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ROOF ALTERATION AT
SUSHI MAKI
-5812 SW 72"� STREET, MIAMI, FLORIDA-
(STRUCTURAL CALCULATIONS)
Francisco Cuello, P.E., Inc.
Consulting Engineers
147 ALHAMBRA CIRCLE
SUITE 220
CORAL GABLES, FL 33134
305.567.0125
PWN
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FRANCISCO CUELLO JR.,P.E.,INC.
Consulting Engineer
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FRANCISCO CUELLO JR.,P.E.,INC.
Consulting Engineer
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.... ... . . ..... ...
SUSHI MAKI Tide: ' ... • • slob • •
Dsgnr: • i : i Date: _'i3,�,tJ i °i 'a ec. --z i
••• ••• • • • •••• • • •
Description
joist reinf. at roof
t}Gitr%iisi i IiriUGrl ,?a��i%
•
• �$i61 0�� t,m�rn
••
Page 1
n,1V •.AW�IGI;y
F
Center DL 33 -30 #/R LL 40.00 81R
Left Cantilever DL #At LL #M
Right Cantilever DL Ot LL #/ft
Live Load 350.0Ibs Ibs Its gs lbs Ibs Ibs
...distance 11.670 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft
.... ..... ... ....
Code Ref: 19972001 NDS, 20002003 IBC, 2003 NEPA WO. Base atiawabies are e tieji
Span= 15.67ft, Beam Width = 3.OWm x Depth = 925in, Ends are Pin -Pin
Section Name
2 -2x10
Center Span 15.67ft .....Lu 4.00 ft
Beam Width
3.000 in
Left Cantilever ft ...Lu 0.00 ft
Beare Depth
9250 in
Right Cantilever ft .....Lu 0.00 ft
Member Type
Manuf /So.Pine
Southern Pine, No.2 2 -4 Thick, 10 Wid
Allowable
Fb Base Allow 1,050.0 psi
Load Dur. Factor
1.000
Fv Allow 175.0 psi
Beam End FD*
Pin -Pin
Fc Allow 565.0 psi
at 10.091 ft Shear.
a Left
E 1,600.0 ksi
F
Center DL 33 -30 #/R LL 40.00 81R
Left Cantilever DL #At LL #M
Right Cantilever DL Ot LL #/ft
Live Load 350.0Ibs Ibs Its gs lbs Ibs Ibs
...distance 11.670 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft
Span= 15.67ft, Beam Width = 3.OWm x Depth = 925in, Ends are Pin -Pin
Max Stress Ratio
0.999 : 1
Maximum Moment
3.7 k-ft Ma)dmum Shear *
1.5
1.5 k
Allowable
3.7 k-ft Allowable
4.9 k
Max. Positive Moment
3.72 k-ft
at 10.091 ft Shear.
a Left
0.74k
Max. Negative Moment
0.00 k-ft
at 15.670 ft
@ Right
1.05 k
Max @ Left Support
0.00 k-ft
Camber:
a Left
0.000or
Max @ Right Support
0.00 k$
® Center
0.349in
Max M allow
3.72
Reactions...
@ Right
0.000 in
fb 1,042.61 psi
fv
53.91 psi Left DL 0.34 k
Max
0.74k
Fb 1,043.63 psi
Fv
175.00 psi Right DL 0.48 k
Max
1.05 k
Center Span...
Dead Load
Total Load Left Cantilever..
Dead Load
Total Load
Deflection
-0.233 in
-0.512 in Deflection
0.000 in
0.000 in
...Location
8.211 ft
8.211 ft ...Langth/Defl
0.0
0.0
Length/Defl
808.5
367.49 RWd Cantilever..
Camber ( using 1.5 DJ-
Deft ) -
Deffection
0.000 in
MODO in
Center
0.349 in
...1..W!WDefl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
4,
SUSHIMAKI
Ttle.
•••• •••
• .
:• • � 00000 ••••
Job
Dsgnr.
