797 NE 94 St (5)t •
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•
PPE
r- co E T
No 60
AL
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t,!".
14
CER77!CATiON: I :Here by,Cery t hat
tr:e Survey of the property described
herecri is true and correc to the
test cf rry knotdedctet end bdief, ac
resr_:.r.ty surveyed Lnder my direct:en
end are no ert/t
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SKETCH OF SURVEY
E.
4
Date — := =
• • . — . • . —
11/
— .
Ot tji ," I
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Accord:rt.g To ttno P.: -'•
he Pubic Ro,:o:ct ,pf F.°.
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LOCATiO
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N.. /
"--Y •
/ •."'
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. • •
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•
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•
Wind Code:
Wind speed (mph)
Importance Factor
Mean Roof Height
Exposure_category :_ "C"
K := 1
qz := 0.00256. Kz Kzt Kd.V2.1. Ib qz = 17.6 Ib —
ft ft
Length := 14.25.ft
Area := Length .Width
UPLIFT IN ZONES 2
GCp = -1.46
Fdesign := gz + GCpi)
LOAD ON FRONT TRUSS
DESIGN WIND LOADING FOR CANVAS AWNING
(HEIGHT < 60 ft, Roof Slope < 10 deg)
ASCE 7 -98
V := 90
1= 1.0
Z := 15•ft
Kd := 1 K = 0.85
Width := 6.ft
Area = 85.5 ft
GCpi :_ -0.18
Ib
Fdesign = -28.8—
ft
Width Ib
w := 2 'Fdesign w -86 ft
1
Flor Crisologo 102
797 NE 94 St
Miami, FL 33138
W.A.SUTHERLAND, P.E.
FL PE #44353
RESEARCH & DESIGN ENGINEERS
12916 SW 133 CT, SUITE B
MIAMI, FL 33186
786 - 293 -1500
SECTION PROPERTIES
Nominal Diameter: ND = 1 in
OD =1.32 in t= 0.13in
ID = 1.05in
OD
= 9.89
Z := OD (OD - 2•t) 3
Z = 0.19 in
6 6
M := F M = 6.7kip•in
M := F M 4.8kip•in
CHECK MOMENT CAPACITY
M r ,:=
CHECK MEMBER(S) #1
(SEE ANALYSIS PRINTOUT)
M if XS�
0.0207 E
+1 •F if Xp < <k
OD F
t �
0.3
300•E S if X >k <0.448'
Y
Moment_capacity := 4 b • M
Applied_Moment = 109Ib•ft
2
Fy := 36.ksi
I = 0.0873 in 4.0000 r = 0.421 in
S = 0.13 in Cross Sectional_ Area = 0.49 in Weight = 1.68 —
ft
2070 � ` = 57.5 8970
P F p r F
Y y
ksi ksi
E
0.448-- = 360.9
Y
Moment_capacity = 0.5 kip .ft
E := 29000 .ksi
b := 0.9
M = 0.56kip•ft
M := Applied_Moment.1.6 M = 0.17 kip .ft
if(M > Moment_capacity, "N.G" , "Moment capacity is O.K. ") _ "Moment capacity is O.K."
k r = 249.17
DESIGN FOR COMPRESSION
L = 3.50 ft
K•L F Y
Xc r•n E
Q:=
Fcr :_
P := F
4)c'Pn
I :_
P
0.0379.E 2
t + 3 if X >
F •(—
Y OD)
.F Y if X / > 1.5
X 2
c
P := Axial_compressive_force•1.6
= 0.69
Pu 8 " Mu \ Pu
+ if >_0.2
4)c'Pn 9 4 b• M ni (Oc•Pn
P M P
+ if < 0.2
2. (0c - Pn 4)b 4c•Pn
1.0, "Member is O.K." , "N.G. ") = "Member is O.K."
