cases in Transverse Direction
Basic Load Cases In Longitudinal Direction
Area
Pressure(k)with
surface
((I)
(UGC J
(-GC J
1
40
0.50
1.31
2
40
-1.97
-1.16
3
40
-1.25
-0.43
4
40
-1.06
-0.25
1E
60
1.46
2.68
2E
60
-4.25
-3.02
3E
60
-2.41
-1.19
4E
60
-2.07
-0.85
Horiz.
5.10
5.10
£
Vert.
-9.88
-5.80
10 psf min.
Horiz:
1.00
1.00
Vert.
-2.00
-2.00
Area
Pressure
k with
Torsion a-k
Suace
(+GCPJ
(-GCPI)
(tGCPJ
(-GCPI)
(aR)
1
40
0.50
1.31
2
5
2
20
-0.99
-0.58
0
0
3
20
-0.62
-0.22
0
0
4
40
-1.06
-0.25
4
1
1E
60
1.46
2.68
10
19
2E
30
-2.12
-1.51
0
0
3E
30
-1.21
-0.59
0
0
4E
60
-2.07
-0.85
15
6
IT
100
0.31
0.82
-2
-4
2T
50
-0.62
-0.36
0
0
3T
50
-0.39
-0.13
0
0
4T
100
-0.67
-0.16
-3
-1
Total Horiz. Torsional Load, Mr
25
25
Design pressures for components and cladding
P = Qh( (G CP) - (G CPI)]
where: p = pressure on component.
Pmin = 10 psf
G CP = external pressure coefficient.
Torsional Load Cases in Longitudinal Direction
Area
Pressure
k with
Torsion
RA
Surfaae
(*GCPI)
(-GCPI)
(*GCPI)
(-GCPI)
(fl)
1
-10
-0.12
-0.33
0
0
2
-20
0.99
0.58
0
0
3
-20
0.62
0.22
0
0
4
-10
0.27
0.06
0
0
1E
60
1.46
2.68
3
5
2E
60
-4.25
-3.02
0
0
3E
60
-2.41
-1.19
0
0
4E
60
-2.07
-0.85
4
2
1T
50
0.16
0.41
0
-1
2T
40
-0.49
-0.29
0
0
3T
40
-0.31
-0.11
0
0
4T
50
-0.33
-0.08
-1
0
Total Horiz. Torsional Load, Mr
3r 2z ys
a I I
R � „ N C R
I
I I
3 R 3
Walls
Roof e.R•
Roof -,
Comp. & Cladding
Zone 1
Zone 2
Zone J
Zone 4
Zone 5
P1955are
poylYeo
Ne_cY
PosR
N"Ao
P..i
NNa
P.$&.
1 Nepa
P-s
N ativo
( par)
21.52
1 -61.18
21.52
1 -72.50
21.52
1 -72.50
1 49.46
1 -54.56
1 49.46
1 -58.14
SIGN PROJECT
` PAGE
INC. CLIENT DESIGN BY BA
JOB NO 2019 ._ DATE 9H2/213 REVIEW BV RJ
AB:OESIGNFBC2017`?
ffEQUIP�S�
DESIGN SUMMARY
FOOTINGWIDTH B = 1200 n
W .
FOOTING LENGTH LSIZE • 22.8U n
FOOTINp
.;.0 10;�,':Jn
EDGE THICIWESG T = 18 N
g
o; ; n
FOOTING CONCRETE STRENGTH',-�oJ
REBAR YIELD STRESS ry
��,e:"'�
TOTAL DEAD LOAD PA
30�='kips
LIVE LOAD Pu90
Ups
SURCHARGE w
�0.1 : W
SOILWEIGHF we
011 .;,.pd
FOOTING EMBEDMENT DEPTH Of
t'•,-ft
FOOTING EDGE THICKNESS T
^^`-0000 In
ALLOWSOILPRESSURE Do
"2'yIol
FOOTING WIDTH B
J2 „i. a
FOOTINGLENGTH L
THE FOOTING DESIGN IS ADEQUATE
AC131"2SEC.02.1)
DLeLL P =
w UX
1.20L-1.BLL IN =
FB�ING
109 kips
RING CAPACITY (ACI 31U2SEC.15.2.2)
p Aso
L 0.43 ml,
< p
[Satlsfoo,oryl
KURE (ACI 31"2 SEC22.5.`1)
m910.=MW(5 �S, 0.85 ,jai) =
`
105.01 n-Nw
where 0 = 0.55 (AC13I"2,Seclon9,3,5)
S • elaelic sedl.n madulw of uof.
• 8180 Ire
(0.5L-0.25bl-0.25cl) P..,
M==
2L
O.BB fl-fl'pa
a 0 M n [Satisfactory]
CHECK FLEKURE SSHHEAR(AC131602 SEC,V.SA)
OP• = V, •BT = 112.01 W,
3
whera 0 ^ 0.55 (ACI31842,Secllon B.35)
V. =(B3L O.zSb. 0.25Cr T)PL'
• .5.46
Mps < 0V. [Sallsfodoryl
CHECK PUNCHING SSHHIEAAAR NCI 31842 SEC.22.5.4)
8
2.66
NJ.(c,
L 30e ,
ca bl ba 4T)T .
1352.32 Ups
where 0 ' 0.55 00131"2,Sepion8.3.5)
Pc MtO of ldp Nde to shod Mdo.f[unrelated bed
2.11
��.
BL
-8.33 fl-kip <
Ll VVVV�� 2
0 V n [SatisladOry]