HomeMy WebLinkAbout1201 Mellonville Ave Steel frame calcs StadiumEXPRESS BUILDING SYSTEMS
P.O. BOX 1156
OCOEE, FL 34761-1156
SANFORD, FL
JOB #: V97-09-3885
BUILDING SIZE: SS 40 X 60 X 12LS
JOBSITE: SANFORD, FL
DEAR SIRS:
This is to certify that the above referenced building is designed
in accordance with the Ninth Edition of the American Institute of
Steel Construction (AISC) "Manual of Steel Construction" and the
1986 Edition of American Iron and Steel Institute (AISI) "Cold
Formed Steel Design Manual" for the following loads.
Governing Code for application of design loads 1994 Edition
SBC.
Dead Load.....................weight of metal building
structure only as supplied by
EXPRESS BUILDINGS SYSTEMS.
Live Load based on tributary area:
0-200 sq. ft.............12 psf
201-600 sq. ft.............16 psf
over 600 sq. ft.............20 psf
Wind Load.....................100 MPH
Collateral Load...............None
Seismic Zone..................1
This Letter of Certification applies solely to the steel building
and its component parts as furnished by EXPRESS BUILDING SYSTEMS
and specifically excludes any foundation, masonry or general
contract work.
Sincerely,
CHANDER NANGIA; E.
7
I
DEl # - Steel Frame Footing Calculations: Diversified Engineering Inc.
6239 Edgewater Dr.
Column #1 -Standard 20'spaced Rigid Frame Column Footing:__ _Susie D-15____
Orlando FL 32810
Design Load: DL+WL Case: rek (407) 292-1086
DesignLoadl 5.76 k
Fax: (407) 292-2608
Wconcl =0.15 k/ft3
Length 1 : = 4.0 ft
Widthl =4.0 ft =
Depthl :=2.0 ft
S1abThicknessl:=4 in
Nosidesl := 3 NoSides = Number of sides connected to slab
Assume Grade from footing depth to slab is 45 degrees.
ST1 :=
S1abThicknessl
ST1 =0.333 ft
12
W1:=(Widthl -Length l•Depthl+rDepthl-ST1
Len 1)•(NoSidesl J D thl-ST1 J Wconcl
2 (
Sftt ) ( eP ) • ( ) ...
L
Depth l • ST 1 • Length l • NoSides l • Wconc l
WI = 8.5 k
SF1
Wl
SF1 =2.108
DesignLoadl •0.7
Desian Load: DL+LL Case1:
LL1 = 5.76 k
SoilBearingPressurel _
LL1+ WI)
Lengthl • Widthl
SoiMearingPressurel =0.891 KSF < 2.0 KSF - OK
Column #2 - Frame Column Footing at Comer (Loading/4):
Desian Load: DL+WL Case:
Designl,oad2 =
DesignLoadl
4
DesipLoad2 = 1.44 k
Wconc2 : = 0.15 k/ft3
Length2 = 3.0 ft
Width2 = 3.0 ft
Depth2 = 2.0 ft
5
S1abThickness2 = 4 in
NoSides2 2 _ ___ - NoSides =-Number of sides. connected_to_slab___-_-.____
Assume Grade from footing depth to slab is 45 degrees.
S1abThickness2
ST2 = ST2 = 0.333 ft
12
1 1
W2:= Width2-Length2-Depth2 +
Depth2 - ST2
I •(
Length2)-(NoSides2)
J•(
Depth2 - ST2)
J•(
Wconc2) ...
2
Depth2 • ST2• Length2 -NoSides2 • Wconc2
W2 = 4.55 k
SF2:=
w2
DesignLoad2
Design Load: DL+LL Case2:
LL2: =
LL 1
LL2 =1.92
3
SF2 =3.16
k GREATER THAN 1.77 KIPS- OK
SoilBearingPressurel :_ (
LL2+ W2)
I Length2 - Width2
SoilBearingPressurel =0.719 KSF < 2.0 KSF - OK
Column #3 - Center Endwall Column Footing (Loading/2)
Design Load: DL+WL Case:
DesignLoad 1
DesignLoad3 : = k DesignLoad3 = 2.88
2
Wconc3 : = 0.15 k/{{3
Length3 : = 3.0 ft
Width3:=3.0 ft
Depth3:=2.0 ft
S1abThickness3 = 4 in
NoSides3 3 NoSides = Number of sides connected to slab
Assume Grade from footing depth to slab is 45 degrees.
ST3 :=
S1abThickness3
ST3 =0.333 ft
12
W3 Width3-Length3•Depth3 + f Depth3 - ST3 (
Lcngth3) (NoSides3)J (Depth3 - ST3)J (Wconc3) ...
Depth3 - STI Length3 -NOSideO • Wcon03
W3 = 5.475 k
SF3 =
W3
SF3 = 2.716
DesiguLoaB-0.7 -
Design Load: DL+LL ease3:
LL3 . =
LL 1
LL3 = 2.88 k
2
SoilBearingPressurel '_
LL3+ W3)
Length3 - Width3
SoilBearingPressurel = 0.928 KSF < 2.0 KSF - OK
Column #1-Reinforcement Requirements:
p = 0.0018 p = Ratio of Reinforement Area to Gross Area of Concrete
Lengthl =4 ft Length = Length of Footing
Depthl =2 ft Depth = Depth of Footing
A rebar = 0.31 in2 Arebar = Cross -Sectional Area of #S Rebar
Areg1 p-(Lengthl-12)-(Depthl-12)-Lengthl-0.029
A regl =1.958 in2
A regl
NO bard
rebar
A t No bard = 6.315
J
Use (6) #5 bars AT bottom at 10" On Center Each Way - OK
Column #2-Reinforcement Requirements:
p 0.0018 p = Ratio of Reinforement Area to Gross Area of Concrete
Length2 =3 ft Length = Length of Footing
Depth2 =2 ft Depth = Depth of Footing
Arebar =0.31 in2 Arebar = Cross -Sectional Area of Rebar
A reg2 = p- (Length2.12) • (Depth2.12) - (Length2. 0.029)
A reg2 =1.468 in2
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