3
:= 0.85
kr
1.0 if X <_X Q =1
0.114•E
F
Q '),r 2
Q' 0.� —
0.877
DESIGN FOR COMBINED FLEXURE AND AXIAL FORCE
Axial_compressive_force = 3862 lb Oc := 0.85
A := Cross Sectional Area
A g = 0 i n2
P = 6.18 kip
P = 10.52 kip
1 =1.00
= 0.31
= 9.89
Xr = 91.83
SECTION PROPERTIES
Nominal Diameter:
OD = 1.32 in
ID = 1.05in
OD
M n :_
= 9.89
OD (OD - 2•t) 3
Z:= Z =0.19 in
6 6
M := F M = 6.7kip•in
M F • M 4.8 kip •in
CHECK MOMENT CAPACITY
Moment_capacity := b • M
Applied_Moment = 171b•ft
CHECK MEMBER(S) #2
(SEE ANALYSIS PRINTOUT)
ND =1in
t = 0.13in
M if X <_ X
r 0.0207 E
+ 1 •F if Xp 5 _< ?L
OD F
t �
0.330.E E
OD
•S if a. >k <_0.448•
Y
S = 0.13 in Cross_ Sectional_ Area = 0.49 in Weight = 1.68 L
ft
p 2070 8970
k = 57.5 �
F F
ksi ksi
Moment_capacity = 0.5 kip•ft
M := Applied_Moment• 1.6 M = 0.03 kip•ft
if(M > Moment_capacity, "N.G" , "Moment capacity is O.K. ") = "Moment capacity is O.K."
4
F = 36•ksi
E := 29000 •ksi
I = 0.0873 in4.0000 r = 0.421 in
0.448• F E = 360.9
Y
b := 0.9
M = 0.56kip•ft
fir= 249.17
DESIGN FOR COMPRESSION
L = 6.00 ft
K•L F y
kc rn E
Q :_
Fcr •_
1.0 if X < kr Q = 1
0.877
DESIGN FOR COMBINED FLEXURE AND AXIAL FORCE
Axial_compressive_force = 13101b � := 0.85
A := Cross Sectional Area A = 0.49in 2
P := Axial_compressive_force•1.6 P = 2.1 kip
P := F
P
(i)c
:_
0.0379.E 2
t 3 if X > k
F Y
ODi
F
c if 2. / > 1.5
x 2
= 0.58
K := 1.0
)L = 1.92
Pu 8 " Mu Pu
+ —• if >
4c•Pn 9 jb•Mn 4c•Pn
P M P
+ if < 0.2
2 '4 ) c•Pn 4b'Mn 4c•Pn
if (I < 1.0 , "Member is O.K." , "N.G. ") = "Member is O.K."
5
(0 := 0.85 ). = 9.89
0.114.E
F Y
Q•Xc
Q ) •Fy if X <_ 1.5 F 8.6ksi
P = 4.23 kip
8 ( Mu
9 00b'Mn
I = 0.63
- 0.05
kr = 91.83
SECTION PROPERTIES
Nominal Diameter:
OD = 1.32 in
ID = 1.05 in
X := OD = 9.89 k :- 2070 k = 57.5 xr :_ 8970
Y Y
ksi ksi
M := F
M := F
CHECK MOMENT CAPACITY
Mn :=
OD (OD - 2•t)
6 6
M if X 5_ kp
0.0207 E
+1
OD F
t
Moment_capacity :_ b • Mn
Applied_Mornent = 171b•ft
CHECK MEMBER(S) #5
(SEE ANALYSIS PRINTOUT)
ND = 1 in F := 36•ksi E := 29000.ksi
t = 0.13 in 1 = 0.0873 i n4.0000 r = 0.421 in
S = 0.13 in Cross Sectional_ Area = 0.49 in Weight = 1.68 lb —
Z = 0.19in
M = 6.7kip•in
M = 4.8kip•in
0.330.E E
OD .S if �. >k <_0.448.
Y
0.448.— = 360.9
Y
4)b := 0.9
•F if Xp < - X <_ kr M = 0.56kip•ft
Moment_capacity = 0.5 kip -ft
M := Applied_Moment•1.6 M = 0.03 kip •ft
if(M > Moment capacity, "N.G" , "Moment capacity is O.K. ") = "Moment capacity is O.K."