... • • • • •
Dap: T ji; • �_ i t" •�• •
�
Description
see;
0
r: . • • • •
1d i t era i t i e Or S.a S� i ?'t
0 000 see 000
• . • • • P e 2
• • •
6.n13L x'il].7'iXiu'C G+yp�esticc} "�tD�er
• • • • •
_
• •
•i ntatil i.mprn �:v �u.itai�nu
joist reinf. at roof
.... •••••
••• .•.-
•
—
�.- -• -
Bending Ar , s,
Ck 31.658 Le
8.237 ft
Sxx 42.781 era
Area 27.750 in2
Cf 1.000 Rb
10.081
Cl 0.994
Max Moment
Sxx Read
Allowable tb
• Center
3.72 k-ft
42.74 in3
1,043.63 psi
• Left Support
0.00 k-ft
0.00 irr3
1,050.00 psi
Right Support
0.00 k-ft
0.00 in3
1,050.00 psi
Sheer Ana"is
@ Left Support
@ Right Support
Design Shear
1.02 k
1.50 k
Area ReWhW
5.855 tn2
8.548 m2
Fv- Allowable
175.00 psi
175.00 psi
Bearing @ Supports
Max. Left Reaction
0.74 k
Bearing Length Req'd
0.436 in
Max. Right Reaction
1.05 k
Bearing Length Req'd
0.621 in
Llwi Vahms
—
M. V, & D @ Specified Locations
Moment
Shear
Deflection
• Center Span Location =
0.00 ft
0.00 k$
0.74 k
0.0000 in
• Right Cant Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
@ Left Cant Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
g I. Gods
�_ c •
Oversbvssed in Bendktg I
SUSHI NIM
fA1 DL @ Left
Title
•.•.•
see*
0*900
'• 0: tlobft •••.
Start Lac
0.000 It
Dsgnr
goo
- �.
• �.,V�..�= . • •
470.00 ftJR
End Loc
Description
? 0 .. •
• • . • . • • 0000 . •
LL @ Left
#IYft
Scope
12.000 It
• . . •.• . ••
265.00 #111
LL @ Right
#111
, -L911 �AkLaLWEZ" lye,
-�; AtZ
v c
' . •
• • • • •
Max. Ne9atiYe Moment
_
at 0.000 It
@ Right
i�• t t;. ,rav �n• i �n• i a.-.• i:a�,vairra
_ - - r
"
irder bm.
0.00 k-ft
Camber
f@ Left
0.000in
Max @ Right Support
•.••
0000. ••• 0000
@ Center
Gennal hdaffmafm
Code Ref 19972001 NDS, 20002003 IBC, 2803 N. W. Base alowabfps ark userderined
Section Name
3-Wo
Center Span
14.00 ft
.....Lu 1.33 ft
Beam width
4.500 in
Left Cantilever
It
.....Lu 0.00 It
Beam Depth
9.250 in
Right Cantilever
ft
.....Lu 0.00 ft
Member Type
Sawn
-
Fb Base Allow
1,050.0 psi
Total Load Left Candkriw ..
Load Dur. Factor
1.000
Fv Allow
90.0 psi
-1.511 in Deflection
Beam End Fodty
PkWin
Fc Allow
1,500.0 psi
7.000 ft ...LengBdDefl
0.0
0.0
E
1,700.0 ksi
111.20 Right Candiftmer...
g I. Gods
�_ c •
Oversbvssed in Bendktg I
il
fA1 DL @ Left
392.00 ft/R
LL @ Left
470.00 Wft
Start Lac
0.000 It
DL @ Right
392.00 Wlt
LL @ Right
470.00 ftJR
End Loc
12.000 ft
ft2 DL @ Lett
221.00 ft/It
LL @ Left
#IYft
Start Loc
12.000 It
DL (d@ Right
265.00 #111
LL @ Right
#111
End Loc
14.000 ft
Live Load 574.1 Ibs Ibs bs Ibs Ibs IDs Its
...distance 12.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000 ft
11
�_ c •
Oversbvssed in Bendktg I
Span= 14.00ft, Beam Width = 4.500m x Depth = 9.25in. Ends are Pin -Pin
Max Stress Ratio
3.202 : 1
Maximum Moment
21.5 k-ft Maximum Shear `
1.5
8.4 k
Allowable
6.7 k -ft Allowable
3.7 k
Max Positive Moment
21.55 k-ft
at 7.056 ft Shear.
@ Left
6.09k
Max. Ne9atiYe Moment
0.00 k-ft
at 0.000 It
@ Right
5.79 k
Max @ Left Support
0.00 k-ft
Camber
f@ Left
0.000in
Max @ Right Support
0.00 k-ft
@ Center
1.046 in
Max M allow
(173
Reams...
