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! 26 0611:318
Brent
(920) 872-1198 p.1
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FAX COVER SHEET
FROM: J. D. WaD Concrete Construction LLC
PHONE: 920-872-1199
TO:O.j It k. ~~H IAJ ~ P--t(c r' to JLfl ..s
ATTN:
/'II C- 0 ~ c:::-
FAX NUMBER: q'1-0 - ~3 ~ - 5"' 0 :Ptf
Number of paees (includine cover): .3
COMMENTS~
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Oct ~6 06 11 :31a
Brent
(920) 872-1198
p.2
TiDe: GARAGE FNDN WALL DEEP BEAM Jol) # 06J106
Dsgnr: Bud Date: 3:23PM, 24 OCT 06
Description: NEW CONDO 3320/3322 ISAAC LANE! OSHKOSH,
WI 54901
8"x48" FNDN WALL DEEP BEAMCHECK
BAUER ENGINEERING LLC
1037 5 GEORGETOWN TERR.
BEAVER DAM, WI 53916
920 885-4966
FAX 920 887-0221
TI~r ~~g804452, Ver 5 5 0, 2~Sep-ZO01 C t R t I & T B D' Page 1
(0)".98S-2OO1 ENERCALC Ennineonng &.""l\Ware . onere e ec angu ar ee earn eSlgn.,rogram r.'eslec55\06j106 jd wail oshkosh.
Description 8" x 48" deep fndn wall beam
Scope :
Span = 5.501t,Width= a.OOin Depth = 48.00In
8.49 k-ft
42.25 k-ft
1.73 k
24.16 k
Bending...
@ Center
@ Left End
@ Right End
Shear...
@ left End
@ Right End
: Deflection
Deflections... Upward
DL T [Bm Wtl 0.0000 in at 0.0000 ft
Dl ... LL + (Bm WtJ 0.0000 in at 0.0000 ft
DL + LL + ST -+ [Bm Wt] 0.0000 in at 0.0000 ft
Reactions... @ Left @ Right
Dl + [Bm Wtll 1.957 Ie 1.957 k
DL + LL + [8m wt] 3.978 k 3.978 k
DL + LL + ST + [Bm Wtl 1.957 k 1.957 k
'. -t; ......, UJ 0 '" ? 2. S 'Pl.- r= ..,,""".~\ -
.., ~I , "'5-1 u.> <7 . """~'~'~';,''.aIi~I,!8'1..
r - ~ - J t.-. , ,~~~~t.-)t)"<!~!A7"'J,(." 4 8 oee. p Co /"; C. SeA M
_ _ lIa- _ _ _ ~~~~~..... "l.i-'. .. ~:~'.
~ "'4-rtr J 1#" .p :;j-;:" .., LoJ./ td. ttv{ #.~p> ..,-~& 6~
r ~ = ~ ~
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General Information
Span
Depth
Width
5.50 ft
48.000 in
8.000 in
Beam Weight Added Internally
I Reinforcing
Rebar @ Center of Beam..
Count SiZe
#1 1 4
#2 1 4
I Uniform Loads
Dead Load
#1 0.325 k
SUmmary
'd' from Top
6.00 in
42.00 in
Maximum Moment: Mu
Allowable Moment: Mn"phi
. Maximum Shear: Vu
Allowable Shear: Vn"phi
Shear Stirrups...
Stirrup Area @ Section 0.440 in2
Region 0.000
MlD<. Spacing Not Req'd
I Max Vu 1.680
\ Bending & Shear Force Summary
Mn.Phi
42.25 k-ft
42.25 k-fl
42.25 k-ft
Vn"Phi
24.16 k
24.16 k
P76/
Calculations are designed to ACI 318-95 and 1997 USC Requirements
~ ~~O~
Fy 60,000 psi
Concrete Wt. 145.0 pcf
Seismic Zone 0
End Fixity Pinned-Pinned
Uve Load not acting with Short Term
Rebar @ Left End of Beam...
Count Size 'd' from Top
#1 1 4 6.00 in
#2 1 4 42.00 in
Rebar @ Right End of Beam...