6
kr = 249.17
DESIGN FOR COMPRESSION
L = 6.41 ft
K•L F y
A.c r•n E
Q :=
Fcr :_
1.0 if ?<k
0.0379 . E 2
+—
Fy 3
OD
P := F
I :_
P
Oc'Pn
if a. >X
K:= 1.0
= 2.05
2
Q0.658 Q ?_ c ) if kJ() 5 1.5
0.877
-F if X > 1.5
x 2
c
= 0.60
P 8 / M
Oc•Pn 9 (I )b'Mn
Pu Mu if
2 4c•Pn 4b•Mn
P
if >_ 0.2
Oc•Pn
P
< 0.2
( l ) c'Pn
if(' s 1.0 , "Member is O.K." , "N.G." ) _ "Member is O.K."
7
:= 0.85
k r =
Q =1
I = 0.65
0.114E
F Y
F = 7.5 ksi
DESIGN FOR COMBINED FLEXURE AND AXIAL FORCE
Axial_compressive_force = 1179 lb := 0.85
A := Cross_ Sectional_ Area A = 0.49 in
P := Axial_compressive_force• 1.6 P = 1.89 kip
P = 3.71 kip
8 M
9 (1)b'Mn/
- 0.05
A. = 9.89
Xr = 91.83
NUMBER OF ANCHOR BOLTS REQUIRED:
(Based on 1/2" Dia x 4 -1/2" embedment into concrete, USING SIMPSON WEDGE ANCHORS)
TENSION
Uninfluenced Allowable Tension := 1740 •Ib
fsS1 1.0 Load adjustment factor for Bolt Spacing
fcC1 1.0 Load adjustment factor for Edge Distance
f := 1.0 Load adjustment factor for Edge Distance
Calculate Allowable Tension load per bolt:
SHEAR
Tension_allowable := Uninfluenced _ Allowable_Tension . fsS1 • fcC1 = 2314 lb
Applied_tension := 1310•Ib
Applied_tension
Amount_requiredt
Tension allowable
Uninfluenced allowable shear:= 1675•Ib
Applied_shear := 744 • Ib
FsS1 := 1.0
Cact 12•in
F := 1.0
F := 1.0
CHECK ANCHOR BOLTS
Load adjustment factor for spacing
edge distance
Load adjustment factor for edge distance
Load adjustment factor for edge distance
No of bolts := 1
ceil(Amount_requiredten) = 1
Shear_allowable := Uninfluenced_ allowable_shear•FsS1 •Fc1 •F Shear_allowable = 2228 lb
Applied_shear
Amount_required
Shear_allowable
CHECK ANCHORS FOR COMBINED TENSION AND SHEAR
Applied_ tension Applied_shear
1:-
Tension_allowable•No_of bolts Shear_allowable•No_of bolts
if(1 <_ 1.0, "O.K." "N.G. ") = "O.K."
8
ceil(Amount_requiredshear) = 1
1 = 0.90
NUMBER OF ANCHOR BOLTS REQUIRED:
(Based on 3/8" Dia x 1 -1/2" embedment into concrete, USING SIMPSON SLEEVE ANCHORS)
TENSION
Uninfluenced Allowable Tension := 400•Ib
fsS1 1.0 Load adjustment factor for Bolt Spacing
fcC1 1 .0 Load adjustment factor for Edge Distance
fcC2
SHEAR
1.0 Load adjustment factor for Edge Distance
Calculate Allowable Tension load per bolt:
Tension_allowable := Uninfluenced _ Allowable_ Tension Jest C1 Tension_ allowable = 532 Ib
Applied_tension := 21 .Ib
Amount re uired Applied_tension
q ten Tension allowable
Uninfluenced allowable shear:= 770•Ib
Applied_shear := 334.1b
FsS1 := 1.0
Cact 12•in
F := 1.0
F := 1.0
Amount_required
CHECK ANCHOR BOLTS
Load adjustment factor for spacing
edge distance
Load adjustment factor for edge distance
Load adjustment factor for edge distance
Shear_allowable := Uninfluenced_ allowable_shear•FsS1 .Fc1 •Fc2 Shear_allowable = 1024 Ib
Applied_shear
Shear_allowable
CHECK ANCHORS FOR COMBINED TENSION AND SHEAR
Applied_tension Applied_shear
1:= +
Tension_allowable.No_of bolts Shear allowable-No_of bolts
if(I 1.0, "O.K. ", "N.G. ") = "O.K."