@ Right
0.000 in
fb 4,02928 psi
fv
201.82 psi Left DL 2.79 k
Max
6.09k
Fb 1,258.36 psi
Fv
90.00 psi Right DL 2.88 It
Max
5.79 k
r
I
-
Cenier Span...
Dead Load
Total Load Left Candkriw ..
Dead Load
Total Load
Deflection
-0.698 in
-1.511 in Deflection
0.000 in
0.000 in
...Location
7.056 It
7.000 ft ...LengBdDefl
0.0
0.0
...Length/0efl
240.8
111.20 Right Candiftmer...
Camber ( using 1.5 • D.L_
Dell ) -
Deflection
0.000 or
0.000 in
@ Center
1.046 in
...Length/Defl
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
ti.
Co
SUSHIAAAKI
Tins
•••• ••• •
..
• ••••• •••
.. •
Dsgnr
Description�•••
••• •
• •••• • • •
- - - --- - -- - - -- --- --
t/ c i G i Q f i ' i t iJ C i Beam,
�rr.;�P.,Y- � V(� ���0 .�
1 •
• - • • • • - •
x• 57 r!a( £n�F�Cf daM y put�� ;q
roof girder bm.
.... .....
... ....
•
S
- - --
Bendirig
Ck 32.633 Le
2.739 ft
Sxx 64.172 in3 Area 41.625 m2
Cf 1.200 Rh
3.875
Cl 0.999
Max Moment
Sm Read
Allowable fb
@ Center
21.55 k-ft
205.48 in3
1,258.36 psi
Left Support
0.00 k-ft
0.00 in3
1,260.00 psi
@ Right Support
0.00 kit
0.00 in3
1,260.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
8.20 k
8.40 k
Area Required
91.122 W
93.342in2
Fv. Allowable
90.00 psi
90.00 psi
Bearing @ Supports
Max. Left Reaction
6.09 k
Bearing Length Req'd
0.903 in
Max Right Reaction
5.79 k
Bearing Length Req•d
0.857 in
M. V. & D @ Specified Locations
Moment
Shear
Deflection
Center Span Location =
0.00 ft
0.00k-ft
6.09 k
0.0000 in
Right Cant. Location =
0.00 ft
0.00 k-ft
0.00 k
0.0000 in
Q Left Cant. Location =
0.00 ft
0.00k-ft
0.00 k
0.0000 in
00•
0000 .. . . . .. ..
. . . . . . ..
0000 .:.
0000
0000
...
.
.2....•
0000 ��
.
....
.
•...•
...
. .
.
. . .
. .
..
.
.
. .
0000.
.
. .
.
. .
.
...
0000
.
0000..
. .
00•
0000 .. . . . .. ..
. . . . . . ..
0000 .:.
0000
0000 0000.
•...•
:...•
0000 ��
.,� .
.
.
. . .
00.• 0 00000
.
. ... .
0000 .
rrrrrrrrriirtrrtrirrrrriirrrrrrrtrrrrrr
� X �ff
4ffi�
ti.• t
Lllse� = f" 3.z *-A
mmr=tl _ t�. ; ,n^
FRM LBO
6
00:00 *000
SUSHI MAKI Title: ' ... : •' :Job '
Dsgnr- . Die: i • _ ....
Description :... ... . • • • • • •
P -Okd Loaft- _ -- ._ - -__- -- - - -- �L'tC ShA; r: Tan-, _ ac=
#1
Dead Load 0.575
Live Load 0.480
Short Tenn
Location 12 000
#2 #3
#4 #5
#6 #7
k
k
k
ft
. • . • • • • Flage
.-Z .1'.. E�YF'cCAL : yl` 1 ;EB.f �' .:.T/�ZV�:s
• • atSYi Mm' = „ "Rm
girder beam, sushi maki
OXEMOZ=
Saws: Load � Gov
General h4affwmfion - -
- - -- - -
-- - - -- Code Ref: AISQ 9th I:SD, 1991 UBC. 2003 IBC, 26& NFISA 5000
- - - - - -
Steel Section: TS6X4X3i8
Fy 46.00ksi
Fed, c. �y = Pinner -Pruect 1 = n JOiL �E = t'
Pinned-Pinned Load Duration Factor 100
Center Span
14.00 ft
Bm WL Added to Loads Elastic Modulus 29,000.Oksi
Left Cant
0.00 ft
LL & ST Act Together
Right Cant
0.00 ft
25.047 k-ft
Lu • Unbraced Length
0.00 ft
fb : Bending Stress
27.092 ksi
30.360 ksi
#1
#2
#3 #4 95 #6 #7
DL 0.392
0.265
k/ft
LL 0.470
0.221
k/ft
ST
k/ft
Start Location
12.000
ft
End Location 12.000
14.000
ft
P -Okd Loaft- _ -- ._ - -__- -- - - -- �L'tC ShA; r: Tan-, _ ac=
#1
Dead Load 0.575
Live Load 0.480
Short Tenn
Location 12 000
#2 #3
#4 #5
#6 #7
k
k
k
ft
a. ..