Count Size 'd' from Top .vi
#1 1 4 6.00 in ~
#2 1 4 4200 in
Live Load
0.735 k
Short Term
start
0.000 ft
End
5.500 It
iJ*
k
Beam Design OK _
Maximum Deflection
-0,0001 in
Max Reacl:ion @ Left
Max Reaction @ Right
3.98 k
3.98 k
0.917
Not Req'd
1.68Q
1.633
Not Req'd
1.680
2.750
Not Req'd
1.680
3.667
Not Req'd
1.680
4.583
Not Req'd
1.729
5.500 fl. Q
Not Req'd in "+
1.729 k
Mu, Eq. 9-1
8.49 k-ft
0.00 k-ft:
0.00 k-ft
Vu, Eq. 9-1
1.68 k
1.73 k
Mu, Eq. 9-2
2.83 k-fl:
0.00 k-ft
0.00 k-fl
Vu, Eq. 9-2
0.56 k
0.58 k
Mu, Eq. 9-3
2,42 k-ft
0,00 k.ft
0,00 k-ft
Vu, Eq. 9-3
0.48 k
0.49 k
Downward
0.0000 in at 2.7500ft
-0.0001 in at 2.7500fl
0.0000 in at 2.750Dfl
,
Oct.26 d6 11:31a
Brent
(920) 872-1198
p.3
TIDe: GARAGE FNDN WALL DEEP BEAM Joib# 06J106
Dsgnr: Bud Date: 3:23PM. 24 OCT 06
Description: NEW CONDO 3320/3322 ISAAC LANE / OSHKOSH,
WI 54901
8"x 48" FNDN WALL DEEP BEAM CHECK
Scope :
Left End
1.165 in
1 .007 in
23.973 k
0.000 k
-24.000 k
24.857 in
18.643 in
21.129 in
377.145k
11.205k
388.350 k
6,473 in2
0.000 OK
IVIcr
Ms:Max DL + LL
R1 :: (Ms:DL+LL)JMcr
Ms:Max Dl+Ll+ST
R2 = (Ms:DL+LL+ST)fMcr
I:eff... Ms(DL+LL)
l:eff... Ms(DL+LL+ST)
Eft. Flange Width 8.00 in
ACE Factors (per ACI. applied in1emally to entered loads)
AC19-1 & 9.2 DL 1.400 ACI 9-2 Group Factor
ACI 9-1 & 9-2 LL 1.700 AC! 9-3 Deag Load Factor
ACI9-1 &9-2 ST 1.700 ACI9-3 Short Term Factor
....seismic:: ST. : 1.100
0.750
0.900
1.300
BAUER ENGINEERING LLC
1037 5 GEORGETOWN TERR.
B EAVER DAM , WI 53916
920 8B5-4966
FAX 920 887-0221
Re..: 5~O' ~o
User KW.0504452. Ver 5.5.C. ~ep-200t Concrete Rectangular & Tee Sea'm Desl'gn Page 2
(or 9BS.2001 ENERCALC En5lne~ing Software : ". . c:\.program files.\ec55\06j10€i jd wall oshkosh.
Description 8" x 48" deep fndn wall beam
Riaht End
1.185 in
, .007 in
23.973 k
0.000 k
-24.000 k
24.6571 in
18.643 in
21.129 in
377.145 k
11.205 k
388.350 k
6.473 in2
0.000 OK
113.59 k-ft
5.47 k-lt
20.765
2.69k-ft
42.211
73,728.000 in4
73,728.000 in4
UBC 1921.2.7 "1.4" Factor
USC 192~ .2.7 "0.9" Factor
1.400
0.900
l Section AnalysiS
Evaluate Moment Capacity...
X : Neutral Axis
a = beta. Xneutral
Compression in Concrete
Sum [Steel compo forces]
Tension in Reinforcing
Find Max As for Ductile Failure...
X-Balanced
Xmax = Xbal * 0.75
a-mal( = beta · Xbal
Compression in Concrete
Sum ISteel Comp Forces]
Total Compressive Force
AS Max = Tot Force I Fy
Actual Tension As
I Additional Deflection Cales
Neutral Axis
Igross
Icracked
Elastic Modulus
Fr:: 7.5. f'c^.5
z: Cracking
Center
1.185 in
1.007 in
23.973 k
0.000 k
-24.0QO k
24.857 in
1 8.643 in
21.1.29 in
377.145 k
11.205 k
386.350 k
6.473 in2
0,400 OK
4.135 in
73,728.00 in4
2,660.53 in4
3,372.2 ksi
443,706 psi
72.120 ksi
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