9
No_of_bolts := 1
ceil(Amount_requiredten) = 1
ceil(Amount_requiredshear) = 1
I = 0.37
CHECK WELD AT PIPE TO PLATE CONNECTION AT WALL
Weld size := ? •in Applied_tension := 1310•Ib ND := 1 •in
16
:= 0.75 F := 60 • ksi
Length_of_weld = 2 in
Weld_capacity := 0.707•Weld_size. •(0.6.F
Capacity_of basemetal:= 0.54•(F
Capacity_of basemetal = 2154.6 I
in
Alowable load = 4309 Ib
30.
FY :=
kip
in
Metal_capacity: = Capacity_of basemetal•Length_of_weld Metal_capacity = 4309.2 Ib
Weld_Allowable_load := Weld_capacity•Length_of_weld Weld_Allowable_load = 4772 Ib
Alowable_load := Metal_capacity if Metal_capacity _< Weld_Allowable_load
Weld_Allowable_load otherwise
if ( Applied_tension > Alowable load , "NG" ," OK ") = " OK"
10
Weld_capacity = 2.4 k i p
in
t = 0.133in
Project t: roperties
Project name : Flor Crisologo 102
Address:
City:
797 NE 94 St
Miami, FL 33138
Section F roper1Qes
P 0.75
HY =1.05, HZ =1.05 [in]
AX =0.141 [in2]
IX= 0.074, IY= 0.037, IZ =0.037 [in4]
Material =STEEL A36
P1
HY =1.31, HZ =1.31 [in]
AX =0.266 [in2]
IX= 0.174, IY= 0.087, IZ =0.087 [in4]
Material =STEEL A36
Project: Flor Crisologo 102.rtd
Page : 1 Date : 27/01/05
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Project: Flor Crisologo 102.rtd Page : 3
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Project: Flor Crisologo 102.rtd Page : 4
Date : 27/01/05
Bar
FX (Ib)
MY (Ibft)
Length (ft)
Material
Section
1 / MAX
3832
109
14.25
STEEL A36
P 1
1 / MIN
1608
-90
14.25
6.00
STEEL A36
STEEL A36
P 1
P 1
2 / MAX
-1103
1
2 /MIN
-1310
-17
6.00
STEEL A36
P 1
5 /MAX
1179
-0
6.41
STEEL A36
P 1
5 /MIN
159
-17
6.41
STEEL A36
P 1
Node /Case
FX (Ib)
•
FY (Ib)
FZ (Ib)
3/ 1
-1310
-13
1
5/ 1
1299
7
-741
9/ 1
0
-1
-315
10/ 1
1299
-7
-744
13/ 1
1
1
-319
16/ 1
21
-0
-334
17/ 1
-1310
13
1
E
in the coordinate system: global - Case: 1 (UPLIFT
FO CES ARS: MAX /MON
- Case: 1 (UPLIFT
Project: Flor Crisologo 102.rtd
Page : 5 / Date : 27/01/05
Wind Code:
Wind speed (mph)
Importance Factor
Mean Roof Height
Exposure_category := "C"
Kzt:= 1
Length := 16.83.ft
Area := Length .Width
UPLIFT IN ZONES 2
LOAD ON FRONT TRUSS
DESIGN WIND LOADING FOR CANVAS AWNING
(HEIGHT < 60 ft, Roof Slope < 10 deg)
qz := 0.00256 • K • Kzt • Kd • V 2.1. lb gz = 17.6 2
ft
ft
Fdesign gz + GCp1)
ASCE 7 -98
V := 90
1= 1.0
Z:= 15•ft
Kd := 1 K = 0.85
Width := 4•ft
Area = 67.3 ft
GC = —1.53 GC —0.18
Fdesign = —30.1
Width lb
w 2 Fdesign w = - 60 ft —
1
lb
ft
Flor Crisologo 103
797 NE 94 St
Miami, FL 33138
//
W.A.SUTHERLAND, P.E.