Saws: Load � Gov
Uemr, i'SFi?[.�'3'!S- �o�a S�* = U4 rte} Fx = 4F �Jts
Fed, c. �y = Pinner -Pruect 1 = n JOiL �E = t'
Actual
Allowable
Moment
22.351 k -ft
25.047 k-ft
Max Damon -0.920 in
fb : Bending Stress
27.092 ksi
30.360 ksi
fb / Fb
0.892 :1
eft Length/DL D 384 3: 1
Length/(DL +LL Defl) 182.7 :1
Shear
6.396 k
82.800 k
fv - Shear Stress
1.421 ksi
18.400 ksi
fv ! Fv
0.077 :1
F Bic Suess - -- - - --
- --
- - - -- - - - - -- --
- -- - -- - -- --
«_ These columns are Dead + Live Load placed as noted -»
DL
LL LL+ST
LL LL+ST
Maximum
Only
A Center 0 Center
a Cam 0 Cants
Max M + 22.35 k-ft
10.60
22.35
k -ft
Max M -
k -ft
Max. M @ Left
k -ft
Max. M @ Right
k -ft
Shear @ Left 6.29 k
296
6.29
k
Shear @ Right 6.40 k
3.16
640
k
Center Deft. -0.920 in
-0.437
-0.920 -0.920
0.000 0.000 in
Left Cant DO 0.000 in
0.000
0.000 0.000
0 000 0.000 in
Right Cant DO 0.000 in
0.000
0 -000 0 -000
0.000 0.000 in
...Query DO @ 0.000 ft
0.000
0.000 0.000
0.000 0.000 in
Reaction @ Left 6.29
2.96
6.29 6.29
k
Reaction @ Rt 6.40
3.16
640 6.40
k
Fa calc'd per Eq. E2 -1, K*Ur < Cc
C'
SUSHI MAKI Tide 0 � � � � � Job � :lo � � •
••. • . • • s
Dsgnr • • • Dai: PiLf. r,- Jfr
Description :so* • • • • • • so**
• • •
Scope
•
• •
•••
• ••
�� �err -: - - - - -- -- -- - - ---
- - - - -- - -- -- -
- --- -- --
-- • •
• -•- •- •
- - • •
• • -•
• 5R KIM42SOE74 ae l I Zec-L O
•
•
• • • P�ge 2
�
E3 -: 3 EMERCAU: E^�n Rr% soma m.
•
•
.
!e.) n9K' 23nitiN 4' Y `.aICJdUCii9
girder beam, sushi maki
....
.....
...
....
Depth 6.000 in
Weight
22.35 #/ft
Thickness 0.375 in
box
29.700 in4
Width 4.000 in
IYY
15.600 in4
Sox
9.900 in3
Area 6.58 in2
Syy
7.820 in3
Rt 2.000 in
R -roc
2.130 in
Values for LRFD Design .
R-yy
1.540 in
J 34.600 in4
Zx
12.500 in3
Zy
9.440 in3
SUSHI NIAKI
o
/
.... ... . ...... ...