FL PE #44353
RESEARCH & DESIGN ENGINEERS
12916 SW 133 CT, SUITE B
MIAMI, FL 33186
786 - 293 -1500
SECTION PROPERTIES
Nominal Diameter: ND = 1 in
OD= 1.32 in
ID = 1.05 in
OD (OD - 2•t)
Z :=
M := F
M F
6 6
CHECK MOMENT CAPACITY
M :_
CHECK MEMBER(S) #5
(SEE ANALYSIS PRINTOUT)
t = 0.13 in
Z = 0.19in
M = 6.7kip•in
M = 4.8 kip •in
M p if k <_ k p
0.0207 E
• + 1 -F •S if X. < < �r
OD F
t �
0.330-E E
OD
•S if �. >krs0.448 F Y
Moment_capacity := b • M
Applied_Moment = 921b-ft
2
Fy := 36•ksi
I = 0.0873 in 4
r = 0.421 in
S = 0.13 in CrossSectional = 0.49 in Weight = 1.68 ft
:= OD J. = 9.89 kp 2070 ;gyp = 57 fir := 8970
Y FY
ksi ksi
E
0.448.— = 360.9
F
Moment_capacity = 0.5 kip .ft
E := 29000 .ksi
b := 0.9
M = 0.56kip•ft
if(M > Moment_capacity, "N.G" , "Moment capacity is O.K. ") = "Moment capacity is O.K."
kr = 249.17
M := Applied_Moment- 1.6 M = 0.15 kip •ft
DESIGN FOR COMPRESSION
L = 4.20 ft
K•L F Y
kc r•n E
Q :_
Fcr :=
DESIGN FOR COMBINED FLEXURE AND AXIAL FORCE
Axial_compressive_force = 30191b 4c := 0.85
A := Cross_Sectional_Area A = 0.491 . n 2
P := Axial_compressive_force. 1.6 P = 4.83 kip
P := F
(I)c•Pn
I :_
P
K := 1.0 Cc := 0.85 k = 9.89
0.114.E
? =1.34 fi k =91.83
F Y
1.0 if X. <kr Q =1
0.0379.E 2
+— if X. >k
3
F ( C)D
Q A-c2
Q 0.658 • Fy if X _< 1.5 F = 16.9 ksi
0.877
Fy if X > 1.5
k 2
c
= 0.68
Pu 8 " Mu
+ —•
4c 9 4b•Mn,
P M
+ i
2 •(1)c•Pn (1)b•Mn
P u
if >_0.2
(1)c•Pn
P
< 0.2
(1)c•Pn
if(I 5 1.0 ,"Member is O.K." , "N.G. ") = "Member is O.K."
3
P = 8.35 kip
8 M
9 01
I = 0.94
- 0.26
SECTION PROPERTIES
Nominal Diameter:
OD= 1.32 in
ID = 1.05in
(OD - 2 3
Z:= OD 3 t) Z= 0.19in
OD 2070 8970
:_ =9.89 X, F a .p =57.5 kr:= F
Y Y
6 6
ND = 1 in
t = 0.13in
M := F M = 6.7 kip •in
M F M 4.8 kip •in
CHECK MOMENT CAPACITY
M :=
Mp if A, <_kp
0.0207 E
+ 1 •F •S if A, <— �, <— Xr
OD F
t �
0.330.E E
OD
•S if X >kr <_0.448 F Y
Moment_capacity := (hb•M
Applied_Moment = 158 Ib•ft
CHECK MEMBER(S) #2
(SEE ANALYSIS PRINTOUT)
F y : 36•ksi
I = 0.0873 in4.0000 r = 0.421 in
S = 0.13 in Cross_Sectional = 0.49 in Weight = 1.68 ft
ksi ksi
0.448.— = 360.9
Y
Moment_capacity = 0.5 kip .ft
E := 29000 .ksi
(1)13 := 0.9
M = 0.56 kip .ft
M := Applied_Moment•1.6 M = 0.25 kip .ft
if(M > Moment_capacity, "N.G" , "Moment capacity is O.K. ") = "Moment capacity is O.K."
4
kr = 249.17
DESIGN FOR COMPRESSION
L = 4.00 ft
K•L F y •
kc r•n E
Q :=
Fcr :=
:_
P
1.0 if X. Q =1
0.0379•E 2
+ if X. >k
t 3
O
F •(—
D
P := F
= 0.18
Oc•Pn
K:= 1.0
X = 1.28
2
Q 0.658Q kc •F y if k <_ 1.5
0.877
F if k > 1.5
k 2
c
DESIGN FOR COMBINED FLEXURE AND AXIAL FORCE
Axial_compressive_force = 857 lb (1) := 0.85
A := Cross_ Sectional_ Area A = 0.49 in
P := Axial_compressive_force• 1.6 P = 1.37 kip
Pu 8 ( Mu \ Pu
+ —• if >_0.2
Oc'Pn 9 0b•Mni 'c•Pn
P M P
+ if < 0.2
2 •0c'Pn Ob'Mn 4c•Pn
if(I <_ 1.0, "Member is O.K." , "N.G. ") = "Member is O.K."
5
(1)c:= 0.85
1 = 0.59
0.114•E
F
F = 18.1 ksi
P = 8.95 kip
8 ( Mu
9 01)b•Mni
- 0.45
= 9.89
k = 91.83
SECTION PROPERTIES
Nominal Diameter: ND = 1 in
OD= 1.32 in
ID= 1.05 in
OD
: =—
t
Z
OD (OD - 2•t)
M := F
M := F
X = 9.89
6 6
CHECK MOMENT CAPACITY
M :=
Moment_capacity := b M
Applied_Moment = 154 Ib•ft
CHECK MEMBER(S) #4
(SEE ANALYSIS PRINTOUT)
t = 0.13in
S = 0.13 in Cross Sectional_ Area = 0.49 in Weight = 1.68 ft
2070 8970
:_ X = 57.5 �•r :-
p F p F
ksi ksi
Z = 0.19 in
M = 6.7kip•in
M = 4.8 kip •in
M . if
0.0207 E
+1 •F if kp 5�,_ <X
OD F
t �
0.330.E E
OD .S if k >k
Y
6
F 36•ksi
E := 29000•ksi
I = 0.0873 in4.0000 r = 0.421 in
0.448.— = 360.9
Y
Moment_capacity = 0.5 kip •ft
4b := 0.9
M = 0.56kip•ft
kr = 249.17
M := Applied_Moment•1.6 M = 0.25 kip .ft
if(M > Moment_capacity, "N.G" , "Moment capacity is O.K. ") = "Moment capacity is O.K."
DESIGN FOR COMPRESSION
L = 4.22 ft
K•L Fy
A-c r•n E
Q :=
Fcr :=
P := F
(1)c•Pn
:_
P
1.0 if k k
0.0379.E 2
+—
t 3
F y OD
0.877
= 0.21
if X > X r
K:= 1.0
Xc= 1.35
F if �. > 1.5
2
Pu 8 i Mu \ Pu
+ —• if >_0.2
4c•Pn 9 4 b• M ni 4c•Pn
P M P
+ if < 0.2
2 •4c•Pn 4b•Mn (1) c•Pn
1.0, "Member is O.K." , "N.G. ") = "Member is O.K."