Title' •••• i i i•••i
Description : • • • • • . . • . . • • • • •
scope :
. • • • . . . • • •
for. s r^ „irc i.s� ,; =t,; • . • . • • • : : :P4ge 1
• • • • • • •
Desnvbm sushi maki
-- - - - - - - - --
- - -- - -- - - --
�set kdomwtm Code Ref AISOP9th AgD, 19cV UBC, 2113 IK, 200* NF* 5000
Steel Section: W8X15
- - - --
- - --
Fy 46 -OOksa
--
-
Pinned-13inned
Load Duration Factor 1.00
Center Span
14.00 ft
Bm VVL Added to Loads
Elastic Moduhis 29,000.0 ksi
Left Cant
000 ft
LL & ST Act Together
LL+ST
Right Cant
0.00 ft
90 Center
Moment
Lu - Unbraced Length
-' -- -
1 33 ft
(Max- Deflection -0.565 in
fb - Bending Stress
iL is
30.360 ksi
fSI:IE y 4U1r T �!T LI : f--s rr a abiNE - :StiS
#1
#2
93 #4
#5 #6 #7
DL 0.392
0.265
Length/(DL +LL Deft) 297.6-1
k/ ft
LL 0.470
0.221
k/ft
ST
18.400 ksi
k1ft
Start Location
12.000
Shear @ Left 6.24 k
ft
End Location 12 000
14 000
ft
Shear @ Right 6.35 k
3.11
6.35
AS 4'!'T4r- L.:Z_
#1
#2
#3 #4
#5 #6 #7
Dead Load 0.575 k
Live Load 0.480 k
Short Term k
Location 12.000 ft
- ---
wPOTM
- - - --
- - --
---- -- - -- - -
--
-
Sa Mc Load, Case Govaerrm Sates
Us,rm3 VwLif r5 s c r Sr,07r = rte• •7a:Fk
Fu =pan Uft
DL
End F, --av = P*rIe&-Rr*ne~'' L= i 2,31t tF = T +Lt7r
LL+ST
LL
LL+ST
Actual
Allowable
90 Center
Moment
22.173 k -ft
29.854 k -ft
(Max- Deflection -0.565 in
fb - Bending Stress
22.549 ksi
30.360 ksi
fb / Fb
0.743 :1
Length/DL Defl 631 6 :1
k -ft
Length/(DL +LL Deft) 297.6-1
Shear
6.346 k
36 -560 k
fv - Shear Stress
3.194 ksi
18.400 ksi
fv / Fv
0.174 :1
k -ft
Shear @ Left 6.24 k
- ---
wPOTM
- - - --
- - --
---- -- - -- - -
--
-
<<- These columns are Dead + Live
Load placed as noted a>
DL
LL
LL+ST
LL
LL+ST
L4ardmum
Only
90 Center
gb_ Center a
Canis
9b- Cants
Max M + 22.17 k-ft
10.43
22.17
k -ft
Max M -
k -ft
Max. M @ Left
k -ft
Max M @ Right
k -ft
Shear @ Left 6.24 k
2.91
6.24
k
Shear @ Right 6.35 k
3.11
6.35
k
Center Defl -0.565 in
-0.266
-0.565
-0.565
0.000
0.000 in
Left Cant Defl 0.000in
0.000
0.000
0.000
0 000
0.000 in
Right Cant Deft 0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Deft @ 0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 6.24
2.91
6.24
6.24
k
Reaction @ Rt 635
3.11
6.35
6.35
k
Fa c:aWd per Eq. E2 -1, K" < Cc
I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy
SUSHI MAKI Tide •000 0 so* 0 :• •: :Jobt •• *•• •••
Dsgnr Dais:* --, -*ZPW: -77 A,? 'tt'.
DescjiptiW. a
0•• •
1 0.140 in4 zx 13.600 in3
Cw 51.80 in6 Zy 2.670 in3
K 0.615 in
Sc
tj F-S 111 I
F.%ge 2
jr
Desev4mor, sushi maki
Seakm WMIS
Depth 8 110 in
weight
15.08 #fit
Web Thick 0.245 in
lac
48.000 in4
WKM 4.015 in
Pty
3.410 in4
Flange Thick 0.315 in
Sxx
11.800 m3
Area 4.44 in2
S"
1700 W
Rt 1030 in
R-roc
3.290 in
Values for LRFD Design.
R-yy
0.876 in
1 0.140 in4 zx 13.600 in3
Cw 51.80 in6 Zy 2.670 in3
K 0.615 in
0060 •0• . . 0000• ..
SUSHI MAKI ride: ' ... : 0 : :Job
Dsgnr: . 0 : : Dale: L,uvl: a too"
Dascrlption :6 • • • • • . • . 6406 , • -
Des=ipfiaa Joist Reinforcing
Steel Section: CSX6.7
Scope: . 6 . .•. . ..
• • . . • • • . . .