7
(1:/ 0.85
Q =1
0.114.E
F Y
( 2
Q 0.658 ) • F if k <_ 1.5 F = 16.8 ksi
DESIGN FOR COMBINED FLEXURE AND AXIAL FORCE
Axial_compressive_force = 908 lb (I)c := 0.85
A := Cross_Sectional_Area A = 0.491 . n 2
P := Axial_compressive_force. 1.6 P = 1.45 kip
P = 8.29 kip
8 " Mu
•
9 01)b•Mn
I = 0.64
- 0.43
= 9.89
kr = 91.83
NUMBER OF ANCHOR BOLTS REQUIRED:
(Based on 318" Dia x 3 -3/8" embedment into concrete, USING SIMPSON WEDGE ANCHORS)
TENSION
Uninfluenced Allowable Tension := 1740.Ib
fsS1 1.0 Load adjustment factor for Bolt Spacing
fcC1 1.0 Load adjustment factor for Edge Distance
fcC2 := 1.0
SHEAR
Load adjustment factor for Edge Distance
Calculate Allowable Tension load per bolt:
Tension_allowable := Uninfluenced Allowable_ Tension •fsS1 •fcC1 Tension_allowable = 2314 Ib
Applied_tension := 857.1b
Applied_tension
Amount_requiredt
Tension_allowable
Uninfluenced allowable shear := 1675.1b
Applied_shear := 410.1b
FsS1 := 1.0
Cact 12 in
F := 1.0
F := 1.0
CHECK ANCHOR BOLTS
Load adjustment factor for spacing
edge distance
Load adjustment factor for edge distance
Load adjustment factor for edge distance
Shear_allowable := Uninfluenced _allowable_shear•F •Fc1 •Fc2 Shear_allowable = 2228 Ib
Applied_shear
Amount_required
Shear_allowable
CHECK ANCHORS FOR COMBINED TENSION AND SHEAR
' Applied_tension Applied_shear
1 :_ +
Tension allowable No of bolts Shear allowable . No of bolts
if(I _< 1.0, "O.K." , "N.G. ") = "O.K."
8
No of bolts := 1
ceil(Amount_requiredt = 1
ceil(Amount_required = 1
1 = 0.55
NUMBER OF ANCHOR BOLTS REQUIRED:
(Based on 3/8" Dia x 1 -1/2" embedment into concrete, USING SIMPSON SLEEVE ANCHORS)
TENSION
Uninfluenced_Allowable_Tension := 400•Ib
SHEAR
fcci := 1.0
fcC2 := 1.0
Applied_tension
Amount_requiredt
Tension_allowable
Uninfluenced allowable shear := 770.1b
CHECK ANCHOR BOLTS
fsS1 := 1 .0 Load adjustment factor for Bolt Spacing
Load adjustment factor for Edge Distance
Load adjustment factor for Edge Distance
Calculate Allowable Tension load per bolt:
Tension_allowable := Uninfluenced_Allowable_Tension •fsS1 - fcC1 - fcC2 . 1.33 Tension_allowable = 532 Ib
Applied_tension := 13•Ib
Applied_shear := 190.1b
FsS1 := 1.0 Load adjustment factor for spacing
Cact:= 12•in edge distance
F := 1.0 Load adjustment factor for edge distance
F := 1.0 Load adjustment factor for edge distance
Shear_allowable := Uninfluenced _allowable_shear•F . Fc1 . Fc2 .1 . 33 Shear_allowable = 1024 Ib
Applied_shear
Amount_required
Shear_allowable
CHECK ANCHORS FOR COMBINED TENSION AND SHEAR
Applied_tension Applied_shear
1:-
+
Tension allowable•No of bolts Shear •No of bolts
if(I 5. 1.0, "O. K." , "N.G. ") = "O.K."
9
No of bolts := 1
ceil(Amount_requiredt = 1
ceil(Amount_required = 1
I = 0.21
CHECK WELD AT PIPE TO PLATE CONNECTION AT WALL
Weld size := —2 2 • in
16
:= 0.75 F 60•ksi
Length_of_weld = 2 in
Weld_capacity := 0. 707 • Weld_size. . (0.6 • F
Capacity_of basemetal:= 0.54. (Fy)•t
Capacity_of_basemetal = 2154.6—
in
Alowable Toad = 4309 Ib
Applied_tension := 857•Ib ND := 1 •in
F Y := 30• kip
rn
Metal_capacity: = Capacity _of_basemetal•Length_of_weld Metal_capacity = 4309.2 Ib
Weld_Allowable_load := Weld_capacity•Length_of_weld Weld_Allowable_load = 4772 Ib
Alowable_load := Metal_capacity if Metal_capacity <_ Weld_Allowable_load
Weld_Allowable_load otherwise
if(Applied_tension > Alowable_load , "NG" , " OK') =" OK"
10
Weld_capacity = 2.4—
in
t = 0.133in
Project Properties
Project name : Flor Crisologo 103
Address:
City:
797 NE 94 St
Miami, FL 33138
Secti roper ties
P 0.75
HY =1.05, HZ =1.05 [in]
AX =0.141 [in2]
IX= 0.074, IY= 0.037, IZ =0.037 [in4]
Material =STEEL A36
P 1
HY =1.31, HZ =1.31 [in]
AX =0.266 [in2]
IX= 0.174, IY= 0.087, IZ =0.087 [in4]
Material =STEEL A36
Project: Flor Crisologo 103.rtd Page : 1
Date :27/07/05
Date : 27/01/05
AR AND N ! DE U BERS
Project: Flor Crisologo 103.rtd
Page : 2
Date : 27/01/05
LOAD!
9 4.
Project: Flor Crisologo 103.rtd
Page : 3 Date : 27/01/05
Node /Case
FX (Ib)
FY (Ib)
FZ (Ib)
1/ 1
-857
-16
-68
2/ 1
841
4
-410
7/ 1
0.0
0
-126
8/ 1
841
-4
-410
9/ 1
-857
16
-68
22/ 1
0.0
0.0
-126
26/ 1
0.0
0
-126
28/ 1
13
-4
-185
29/ 1
6
0
-190
30/ 1
13
4
-185
35/ 1
0.0
0.0
-126
Bar
FX (Ib)
MY (Ibft)
Length (ft)
Material
Section
2 / MAX
-857
114
4.00
STEEL A36
P 1
2 / MIN
-857
-158
4.00
STEEL A36
P 1
4 / MAX
908
110
4.22
STEEL A36
P 1
4 / MIN
908
-154
4.22
STEEL A36
P 1
5 /MAX
3019
92
16.83
STEEL A36
P 1
5 / MIN
1285
-74
16.83
STEEL A36
P 1
REACTIONS
in the coordinate system: global - Case: 1 (UPLIFT)
FORCES ON
- Case: 1 (UPLIFT)
ARS: MAX/
Project: Flor Crisologo 103.rtd
J)
Page : 4 Date : 27/01/05
Its) IED
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Wayne A. Sutherland
Research & Design Engineers, Inc.
12916 S.W. 133 Ct, Suite B
Miami, FL. 33186
786 - 293 -1500
Civil Structural
P.E. # 44353
PLATE DETAIL
PL. 4 "X3 "X2"to
CONC WALL
WITH (1) X 4Y2"
SIMPSON WEDGE ANCHORS
(MIN. 3X" EMBEDMENT)
ASA schedule 40, galvanized.
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786 -293 -1500
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STL. PL.1 1-2 X 2"
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(TYP OF 3)
SIDE VIEW
Civil Structural
P.E. # 44353
Wayne A. Sutherland
Research & De ign En sneers, Inc.
12916 S.W. 133 Ct, Suite B
Miami, FL. 33186
786- 293 -1500
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HEAD /PLATE DETAIL
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ISOMETRIC 103
NOTE:
ALL BARS TO BE 3 /4"� UNO.
SIDE VIEW
Civil Structural
P.E. # 44353
Wayne A. Suthe� and
Research & Desi n Engi ,eers, Inc.
12916 S.W. 133 Ct, Suite B
Miami, FL. 33186
786 -293 -1500
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Head Pipe
STL. PL.i"X 1-1" X 2"
@30" O.C.
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SIMPSON WEDGE ANCHORS
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ISOMETRIC 104
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12916 S.W. 133 Ct, Suite B
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786 - 293 -1500