• • • i9R, X61, 3�11�i 3•_�V�.,dL.13Ifi,-H
0000 0000. ... .••-
Code Ref: AISIq 9th 4SD, 1981 UBC, 2803 IBC, 2003 NFR
5000
Actual Allowable
Moment 3.919 k -ft 5.920 k-ft
fb : Bending Stress 15.727 ksi 23.760 ksi
fb / Fb 0.662 :1
Shear 1.108 k 13.680 k
fv : Shear Stress 1.167 ksi 14.400 ksi
fv / Fv 0.081 :1
SA#jC Lcakz zam...:_ iao,rsr 5 >� ,
Max Defection -0.790 in
Length/DL Deft 491.1 :1
LengtW(DL +LL DeB) 237.9 :1
IF-;Wm & SUE-.$ -
-0.383
-0.790
Pinned -Pinned
Load Duration Factor
1.00
Center Span
Load placed as noted ->>
15.67 ft
tam WL Added to Loads
Elastic Modulus
29,000.0 ksi
Left Cant.
Only
0.00 ft
LL fi ST Act Together
Max M + 3.92 k-ft
1.89
Right Cant
k -ft
0 -00 ft
0.000
0.000
k -ft
Lu Unbraced Length
- -- -
0 00 ft
--
079
k -ft
Max M @ Right
�t3 s$
Reaction @ Rt 1.11
-- -
- - - -- - - -
- - - -- Rt m -:hr1-
$tom ;,la)�it� ._ :era
k
#1
#2
#3 #4
#5 #6
#7
DL
0.033
kift
LL
0.040
k/ft
ST
ktft
Start Location
ft
End Location
15.670
ft
Loads
%Lm ,3i ?u-r -: -Ter-
-?vas Boa gv04f✓
Dead Load
#1
0.300
#2
#3 #4
#5 #6
#7
Lire Load
0.350
k
k
Short Term
k
Location
11.670
ft
Actual Allowable
Moment 3.919 k -ft 5.920 k-ft
fb : Bending Stress 15.727 ksi 23.760 ksi
fb / Fb 0.662 :1
Shear 1.108 k 13.680 k
fv : Shear Stress 1.167 ksi 14.400 ksi
fv / Fv 0.081 :1
SA#jC Lcakz zam...:_ iao,rsr 5 >� ,
Max Defection -0.790 in
Length/DL Deft 491.1 :1
LengtW(DL +LL DeB) 237.9 :1
IF-;Wm & SUE-.$ -
-0.383
-0.790
-0.790
0.000
0 000 in
c<_ These columns are Dead + Live
Load placed as noted ->>
0.000
DL
LL LL+ST
LL LL+ST
Maximum
Only
A Center A Center A
Cams 94 Cants
Max M + 3.92 k-ft
1.89
3.92
k -ft
Max M -
0.000
0.000
k -ft
Max. M @ Left
0.39
079
k -ft
Max M @ Right
k
Reaction @ Rt 1.11
k-ft
Shear @ Left 0 79 k
0.39
0.79
k
Shear @ Right 1.11 k
0.53
1.11
k
Center Dell. -0.790 in
-0.383
-0.790
-0.790
0.000
0 000 in
Left Cant DO 0 000 in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Deft 0.000 in
0.000
0.000
0.000
0.000
0.000 in
.. Query Deft @ 0 -000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left 079
0.39
079
0.79
k
Reaction @ Rt 1.11
0.53
1.11
1.11
k
Fa pled per Eq. E2 -1, K'L/r < Cc
I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy
0060
43
SUSHI MAKI
Title :
'
:
:'
. • : ilob #
Dsgnr.
...
•
•
•
Dafe: ' ' 9:z=A 1; -z
Description ; • . •
90000
• .
•
.
f *see • • •
Scope:
•
•
•.• • .•
"n-, f� ENEAC +L 6+t�re� r g 3cYt rya
- - =
_
.
•
-
• •
•
•
•
•
•
�ssi ra �ni�ni _ .•. �c�� wR
Des=i9bm. Joist Reinforcing
•.f.
••.%
•.• ....
7
Depth 5.000 in
Weight
6.69 #/it
Web Thick 0.190 in
box
7.480 in4
Width 1 750 in
lyy
0.470 in4
Flange Thick 0.320 in
Sx x
2.990 in3
Area 1.97 in2
Syy
0.372 in3
Xcg Dist 0.484 in
Raox
1.950 in
Values for LRFD Design ..
R-yy
0 489 in
J 0.055 im
Zx
3.550 in3
Cw 2.22 in6
Zy
0.757 in3
K
0.750 in
FRANCISCO CUELLO JR.,P.E.,INC.
Consulting Engineer
M' k
3.94' ' 41't -e.
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